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Home My WebLink AboutHydrologyCalcs(May28,2003).l, INCLUDED WITHIN ARE THE HYDROLOGY CALCULATIONS FOR 1'I-iE WOLF VALLEY CREEK CHANNEL-WOLF CREEK SPECIFIC PLAN TRACTS 29798 AND 29305 MAY 28, 2003 J •H \ h ~w Herman S. Hovagimyan A No.20278 ~~ Exp.&30•A5 /~ Civil •'- S'~. ~F- ~ 9~~CA1-~F~ PREPARED BY :: Lohr + Associates Inc Land Planning q3519 qidge Pe~k ~dva CrvU En9~~~~i~B T~mecule, CA BT590 Survtying Ph.909676~6726 Fax909699-0896 ATTENTION: HERMAN HOVAGIMYAN TELEPHONE: (909) 67G-6726 I ~~~J~~ V ~ ~~~ JUN 0 6 2003 CiTY GF TEh"CCULA ~ ENGINEERING DEPpRTMENT , ~ ' r . ~ t ~ ~ COp~I Y~ ~ ~ RIVERSIDE COUNTY FLOOD CONTROL AND VIATER CONSERVATION DISTRICT 1~1~VtW~vu~~,..~• i~.+v~ 909.955.1200 909.788.9965 FAX 1576I.1 Mazch 15, 2002 ,. 2 Mr. William G. Hughes Ciry of Temecula Post O~ce Box 9033 - Temecula, CA 42589-9033 Dear Mr. Hughes: Re: Pala Road ChanneUWolf Valley Drainage Basin Hydrologic Report Review Only beriveen Loma Linda Road and Future Deer Hollow Road Account No. 137-0-3-0'756 (Improvement Plan Ck. #2) The following plans, prepared by Lohr & Associates, have been submitted to the Dish~ict for review: 1. Tract 29305, Interim Loop Road, Wolf Valley Road and Loma Linda Road, street improvement plans, dated 7anuary 25, 2002, consisting of 10, 11, and 9 sheeu, respectively, received by the District January 29, 2002.. For reference only. . ! 2. Erosion Control Informatioa Pamphlet by North .American Green, received by the DishzctJanuary 29, 2002. Forreference only. 3. Tract 29305, Pala Road drainage channel and storm drain plans, dated January 25, 2002, consistiag of 11 sheets, received by the District January 25, 2002. For reference only. 4. Wolf Creek Specific Plan Hydrology Report (Tentative Tract 29798 and Tract 29305), hydrologic and hydraulic calculadons, dated October 11, 2001, received by the District ~ January 29, 2002. For review only. ~ 5.. Wolf Creek Channel Summary of Design Process and Calculaflons Results, dated January 16, 2002,.prepared by Lohr & Associates; Inc., received by the District January 29, 2002. For reference only. The District has reviewed tFie report submitted and has the following comments: 1. The limits of the hydrologic review of Wolf Creek drainage study consisted of the drainage area tributary to the proposed Pala Road Channel located north of Pala Road betweeri Loma Linda Road and future Deer Hollow Road. The District found the hydrologic report and flow rates acceptable. Per Steve Beswick telecom on Mazch 14, 2002, the tributary subazeas south of Pala Road between Via Eduazdo and Loma Linda Road that may outlet in the proposed Pala Road Channel will be addressed and .j incorporated in the mainline. hydrology by the engineer later. 2 ._'..~t) ~'ood/ 75761.1 ivlr. VJilliam G. Hughes -2- March 15, 2002 . City of Temecula Re: Pala Road ChanneUWolf Valley Drainage Basin Hydrologic Report Review only between Loma Linda Road and Future Deer HoH,ow Road AccountNo.137-0-3-0756 ` (Improvement Plan Ck. #2) 2. A cursory review of the Wolf Creek Channel HEGR.AS hydraulic calculations beriveen Loma. Linda Road and Future Deer Hollow Road, . indicate that the expansion and ~" contraction coefficients used to compute the energy .1QSSes associated with abrupt transactions upstream and downstream of the proposed mulriple RCB crossings may not be adequate. The engineer should use higher contraction and expansion coefficients at the beginning and ead of the proposed channel transitions. . The higher conh~action and expaasion coefficients should be input in the HEC-RAS runs at ihe immediately adjacent upstream and downstream stations of the multiple RCB crossings, and the coefficients for gradual transitions input at the begin station of the channel.transitioa: We would suggest the engineer revise accordingly. • Very truly yours, ~~ ~ \c~ vl~-- STUART E. MCKIBBIN, Senior Civil Engineer , • 3. Additional hydroYogy for Pala Road Channel south of Pala:Road between Loma Linda Road and Via•Eduardo with supporting hydrologic aad hydraulic calculations should be submitted to the DistriCt for review when available. The resubmittals should be date stamped by the engiaeer and folded (9"x12") with the title block sltowing. Quesfions regarding this matter may be directed to Daisy Barreto of this office at 909.955.1269. c: Lohr & Associates ~ Attri: Anthony J. Terich City of Temecula Atm: Steve Beswick DB:slj:pln No. 4a553 Ezp. 3-31-02 c ~v i~ 3 • ^ e ^ CONSULTINCa May 21, 2001 Tony Terich LohrAssociates, Inc. G3513 Ridge.Park:Drive Temecula, CA 92590 Subject: Pechanga Creek Overflow - Redhawk Dear Tony: JN 15-100308.002 . Our current calculation for the overFlow discharge down Pala Road from Pechanga Creek is approximately 300 cfs. This calculation is based on the installation of a levee along Pechanga Road. The overtiow discharge will be adjusted and refined upon review by RCFCD based on their opinion of our assumptions and calculations. if you have any additional q esti ~ Michaei A.. Tylrrtan ~ce.Rresiiient, Civil.Engineering Riverside Region please do not hesitate to call. cc: Rudy Emami - RBF Consulting Bill Green - RBF Consulting Bruce Phillips - RBF Consulting ~ HIPDATAH51W308140MIN.W2L7081t(002,WpE PLANNINO ^ DESI~N ^ CONSTftUCTION 27555 Ynez Road, Sui[e 400, Temecula, CA g2691-067g . g09.678.8042 ~ Fax 909.676.7240 OHices located throughout Celffomia, Anzone & Nevada ~ www.qgF.com A . • ~ TABLE OF CONTENTS A. INTRODUCTION B. METHODOLOGY EXHIBIT A C. PROPOSED FACILITIES APPENDICES HYDROLOGY CALCULATIONS Q,o and Q,oo HYDROLOGY MAP TRACT 29798 HYDROLOGY MAP TRACT 29305 3 (POCKET INSERT) (POCKET INSERT) ~ • A. INTRODUCTION The purpose of this report is to analyze the hydrology for the Wolf Valley Drainage Basin up to the proposed quadruple, reinforced concrete box structure being constructed by the City of Temecula which will carry the subject flows to Temecula Creek by way of Pala Road. This drainage basin contains approximately 1376 acres and is bounded by the Pechanga Creek drainage basin on the southwest; the Redhawk Specific Plan development to the northeast and southeast; Pala Road and existing development to the west; and Loma Linda Road on the north (see Exhibit A). The basin is located partially within the City of Temecula and partially within the unincocporated area of Riverside County. Existing land uses include residential development and natural open space. The City of Temecula General Plan and Riverside County Southwest Area.Plan designate a large portion of the undeveloped area as future residential with supporting commercial, parks, and open space. The most southeasterly area of the basin is within the Pechanga Reservation and is designated as open space. • We have reviewed the following hydrology reports as part of our analysis of the Wolf Valley Basin. Hydrology Report for Redhawk Tract No. 23065 prepared by RBF dated February 28, 2001. This report is currently being reviewed by Riverside County Flood Control District (copies included herewith). In addition, RBF (copies included) has provided us with a statement as to the Pechanga Creek overflow based upon their studies. 2. Hydrology Report for Pechanga Gaming Center prepared by Markham and Associates dated November 6, 1995 (copies included). B. METHODOLOGY This report is based upon an analysis of the existing reports for the Wolf Valley Drainage Basin, industry design standards and the following factors and assumptions. Hydrology calculations are based upon the Riverside County Flood Control and Water Conservation District Hydrology Manual. • Page 1 25001Report T V ~ n ~~I~ i I~ ~ ~f ~I ~l ~ I ~ ~II I ~) .i~l r 1 /~ 1 ~ ~.I ~ ~ ~ Il ~~ n ~~~\ ~1 \~ -'~,~ \ ~ \ ~ i ~ r~/.'- ~ /~, 1 I ~ 'jl~~ " i " \o ~ P J ~~ ~ 1 ~ -~,~ I~ ~:~ I ¢I S ' ~ \~u~l I ~ .~~ II . 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'. ~ ~ _ oot/ ~ L I 1 ~ ~ ~y ~, 1 d ~ 1 } j ! ~ ~ ~~' 71~1 i ~ .v -~'~'~ ~~ N ~ ~ ~ r ' ~~ l r ~ ti`'-t ~~~ ~ ~ i~ "~.. ~ ~ ~ ~ . ~,~ l - ~ _ ~r ~ ~ ~i ,~ I ~ ~ ~~,;t~~~ i~l~ ~ ~,a I ~ ~ , : ~, ~~ ;,,j , ~ ~~, ~,~ t~~~ ~--- _ ,, ~ ~ P~~ " ~. N ~.~. -~ ~ ~. -'~ ~ ~' ~li 6 ~~~ I~~ ~i i ' ~ ~ \ ~ ~ ~ , ~ ~ .~ ~ 0 ( ~ I I~ I~ 1 ~.~ % ~ ~ i ~ ~ ~, ) 1' . ~~~ 1. 1 ~ I I A ~; I~~~ . p 093pNd • ~a ~88 = ~ n(i _ ~ r. i ~ ~~ ~~II I~i~~` / 4~ ~~~ ~ ) ~ ~ ~ -' s . . ~ ~l r rJ 1 i ii / i '_-' ~: n ~ Ob ~ -i ~ ~ ~ ~ ON u ~ ~ I i 1r ~ II I~i ~ ~ ~ ~~C~ ~ ~ r c. o~~ vvs ~~ o~~s ~~~ i L ~ ~ ~~~ ~~ ~ ~ ~~~~~ ~ ~ o \ ~ ,~~ial~i~ ~ '~ ~ -__ /- ~ ~~- _ ~ ' ~ ~ ' l~ ~ ~~~ i ~. ' ti ~I'~ ~r. ' ~ e~. ~ ~ ~V. i /~ ~~ cV~ t1!@~~e/~il~i ° ~P~f1DBW~ ~, ~, -i = ~ o ~ ~ ~ ~ \ ~ . ~. ~; ~ o ~~' ~ ~ l _ r~~A~.~.~tl 1~ I6 U ~~ ~A.d^,`.• _~_yll i ~ sfiE'Snot~'iwrV lo ~ - m~ ~ ..~m ~o~. . 'IW 00 3aIStl3~lb t ~ O m N WOLF VALLEY -Z DRAINAGE BASIN 1 EXHIBIT A • Soil Groups B and C were used based upon the Pechanga Soils Group Map. Runoff coefficients for the Wolf Creek Specific Plan are based upon the proposed, land uses as shown on the City of Temecula General Plan. Ail contributory land areas were based upon ultimate planned development in considering runoff coefficients. Standard intensity/duration curve data was used for the Murrieta, Temecula and Rancho California areas. Riverside County Flood Control District topographic mapping was also used. C. PROPOSED FACILITIES The design and construction of major storm drain facilities paralleling and within Pala Road from Deer Hollow Way (Fairview Road) to Temecula Creek are currently planned. Based upon the hydrology analysis and 100-year storm flows for the drainage basin, a grass lined trapezoidal channel paralleling Pala Road is proposed from Deer Hollow Way to Loma Linda Road. • • Page 3 25001Report V LOHR+ASSOCIATES INC. 1(Q, 'l 9.3 0 5 JOB No. 3 a oo l 43513 RIDGE PARK DRIVE BY L1E,em,4,~~ TEMECULA, CA92590 DATE PH.909-676~726 SHT. / FAX 909-699-0896 OF 5/ o/ . • LAND PLANNING ~ CIVIL ENGINEERING ~ SURVEYING . HYDROLOGY • ~ z LOCAT,ON !~',~P ~ ~~ ~ ~ . e . E:~ec_ ~. A ~ .r.- ~ ~. ~ ~ /-LiL'~' 3 y~}~l{- B T_ I • I .J . ,~ ~1-~''= i S"f ~ f~~ ., ~ '. '_'-- ~~ _~_ ~~r~•k'j,.,;° :';. ; . ~ ~ , ~ :'Y }i ~t ~ ( ~.` ~ . i~~,~~~_ ~~ '(!-" L' , ._ J..:\` .~ qi~'~.,".1 _ `/`1' ~ : ~.3~ _ , \.-:':}.ir;~.i7j ( ~'-;`: ,.' ~-5 ~,.r~~.~wr ~ ',e`el;~ 'i;:~-;'.'?:., _.+ _ ~~~U_= ~ia, ; " I J ~ a'~'. _ _ t : J • ~,.~~h . - _`F_~- "~..~"J-r'J n _ _~ , ~ t L _-.f. v~_~ ,_ `f~{~ • J :~ < ~ ;r ~ :++~ f \ z) ~, ; ~-;.~ ,,:~~~ ~ C i~ ~ `f}! h/ ~.7 .. ~ -a- "~L~°"„"~' ~ , `~; ' , '" ti~ , ~~f~r" ~-~,^ ,~~~ t; - ia:~ ~ ~' '.;~ , ~~ , ~ ~ s 1 `Y ~ . , ~ - , ~ _~ ~.~ . ,~- ~ -~ ; , ~.~ ~; - ~ _ ,. ~~ '~ ~~~. . ~ ~ i:~~~ . ~ ~ , y,~ »..~,~• I LEGEND - SOILS CROUP BOUNDARY A SOILS GROUP OES~GMATION RCFC 8~ WCD TIYDROLOCiY 1~/IANUAL O FE~ET 5000 HYDROLOGIC SOILS GROUP MAP FOR PECHANGA ~~'s(~ o r,\~ ; ~ ~ ~~} ~,~Y~~/t ~ AA~~_I` ~ . -.~ PLATE C- I .61 A • t . C ,' ~ ~ ~ T c' ~ LIMITATIONS: Metiinwrt+ Itnath = I000~ I T~ ~ppp 90 . 2. Maaimum ana = 10 Aer~• S 900 80 ~ T~ i v ~ 6 ~ 800 v ~ S ~ < 60 g~ b * 700 200 7 a ~ .4 c ~ 600 E g ~ w~p S~ o o 8 a ° SO - a " ~ ~ ' 500 o ~ ; (~) • 9 ° Y ~ ~~ s e lo T 0 • • 6 4~ ~ - ~ a (I) K A II o c '- F Und~w{o-~d Q Good Cowt ~ 2 12 o c : 3S0 ~ 25 ~~ e I.o ~ ° ~ Fai~ Cooa ~ .e ~4 ~ o ' 300 E _ Und~NMMd p :3 l?~/ IS • ~ e ' S ~ 19 POOr Cev~f ~ 2 . I6 f ZSO v 18 ~ . ~~ S~ '~ . E. J ~B ~~ • ~ C V ~ ~S CO~M~MCIO - g Y = P -~ 14 t~ 3 ~ 20 ~ 0 200 E I3 ~ . e J ~t I2 !~ t 2 o ~ II ° 2S ° u ° KEY c°+ ~~ € 9 L-H Te-K-Te ~ 0 ~ 8 3~ ~ EJiAMP ; E T (I) L=550~, .H =5.0; K=Sinqb Family(I/4 Ae.) 35 H Dtv~bpm~nt , Tc =12.6 min. 6 H=5.0~ K= Comm~-cial (2) l=350~ p~ , , D~wlopm~nt, Te = 9.7 min. . 40 5 ~ 4 Referenee: Biblioqrophy item No. 35. R C FC 8 W C D TIME OF CONCENTR HYDROLDGY A/IANUAL ~,,,, ....~... .,...,. 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Y IM• . • ~rr• • ~ ~ ~ • ~IM11• • . ~ • IINN~~+ • • ~ • eeeP • ~ . ~ • lOOOh hr000 J > NNMNN ~~~~~ ~r~~~ r~..~.~ .n~w.~ • ~ ~ ~ • • ~ • • , ~ ~ ~ ~ W G _ O -- ~'J w+~~• •~~n~ ~ ~ w^~^M •a.~e ew~a~ •nen• nenen w ~I ' ~~ ~ ~ NMNNN AI~III1~111 •~1111f~~ ihr0~ RcFC e wco NYDR~LAGY TyIANUAL STANDARD INTENSITY - DURATION CURVES QATA ~v PLATE D-4.1 (4 of I ._0 I 2 3 4 5 a `1} ~I~~} ~ ~ 0 Z ~ ~ ~ 0 ~ Z W I ~ i z 3 4 5 6 PLATE 0• 7 O I 2 3 4 5 6 I.0 ~ .9 .8 .7 .6 • .5 .4 .3 .2 .I . 0 ~lii:+,'; : , , , , . ~:~ ~~~~ ii1 ''+'{ ~,{~t~;. ~ ,... ..,. ~ ' : i~`~~~ ~fY ,;t ~ t , ~+ _., ~ . ~~~; ; ~ a ~~ a~ ~~41.},, ~<< ~,~ ~ , , . ~, ~ , ~i~~~~ ' ~~~ I~~~~~~~I ~; : : ~ , . ,~,;,, , ~;i~i;; ; ~;'~; „ ~,i~,!~,, ;,,r, ; , .. , ;;~; i; •~~ ;, „ , ,, , . , :::::';~ -' 1; ~ .... . ~ ~.. , . ~ ~.t..~~~_... t ~ - , f ;.. . .~ ~' y.' ' )p. ~ rt ~'tDJ-: _. .. . t.~.. _ ~..:-. _ .-.. Y - . ~. ~ _ i" •' -- { r-- { i.' ~ ~ ~~ T~j- T'""'' - ' ' ~ : 1 7 . ~ y.t-• 't.~l..'t~ ' ~ , . ,. I~..:;:~ t . ! : I 1 I 1 ~ ~ + ' ' ~ ~ t ~ ~ .J ~ I 1 ' ~ ' h ~ ~ . . f j ~ ~ : : :: : ~ . . . . . , ....~~.. ' ~ , ' ' . : I : ~ I i i i. • .. - ` i~ ~~~ ~ . , - ,~ ,-~- ~T '.*~ , ~.-! .; ~ ~ 1 j `~j~ ' ,,;,, , + ;; , ! ~,~, ; .. ; ..;,, ~ i =--~ 1-, -; ~~ ~ :if . #~ ~ , ~, , ~ , , : _ , : : '. ~ ~ - -' I _ ~ ' ' ,~ . I ~~ ~ ~,...rl . t -~i f ~ ..{.~ -t '~1 t•~ ~y~ ~~II ~~,-1~~ ~-*Ti ~ ~ ~' ~.1_t';.+I; Y~~1 lf r~ . -:1 ~ ~a--~ ~ ~ :ii ;: ~..~.T~ . _.,.~ ~ : i ~ , ~ ,; t; ,_~; - --'-- --- --- - • - - ~ . 1 ' I ~ ; - ~ ~ i . . ' ~ 1 +1;- ~ I I-}i°'-+J. -.'^r. ~ ~ .~:~~:~+-'~ ' _.-~-r- '_ + ' ~ I~_ ~'• --+-; ---- 'r- -~ lL ~ - -L.~ ~. •r Y O• ' ' I ' ~r ' 1 r ~~ I I I 1 I ~ I 1~. t i' ~ I 1 I 1 1 i ~~ 1 I I ~11 li i 1 ii I ~ ~ i ~ ~ i i~. • ~ ~ i. I i i iii • ~ I . I ~ ~ ~ ~. i i~ . . i ~ I ~ I . I I' ~ 1 ~ i i I 1 I i I I ~ I ~ ~ ~ ~I ~ i~* ~L r~ , : " ~,~, ~: :; ~ ~ ~: , ~. ' AND USE O R DEVELOPM NT T YPE~ , ~, ,; W ~ , ~ ~ ~ ~ i V, ~ ~ , ~ ~ i : : , ~ i i ~ ~ ~ ~ ~ ~ ~ ~~ i ~ i ~ i ~ ~ I ~ O ~ ' ERC E T N qG~ 0~ 1 P;E V IOUS C YER ' ' T , , , , , ~ , ,; V ~ ~ ~~ ~ ~ ~ ~ i ~ ~ ~ ~ ~, ~ ~ ~ ~ ~ ~ , , , ~ ~ ~ , ~ , , ~ ~~ ~ ~ ~ ~ i ~~ ' i~ ~~ ~ ~ i ~ ~ ~ ~ ' , ~ ~ ~ ~ ~ I i ~ I i I ~ ~ ~ ~ ~ I' ~ I I i I ~ i I~ ~' ~ I- ~ ~I ~ I~ I~I ~ I ~ I I I I I I I ~ ~ ~ 1 ~' ~ ~ ~ ~ ~~ ' ' ' ~ ~ ~ , ~ . ,; RCFC S 1 M C D ~ , , ; ~ ~ ~ ' ' ' ' }-) ~ ~ ' ' ' ~ YDROLOGY 1 / ANUAL ~ ~~ ~ 1 7 ~ ~ i- i ii ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ' ~ RUNOFF COEFFICIENT CURVES „ ~~ ~ ~ ~ ' ' ' SOIL GROUP-C ~ ~~~ ~ ~ ~ COVER TYPE-URBAN LANDSCAPING ' ' ~ ; , ' ~ ; AMC-II ~~ ~ ~ ~ ~ (RUNOFF INDEX NUMBER 69) ~ , , ; ~ ~ ~ ~ ~ ~ ; , ; ~ ~ ~ ~ ~ ~ ~ ~ ~ , , ~ ~ ; ~ ; ; RAINFALL INTENSI TY IN lNCHES PER HOUR 0 I 2 3 4 5 6 v PLATE D-5.3 LOHR + ASSOCIATES INC CoGCECTok' STQE~T Job No. 1503 South Coast Drive gy Suite 203 Date osta Mesa California 92626 Sht. g~ of 714] 754-5714 64~~ W Land Planning Civil Engineering 6 ~, ~, Surveying p~l ~ c `~ ~ WInTl1 aF DEPTN RKEA ~toaDiNb Q 5~~: o.r~ 0.19 2,0 3,7 o.~z e,2i 2.e s.s 0.18 0,2k 3.0 4,Z o.I9 0,27 3.5 4,~ • e.1o o. 2i 0, 3 I e, 35 k.o q.s 5.4 G. I o, 22 d~ 40 5,0 7. I 0,23 0,45 5.5 8,1 e.24 a,sl G.o 9,5 a,25 d,57 G.5 Im,fi a,2G a.~4 7.0 12.5 0.27 0,"l( 7,5 14.2 0.28 0.19 S.o IG,3 e,2q o.87 s.s 1E,4 n~3o o.9G `~,0 20.9 0,31 I,oS Q,5 23.4 e.32 l, 15 ~o.0 26.3 o, 33 (, ?5 ~ o. 7 Z`1.3 0.34 1,3G Ii,o 32,7 tl,35 1,47 It.S 36,1 o.3G 1,59 ~z,o 40,0 o~ 37 I,71 12,5 A~.4,o tl.3$ 1.84 ~3,0 48.5 0,39 I,97 13,5 53.0 v,4o ~,(I 14•o SS.o v,41 Z.ZS (4.5 G3,1 • 0,4~7 2.40 15.n GS.l 0, 43 2,55 /5.5 74.3 d. 44 t.71 /6. o Bo . G n=o. a ~s N:o.of5 1¢ `~ LOHR+qSSOCIATES INC. JOB No. 43513 RIDGE PARK DRIVE By TEMECULA, CA92590 DATE PH.909-676-6726 SHT. • 9 FAX 909-699-0896 OF •~ LAND PLANNING ~ CIViI ENGINEERING ~ SURVEYING Ll/DTfFOF D EPtff A!?E~4 FLoo D/AlG ~~5 ~~T • • 0.45 2.87 /~.5 BG.Y D.4~ 3.04 17.0 93.7 0.47 3,21 l'f.5 l00,7 n•48 d ~'q 3.34 I~.e Io8.2 ma~ENTu~rr @ dso,5o ~` ~ 3,57 IB.5 119,4 O, 5 O 8.'1'u 19.0 (24.1 Z 5. O,p 200 ~:? 54 ~oa ~2 ST , ~LOw ~?CCEEDS T.C, ~f}~ d.51 3,9G 20,0 13tl,Q n.52 ~,I~ 2Lo t3'I.1 FLow EKCEFDS G,20tJ~t/ a,53 8.~5. 43.o Z9S.0 a.54 9, IS 4A-,ti 3(4.q o,y5 9.G3 45.0 336.0 0.56 to.o8 46.0 351.5 o,y~ Io.55 4j.0 380.3 0.5 8 11,02 48,0 ~d3.4 0.59 II,SI 44.0 421.9 rJ.GO (2,60 y0.6 457.i a.G1 12.51 51.0 47a.o n.62 13.02 526 505.5 Yi.~,o~5 0.63 13.55 53.0 524.q d.6~- 14.0$ 5h.0 543,8 O,GS 14.63 55.0 543.Z 0.66 f5.18 56,0 5a3.2 0,~7 15.75 5'-.0 603.5 n,e8 t~.32 5a.e G23.5 o.G9 ib.`11 5q,0 644.4 0.~0 ~1.9o t~0.o L65.o V1~o.olT ~~ LOHR + ASSOCIATES INC c~,~ctscr.~~ 5-reEeT 7503.South Coast D"rive. Suite 203 Costa Mesa California 92626 - -- - --- ~ 14 754=5714 ---- -' 6G p r,~/ nd Planning ivil Engineering ~"G.~. Surveying Job No. . ~ By _ Date Sht. 10 of GG, '1 • ~\ V ~~ , ~_ /ISO~O~J ,O ~ wiOTN oa . r1 ~ nePrN O. 1 G 0.17 0~18 0.19 o. 20 0. 2( 0, 22 a, 23 a, 2a e.z5 o, 2~ 0,27 n,28 o, 29 0.3~ 6,31 o, 32 0, 33 0, 3~ G. 35 b. 3G a, 3'r 0, 38 o, 39 D, 40 v..a I 0, 42 a, 43 o, 44 AxEf7 CtooOrNh Q S~i --___._.. 0,19 2.0 5,7 ,_~".'~Zl - Z:S. 3,8 t._. 0,24 3.0 4.2 d, 27 3.5 4,~ d, 3 I ~4.4 5,4 0,35 4.5 G~1 0.40 5.0 1.1 0,45 55 8, I a.51 6.0 9,5 tl,57 G,5 10.8 o,ca ~,a i2.s 0,~1 7,s i~-,2 0.7Q 8.0 IG,3 0,8~ . s.5 18•4 h~o,oi5 a.4G 9.o Za,9 (,05 q.5 23,4 I. I 5 !o, o Z~, 3 1.15 l0,5 Z9.3 1.36 /l.e 32,7 (,A-'I (1.5 3G.I r, sq ~p.o 40:0 (,71 12.5 44~0 L 84 r3.a 4s.s 1.91 13,5 53.0 Z, l~ !q, d S S. o 2.25 f4.5 63,1 2.40 (5.a G 8.7 2,55 ISo 74.3 Z. 7 ( rb.o So .6 _ _ ._ . _'... . ~-~. LOHR + ASSOCIATES INC 1503 South Coast Drive Suite 203 osta Mesa California 92626 714] 754-5714 Land Planning Civil Engineering Surveying Job No. BY - Date Sht. 11,. C~ • tr1iUTN oF OEPTlJ AQtrA ccooo~,vG Q~5'/a o, 45 2.87 /6.5 Eb.4 o, 4G 3.eA- I ~.0 93.7 0,4~ 3,Z1 17.5 loo.l 0.48 3.39 ~8.o Io8,7 0~4~1 3,57 18.5 115.9 0,50 9.7G 19,0 124,1 F[aw Ex~EEDS T.C. 0,51 3.9b 20.0 13a.9 0,52 4,1~ Zl,e 13"1.7 G,53 k.38 2?.0 145,5 0,54 4.60 73.e 153.4 0,55 4.84 ~4.o IG2.4 a,SG 5.08 ZS.v 171.4 Fcoc~ •EvC~&05 Gr?ow~tl U.57 10.67 5 ~,0 3G'!.Z e,s8 rr.ls 5z.o 392,d o, 54 /1 .7 I 5 3, 0 4 l 8. 2 e.Go 12.24 54.e 444.8 0.6~ 12.~9 Ss.o 47z.9 o.GQ 13.3f- 56,o So 1.3 a.63 13.91 S7.o 531.3 o,G4 14.48 58.0 SCI.G a.65 15.07 yQ,o g93,~ o,GO rP.~~ Gae 4Y5.9 o.G7 IG.27 ~1.~ G5q.9 0,68 fG, 88 62.o G94.2 o,G9 17.51 ~3~~ 730.3 o,~o I8.14 64-.0 ~GG.G o,ii 18.79 c5.o soa.7 0.72 I`~.44 G6.o 843.2 w~omeNruw~ @ d.o,so ~' 5=a.a2do Q ~2,54 P~R ~2 ST ay N=o.of5 ~~ LOHR + ASSOCIATES INC 1503 South Coast Drive Suite 203 •Costa Mesa California 92626 (714] 754-5714 Land Planning Civil Engineering Surveying I~vn orr~~r~c ~ccecroe ~ r a_Fr r 78'Q w ~' C F. Job No. By Date Sht. !?_ _ of /0' 29 1 ~/4~~ Z e~ 'v ~ b 2 WI07T! oF DFPYF/ /~RE/~ FLOODINb ~ SI~ o.l~ d. i9 2.0 3.7 o.l~ o,Zi Z.5 3,s 0,18 a,2¢ 3.0 4,2 a.14 e,2~ 3.5 4,~ • a, Zu o. 3 I 4.0 5. 4 o.4r o,35 4.5 c.i e. 22 e. 4e 5, a 7. I 0.23 a.45 5.5 8.1 e,?4 e.51 G.o 9.5 0, 75 e. 57 6.5 I e, 8 0.2G a.~4 7.o 12.5 0.27 e.T1 T.5 14,2 e.2$ 0.~9 8.o IG.3 0. 2'i O,d7 8 •5 /8.4 0.3o d,9G 9,o yo.9 D.31 /.05 q,5 23.4 e.3Z ~,15 re,o p~,3 ~• 33 I, 15 Io, 5 Zq.3 o.3k I.3G ir.e 3z,7 0,35 l.47 11.5 3G,1 0.3G 1.59 ~Z,6 4o,e 0.37 /,l I I Z.5 44,e 0,38 I.84 13.0 48,5 0~34 1.47 I3.5 53.0 0~40 2.11 la.n 5~.c . a,4~ 0,47 2.25 ?.4o 1a.5 IS.e G3.f G8.7 0,43 ~.55 15.5 ~4,3 0,44 1.'!1 IG.d Ba.G H=n.o15 ~I. d, o15 i~ \\ LOHR + ASSOCIATES INC 1503 South Coast Orive Suite 203 Costa Mesa California 92626 ~14J 754-5774 nd Planning Civil Engineering Surveying Job No. By Date Sht. 13 , _ _ of • r 1 LJ C~1071! oF DEPTN ~~Q Fcoon~NG C~ S~T 0.45 Z. g7 /0,5 86.Y o,4G 3.a4 11.0 93.7 ~.4'1 i.21 17~5 leo.7 4~4a 3.39 f 8,0 ~06.2 0,44 3.51 r8,s 1i5.4 a,5o 3.7~ /9.a iz4.- FLOw &KCEfDS TC. 0.51 3.4~ Zo.o 130.9 0.52 4.iG ZI.o i37.7 0.53 4.38 Z?.o Ih 5.5 0,54 4,bo y3,o 153,4 0. 55 4. 84 24.o I G Z, ~ n.56 5.08 25,e 17~,4 0.57 5.34 Zb,o Id1,G 0.58 S.Gs Z~.o 141.s d,59 5.88 28•a 103.1 ~~GO G, IG 29.0 ~ f4.5 D,GI c.a~ 30.0 ~:~.I D.G2 G.74 31,o Z39.b a,G3 7.08 3 Z,o 2 s3.7 o,G4 1.40 3 3.0 2 ~7.~ d.45 7,74 34.o p gp,g 0,66 8.a8 35•0 2°I8.1 o, G1 8.44 36,e 314.1 o,GB B.SO 3'1,0 331.4 D.G9 9.i8 38.0 344.4 0.70 9.y6 3~1.0 3 61.5 fLew EXCEEDS R~~v I~loN7F~/TUti! @ Ll-o,so ~ 3=a. o Zao Q~ 2. 54 ~orC ~Z ST. a9 N:a,O/5 ~ 99 • • • 2~ '00 . ~ ~ A ~o ~ I~ I Riverside County Rational Hydrology Program ~ CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/11/O1 File:305A.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "A" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntY01 IAfOn[tetiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stozm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) ~ 100 year stornl 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Ar) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 141.000(Ft.) Bottom (of initial area) elevation = 131.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 1.851(In/xr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm ~-1- ~ //'" Pervious area fraction = 0.500; Impervious fraction = 0.500 ~~2 Initial subarea runoff = 12.871(CFS) Total initial stream area = 9.100(AC.) ~ Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIMB (Program estimated size) **** Upstream point/station elevation = 126.000(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe length = 770.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.871(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.871(CFS) Normal flow depth in pipe = 14.17(In.) Flow top width inside pipe = 19.68(In.) ~~P E Critical Depth = 16.03(In.) Pipe flow velocity = 7.45(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 17.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: . Stream flow area = 9 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in noxmal stream number 1 100(AC.) 12.871(CFS) 17.25 min. .747(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) Bottom (of initial area) elevation = 126.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01389 s(percent)= 1.39 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 12.749 min. Rainfall intensity = 2.063(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.263(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.500 R-2 v ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ l0 3 n L_J r ~ U Process from Point/Station **** STRfiET FLOW TRAVEL TIME 103.000 to Point/Station + SUBAREA FLOW ADDITION **** 104.000 ~1- 3 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.929(In/Hr) for a 10.0 year storm Subarea runoff = 8.000(CFS) for 5.400(Ac.) Total runoff = 17.264(CFS) Total area = 11.200(Ac.) Street flow at end of street = 17.264(CFS) Half street flow at end of street = 17.264(CFS) Depth of flow = 0.559(Ft.), Average velocity = 3.433(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.97(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) Top of street segment elevation = 126.000(Ft.) End of street segment elevation = 123.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.522(Ft.), Average velocity = 3 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity =. 3.22(Ft/s) Travel time = 1.65 min. TC = 14.40 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 119.500(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe length = 300.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 17.264(CFS) ~'~ ~~ Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 17.264(CFS) Normal flow depth in pipe = 18.07(In.) 000(Ft 13.576(CFS) 223(Ft/s) 1.12(Ft.) lo¢ Flow top width inside pipe = 25.41(In.) Critical Depth = 17.40(In.) • Pipe flow velocity = 6.10(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 15.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 2 Stream flow area = 11.200(AC.) Runoff from this stream = 17.264(CFS) Time of concentration = 15.22 min. Rainfall intensity = 1.871(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Largest 4P = . 4P = 12.871 17.25 17.264 15.22 stream flow has longer 17.264 + sum of Qa Tb/Ta 12.871 * 0.883 = 28.624 Rainfall Intensity ( In/Hr) 1.747 1.871 or shorter time 11.360 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 12.871 17.264 Area of streams before confluence: 9.100 11.200 Results of confluence: Total flow rate = 28.624(CFS) Time of concentration = 15.223 min. Effective stream area after confluence = 20.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** pIpEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 118.000(Ft.) Downstream point/station elevation = 115.500(Ft.) Pipe length = 500.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 28.624.(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 28.624(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 23.64(In.) ~ ~p C . Critical Depth = 21.89(in.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 1.24 min. Time of concentration (TC) = 16.46 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ (05 Process from Point/Station 1.010 to Point/Station 1.010 **** CONFLUENCfi OF MAIN STREAMS **~~ ~ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.300(AC.) Runoff from this stream = 28.624(CFS) Time of concentration = 16.46 min. Rainfall intensity = 1.792(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 132.000(Ft.) Bottom (of initial area) elevation = 125.400(Ft.> Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.390)*[(length"3)/(elevation change)l"0.2 Initial area time of concentration = 16.872 min. Rainfall intensity = 1.768(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A= 0.000 ~_ 4 Decimal fraction soil group B= 0.500 • Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Per~rious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.986(CFS) Total initial stream area = 5.200(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 110.000 **** STREET FLOW TRAVEL TIME + SUSAREA FLOW ADDITION ~*** Top of street segment elevation = 125.400(Ft.) End of street segment elevation = 123.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11. Slope from curb to property line (v/hz) Gutter width = 2.000(Ft.) . Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning~s N from grade break to crown 000(Ft.) 0.020 = 0.0150 = 0.0150 A-~ Estimated mean flow rate at midpoint of street = 7.208(CFS) Depth of flow = 0.456(Ft.), Average velocity = 2.434(Ft/s) Streetflow hydraulics at midpoint of street travel: 21 Io6 Halfstreet flow width = 16. Flow velocity = 2.43(Ft/s) ~ Travel time = 2.26 min. Adding area flow to street COMMFsRCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 7. group group group 861(Ft.) TC = A = 0.000 B = 0.500 C = 0.500 group D = 0.000 19.13 min. 2) = 62.50 = 0.100; Impervious fraction 1.650(In/Hr) for a 10.0 0.474(CFS) for 0.330(Ac.) 460(CFS) Total area = 5 Street flow at end of street = 7 Half street flow at end of street = Depth of flow = 0.460(Ft.), Average Flow width (from curb towards crown)= 460(CFS) 7.460(CFS) velocity = 17.091(Ft.) = 0.900 year storm 530(Ac.) 2.454(Ft/S) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS *~** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.530(Ac.) Runoff from this stream = 7.460(CFS) • Time oE concentration = 19.13 min. Rainfall intensity = 1.650(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.300(Ft.) Bottom (of initial area) elevation = 128.300(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 1.851(in/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.871(CFS) Total initial stream area = 9.100(Ac.) • Pervious area fraction = 0.500 ~' G ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.OOO~Q~ **** S'I'REET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION +*** ~~" fb~ • . Top of street segment elevation = 128.300(Ft.) End of street segment elevation = 121.300(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.690(CFS) Depth of flow = 0.549(Ft.), Average velocity = 3.485(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.44(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.48(Ft/s) ~-7 Travel time = 3.35 min. TC = 18.87 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.662(In/Hr) for a 10.0 year storm Subarea runoff = 6.767(CFS) for 5.400(Ac.) Total runoff = 19.638(CFS) Total area = 14.500(AC.) Street flow at end of street = 19.638(CFS) Half street flow at end of street = 19.638(CFS) Depth of flow = 0.575(Ft.), Average velocity = 3.637(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.77(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 109.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 2 Stream flow area = 14.500(AC.) • Runoff from this stream = 19.638(CFS) Time of concentration = 18.87 min. Rainfall intensity = 1.662(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ~/0. No. (CFS) (min) (In/Hr) ~o$ • 1 7.460 19.13 1.650 2 19.638 18.87 1.662 Largest stream flow has longer or shorter time of concentration Qp = 19.638 + sum of Qa Tb/Ta 7.460 * 0.987 = 7.360 4P = 26.998 Total of 2 streams to confluence: Flow rates before confluence point: 7.460 19.638 Area of streams before confluence: 5.530 14.500 Results of confluence: Total flow rate = 26.998(CFS) Time of concentration = 18.874 min. Effective stream area after confluence = 20.030(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.030(AC.) • Runoff from this stream = 26.998(CFS) Time of concentration = 18.87 min. Rainfall intensity = 1.662(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAI, AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 123.300(Ft. Difference in elevation = 2.400(Ft.) Slope = 0.00585 s(percent)= 0.59 TC = k(0.300)*((length"'3)/(elevation change)]"0.2 initial area time of concentration = 9.306 min. Rainfall intensity = 2.453(In/Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm ~1-8 • Pervious area fraction = 0.100; Impervious fraction = 0.900 initial subarea runoff = 1.120(CFS) Total initial stream area = 0.520(AC.) Pervious area fraction = 0.100 '/ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ioa Process from Point/Station 112.000 to Point/Station 112.000 •~~* CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.520(AC.) Runoff from this stream = 1.120(CFS) Time of concentration = 9.31 min. Rainfall intensity = 2.453(In/Ar) Summary of stream data: Stream No. 1 2 3 Largest 4P = 4P = Flow rate (CFS) 28.624 26.998 1.120 stream flow 28.624 Qa 26.998 Qb 1.120 52.988 TC Rainfall Intensity (min) (In/Hr) 16.46 1.792 18.87 1.662 9.31 2.453 has longer or shorter time of concentration + sum of Tb/Ta * 0.872 Ia/Ib * 0.731 23.545 0.818 Total of 3 main.streams to confluence: Flow rates before confluence point: • 28.624 26.998 1.120 Area of streams before confluence: 20.300 20.030 0.520 Results of confluence: Total flow rate = 52.988(CFS) Time of conCentration = 16.460 min. Effective stream area after confluence = 40.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.500(Ft.) Downstream point/station elevation = 113.100(Ft.) Pipe length = 90.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 52.988(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 52.988(CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 18.07(In.) Critical depth could not be calculated. ~(i~ E Pipe flow velocity = 14.42(Ft/s) . Travel time through pipe = 0.10 min. Time of concentration (TC) = 16.56 min. End of computations, total study area = 40.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ~ rJ Area averaged pervious area fraction(Ap) = 0.492 iio ~ U • ~ LJ Area averaged RI index number = 62.5 ~ 200 ~ LJ ~J ~ ~~O ~~ L~~~ Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/12/O1 File:305B.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY ARfiA "B" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Stlldy COntx'O1 IrifOYtnatiOn ********** English (in-lb) Units used in input data file CJ r ~ ~ ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration cuzves data (Plate D-4.1) For the [ Murrieta,'Itnc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storni 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** 0 year stoxm ~-~ Pezvious area fraction = 0.500; Impervious fraction = 0.500 Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 111.000(Ft. Difference in elevation = 6.000(Ft.) Slope = 0.00723 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 15.377 min. Rainfall intensity = 1.861(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.765 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 "~ ' ~0 2 Initial subarea runoff = 12.806(CFS) Total initial stream area = 9.000(Ac.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 104.600(Ft.) Pipe length = 350.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.806(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.806(CFS) Normal flow depth in pipe = 17.72(In.) ~~~ E Flow top width inside pipe = 21.10(In.) Critical Depth = 15.43(In.) Pipe flow velocity = 5.15(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 16.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 . Stream flow area = 9.000(AC.) Runoff from this stream = 12.806(CFS) Time of concentration = 16.51 min. Rainfall intensity = 1.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.127 min. Rainfall intensity = 2.030(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 g _~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.059(CFS) Total initial stream area = 4.500(AC.) Pervious area fraction = 0.500 ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ n'~ • • Process from Point/Station **** STREET FLOW TRAVSL TIME 203.000 to Point/Station 204.000 + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 109.100(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to Crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.589(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.480(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.18(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 3.56 min. TC = 16.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.779(In/Hr) for a 10.0 year storm Subarea runoff = 6.087(CFS) for 4.500(AC.) Total runoff = 13.146(CFS) Total area = 9.000(AC.) Street flow at end of street = 13.146(CFS) Half street flow at end of street = 13.146(CFS) Depth of flow = 0.557(Ft.), Average velocity = 2.625(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.86(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ~-3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 13.146(CFS) Time of concentration = 16.69 min. Rainfall intensity = 1.779(In/Hr) ~ Su~rtnary of stream data: -~~ Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 12.806 16.51 1.789 2 13.146 16.69 1.779 Largest stream flow has longer time of concentration Qp = 13.146 + sum of Qb ia/Ib 12.806 * 0.994 = 12.7 30 Qp = 25.876 Total of 2 streams to confluence: Flow rat es before confluence point: 12 .806 13.146 Area of streams before confluence: 9.000 9.000 Results of confluence: Total fl ow rate = 25.876(CFS) Time of concentration = 16.689 min. Effective stream area after confluence = 18.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.600(Ft.) • Downstream point/station elevation = 102.800(Ft.) ' Pipe length = 400.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 25.876(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 25.876(CFS) Nonnal flow depth in pipe = 23.11(In.) p~P E Flow top width inside pipe = 25.24(In.) Critical Depth = 20.79(In.) Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 17.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 1 Stream flow area = 18.000(AC.) Runoff from this stream = 25.876(CFS) Time of concentration = 17.74 min. Rainfall intensity = 1.720(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 120.000(Ft.} sottom (of initial area) elevation = 112.000(Ft.) ~'~ Difference in elevation = 8.000(Ft.) 'C a 5 ~ . . Slope = 0.01194 s(percent)= 1.19 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.767 min. Rainfall intensity = 2.061(In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 7.181(CFS) Total initial stream area = 4.500(Ac Pexvious area fraction = 0.500 year storm 6-4 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIMfi + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.486(Ft.), Average velocity = 3 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.406(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 2.98 min. TC = 15.75 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.836(In/Hr) for a 10.0 Subarea runoff = 6.086(CFS) for 4.500(AC.) Total runoff = 13.267(CFS) Total area = 9 Street flow at end of street = 13.267(CFS) Half street flow at end of street = 13.267(CFS) Depth of flow = 0.521(Ft.), Average velocity = 3 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. 000(Ft 10.771(CFS) 072(Ft/s) TJ ' S = 0.500 year storm 000(AC.) 167(Ft/s) ~ ~ ?o e Distance that curb overflow reaches into property = 1.06(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 13.267(CFS) Time of Concentration = 15.75 min. Rainfall intensity = 1.836(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/Hr) 1 25.876 17.74 1.720 2 13.267 15.75 1.836 Largest stream flow has longer time of concentration Qp = 25.876 + sum of Qb ia/Ib 13.267 * 0.937 = 12.429 Qp = 38.305 Total of 2 streams to confluence: • Flow rates before confluence point: 25.876 13.267 Area of streams before confluence: 18.000 9.000 Results of confluence: Total flow rate = 38.305(CFS) Time of concentration = 17.735 min. Effective stream area after confluence = 27.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 ~*** INITIAL AREA EVALUATION **~* Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 109.000(Ft.) Bottom (of initial area) elevation = 102.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.923 min. Rainfall intensity = 1.765(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 ~'~O • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ~ Initial subarea runoff = 9.438(CFS) ~ Total initial stream area = 7.300(AC.) ~~~ Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 2.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.500(Ft.) Downstream point/station elevation = 95.600(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.438(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.438(CFS) Normal flow depth in pipe = 16.59(In.) pf~ ~ Flow top width inside pipe = 17.10(In.) Critical Depth = 13.72(In.) Pipe flow velocity = 4.63(Ft/s) Travel time through pipe = 1.80 min. Time of concentration (TC) = 18.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 7 Runoff from this stream = . Time of concentration = Rainfall intensity = 1 in nozmal stream number 1 .300(AC.) 9.438(CFS) 18.72 min. 1.670(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 845.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 100.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390)*((length~3)/(elevation change)]"0.2 Initial area time of concentration = 15.874 min. Rainfall intensity = 1.828(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.736 Q _ ~ Decimal fraction soil group A= 0.000 ~J Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.864(CFS) • Total initial stream area = 5.100(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** ~4~ 208 Along Main Stream number: 1 in normal stream number 2 . Stream flow area = 5.100(AC.) Runoff from this stream = 6.864(CFS) Time of concentration = 15.87 min. Rainfall intensity = 1.828(In/Hr) Summazy of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.438 18_72 1.670 2 6.864 15.87 1.828 Largest stream flow has longer time of concentration Qp = 9.438 + sum of Qb ia/Ib 6.864 * 0.913 = 6.268 Qp = 15.706 Total of 2 streams to confluence: Flow rates before confluence point: 9.438 6.864 Area of streams before confluence: 7.300 5.100 Results of confluence: Total flow rate = 15.706(CFS) Time of concentration = 18.725 min. • Effective stream area after confluence = 12.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.600(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 470.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 15.706(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.706(CFS) Normal flow depth in pipe = 15.14(In.) Flow top width inside pipe = 18.84(In.) Critical Depth = 17.57(In.) Pipe flow velocity = 8.45(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 19.65 min. ~/PF ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUSNCE OF MAIN STREAMS **** ~ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.400(AC.) Runoff from this stream = 15.706(CFS) Time of concentration = 19.65 min. Rainfall intensity = 1.626(In/Hr) ~~ Program is now starting with Main Stream No. 2 ~~ I • ~ ++++++++++tttttttt+++++++++~h~h++++++++++t+++~htt++++++++++++++++++~h+++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 8.906(CFS) Total initial stream area = 6.500(Ac Pervious area fraction = 0.500 Difference in elevation = 5.900(Ft.) Slope = 0.00711 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)] Znitial area time of concentration = 15.429 Rainfall intensity = 1.857(In/Hr) for a Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 103.000(Ft.) Bottom (of initial area) elevation = 97.100(Ft "0.2 min. 10.0 year storm fraction = 0.500 PJ-S ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 92.100(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 480.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 8.906(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.906(CFS) Nonnal flow depth in pipe = 13.73(in.) PIP ~ Flow top width inside pipe = 19.98(Zn.) Critical Depth = 13.31(In.) Pipe flow velocity = 5.34(Ft/s) Travel time through pipe = 1.50 min. Time of concentration (TC) = 16.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream numbe Stream flow area = Runoff from this stream Time of concentration = • Rainfall intensity = r: 2 in noxmal stream number 1 6.500(AC.) = 8.906(CFS) 16.93 min. 1.765(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION **** ~v n ~~ Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 99.700(Ft.) ~ Bottom (of initial area) elevation = 94.500(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00675 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.127 min. Rainfall intensity = 1.878(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 ~j-9 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.936(CFS) Total initial stream area = 5.000(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 215.000 **** CONFLiTENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 6.936(CFS) . Time of concentration = 15.13 min. Rainfall intensity = 1.878(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ar) 1 8.906 16.93 1.765 2 6.936 15.13 1.878 Largest stream flow has longer time of concentration Qp = 8.906 + sum of Qb Ia/Ib 6.936 * 0.940 = 6.520 Qp = 15.426 Total of 2 streams to confluence: Flow rates before confluence point: 8.906 6.936 Area of streams before confluence: 6.500 5.000 Results of confluence: Total flow rate = 15.426(CFS) Time of concentration = 16.928 min. Effective stream area after confluence = 11.500(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MAIN STREAMS **** e~~ ~~~f The following data inside Main Stream is listed: 2!I In Main Stream number: Stream flow area = • Runoff from this strea Time of concentration = Rainfall intensity = Summary of stream data: Stream Flow rate No. (CFS) 2 11.500(AC.) m = 15.426(CFS) 16.93 min. 1.765(In/Hr) TC Rainfall Intensity (min) (In/xr) 1 15.706 19.65 2 15.426 16.93 Largest stream flow has longer Qp = 15.706 + sum of Qb Ia/Ib 15.426 * 0.921 = 4P = 29.917 1.626 1.765 time of concentration 14.211 Total of 2 main streams to confluence: Flow rates before confluence point: 15.706 15.426 Area of streams before confluence: 12.400 11.500 Results of confluence: Total flow rate = 29.917(CFS) ~ Time of concentration = 19.651 min. - Effective stream area after confluence 23.900(AC.) Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500(Ft.) Downstream point/station elevation = 79.200(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 29.917(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 29.917(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 20.94(In.) ~~~ E. Critical Depth = 22.33(In.) Pipe flow velocity = 11.94(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 20.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in nozmal stream number 1 Stream flow area = 23.900(AC.) Runoff from this stream = 29.917(CFS) Time of concentration = 20.32 min. ~ Rainfall intensity = 1.596(in/Hr) 212 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 216.000 to Point/Station 217.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 99.500(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 10.900(Ft.) Slope = 0.01090 s(percent)= 1.09 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.261 min. Rainfall intensity = 1.869(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 g_la Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.657(CFS) Total initial stream area = 7.000(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 9.657(CFS) Time of concentration = 15.26 min. Rainfall intensity = 1.869(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 29.917 20.32 2 9.657 15.26 Largest stream flow has longer Qp = 29.917 + sum of Qb Ia/Ib 9.657 * 0.854 = Qp = 38.167 1.596 1.869 time of concentration 8.250 Total of 2 streams to confluence: Flow rates before confluence point: 29.917 9.657 Area of streams before confluence: • 23.900 7.000 Results of confluence: Total flow rate = 38.167(CFS) Time of concentration = 20.321 min. Effective stream area after confluence = 30.900(Ac.) ~ ? i3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 • **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 82.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(percent)= 0.63 TC = k(0.323)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.104 min. Rainfall intensity = 1.951(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.837 ~-~~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 11.598(CFS) Total initial stream area = 7.100(AC.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 2.050 **** PIPEFLOW TRAVEL TZME (Program estimated size) **** • Upstream point/station elevation = 77.700(Ft.) Downstream point/station elevation = 61.000(Ft.) Pipe length = 860.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 11.598(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 11.598(CFS) Normal flow depth in pipe = 12.09(In.) I I~'E Flow top width inside pipe = 16.90(In.) Critical Depth = 15.57(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 1.56 min. Time of concentration (TC) = 15.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.100(Ac.) Runoff from this stream = 11.598(CFS) Time of concentration = 15.66 min. Rainfall intensity = 1.842(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** INZTIAL ARfiA EVALUATION **** A(_ i.rv Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 80.000(Ft.) 2r4 Bottom (of initial area) elevation = 74.000(Ft.) Difference in elevation = 6.000(Ft.) • Slope = 0.00619 s(percent)= 0.62 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 12.988 min. Rainfall intensity = 2.042(In/Hr) for a 10.0 COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impezvious fraction Initial subarea runoff = 12.250(CFS) Total initial stream area = 6.900(AC.) Pervious area fraction = 0.100 year storm ~~~2 = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 222.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.000(Ft.) End of street segment elevation = 72.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.777(CFS) Depth of flow = 0.471(Ft.), Average velocity = 2.604(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.617(Ft.) g_13 Flow velocity = 2.60(Ft/s) Travel time = 1.86 min. TC = 14.84 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.897(In/Hr) for a 10.0 year stozm Subarea runoff = 8.398(CFS) for 5.100(AC.) Total runoff = 20.648(CFS) Total area = 12.000(AC.) Street flow at end of street = 20.648(CFS) Half street flow at end of street = 10.324(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.737(Ft/s) ~,1 217 Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.03(Ft.) • Flow width (from curb towards crown)= 19.114(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.000(AC.) Runoff from this stream = 20.648(CFS) Time of concentration = 14.84 min. Rainfall intensity = 1.897(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.598 15.66 2 20.648 14.84 Largest stream flow has longer Qp = 20.648 + sum of Qa Tb/Ta 11.598 * 0.948 = Qp = 31.639 1.842 1.897 or shorter time of concentration • Total of 2 streams to confluence: Flow rates before confluence point: 11.598 20.648 Area of streams before confluence: 7.100 12.000 Results of confluence: Total flow rate = 31.639(CFS) Time of concentration = 14.845 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of Area averaged pervious area fraction(Ap) = 0.410 Area averaged RI index number = 57.9 C~ 10.991 = 19.100(Ac.) • 77.00 (AC.) the same area. ~ 3~0 C~ . ~ c~a ~ 3oi Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Bngineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/14/O1 File:305C.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA °C• 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntrol InfOrmatiOn **+******* English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Ttnc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Ar) 10 year stozm 60 minute intensity = 0.880(In/Hr) ~ 100 year storni 10 minute intensity = 3.480(In/Hr) 100 year stozm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration cunre = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** tnitial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) sottom (of initial area) elevation = 120.o00(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02133 s(percent)= 2.13 TC = k(0.390)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 11.893 min. Rainfall intensity = 2.143(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) ~ Runoff Coefficient = 0.752 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~-~ ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 3~2 Initial subarea runoff = 10.318(CFS) Total initial stream area = 6.400(AC.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~*** Top of street segment elevation = 120.000(Ft.) End of street segment elevation = 116.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.865(CFS) Depth of flow = 0.537(Ft.), Average velocity = 3.037(Ft/s) ~o Warning: depth of flow exceeds top of curb l.-Z • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.87(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 2.52 min. TC = 14.42 min. Adding area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.742 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.928(In/Hr) for a 10.0 year stoxm Subarea runoff = 6.291(CFS) for 4.400(AC.) Total runoff = 16.609(CFS) Total area = 10.800(AC.) Street flow at end of street = 16.609(CFS) Half street flow at end of street = 16.609(CFS) Depth of flow = 0.566(Ft.), Average velocity = 3.184(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.31(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ****. iy Upstream station elevation = 111.000(Ft.) 303 Downstream point/station elevation = 108.500(Ft.) Pipe length = 250.00(Ft.) Manning's N= 0.013 • No. of pipes = 1 Required pipe flow = 16.609(CFS) Nearest computed pipe diameter 24.00(In.) P'~ ~ Calculated individual pipe flow = 16.609(CFS) Normal flow depth in pipe = 15.28(In.) Flow top width inside pipe = 23.09(In.) Critical Depth = 17.64(In.) Pipe flow velocity = 7.87(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 14.95 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 1 Stream flow area = 10.800(AC.) Runoff from this stream = 16.609(CFS) Time of concentration = 14.95 min. Rainfall intensity = 1.890(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 ***~ INITIAL AREA EVALUATION **** • Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 142.000(Ft.) Bottom (of initial area) elevation = 129.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01938 s(percent)= 1.94 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 11.448 min. Rainfall intensity = 2.189(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~-3 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.731(CFS) Total initial stream area = 6.500(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to POint/Station 305.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 129.400(Ft.) End of street segment elevation = 118.500(Ft.) Length of street segment = 720.000(Ft.) Height of curb above gutter flowline = 6.0(In.) ~~ Width of half street (curb to crown) = 20.000(Ft.) ~ 3 Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 3a4 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street • Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.014(CFS) Depth of flow = 0.414(Ft.), Average velocity = 3.467(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.803(Ft.) /n_ 4 Flow velocity = 3.47(Ft/s) ~~ Travel time = 3.46 min. TC = 14.91 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.893(In/Hr) for a 10.0 year storm Subarea runoff = 8.959(CFS) for 6.400(AC.) Total runoff = 19.690(CFS) Total area = 12.900(AC.) Street flow at end of street = 19.690(CFS) • Half street flow at end of street = 9.845(CFS) Depth of flow = 0.440(Ft.), Average velocity = 3.645(Ft/s) Flow width (from curb towards crown)= 16.071(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.500(Ft.) Downstream point/station elevation = 108.500(Ft.) Pipe length = 830.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 19.690(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.690(CFS) 1'fC'E Normal flow depth in pipe = 18.59(In.) Flow top width inside pipe = 25.01(In.) Critical Depth = 18.63(In.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 2.05 min. Time of concentration (TC) = 16.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.900(Ac.) ~y) Runoff from this stream = 19.690(CFS) Time of concentration = 16.96 min. Rainfall intensity = 1.763(In/Hr) 305 • ~ J Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.609 14.95 1.890 2 19.690 16.96 1.763 Largest stream flow has longer time of concentration Qp = 19.690 + sum of Qb Ia/Ib 16.609 * 0.933 = 15.4 93 Qp = 35.183 Total of 2 streams to confluence: Flow rates before confluence point: 16.609 19.690 Area of streams before confluence: 10.800 12.900 Results of confluence: Total flow rate = 35.183(CFS) Time of concentration = 16.961 min. Effective stream area after confluence = 23.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.020 **** PIPEFLOW TRA~IEL TIME (Program estimated size) **** Upstream point/station elevation = 108.500(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 160.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 35.183(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 35.183(CFS) Normal flow depth in pipe = 21.94(In.) Flow top width inside pipe = 21.08(In.) Critical Depth = 24.17(In.) Pipe flow velocity = 10.17(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 17.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** Pil'~ 3.020 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.700(AC.) Runoff from this stream = 35.183(CFS) Time of concentration = 17.22 min. Rainfall intensity = 1.748(In/Hr) • Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 !~ **** INITIAL AREA EVALUATION **** 'J ~ 30~ Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 180.000(Ft.) ~ Bottom (of initial area) elevation = 135.000(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.04891 s(percent)= 4.89 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.856 min. Rainfall intensity = 1.896(In/Hr) for a 10.0 year stonn UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.751 d ~-i Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.991(CFS) Total initial stream area = 2.100(AC.) Pervious area fraction = 1.000 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIMfi + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) End of street segment elevation = 120.000(Ft.) Length of street segment = 640.000(Ft.) • Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.991(CFS) Depth of flow = 0.335(Ft.), Average velocity = 2.285(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.920(Ft.) S T R E C- T Flow velocity = 2.28(Ft/s) Travel time = 4.67 min. TC = 19.53 min. Adding area flow to street CO[~IMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.632(In/Hr) for a 10.0 year storm ~f~ Subarea runoff = 0.000(CFS) for 0.000(Ac.) ''J Total runoff = 2_991(CFS) Total area = 2.100(Ac.) Street flow at end of street = 2.991(CFS) 307 Half street flow at end of street = 2.991(CFS) Depth of flow = 0.335(Ft.), Average velocity = 2.285(Ft/s) • Flow width (from curb towards crown)= 10.920(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.100(AC.) Runoff from this stream = 2.991(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 120.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00682 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change))~0.2 Initial area time of concentration = 15.927 min. Rainfall intensity = 1.825(In/Hr) for a 10.0 year stozm . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.736 ~-~j Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.954(CFS) Total initial stream area = 8.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **~* Along Main Stream number: 2 in normal stream number 2 Stream flow area = 8.900(AC.) Runoff from this stream = 11.954(CFS) Time of concentration = 15.93 min. Rainfall intensity = 1.825(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 2.991 19.53 1.632 2 11.954 15.93 1.825 ~p Largest stream flow has longer or shorter time of concentration Qp = 11.954 + sum of 3e 8 Qa Tb/Ta 2.991 * 0.816 = 2.440 . Qp = 14.393 Total of 2 streams to confluence: Flow rates before confluence point: 2.991 11.954 Area of streams before confluence: 2.100 8.900 Results of confluence: Total flow rate = 14.393(CFS) Time of concentration = 15.927 min. Effective stream area after confluence = 11.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 3.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.000(Ft.) Downstream point/station elevation = 106.900(Ft.) Pipe length = 760.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.393(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.393(CFS) No~tal flow depth in pipe = 15.28 (In. ) P~P~ Flow top width inside pipe = 18.70(In.) Critical Depth = 16.90(In.) Pipe flow velocity = 7.67(Ft/s) • Travel time through pipe = 1.65 min. Time of concentration (TC) = 17.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.000(AC.) Runoff from this stream = 14.393(CFS) Time of concentration = 17.58 min. Rainfall intensity = 1.729(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station ~ 309.000 **** ZNITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 121.200(Ft.) Bottom (of initial area) elevation = 112.100(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.00910 s(percent)= 0.91 . TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.822 min. Rainfall intensity = 1.832(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) ~-Po Runoff Coefficient = 0.736 ~ ~ Decimal fraction soil group A= 0.000 ~J Decimal fraction soil group B= 1.000 309 Decimal fraction soil group C= 0.000 ~v_~ Decimal fraction soil group D= 0.000 e . RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impenrious fraction = 0.500 Initial subarea runoff = 9.036(CFS) Total initial stream area = 6.700(AC.) Penrious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process Prom Point/Station 309.000 to Point/Station 309.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 6 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in nozmal stream number 2 700(Ac.) 9.036(CFS) 15.82 min. .832(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.393 17.58 1.729 2 9.036 15.82 1.832 Largest stream flow has longer time of concentration Qp = 14.393 + sum of Qb Ia/Ib • 9.036 * 0.944 = 8.5 28 4P = 22.922 Total of 2 streams to confluence: Flow rates before confluence point: 14.393 9.036 Area of streams before confluence: 11.000 6.700 Results of confluence: Total flow rate = 22.922(CFS) Time of concentration = 17.577 min. Effective stream area after confluence = 17.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.900(Ft.) Downstream point/station elevation = 106.400(Ft:) Pipe length = 50.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 22.922(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 22.922(CFS) . Normal flow depth in pipe = 19.97(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 20.46(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 17.68 min. I~Ip E ~~ 310 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 302.000 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.700(AC.) Runoff from this stream = 22.922(CFS) Time of concentration = 17.68 min. Rainfall intensity = 1.723(In/Ar) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (InJHr) 1 35.183 17.22 2 22.922 17.68 Largest stream flow has longer Qp = 35.183 + sum of Qa Tb/Ta 22.922 * 0.974 = Qp = 57.513 - 1.748 1.723 or shorter time 22.330 Total of 2 main streams to confluence: Flow rates before confluence point: 35.183 22.922 . Area of streams before confluence: 23.700 17.700 of concentration Results of confluence: Total flow rate = 57.513(CFS) Time of concentration = 17.223 min. Effective stream area after confluence = 41.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station **** PIPEFLOW TRAVSL TIME (Program estimated size) **** 3.040 Upstream point/station elevation = 106.400(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 320.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 57.513(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 57.513(CFS) Normal flow depth in pipe = 24.89(In.) PIC' ~ Flow top width inside pipe = 28.41(In.) Critical Depth = 29.44(In.) Pipe flow velocity = 11.98(Ft/s) Travel time through pipe = 0.45 min. • Time of concentration (TC) = 17.67 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STRfiAMS **** 3il The following data inside Main Stream is listed: In Main Stream number: 1 ~ Stream flow area = 41.400(AC.) Runoff from this stream = 57.513(CFS) Time of concentration = 17.67 min. Rainfall intensity = 1.724(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 176.000(Ft.) Bottom (of initial area) elevation = 121.o00(Ft.) Difference in elevation = 55.000(Ft.) Slope = 0.08594 s(percent)= 8.59 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.479 min. Rainfall intensity = 2.185(In/Ar) for a 10.0 year storm UNDEVELOPED (poor cover) subarea n Runoff Coefficient = 0.768 (~~' _ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 . Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.188(CFS) Total initial stream area = 1.900(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 311.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Slope from gutter to grade break (v/hz) _ Slope from grade break to crown (v/hz) _ Street flow is on [2] side(s) of the street Distance from curb to property line = 10. Top of street segment elevation = End of street segment elevation = Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6 Width of half street (curb to crown) = 20. Distance from crown to crossfall grade break Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = Manning's N from grade break to crown = .0(In.) 000(Ft.) = 18.000(Ft.) 0.079 0.020 000(Ft 0.020 C'~ 0.0150 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.398(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.974(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 5.74 min. TC = 17.22 min. 116.000(Ft.) 111.000(Ft.) 9.145(CFS) 2.208(Ft/s) ~ • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.731 group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 = 0.500; Impervious 1.749(In/Hr) for a 9.081(CFS) for 7. 269(CFS) Total area = Street flow at end of street = 12.269(CFS) Half street flow at end of street = 6.134(CFS) Depth of flow = 0.433(Ft.), Average velocity = Flow width (from curb towards crown)= 15.716(Ft.) Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 12. 3~z ~-7 = 0.500 year storm 000(AC.) 370(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 3.030 **** PIPEFLOW TRAVEL TIM£s (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 102.100(Ft.) Pipe length = 740.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 12.269(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.269(CFS) . Normal flow depth in pipe = 18.90(In.) PlP ~` Flow top width inside pipe = 12.60(In.) Critical Depth = 15.67(In.) Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 2.29 min. Time of concentration (TC) = 19.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.000(AC.) Runoff from this stream = 12.269(CFS) Time of concentration = 19.51 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 113.000(Ft.) • Bottom (of initial area) elevation = 107.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00593 s(percent)= 0.59 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ~'~ ~~ Initial area time of concentration = 16.596 min. Rainfall intensity = 1.784(in/Hr) for a 10.0 year stozm SINGLE FAMILY (1/4 Acre Lot) fraction 10.0 100(Ac.) 9 3i3 Runoff Coefficient = 0.734 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = Initial subarea runoff = 8.507(CFS) Total initial stream area = 6.500(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 8.507(CFS) Time of concentration = 16.60 min. Rainfall intensity = 1.784(In/Hr) Su~nary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.269 19.51 1.632 . 2 8.507 16.60 1.784 Largest stream flow has longer time of concentration Qp = 12.269 + sum of Qb Ia/Ib 8.507 * 0.915 = 7.783 Qp = 20.052 Total of 2 streams to confluence: Flow rates before confluence point: 12.269 8.507 Area of streams before confluence: 9.000 6.500 Results of confluence: Total flow rate = 20.052(CFS) Time of concentration = 19.510 min. Effective stream area after confluence = 15.500(AC.) C-B 0.500 312.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 102_100(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 50.00(Ft.) Manning~s N= 0.013 • No. of pipes = 1 Required pipe flow = 20.052(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow = 20.052(CFS) pIP E Normal flow depth in pipe = 22.78(In.) ~ Flow top width inside pipe = 19.61(In.) (p Critical Depth = 18.79(In.) Pipe flow velocity = 5.61(Ft/s) 314 Travel time through pipe = 0.15 min. Time of concentration (TC) = 19.66 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.500(Ac.) Runoff from this stream = 20.052(CFS) Time of concentration = 19.66 min. Rainfall intensity = 1.626(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 57.513 17.67 2 20.052 19.66 Largest stream flow has longer Qp = 57.513 + sum of Qa Tb/Ta 20.052 * 0.899 = Qp = 75.535 1.724 1.626 or shorter time 18.021 • Total of 2 main streams to confluence: Flow rates before confluence point: 57.513 20.052 Area.of streams before confluence: 41.400 15.500 Results of confluence: Total flow rate = 75.535(CFS) Time of concentration = 17.668 min. Effective stream area after confluence = of concentration 56.900(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.070 **** PIPEFLOW TRA\7EL TIME (Program estimated size) **** Upstream point/station elevation = 101.900(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 520.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 75.535(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 75.535(CFS) ,P`~ ~ Normal flow depth in pipe = 26.63(In.) Flow top width inside pipe = 31.60(In.) . Critical Depth = 32.71(In.) Pipe flow velocity = 13.49(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 18.31 min. ~n~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 315 Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 56.900(Ac.) Runoff from this stream = 75.535(CFS) Time of concentration = 18.31 min. Rainfall intensity = 1.690(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000(Ft.) Top (of initial area) elevation = 146.000(Ft.) Bottom (of initial area) elevation = 125.700(Ft.) Difference in elevation = 20_300(Ft.) Slope = 0.03441 s(percent)= 3.44 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.344 min. Rainfall intensity = 2.012(In/Hr) for a 10.0 year stonn UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.758 Q~- 3 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 . Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.135(CFS) Total initial stream area = 1.400(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 2 in normal stream number 1 400(AC.) 2.135(CFS) 13.34 min. .012(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.610(In/Hr) for a 10.0 year storni • SINGLS FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.723 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 r~ Decimal fraction soil group C= 0.000 10"~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 3i~ Pexvious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: • TC = 20.00 min. Rain intensity = 1.61(In/Hr) Total area = 62.70(AC.) Total runoff = 78.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 62.700(Ac.) Runoff from this stream = 78.000(CFS) Time of concentration = 20.00 min. Rainfall intensity = 1.610(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.135 13.34 2.012 2 78.000 20.00 1.610 Largest stream flow has longer time of concentration Qp = 78.000 + sum of Qb Ia/Ib 2.135 * 0.800 = 1.7 09 4P = 79.709 , Total of 2 streams to confluence: Flow rates before confluence point: 2.135 78.000 Area of streams before confluence: 1.400 62.700 Results of confluence: Total flow rate = 79.709(CFS) Time of concentration = 20.000 min. Effective stream area after confluence = 64.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 3.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 99.000(Ft.) Pipe length = 830.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 79.709(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 79.709(CFS) Normal flow depth in pipe = 34.13(In.) Flow top width inside pipe = 25.80(In.) r~~ ~ Critical Depth = 33.67(In.) ~ Pipe flow velocity = . 10.35(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 21.34 min. ~/ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.050 317 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: Stream flow area = 64 Runoff from this stream = Time of concentration = Rainfall intensity = • • 2 in nonnal stream number 1 100(AC.) 79.709(CFS) 21.34 min. .554(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Slope = 0.00860 s(percent)= 0.86 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.543 Rainfall intensity = 1.850(In/Hr) for a Initial area flow distance = 930.000(Ft.) Top (of initial area) elevation = 112.000(Ft.) Bottom (of initial area) elevation = 104.000(Ft Difference in elevation = 8.000(Ft.) SINGLfi FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 7.910(CFS) Total initial stream area = 5.800(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year stozm C- `1 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 7.910(CFS) Time of concentration = 15.54 min. Rainfall intensity = 1.850(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 110.000(Ft.) Bottom (of initial area) elevation = 104.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00674 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.035 min. Rainfall intensity = 1.818(In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.736 Decimal fraction soil group A= 0.000 (..,°- fO year stoxm ~ 318 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 `,-~o RI index for soil(AMC 2) 56.00 Pezvious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.821(CFS) Total initial stream area = 5.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 5.100(AC.) Runoff from this stream = 6.821(CFS) Time of concentration = 16.03 min. Rainfall intensity = 1.818(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 79.709 21.34 1.554 2 7.910 15.54 1.850 3 6.821 16.03 1.818 • Largest stream flow has longer time of concentration Qp = 79.709 + sum of Qb Ia/Ib 7.910 * 0.840 = 6.645 Qb Ia/Ib 6.821 * 0.855 = 5.829 QP = 92.184 Total of 3 streams to confluence: Flow rates before confluence point: 79.709 7.910 6.821 Area of streams before confluence: 64.100 5.800 5.100 Results of confluence: Total flow rate = 92.184(CFS) Time of concentration = 21.336 min. Effective stream area after confluence = 75.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 99.000(Ft.) Downstream point/station elevation = 94.000(Ft.) • Pipe length = 710.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 92.184(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 92.184(CFS) ~~p~ ,~ Normal flow depth in pipe = 33.66(In.) ~ Flow top width inside pipe = 39.08(In.) Critical Depth = 35.40(In.) 3 -y Pipe flow velocity = 10.41(Ft/s) Travel time through pipe = 1.14 min. ~ Time of concentration (TC) = 22.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.060 **** CONFLUENCE OF MINOR STREAMS *~** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 75.000(AC.) Runoff from this stream = 92.184(CFS) Time of concentration = 22.47 min. RainPall intensity = 1.510(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 99.800(Ft Difference in elevation = 6.200(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 16.774 Rainfall intensity = 1.774(In/Hr) for a • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 6.370(CFS) Total initial stream area = 4.900(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm ~' ~ ~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in normal stream number 2 .900(AC.) 6.370(CFS) 16.77 min. 1.774(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 317.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) (~j Bottom (of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) 320 • • • Slope = 0.00620 s(percent)= 0.62 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 17.084 min. Rainfall intensity = 1.756(In/Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 8.225(CFS) Total initial stream area = 6.400(Ac Pervious area fraction = 0.500 year storm ~.-IZ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 6 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in normal stream number 3 .400(Ac.) 8.225(CFS) 17.08 min. 1.756(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 92.184 22.47 1.510 2 6.370 16.77 1.774 3 8.225 17.08 1.756 Large st stream flow has longer time of concentration Qp = 92.184 + sum of Qb Ia/Ib 6.370 * 0.851 = 5.424 Qb Ia/Ib 8.225 * 0.860 = 7.074 Qp = 104.681 Total of 3 streams to confluence: Flow rates before confluence point: 92.184 6.370 8.225 Area of streams be fore confluence: 75.000 4.900 6.400 Resul ts of conflue nce: Total flow rate = 104.681(CFS) Time of concentrat ion = 22.473 min. Effec tive stream a rea after confluence = 86.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 94.000(Ft.) r~ Downstream point/station elevation = 93.600(Ft.) ~ ~ 321 Pipe length = 50.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 104.681(CFS) • Nearest computed pipe diameter =- 45.00(In.) Calculated individual pipe flow 104.681(CFS) Normal flow depth in pipe = 35.63(In.) Flow top width inside pipe = 36.55(In.) ~~~ r Critical Depth = 37.51(In.) Pipe flow velocity = 11.16(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 22.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 86 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 2 La 4P QP Main Stream is listed: .300(AC.) 104.681(CFS) 22.55 min. 1.508(In/Hr) Stream Flow rate TC No. (CFS) (min) 75.535 18.31 104.681 22.55 rgest stream flow has longer = 104.681 + sum of Qb Ia/Ib 75.535 * 0.892 = = 172.046 Rainfall Intensity (In/Hr) 1.690 1.508 time of concentration 67.364 Total of 2 main streams to confluence: Flow rates before confluence point: 75.535 104.681 Area of streams before confluence: 56.900 86.300 Results of confluence: Total flow rate = 172.046(CFS) Time of concentration = 22.548 min. Effective stream area after confluence = 143.200(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 93.600(Ft.) . Downstream point/station elevation = 81.900(Ft.) Pipe length = 800.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 172.046(CFS) Nearest computed pipe diameter = 48.00(In.) ~~ Calculated individual pipe flow = 172.046(CFS) ~'lP C Normal flow depth in pipe = 38.91(In.) 322 Flow top width inside pipe = 37.62(In.) Critical Depth = 44.85(In.) • Pipe flow velocity = 15.76(Ft/s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 23.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 148.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 48.000(Ft.) Slope = 0.06154 s(percent)= 6.15 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.283 min. Rainfall intensity = 2.017(In/Hr) for a 10.0 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.759 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 000(Ft.) Pervious area fraction = 1.000; impervious fraction = 0.000 Initial subarea runoff = 2.448(CFS) • Total initial stream area = 1.600(AC.) Pervious area fraction = 1.000 OC- 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TZME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95:700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft. Distance from crown to crossfall grade break = 27 Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = • Depth of flow = 0.308(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.574(Ft.) Flow velocity = 2.37(Ft/s) Travel time = 2.60 min. TC = 15.89 min. Adding area flow to street COMMERCIAL subarea type year stonn 5T2EET 2.448(CFS) 2.369(Ft/s) ~~ 323 Runoff Coefficient = Decimal fraction soil • Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC ).867 group A = 0.000 group B= 1.000 5( le ``"r' group C = 0.000 group D = 0.000 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.828(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 2.448(CFS) Total area = 1.600(Ac.) Street flow at end of street = 2.448(CFS) Half street flow at end of street = 2.448(CFS) Depth of flow = 0.308(Ft.), Average velocity = 2.369(Ft/s) Flow width (from curb towards crown)= 9.574(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 2.448(CFS) Time of concentration = 15.89 min. Rainfall intensity = 1.828(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 38.000 to Point/Station 39.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 160.000(Ft.) Bottom (of initial area) elevation = 98.000(Ft.) Difference in elevation = 62.000(Ft.) Slope = 0.08857 s(percent)= 8.86 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 initial area time of concentration = 11.827 min. Rainfall intensity = 2.150(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.766 Q~.°-~J Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.928(CFS) Total initial stream area = 3.600(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 39.000 to Point/Station 320.000 **** STREET FLOW TRA\lEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 680.000(Ft.) 1v xeight of curb above gutter flowline = 6.0(In.) 324 Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) . Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.928(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.315(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.633(Ft.) S? R C E Flow velocity = 2.32(Ft/s) r Travel time = 4.90 min. TC = 16.72 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.777(In/Hr) for a 10.0 year storm • Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 5.928(CFS) Total area = 3.600(Ac.) Street flow at end of street = 5.928(CFS) Half street flow at end of street = 5.928(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.315(Ft/s) Flow width (from curb towards crown)= 15.633(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 3.600(AC.) Runoff from this stream = 5.928(CFS) Time of concentration = 16.72 min. Rainfall intensity = 1.777(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 102.000(Ft.) • Bottom (of initial area) elevation = 95.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00887 s(percent)= 0.89 TC = k(0.390)*[(length"3)/(elevation change))"0.2 ~ '~2 Initial area time of concentration = 13.866 min. Rainfall intensity = 1.970(In/Hr) for a 10.0 year storm ~~ SINGLE FAMILY (1/4 Acre Lot) 325 Runoff Coefficient = 0.744 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~'~2 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.936(CFS) Total initial stream area = 6.100(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.100(Ac.) Runoff from this stream = 8.936(CFS) Time of concentration = 13.87 min. Rainfall intensity = 1.970(In/Ar) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2.448 15.89 • 2 5.928 16.72 3 8.936 13.87 Largest stream flow has longer Qp = 8.936 + sum of Qa Tb/Ta 2.448 * 0.873 = Qa Tb/Ta 5.928 * 0.829 = Qp = 15.989 1.828 1.777 1.970 or shorter time 2.137 4.916 of concentration Total of 3 streams to confluence: Flow rates before confluence point: 2.448 5.928 8.936 Area of streams before confluence: 1.600 3.600 6.100 Results of confluence: Total flow rate = 15.989(CFS) Time of concentration = 13.866 min. Effective stream area after confluence = 11.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 3.080 **** pIpEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 90.800(Ft.) Downstream point/station elevation = 84.900(Ft.) Pipe length - 920.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 15.989(CFS) Nearest computed pipe diameter = 24.00(In.) PI~ ~ Calculated individual pipe flow = 15.989(CFS) `~~ Normal flow depth in pipe = 17.51(In.) 32~ Flow top width inside pipe = 21.32(In.) Critical Depth = 17.31(In.) ~ Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 2.36 min. Time of concentration (TC) = 16.22 min. ~ • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.300(Ac.) Runoff from this stream = 15.989(CFS) Time of concentration = 16.22 min. Rainfall intensity = 1.807(In/Hr) Process from Point/Station 321.000 to Point/Station **** INITIAL AREA EVALUATION **** initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 99.400(Ft.) Bottom (of initial area) elevation = 94.000(Ft. Difference in elevation = 5.400(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.477 min. Rainfall intensity = 1.854(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impezvious Initial subarea runoff = 10.530(CFS) Total initial stream area = 7.700(Ac Pervious area fraction = 0.500 ++++++++ 322.000 10.0 year storm fraction = 0.500 ~-13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 94.000(Ft End of street segment elevation = 90.900(Ft Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = Width of half street (curb to crown) _ Distance from crown to crossfall grade Slope from gutter to grade break (v/hz) Slope from grade break to crown (v/hz) Street flow is on [2] side(s) of the street Distance from curb to property line = 10. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) 6.0(In.) 20.000(Ft. break = 18 = 0.079 = 0.020 000(Ft 0.020 000(Ft.) ~ - r4 ~~ 327 Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 • Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.077(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.137(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.726(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 4.52 min. TC = 20.00 min. Adding area flow to street COI~IINERCIAL subarea type ~ _ 14 Runoff Coefficient = 0.865 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 11. group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 = 0.100; Impervious fraction = 0.900 1.610(In/Hr) for a 10.0 year storm 1.114(CFS) for 0.800{Ac.) 643(CFS) Total area = 8.500(Ac.) Street flow at end of street = 11 Half street flow at end of street = Depth of flow = 0.439(Ft.), Average Flow width (from curb towards crown)= 643(CFS) 5.822(CFS) velocity = 16.041(Ft.) 2.163(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 11.643(CFS) Time of concentration = 20.00 min. Rainfall intensity = 1.610(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION ~*~* Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 98.0o0(Ft.) Bottom (of initial area) elevation = 90.900(Ft.) Difference in elevation = 7.100(Ft.) Slope = 0.00740 s(percent)= 0.74 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 16.225 min: Rainfall intensity = 1.807(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.735 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious Initial subarea runoff = 9.691(CFS) Total initial stream area = 7.300(Ac 10.0 year storm !°- /5 fraction = 0.500 ~~ 3 28 C~ C ~ • Pervious area fraction = 0.500 Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.300(AC.) Runoff from this stream = 9.691(CFS) Time of concentration = 16.22 min. Rainfall intensity = 1.807(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** 0 year storm ~' ~~o Penrious area fraction = 0.500; impervious fraction = 0.500 initial subarea runoff = 10.416(CFS) Total initial stream area = 7.900(Ac.) Pervious area fraction = 0.500 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom (of initial area) elevation = 90.400(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.00760 s(percent)= 0.76 TC = k(0.390}*[(lengtri"3)/(elevation change)]"0.2 Initial area time of concentration = 16.402 min. Rainfall intensity = 1.796(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.734 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 7 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 4 .900(AC.) 10.416(CFS) 16.40 min. 1.796(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In/Hr) 1 15.989 16.22 1.807 2 11.643 20.00 1.610 3 9.691 16.22 1.807 4 10.416 16.40 1.796 Largest stream flow has longer or shorter time Qp = 15.989 + sum of of concentration ~`~ JZq r 1 LJ • . Qa Tb/Ta 11.643 * 0.811 = 9.444 Qa Tb/Ta 9.691 * 1.000 = 9.690 Qa Tb/Ta 10.416 * 0.989 = 10.302 Qp = 45.424 Total of 4 streams to confluence: Flow rates before confluence point: 15.989 11.643 9.691 10.416 Area of streams before confluence: 11.300 8.500 7.300 7.900 Results of confluence: Total flow rate = 45.424(CFS) Time of concentration = 16.222 min. Effective stream area after confluence = 35.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.090 **** pIpfiFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 84.900(Ft.) Downstream point/station elevation = 82.300(Ft.) Pipe length = 460.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 45.424(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 45.424(CFS) Normal flow depth in pipe = 26.86(In.) (~IP ~ Flow top width inside pipe = 31.34(In.) Critical Depth = 26.35(In.) Pipe flow velocity = 8.04(Ft/s) Travel time through pipe = 0.95 min. Time of concentration (TC) = 17.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.000(AC.) Runoff from this stream = 45.424(CFS) Time of concentration = 17.18 min. Rainfall intensity = 1.751(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 84.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 114.000(Ft.) Difference in elevation = 11_700(Ft.) Slope = 0.13929 s(percent)= 13.93 ~_17 .1$ TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 "ssa r1 LJ Warning: TC computed to be less than 5 time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 3.452(In/Hr) min.; program is assuming the 5.000 min. for a 10.0 year stonn CONIINERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 2.731(CFS) Total initial stream area = 0.900(Ac Pervious area fraction = 0.100 fraction = 0.900 ~-~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCfi OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in nozmal stream number 1 900(AC.) 2.731(CFS) 5.00 min. .452(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft.) Top (of initial area) elevation = 118.500(Ft.) Bottom tof initial area) elevation = 114.200(Ft Difference in elevation = 4.300(Ft.) Pezvious area fraction = 0.100 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.016(CFS) Total initial stream area = 1.100(AC.) Slope = 0.00544 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.275 min. Rainfall intensity = 2.106(In/Ar) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 C-~8 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 2 Stream flow area = 1.100(AC.) .10~ Runoff from this stream = 2.016(CFS) 33~ Time of Rainfal • Summary Stream No. concentration = 12.27 min. L intensity = 2.106(In/Hr) of stream data: Flow rate TC (CFS) (min) 1 2.731 5.00 2 2.016 12.27 Largest stream flow has longer Qp = 2.731 + sum of Qa Tb/Ta 2.016 * 0.407 = Qp = 3.552 Rainfall Intensity (In/Hr) 3.452 2.106 or shorter time 0.821 Total of 2 streams to confluence: Flow rates before confluence point: 2.731 2.016 Area of streams before confluence: 0.900 1.100 Results of confluence: Total flow rate = 3.552(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = of concentration 2.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++ • Process from Point/Station 328.000 to Point/Station 330.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 104.300(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) p Gutter hike from flowline = 1.900(In.) ~'~l Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.440(CFS) Depth of flow = 0.354(Ft.), Average velocity =. 2.944(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.789(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 3.85 min. TC = 8.85 min. ~ Adding area flow to street COhID7ERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ~j Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 33Z RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Rainfall intensity = 2.521(In/Hr) for a 10.0 year stoxm Subarea runoff = 2.203(CFS) for 1.OOOtAc.) Total runoff = 5.755(CFS) Total area = 3.000(AC.) Street flow at end of street = 5.755(CFS) Half street flow at end of street = 5.755(CFS) Depth of flow = 0.381(Ft.), Average velocity = 3.131(Ft/s) Flow width (from curb towards crown)= 13.114(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STRBAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 5.755(CFS) Time of concentration = 8.85 min. Rainfall intensity = 2.521(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720_000(Ft.) Top (of initial area) elevation = 108.200(Ft.) • Bottom (of initial area) elevation = 104.300(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0.00542 s(percent)= 0.54 TC = k(0.300)*[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 2.149(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 ~-~~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.870(CFS) Total initial stream area = 1.000(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) • Runoff from this stream = 1.870(CFS) Time of concentration = 11.84 min. Rainfall intensity = 2.149(In/xr) Summary of stream data: ~~` Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 333 • • . Qp = 5.755 + sum of Qa Tb/Ta 1.870 * 0.748 = 1.398 Qp = 7.153 1 5.755 8.85 2.521 2 1.870 11.84 2.149 Largest stream flow has longer or shorter time Total of 2 streams to confluence: Flow rates before confluence point: 5.755 1.870 Area of streams before confluence: 3.000 1.000 Results of confluence: Total flow rate = 7.153(CFS) Time of concentration = 8_850 min. Effective stream area after confluence = of concentration 4.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 332.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 104.300(Ft.) Snd of street segment elevation = 92.300(Ft.) Length of street segment = 825.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.226(CFS) Depth of flow = 0.418(Ft.), Average velocity = 3.437(Ft/s) Streetflow hydraulics at midpoint of street travel: /~ Halfstreet flow width = 15.089(Ft.) l."2~ Flow velocity = 3.44(Ft/s) Travel time = 4.00 min. TC = 12.85 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.054(In/Hr) for a 10.0 year storm Subarea runoff = 2.143(CFS) for 1.200(AC.) Q~j Total runoff = 9.296(CFS) Total area = 5.200(AC.) r~ Street flow at end of street = 9.296(CFS) 334 Half street flow at end of street = 9.296(CFS) Depth of flow = 0.433(Ft.), Average velocity = 3.540(Ft/s) • Flow width (from curb towards crown)= 15.841(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 1 Stream flow area = 5.200(Ac.) Runoff from this stream = 9.296(CFS) Time of concentration = 12.85 min. Rainfall intensity = 2.054(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 96.600(Ft.) Bottom (of initial area) elevation = 92.500(Ft.) Difference iri elevation = 4.100(Ft.) Slope = 0.00837 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.096 min. Rainfall intensity = 2.123(In/Hr) for a 10.0 year storm • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 ~-` Z Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.148(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this Stream = 4.148(CFS) Time of concentration = 12.10 min. Rainfall intensity = 2.123(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 9.296 12.85 2.054 2 4.148 12.10 2.123 ~Z~ Largest stream flow has longer time of concentration Qp = 9.296 + sum of 335 ~ U . u Qb Ia/Ib 4.148 * 0.967 = 4.012 Qp = 13.308 Total of 2 streams to confluence: Flow rates before confluence point: 9.296 4.148 Area of streams before confluence: 5.200 2.600 Results of confluence: Total flow rate = 13.308(CFS) Time of concentration = 12.851 min. Effective stream area after confluence = 7.800(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** STREET FLOW TRAVEL TIME + SUBARfiA FLOW ADDITION **** Top of street segment elevation = 92.300(Ft.) End of street segment elevation = SS.S00(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.607(CFS) Depth of flow = 0.485(Ft.), Average velocity = 3.888(Ft/s) Streetflow hydraulics at midpoint of street travel: ~_23 Halfstreet flow width = 18.392(Ft.) Flow velocity = 3.89(Ft/s) Travel time = 1.03 min. TC = 13.88 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.969(In/Hr) for a 10.0 year stonn Subarea runoff = 0.599(CFS) for 0.350(Ac.) Total runoff = 13.907(CFS) Total area = 8.150(Ac.) Street flow at end of street = 13.907(CFS) Half street flow at end of street = 13.907(CFS) Depth of flow = 0.488(Ft.), Average velocity = 3.909(Ft/s) Flow width (from curb towards crown)= 18.549(Ft.) ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 33~ • ~ LJ Process from Point/Station 333.000 to Point/Station **** CONFLUSNCB OF MAIN STREAMS **** 333.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.150(AC.) Runoff from this stream = 13.907(CFS) Time of concentration = 13.88 min. Rainfall intensity = 1.969(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 45.424 17,18 2 13.907 13.88 Largest stream flow has longer Qp = 45.424 + sum of Qb Ia/Ib 13.907 * 0.889 = 4P = 57.792 Rainfall Intensity (In/Hr) 1.751 1.969 time of concentration 12.368 Total of 2 main streams to confluence: Flow rates before confluence point: 45.424 13.907 Area of streams before confluence: 35.000 8.150 Results of confluence: Total flow rate = 57.792(CFS) Time of concentration = 17.176 min. Effective stream area after confluence = 43.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.300(Ft.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 50.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 57.792(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 57.792(CFS) Normal flow depth in pipe = 28.55(In.) .PI~,r Flow top width inside pipe = 29.17(In.) Critical Depth = 29.53(in.) Pipe flow velocity = 9.62(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 17.26 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** ~,S Along Main Stream number: 1 in normal stream number 1 Stream flow area = 43.150(AC.) 337 . • Runoff from this stream = 57.792(CFS) Time of concentration = 17.26 min. Rainfall intensity = 1.746(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** USfiR DfiFINfiD FLOW INFORMATION AT A POINT **** User TC = Total Rainfall intensity = 1.477(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.713 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious specified values are as follows: 10.0 year storm fraction = 0.500 23.39 min. Rain intensity = 1.48(In/Hr) area = 143.20(AC.) Total runoff = 172.05(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCfi OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 143.200(AC.) Runoff from this stream = 172.050(CFS) Time of concentration = 23.39 min. Rainfall intensity = 1.477(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 Initial area flow distance = 980.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 111.900(Ft. Difference in elevation = 13.800(Ft.) Slope = 0.01408 s(percent)= 1.41 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 11.063 min. Rainfall intensity = 2.230(in/Hr) for a 10 0 year stozm ~ - 2"c RI index for soil(AMC 2) = 56.00 . Pervious area fraction = 0.100; impervious fraction = 0.900 Initial subarea runoff = 2.137(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ~7" ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 338 Process from Point/Station 335.000 to Point/Station 336.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 111.900(Ft.) End of street segment elevation = 88.100(Ft.) Length of street segment = 1640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.080(CFS) Depth of flow = 0.344(Ft.), Average velocity = 2.904(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.350(Ft.) ~_ Z~ Flow velocity = 2.90(Ft/s) Travel time = 9.41 min. TC = 20.47 min. Adding area flow to street CONIINERCIAL subarea type Runoff Coefficient = 0.864 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.590(In/Hr) for a 10.0 year storm Subarea runoff = 2.748(CFS) for 2.000(AC.) Total runoff = 4.885(CFS) Total area = 3.100(AC.) Street flow at end of street = 4.885(CFS) Half street flow at end of street = 4.885(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.030(Ft/s) Flow width (from curb towards crown)= 12.228(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 3.100(AC.) Runoff from this stream = 4.885(CFS) Time of concentration = 20.47 min. Rainfall intensity = 1.590(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 57.792 17.26 1.746 ~~ 2 172.050 23.39 1.477 33~ 3 4.885 20.47 1.590 Largest stream flow has longer time of concentration • Qp = 172.050 + sum of Qb Ia/Ib 57.792 * 0.846 = 48.900 Qb ia/ib 4.885 * 0.929 = 4.540 4P = 225.490 Total of 3 streams to confluence: Flow rates before confluence point: 57.792 172.050 4.885 Area of streams before confluence: 43.150 143.200 3.100 Results of confluence: Total flow rate = 225.490(CFS) Time of concentration = 23.390 min. Effective stream area after confluence = 189.450(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.110 **** PZPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 81.900(Ft.) Downstream point/station elevation = 78.400(Ft.) Pipe length = 840.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 225.490(CFS) • Nearest computed pipe diameter =- 66.00(In.) Calculated individual pipe flow 225.490(CFS) Nozmal flow depth in pipe = 56.81(In.) ~~P F Flow top width inside pipe = 45.69(In.) Critical Depth = 50.38(In.) Pipe flow velocity = 10.36(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 24.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.110 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 189.450(AC.) Runoff from this stream = 225.490(CFS) Time of concentration = 24.74 min. Rainfall intensity = 1.432(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 338.000 • **** INITIAL AREA EVALUATION **** Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 90.900(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) ~~ Difference in elevation = 2.300(Ft.) Slope = 0.00535 s(percent)= 0.53 340 • • . TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.657 min. Rainfall intensity = 2.403(In/Hr) for a 10 CONII~IERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.258(CFS) Total initial stream area = 0.600(Ac Pervious area fraction = 0.100 0 year stonn 1... ' ~ ~o fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBARFsA FLOW ADDITION **** Top of street segment elevation = 88.800(Ft.) End of street segment elevation = 85.700(Ft.) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.709(CFS) Depth of flow = 0.284(Ft.), Average velocity = 2.102(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.346(Ft.) C' ZZ Flow velocity = 2.10(Ft/s) Travel time = 2.34 min. TC = 12.00 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.133(In/Hr) for a 10.0 year storm Subarea runoff = 0.798(CFS) for 0.430(AC.) Total runoff = 2.057(CFS) Total area = 1.030(Ac.) Street flow at end of street = 2.057(CFS) Half street flow at end of street = 2.057(CFS) Depth of flow = 0.298(Ft.), Average velocity = 2.190(Ft/s) Flow width (from curb towards crown)= 9.068(Ft.) V ~ 34r r-1 LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **~* Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.030(AC.) Runoff from this stream = 2.057(CFS) Time of concentration = 12.00 min. Rainfall intensity = 2.133(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Difference in elevation = 7.600(Ft.) Slope = 0.01101 s(percent)= 1.10 TC = k(0.390)*[(length"3)/(elevation change)~ Initial area time of concentration = 13.128 Rainfall intensity = 2.030(In/Hr) for a Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 93.500(Ft.) Bottom (of initial area) elevation = 85.900(Ft "0.2 min. 10.0 year stornt SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.747 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 8.337(CFS) Total initial stream area = 5.500(Ac Pervious area fraction = 0.500 io p L.~~O fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS *~** along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 8.337(CFS) Time of concentration = 13.13 min. Rainfall intensity = 2.030(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 • Largest QP = 4P = 2.057 12.00 8.337 13.13 stream flow has longer 8.337 + sum of Qb Ia/ib 2.057 * 0.952 = 10.294 2.133 2.030 time of concentration 1.957 ~Q Total of 2 streams to confluence: 342 Flow rates before confluence point: 2.057 8.337 • Area of streams before confluence: 1.030 5.500 Results of confluence: Total flow rate = 10.294(CFS) Time of concentration = 13.128 min. Effective stream area after confluence = 6.530(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 342.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.700(Ft.) End of street segment elevation = 79.500(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 ~ Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.925(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.277(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.936(Ft.) C' 2~ Flow velocity = 3.28(Ft/s) Travel time = 2.95 min. TC = 16.08 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Rainfall intensity = 1.816(In/Hr) for a 10.0 year storm Subarea runoff = 1.259(CFS) for 0.800(AC.) Total runoff = 11.554(CFS) Total area = 7.330(Ac.) Street flow at end of street = 11.554(CFS) Half street flow at end of street = 11.554(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.322(Ft/s) Flow width (from curb towards crown)= 18.333(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 ~*** CONFLUENCE OF MINOR STREAMS **** a\ Along Main Stream number: 2 in noxmal stream number 1 Stream flow area = 7.330(AC.) 343 . C~ Runoff from this stream = 11.554(CFS) Time of concentration = 16.08 min. Rainfall intensity = 1.816(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 341_000 to Point/Station 342.000 **** INITIAL AREA EVALUATION *~** APARTMENT subarea type Runoff Coefficient = 0.839 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious Initial subarea runoff = 10.920(CFS) Total initial stream area = 6.300(Ac Pervious area fraction = 0.200 "0.2 min. 10.0 year stosm fraction = 0.800 ~-3d Difference in elevation = 5.600(Ft.) Slope = 0.00691 s(percent)= 0.69 TC = k(0.323)*((length"3)/(elevation change)] Initial area time of concentration = 12.725 Rainfall intensity = 2.065(In/Hr) for a Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 85.000(Ft.) Bottom (of initial area) elevation = 79.400(Ft ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 10.920(CFS) Time of concentration = 12.72 min. Rainfall intensity = 2.065(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.554 16.08 1.816 2 10.920 12.72 2.065 Largest stream flow has longer time of concentration Qp = 11.554 + sum of Qb Ia/Ib 10.920 * 0.879 = 9.602 Qp = 21.156 . Total of 2 streams to confluence: Flow rates before confluence point: 11.554 10.920 Area of streams before confluence: 7.330 6.300 Results of confluence: Total flow rate = 21.156(CFS) ~ti 3 ~~ Time of concentration = 16.078 min. Effective stream area after confluence = 13.630(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 13 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .630(Ac.) 21.156(CFS) 16.08 min. 1.816(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In/Hr) 1 225.490 24.74 1.432 2 21.156 16.08 1.816 Largest stream flow has longer time of concentration Qp = 225.490 + sum of Qb ia/Ib 21.156 * 0.789 = 16.691 Qp = 242.181 ~ • Total of 2 main streams to confluence: Flow rates before confluence point: 225.490 21.156 Area of streams before confluence: 189.450 13.630 Results of confluence: Total flow rate = 242.181(CFS) Time of Concentration = 24.741 min. Effective stream area after confluence = 203.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.400(Ft.) Downstream point/station elevation = 63.800(Ft.) Pipe length = 680.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 242.181(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 242.181(CFS) Normal flow depth in pipe = 44.25(In.) P~~ ~ Flow top width inside pipe = 47.51(In.) • Critical Depth = 52.06(In.) Pipe flow velocity = 16.40(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 25.43 min. ~y' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 ~F 5 Process from Point/Station 3.120 to Point/Station 3.120 **** CONFLUENCE OF MAIN STRSAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 203.080(AC.) Runoff from this stream = 242.181(CFS) Time of concentration = 25.43 min. Rainfall intensity = 1.411(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 345.000 **** INITIAL ARfiA EVALUATION **** Initial area flow distance = 425.000(Ft.) Top (of initial area) elevation = 79.500(Ft.) Bottom (of initial area) elevation = 74.400(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.178 min. Rainfall intensity = 2.633(in/Hr) for a 10.0 year stoxm CONIIMERCIAL subarea type Runoff Coefficient = 0.874 ~_ ~/ Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 1.000 ~ Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.382(CFS) Total initial stream area = 0.600(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** along Ma1n Stream number: 2 in normal stream number 1 Stream flow area = 0.600(AC.) Runoff from this stream = 1.382(CFS) Time of concentration = 8.18 min. Rainfall intensity = 2.633(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) ~ Top (of initial area) elevation = 79.000(Ft.) Bottom (of initial area) elevation = 74.600(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00543 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 ~ Initial area time of concentration = 12.403 min. Rainfall intensity = 2.094(In/Hr) for a 10.0 year stonn 3 4G COhID7ERCIAL subarea type Runoff Coefficient = 0.870 . Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 1.000 ~-~ ~ Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 9.110(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 9.110(CFS) Time of concentration = 12.40 min. Rainfall intensity = 2.094(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~ 1 1.382 8.18 2.633 2 9.110 12.40 2.094 Largest stream flow has longer time of concentration Qp = 9.110 + sum of Qb Ia/ib 1.382 * 0.795 = 1.099 Qp = 10.209 Total of 2 streams to confluence: Flow rates before confluence point: 1.382 9.110 Area of streams before confluence: 0.600 5.000 Results of confluence: Total flow rate = 10.209(CFS) Time of concentration = 12.403 min. Effective stream area after confluence = 5.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 346.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 74.400(Ft.) find of street segment elevation = 72.500(Ft.) • Length of street segment = 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) ~~ Slope from gutter to grade break (v/hz) = 0.078 L°- 33 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street 3~7 r-1 LJ r~ L J ~ Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.537(CFS) Depth of flow =' 0.495(Ft.), Average velocity = 2.856(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.903(Ft.) Flow velocity = 2.86(Ft/s) !l_2J3 Travel time = 1.46 min. TC = 13.86 min. Adding area flow to street CONID7ERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.970(In/Hr) for a 10.0 year storm Subarea runoff = 0.616(CFS) for 0.360(Ac.) Total runoff = 10.825(CFS) Total area = 5.960(AC.) Street flow at end of street = 10.825(CFS) Half street flow at end of street = 10.825(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.875(Ft/s) Flow width (from curb towards crown)= 19.102(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 346.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.960(AC.) Runoff from this stream = 10.825(CFS) Time of concentration = 13.86 min. Rainfall intensity = 1.970(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 347.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 88.100(Ft.) Bottom (of initial area) elevation = 79.500(Ft.) Difference in elevation = 8.600(Ft.) Slope = 0.01049 s(percent)= 1.05 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 10.927 min. Rainfall intensity = 2.245(In/Hr) for a 10.0 year COhID7ERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 stoxm ~ " .7"~ ~~ 3 48 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious fraction = 0.900 • Initial subarea runoff = 1.957(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 349.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 79.500(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.739(CFS) • Depth of flow = 0.323(Ft.), Average velocity = 2.320(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.315(Ft_.) C°_~eJ' Flow velocity = 2.32(Ft/s) Travel time = 4.88 min. TC = 15.81 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.832(In/Hr) for a 10.0 year stozm Subarea runoff = 1.271(CFS) for 0.800(AC.) Total runoff = 3.228(CFS) Total area = 1.800(Ac.) Street flow at end of street = 3.228(CFS) Half street flow at end of street = 3.228(CFS) Depth of flow = 0.338(Ft.), Average velocity = 2.410(Ft/s) Flow width (from curb towards crown)= 11.056(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 3.228(CFS) Time of concentration = 15.81 min. ~'` Rainfall intensity = 1.832(In/Hr) 3~~ • C~ • Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 10.825 13.86 2 3.228 15.81 Largest stream flow has longer Qp = 10.825 + sum of Qa Tb/Ta 3.228 * 0.877 = Qp = 13.655 Rainfall Intensity (In/Hr) 1.970 1.832 or shorter time 2.830 Total of 2 streams to confluence: Flow rates before confluence point: 10.825 3.228 Area of streams before confluence: 5.960 1.800 Results of confluence: Total flow rate = 13.655(CFS) Time of concentration = 13.862 min. Effective stream area after confluence = of concentration 7.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.760(Ac.) Runoff from this stream = 13.655(CFS) Time of concentration = 13.86 min. Rainfall intensity = 1.970(In/Hr) Sut[¢nary of stream data: Stream Flow rate TC No. (CFS) (min) 1 242.181 25.43 2 13.655 13.86 Largest stream flow has longer Qp = 242.181 + sum of Qb Ia/Ib 13.655 * 0.716 = Qp = 251.961 Rainfall Intensity (In/Hr) 1.411 1.970 time of concentration 9.780 Total of 2 main streams to confluence: Flow rates before confluence point: 242.181 13.655 Area of streams before confluence: 203.080 7.760 Results of confluence: Total flow rate = 251.961(CFS) Time of concentration = 25.432 min. Effective stream area after confluence = 210.840(AC.) \$ 35a . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIMS (Program estimated size) **** Upstream point/station elevation = 63.800(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 100.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 251.961(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 251.961(CFS) Nonnal flow depth in pipe = 43 . 78 ( In. ) _-' i ryF Flow top width inside pipe = 48.11(In.) Critical Depth = 52.59(In.) Pipe flow velocity = 17.24(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 25.53 min. End of computations, total study area = 354.04 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.488 Area averaged RI index number = 56.7 • • ~~ 4 00 . ~ r D~o ,~ 401 Riverside County Rational Hydrology Program • . • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/12/O1 File:305D.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "D" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydYOlOgy Study COritr01 InfOnndtiOII ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Ttnc,Rnch CaNOrco ] area used. 10 year stornl 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year stonn 10 minute intensity = 3.480(In/Hr) 100 year stoxm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 140.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft. Difference in elevation = 40.000(Ft.) Slope = 0.13793 s(percent)= 13.79 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.609 min. Rainfall intensity = 2.740(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.791 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 0 year storn~ C~D - ( Pervious area fraction = 1.000; impervious fraction = 0.000 ~p\ 402 Initial subarea runoff = 1.952(CFS) Total initial stream area = 0.900(AC.) . Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 401.000 **** STREET FLOW TRAVSL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 89.000(Ft.) End of street segment elevation = 84.500(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street tcurb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.952(CFS) Depth of flow = 0.269(Ft.), Average velocity = 2.807(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 7.606(Ft.) 5 TR F~ T Flow velocity = 2.81(Ft/s) Travel time = 1.31 min. TC = 8.91 min. Adding area flow to street CONIINERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio Rainfall intensity = Subarea runoff = group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 a = 0.100; Impervious 2.511(In/Hr) for 0.000(CFS) for 0 fraction = 0.900 a 10.0 year storm .000(AC.) Total runoff = 1.952(CFS) Total area = Street flow at end of street = 1.952(CFS) Half street flow at end of street = 1.952(CFS) Depth of flow = 0.269(Ft.), Average velocity = Flow width (from curb towards crown)= 7.606(Ft.) 900(Ac.) 2.807(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 .900(Ac.) 1.952(CFS) 8.91 min. 2.511(In/Hr) ~~v 4a3 \ J • . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** 0 year stozm D-I Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.473(CFS) Total initial stream area = 2.200(AC.) Pervious area fraction = 0.500 Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.500(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00865 s(percent)= 0.87 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.303 min. Rainfall intensity = 2.104(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(AC.) Runoff from this stream = 3.473(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.104(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.952 8.91 2 3.473 12.30 Largest stream flow has longer Qp = 3.473 + sum of Qb Ia/Ib 1.952 * 0.838 = Qp = 5.107 2.511 2.104 time of concentration 1.635 Total of 2 streams to confluence: Flow rates before confluence point: 1.952 3.473 Area of streams before confluence: 0.900 2.200 Results of confluence: Total flow rate = 5.107(CFS) Time of concentration = 12.303 min. Effective stream area after confluence = 3.100(Ac.) ~b3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4d4 Process from Point/Station 401.000 to Point/Station 403.000 **** STREET FLOW TRAVSL TIME + SUBAREA FLOW ADDITION **** ~ Top bf street segment elevation = 84.500(Ft.) End of street segment elevation = 82.000(Ft.) . Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1J side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.107(CFS) Depth of flow = 0.423(Ft.), Average velocity = 2.075(Ft/s) Streetflow hydraulics at midpoint of street travel: 5 T~ ~~~ Halfstreet flow width = 15.313(Ft.) Flow velocity = 2.07(Ft/s) Travel time = 3.86 min. TC = 16.16 min. Adding area flow to street CONIMERCIAL subarea type Runoff Coefficient = 0.867 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Rainfall intensity = 1.811(In/Hr) for a 10.0 year stozm Subarea runoff = 0.000(CFS) for 0.000(AC.) Total runoff = 5.107(CFS) Total area = 3.100(Ac.) Street flow at end of street = 5.107(CFS) Half street flow at end of street = 5.107(CFS) Depth of flow = 0.423(Ft.), Average velocity = 2.075(Ft/s) Flow width (from curb towards crown)= 15.313(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 5.107(CFS) Time of concentration = 16.16 min. Rainfall intensity = 1.811(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** INITIAL AREA EVALUATION ***• Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 87.500(Ft.) ~(~C 4U5 Bottom (of initial area) elevation = 82.000(Ft.) Difference in elevation = 5.500(Ft.) . Slope = 0.00714 s(percent)= 0.71 TC = k(0.390)*[(length°3)/(elevation change)]"0.2 Initial area time of concentration = 14.958 min. Rainfall intensity = 1.889(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 5.309(CFS) Total initial stream area = 3.800(Ac Pervious area fraction = 0.500 0 year storm D-2 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 5.309(CFS) Time of concentration = 14.96 min. Rainfall intensity = 1.889(In/Hr) • Summary of stream data: Stream Flow rate TC Rainfall intensity No._ (CFS) (min) (In/Hr) 1 5.107 16.16 1.811 2 5.309 14.96 1.889 Largest stream flow has longer or shorter time of concentration Qp = 5.309 + sum of Qa Tb/Ta 5.107 * 0.926 = 4.728 Qp = 10.037 Total of 2 streams to confluence: Flow rates before confluence point: 5.107 5.309 Area of streams before confluence: 3.100 3.800 Results of confluence: Total flow rate = 10.037(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 6.900(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.900(AC.) `bL~ Runoff from this stream = 10.037(CFS) 406 Time of concentration = 14.96 min. Rainfall intensity = 1.889(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.007 min. Rainfall intensity = 1.886(In/Hr) for a 10.0 year stoxzti SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A= 0.000 ~-j Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.158(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.500 • r1 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 ~*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Top of street segment elevation = 84.000(Ft.) End of street segment elevation = 82.000(Ft.) Length of street segment = 350.000(Ft.) Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.474(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.771(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 2.45 min. TC = 17.46 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.731 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 7.807(CFS) 2.383(Ft/s) ~-4 ~~ 407 Decimal fraction soil Decimal fraction soil • RI index for soil(AMC Pervious area fractio Rainfall intensity = group C = 0.000 group D= 0. 000 ~' 9- 2) = 56.00 z= 0.500; Impervious fraction = 0.500 1.735(In/Hr) for a 10.0 year storm Subarea runoff = 4.818(CFS) for 3.800(AC.) Total runoff = 9.976(CFS) Total area = 7.500(AC.) Street flow at end of street = 9.976(CFS) Half street flow at end of street = 9.976(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 406.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.500(AC.) Runoff from this stream = 9.976(CFS) Time of concentration = 17.46 min. Rainfall intensity = 1.735(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) • 1 10.037 14.96 2 9.976 17.46 Largest stream flow has longer Qp = 10.037 + sum of Qa Tb/Ta 9.976 * 0.857 = Qp = 18.586 Rainfall Intensity ( In/Hr) 1.889 1.735 or shorter time 8.549 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 10.037 9.976 Area of streams before confluence: 6.900 7.500 Results of confluence: Total flow rate = 18.586(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 14.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 77.000(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length - 610.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 18.586(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 18.586(CFS) Normal flow depth in pipe = 15.38(In.) 4.020 P(PK `01 4a8 Flow top width inside pipe = 23.03(In.) Critical Depth = 18.62(In.) : Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 16.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.400(Ac.) Runoff from this stream = 18.586(CFS) Time of concentration = 16.12 min. Rainfall intensity = 1.813(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.886(In/Hr) for a 10.0 year stozm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 ~Q,~-I~ 9 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 -~~ ~ ~Q ~ 3-~,. RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 15.00 min. Rain intensity = 1.89(In/Hr) Total area = 118.00(Ac.) Total runoff = 175.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.200(Ft.) Downstream point/station elevation = 70.200(Ft.) Pipe length = 750.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 175.500(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 175.500(CFS) Noxmal flow depth in pipe = 40.97(In.) Flow top width inside pipe = 46.21(In.) ~(('~ Critical Depth = 46.15(In.) Pipe flow velocity = 13.56(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 15.92 min. • `~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.010 **** CONFLUENCE OF MINOR STREAMS **** 4-e9 Along Main Stream number: 2 in nozmal stream number 1 Stream flow area = 118.000(Ac.) • Runoff from this stream = 175.500(CFS) Time of concentration = 15.92 min. Rainfall intensity = 1.825(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) sottom (of initial area) elevation = 79.4oo(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00775 s(percent)= 0.77 TC = k(0.300)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 10.960 min. Rainfall intensity = 2.242(In/Hr) for a 10.0 year storm CONII~7ERCIAL subarea type Runoff Coefficient = 0.871 ~_rJ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.953(CFS) • Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: • 2 in nonnal stream number 2 000(Ac.) 1.953(CFS) 10.96 min. .242(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 175.500 15.92 1.825 2 1.953 10.96 2.242 Largest stream flow has longer time of concentration Qp = 175.500 + sum of Qb Ia/Ib 1.953 * 0.814 = 1.591 Qp = 177.091 Total of 2 streams to confluence: Flow rates before confluence point: 175.500 1.953 Area of streams before confluence: 118.000 1.000 \~ 410 Results of confluence: Total flow rate = 177.091(CFS) . Time of concentration = 15.922 min. Effective stream area after confluence = 119.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.200(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 130.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 177.091(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 177.091(CFS) Normal flow depth in pipe = 38.95(In.) Flow top width inside pipe = 71.76(In.) I I('~ Critical Depth = 43.54(In.) Pipe flow velocity = 11.35(Ft/s) Travel time through pipe = 0.19 min. Time of ConCentration (TC) = 16.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 119.000(AC.) Runoff from this stream = 177.091(CFS) Time of concentration = 16.11 min. Rainfall intensity = 1.814(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 18.586 2 177.091 Largest stream Qp = 177.091 Qa 18.58 Qp = 195.666 16.12 16.11 flow has longer or + sum of Tb/Ta 6 * 0.999 = Rainfall Intensity (In/Hr) 1.813 1.814 shorter time of concentration 18.576 Total of 2 main streams to confluence: Flow rates before confluence point: 18.586 177.091 Area of streams before confluence: 14.400 119.000 • Results of confluence: Total flow rate = 195.666(CFS) Time of concentration = 16.113 min. Effective stream area after confluence = 133.400(Ac.) ~~ 411 +++++++++++++++++++++,.++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 4.020 to Point/Station 4.030 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 66.600(Ft.) Pipe length = 540.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 195.666(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 195.666(CFS) Normal flow depth in pipe = 39.42(In.) Flow top width inside pipe = 78.00(In.) pIP~ Critical Depth = 44.79(In.) Pipe flow velocity = 11.63(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 16.89 min. -r-rr+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 133.400(AC.) Runoff from this stream = 195.666(CFS) Time of concentration = 16.89 min. Rainfall intensity = 1.767(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 79.100(Ft.) Bottom (of initial area) elevation = 76.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.184 min. Rainfall intensity = 2.217(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 D-~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.448(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS **** \`\ Along Main Stream number: 1 in normal stream number 2 4rz Stream flow area = 0.750(Ac.) Runoff from this stream = 1.448(CFS) • Time of concentration = 11.18 min. Rainfall intensity = 2.217(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 195.666 16.89 1.767 2 1.448 11.18 2.217 Largest stream flow has longer time of concentration Qp = 195.666 + sum of Qb Ia/Ib 1.448 * 0.797 = 1.155 Qp = 196.821 Total of 2 streams to confluence: Flow rates before confluence point: 195.666 1.448 Area of streams before confluence: 133.400 0.750 Results of confluence: Total flow rate = 196.821(CFS) Time of concentration = 16.887 min. Effective stream area after confluence = 134.150(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.600(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 120.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 196.821(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 196.821(CFS) Normal flow depth in pipe = 40.41(In.) Flow top width inside pipe = 77.95(In.) F,IP~ Critical Depth = 44.91(In.) ~- Pipe flow velocity = 11.34(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 17.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 . Stream flow area = 134.150(Ac.) Runoff from this stream = 196.821(CFS) Time of concentration = 17.06 min. Rainfall intensity = 1.757(In/Hr) Program is now starting with Main Stream No. 2 ~`~ 413 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 • **** INITIAL AREA EVALUATION **** Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 80.o00(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.599 min. Rainfall intensity = 1.846(In/Hr) for a 10.0 year stornt SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 ~-7 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.715(CFS) Total initial stream area = 4.200(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 412.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in nozmal stream number 1 Stream flow area = 4.200(AC.) Runoff from this stream = 5.715(CFS) Time of concentration = 15.60 min. Rainfall intensity = 1.846(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 86.600(Ft.) Bottom (of initial area) elevation = 80.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00880 s(percent)= 0.88 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 14.197 Rainfall intensity = 1.944(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.742 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 5.485(CFS) Total initial stream area = 3.800(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm D-8 fraction = 0.500 ~~~ 414 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary oP stream data: 2 in normal stream number 2 800(Ac.) 5.485(CFS) 14.20 min. .944(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 5.715 15.60 1.846 2 5.485 14.20 1.944 Largest stream flow has longer time of concentration Qp = 5.715 + sum of Qb Ia/Ib 5.485 * 0.950 = 5.208 Qp = 10.924 Total of 2 streams to confluence: Flow rates before confluence point: 5.715 5.485 Area of streams before confluence: 4.200 3.800 Results of confluence: Total flow rate = 10.924(CFS) Time of concentration = 15.599 min. Effective stream area after confluence = 8.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 4.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 67.300(Ft.) Pipe length = 660.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.924(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.924(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 14.72(In.) P~~'~ Critical Depth = 15.20(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 1.50 min. Time of concentration (TC) = 17.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 4.040 to Point/Station 4.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.000(Ac.) ``bC Runoff from this stream = 10.924(CFS) q. l5 Time of concentration = 17.10 min. Rainfall intensity = 1.755(In/Hr) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA BVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 83.500(Ft.) Bottom (of initial area) elevation = 76.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00680 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 16.771 Rainfall intensity = 1.774(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious initial subarea runoff = 7.411(CFS) Total initial stream area = 5.700(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year stornl D-~ fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS *~** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 7.411(CFS) Time of concentration = 16.77 min. Rainfall intensity = 1.774(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.924 17.10 1.755 2 7.411 16.77 1.774 Largest stream flow has longer time of concentration Qp = 10.924 + sum of Qb Ia/Ib 7.411 * 0.989 = 7.332 Qp = 18.256 Total of 2 streams to confluence: ~ Flow rates before confluence point: 10.924 7.411 Area of streams before confluence: 8.000 5.700 Results of confluence: ``~ Total flow rate = 18.256(CFS) Time of concentration = 17.103 min. 41G Effective stream area after confluence = 13.700(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.300(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 100.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 18.256(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.256(CFS) Normal flow depth in pipe = 17.44(In.) Flow top width inside pipe = 15.76(In.) PiP~ Critical Depth = 18.62(In.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 17.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 13 • Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .700(AC.) 18.256(CFS) 17.30 min. 1.744(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 196.821 17.06 2 18.256 17.30 Largest stream flow has longer or Qp = 196.821 + sum of Qa Tb/Ta 18.256 * 0.986 = QP = 214.829 Rainfall Intensity (In/Hr) 1.757 1.744 shorter time of concentration 18.008 Total of 2 main streams to confluence: Flow rates before confluence point: 196.821 18.256 Area of streams before confluence: 134.150 13.700 Results of confluence: . Total flow rate = 214.829(CFS) Time of concentration = 17.063 min. Effective stream area after confluence = 147.850(Ac.) \\G ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.060 417 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 66.000(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length - 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 214.829(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 214.829(CFS) Norntal flow depth in pipe = 42.19(In.) Flow top width inside pipe = 77.74(In.) `-~;"~ Critical Depth = 46.98(In.) Pipe flow velocity = 11.73(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 17.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.850(AC.) Runoff from this stream = 214.829(CFS) Time of concentration = 17.89 min. - Rainfall intensity = 1.712(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 72.7o0(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00508 s(percent)= 0.51 TC = k(0.300)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 11.368 min. Rainfall intensity = 2.197(In/Hr) for a 10.0 year stozm COhII~IERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 D_~~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.531(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.800(Ac.) \`~ Runoff from this stream = 1.531(CFS) Time of concentration = 11.37 min. 418 Rainfall intensity = 2.197(In/Ar) Su~nary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 214.829 17.89 1.712 2 1.531 11.37 2.197 Largest stream flow has longer time of concentration Qp = 214.829 + sum of Qb Ia/Ib 1.531 * 0.779 = 1.1 93 Qp = 216.022 Total of 2 streams to confluence: Flow rates before confluence point: 214.829 1.531 Area of streams before confluence: 147.850 0.800 Results of confluence: Total flow rate = 216.022(CFS) Time of concentration = 17.887 min. Effective stream area after confluence = 148.650(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.070 • **** PIPfiFLOW TRAVEL TIMF (User specified size) **** Upstream point/station elevation = 63.000(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 216.022(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 216.022(CFS) Norntal flow depth in pipe = 41.63(In.) P~P~ Flow top width inside pipe = 77.82(In.) Critical Depth = 47.10(In.) Pipe flow velocity = 11.99(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 18.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 ~*~* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 1 Stream flow area = 148.650(AC.) Runoff from this stream = 216.022(CFS) Time of concentration = 18.04 min. Rainfall intensity = 1.704(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** USER DEFINfiD FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.408(In/Ar) for a 10.0 year storm ~`~j 419 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.708 ~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~le o M 3.IZ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impezvious fraction = 0.500 User specified values are as follows: TC = 25.53 min. Rain intensity = 1.41(In/Hr) Total area = 354.04(AC.) Total runoff = 251.96(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCfi OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 354~.040(AC.) Runoff from this stream = 251.960(CFS) Time of concentration = 25.53 min. Rainfall intensity = 1.408(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 216.022 18.04 1.704 • 2 251.960 25.53 1.408 Largest stream flow has longer time of concentration Qp = 251.960 + sum of Qb Ia/Ib 216.022 * 0.826 = 178.4 62 Qp = 430.422 Total of 2 streams to confluence: Flow rates before confluence point: 216.022 251.960 Area of streams before confluence: 148.650 354.040 Results of confluence: Total flow rate = 430.422(CFS) Time of concentration = 25.530 min. Effective stream area after confluence = 502.690(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.080 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 62.400(Ft.) • Downstream point elevation = - 59.200(Ft.) Channel length thru subarea 638.000(Ft.) Channel base width 9.500(Ft.) Slope or 'Z~ of left channel bank = 0.000 Slope or 'Z~ of right channel bank = 0.000 Manning~s 'N' = 0.015 PIP E \,~~` Maximum depth of channel = 6.000(Ft.) 4zo Flow(q) thru subarea = 430.422(CFS) Depth of flow = 3.890(Ft.), Average velocity = ~ Channel flow top width = 9.500(Ft.) Flow Velocity = 11.65(Ft/s) Travel time = 0.91 min: Time of concentration = 26.44 min. Sub-Channel No. 1 Critical depth = 4.000(Ft.) ' ' ' Critical flow top width = ' ' ' Critical flow velocity= il ' ' ' Critical flow area = 38. 11.646(Ft/s) T'IPF 9.500(Ft .327(Ft/s) 000(Sq.Ft) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCS OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 502.690(AC.) Runoff from this stream = 430.422(CFS) Time of concentration = 26.44 min. Rainfall intensity = 1.381(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 419.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 82.000(Ft.) Bottom (of initial area) elevation = 79.000(Ft Difference in elevation = 3.000(Ft.) Slope = 0.00652 s(percent)= 0.65 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 9.536 Rainfall intensity = 2.420(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious Initial subarea runoff = 1.331(CFS) Total initial stream area = 0.630(Ac Pervious area fraction = 0.100 "0.2 min. 10.0 year stornt D-If fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.630(AC.) ~ Runoff from this stream = 1.331(CFS) \ Time of concentration = 9.54 min. 4~ I ~ LJ . Rainfall intensity = 2.420(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) sottom (of initial area) elevation = 79.0o0(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00690 s(percent)= 0.69 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.082 min. Rainfall intensity = 2.125(In/Hr) for a 10.0 CONA7ERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 2.034(CFS) Total initial stream area = 1.100(AC.) Pervious area fraction = 0.100 year storm ~- ~? = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.100(AC.) Runoff from this stream = 2.034(CFS) Time of concentration = 12.08 min. Rainfall intensity = 2.125(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 1.331 9.54 2 2.034 12.08 Largest stream flow has longer 4p = 2.034 + sum of Qb Ia/Ib 1.331 * 0.878 = Qp = 3.202 2.420 2.125 time of concentration 1.168 Total of 2 streams to confluence: Flow rates before confluence point: . 1.331 2.034 Area of streams before confluence: 0.630 1.100 Results of confluence: Total flow rate = 3.202(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = ~v~ 1.730(Ac.) 422 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 79.000(Ft.) End of street segment elevation = 69.100(Ft.) Length of street segment = 1980.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 35.000(Ft.) Distance from crown to crossfall grade break = 33.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft_) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.609(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.090(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.016(Ft.) iJ -~3 Flow velocity = 2.09(Ft/s) Travel time = 15.79 min. TC = 27.87 min. • Adding area flow to street COhIINERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Rainfall intensity = 1.342(In/Hr) for a 10.0 year storni Subarea runoff = 3.002(CFS) for 2.600(Ac.) Total runoff = 6.204(CFS) Total area = 4.330(AC.) Street flow at end of street = 6.204(CFS) Half street flow at end of street = 6.204(CFS) Depth of flow = 0.452(Ft.), Average velocity = 2.142(Ft/s) Flow width (from curb towards crown)= 16.667(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.330(AC.) Runoff from this stream = 6.204(CFS) • Time of concentration = 27.87 min. Rainfall intensity = 1.342(In/Hr) `~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** a-z3 Initial area flow distance = 610.000(Ft.) • Top (of initial area) elevation = 72.100(Ft.) Bottom (of initial area) elevation = 69.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00492 s(percent)= 0.49 TC = k(0.300)*L(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.295 min. Rainfall intensity = 2.205(In/Hr) for a 10. COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm D- f4 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.728(CFS) Total initial stream area = 0.900(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 224.000 **** CONFLUSNCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.900(Ac.) . Runoff from this stream = 1.728(CFS) Time of concentration = 11.30 min. Rainfall intensity = 2.205(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.204 27.87 1.342 2 1.728 11.30 2.205 Largest stream flow has longer time of concentration Qp = 6.204 + sum of Qb Ia/ib 1.728 * 0.609 = 1.052 Qp = 7.256 Total of 2 streams to confluence: Flow rates before confluence point: 6.204 1.728 Area of streams before confluence: 4.330 0.900 Results of confluence: Total flow rate = 7.256(CFS) Time of concentration = 27.870 min. • Effective stream area after confluence = 5.230(AC.) wM ~ V" ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 424:000 **** CONFLUENCE OF MAIN STREAMS **** 424 The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 5.230(Ac.) Runoff from this stream = 7.256(CFS) Time of Concentration = 27.87 min. Rainfall intensity = 1.342(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 430.422 26.44 2 7.256 27.87 Largest stream flow has longer Qp = 430.422 + sum of Qa Tb/Ta 7.256 * 0.949 = Qp = 437.307 Rainfall Intensity (In/Hr) 1.381 1.342 or shorter time 6.884 Total of 2 main streams to confluence: Flow rates before confluence point: 430.422 7.256 Area of streams before confluence: 502.690 5.230 Results of confluence: • Total flow rate = 437.307(CFS) Time of concentration = 26.443 min. Effective stream area,after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of of concentration = 507.920(Ac.) 507.92 (AC.) the same area. Area averaged pervious area fraction(Ap) = 0.495 Area averaged RI index number = 56.0 • `2bc 500 . • C~ ~ ~~ ~~ S~I Riverside County Rational Hydrology Program • • • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/12/O1 File:305E.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "E" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntY01 IrifOrmdtiOri ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stozm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the ( Murrieta,'Itnc, Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storni event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** 0 year stoxm ~-~ ~~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.000(Ft.) Bottom (of initial area) elevation = 59.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.516 min. Rainfall intensity = 2.182(In/Hr) for a 10. COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 5d2 Initial subarea runoff = 14.437(CFS) Total initial stream area = 7.600(AC.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.000(Ft.) Downstream point/station elevation = 53.100(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.437(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.437(CFS) Normal flow depth in pipe = 13.50(Zn.) Flow top width inside pipe = 20.12(In.) ~~p ` Critical Depth = 16.91(In.) Pipe flow velocity = 8.84(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 11.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 775.000(Ft.) . Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00774 s(percent)= 0.77 TC = k(0.323)*[(length"3)/(elevation change)J~0.2 Initial area time of concentration = 12.222 min. Rainfall intensity = 2.111(In/Hr) for a 10.0 year stonn APARTMENT subarea type Runoff Coefficient = 0.851 h Decimal fraction soil group A= 0.000 ~-L Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 8.440(CFS) Total initial stream area = 4.700(AC.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 56.000(Ft.) • End of street segment elevation = 53.000(Ft.) Length of street segment 400.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) ~ Distance from crown to crossfall grade break = 18.000(Ft.) ~ti Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 ~-~j 5a3 . • • Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.529(Ft.), Average velocity = 2 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 2.28 min. TC = 14.50 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction Rainfall intensity = 1.922(In/Hr) for a 10.0 Subarea runoff = 7.978(CFS) for 4.900(AC.) Total runoff = 16.417(CFS) Total area = 9 Street flow at end of street = 16.417(CFS) Half street flow at end of street = 16.417(CFS) Depth of flow = 0.568(Ft.), Average velocity = 3 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.000(Ft.) 12.839(CFS) 930(Ft/s) 1.44(Ft.) T- ~ L-ti = 0.800 year stonn 600(Ac.) 125(Ft/s) 3.39(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 5.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 330.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 16.417(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.417(CFS) Nozmal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 14.70(In.) p~~ ~ Critical Depth = 17.90(In.) Pipe flow velocity = 7.49(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 15.23 min. `~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** 50~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600(AC.) ~ Runoff from this stream = 16.417(CFS) Time of concentration = 15.23 min. Rainfall intensity = 1.870(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 506.000 **** INITIAL ARfiA EVALUATION **** initial area flow distance = 925.000(Ft.) Top (of initial area) elevation = 54.300(Ft.) Bottom (of initial area) elevation = 48.800(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00595 s(percent)= 0.59 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.698 min. Rainfall intensity = 1.778(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 E -~ Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.625(CFS) • Total initial stream area = 4.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 5.010 **** PIPEFLOW TRAVEL TZME (Program estimated size) **** Upstream point/station elevation = 45.100(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 45.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.625(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.625(CFS) p~~ ` Noxmal flow depth in pipe = 10.77(In.) Flow top width inside pipe = 17.65(In.) Critical Depth = 11.94(In.) Pipe flow velocity = 6.00(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 16.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 4.900(AC.) q Runoff from this stream = 6.625(CFS) ``j/ Time of concentration = 16.82 min. Rainfall intensity = 1.771(In/Hr) Summary of stream data: Sa5 Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 16.417 15.23 1.870 2 6.625 16.82 1.771 Largest stream flow has longer or shorter time of concentration Qp = 16.417 + sum of Qa Tb/Ta 6.625 * 0.905 = 5.999 Qp = 22.416 Total of 2 streams to confluence: Flow rates before confluence point: 16.417 6.625 Area of streams before confluence: 9.600 4.900 Results of confluence: Total flow rate = 22.416(CFS) Time of concentration = 15.232 min. Effective stream area after confluence = 14.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 44.700(Ft.) Downstream point/station elevation = 42.300(Ft.) Pipe length = 40.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow ~ 22.416(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 22.416(CFS) Normal flow depth in pipe = 13.01(In.) Flow top width inside pipe = 16.12(In.) r'IP ~ Critical depth could not be calculated. Pipe flow velocity = 16.41(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710..000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01056 s(percent)= 1.06 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.391 min. • Rainfall intensity = 2.008(In/Hr) for a 10.0 year stozm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 ~ -5 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 ~~ ~ tioG RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impenrious fraction = 0.500 . Initial subarea runoff = 2.138(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 1 in nonnal stream number 1 380(Ac.) 2.138(CFS) 13.39 min. .008(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 535.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00748 s(percent)= 0.75 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 • Initial area time of concentration = 12.813 min. Rainfall intensity = 2.057(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 ~-~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.783(CFS) Total initial stream area = 1.120(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 1.120(AC.) Runoff from this stream = 1.783(CFS) Time of concentration = 12.81 min. Rainfall intensity = 2.057(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.138 13.39 2.008 `~\ 2 1.783 12.81 2.057 SU7 Largest stream flow has longer Qp = 2.138 + sum of • Qb Ia/Ib 1.783 * 0.976 = Qp = 3.879 time of concentration 1_741 Total of 2 streams to confluence: Flow rates before confluence point: 2.138 1.783 Area of streams before confluence: 1.380 1.120 Results of confluence: Total flow rate = 3.879(CFS) Time of concentration = 13.391 min. Effective stream area after confluence = 2.500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting r ~ L J L 2.500(AC.) = 3.879(CFS) 13.39 min. 2.008(In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 50.500(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.385 min. Rainfall intensity = 1.930(In/Hr) for a 10.0 year stoxm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 ~ _~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.521(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** ~,y~'~/ Along Main Stream number: 2 in normal stream number 1 sog Stream flow area = 1.700(Ac.) Runoff from this stream = 2.521(CFS) • Time of concentration = 14.38 min. Rainfall intensity = 1.930(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** INITIAL AREA SVALUATION **** Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.00731 s(percent)= 0.73 TC = k(0.390)*[(length"3)/(elevation change)~ Initial area time of concentration = 12.727 Rainfall intensity = 2.065(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 2.078(CFS) Total initial stream area = 1.300(Ac • Pervious area fraction = 0.500 ~0.2 min. 10.0 year stornt C-c~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 2.078(CFS) Time of concentration = 12.73 min. Rainfall intensity = 2.065(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.521 14.38 1.930 2 2.078 12.73 2.065 Largest stream flow has longer time of concentration Qp = 2.521 + sum of Qb Ia/Ib 2.078 * 0.935 = 1.943 Qp = 4.464 • Total of 2 streams to confluence: Flow rates before confluence point: 2.521 2.078 Area of streams before confluence: \~'J 1.700 1.300 Results of confluence: 5oq Total flow rate = 4.464(CFS) Time of concentration = 14.385 min. . Effective stream area after confluence = 3.000(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MAIN STREAMS ***'' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.000(AC.) Runoff from this stream = 4.464(CFS) Time of concentration = 14.38 min. Rainfall intensity = 1.930(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 3.879 13.39 2 4.464 14.38 Largest stream flow has longer time Qp = 4.464 + sum of Qb ia/Ib 3.879 * 0.961 = Qp = 8.193 Rainfall Intensity (In/Hr) 2.008 1.930 of concentration 3.729 • Total of 2 main streams to confluence: Flow rates before confluence point: 3.879 4.464 Area of streams before confluence: 2.500 3.000 Results of confluence: Total flow rate = 8.193(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 5.500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 5.030 **** PIPEFLOW TRA~IEL TIME (Program estimated size) **** Upstream point/station elevation = 39.600(Ft.) Downstream point/station elevation = 37.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.193(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.193(CFS) Normal flow depth in pipe = 8.46(In.) . Flow top width inside pipe = 14.85(In.) ~~('~ Critical Depth = 13.49(In.) Pipe flow velocity = 11.49(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 14.47 min. ~ ` 5f~ C ~ • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** "0.2 min. 10.0 year stornl ~ ~ .-- ; Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.969(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 Difference in elevation = 5.000(Ft.) Slope = 0.00645 s(percent)= 0.65 TC = k(0.390)*((length"3)/(elevation change)] Initial area time of concentration = 15.306 Rainfall intensity = 1.866(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.765 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Initial area flow distance = 775.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 516.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** .0(In. 000(Ft 18.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.349(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.631(Ft.) Flow velocity = 1.73(Ft/s) Travel time = 3.28 min. TC = 18.58 min. Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Height of curb above gutter flowline = 6 Width of half street (curb to crown) = 20. Distance from crown to crossfall grade break Top of street segment elevation = 41.800(Ft End of street segment elevation = 40.100(Ft Length of street segment = 340.000(Ft.) Adding area flow to street SINGLE FAMILY (1/4 Ac re Lot) • Runoff Decimal Coefficient = fraction soil 0.755 group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62. 50 Perviou s area fraction = 0. 500; Impervious 2.540(CFS) 1.729(Ft/s) ~-~o `~~ fraction = 0.500 5~~ Rainfall intensity = 1.677(In/Hr) for a 10.0 year storm Subarea runoff = 1.012(CFS) for 0.800(Ac.) • Total runoff = 2.981(CFS) Total area = 2.180(AC.) Street flow at end of street = 2.981(CFS) Half street flow at end of street = 2.981(CFS) Depth of flow = 0.365(Ft.), Average velocity = 1.795(Ft/s) Flow width (from curb towards crown)= 12.426(Ft.) • r-1 LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.180(AC.) Runoff from this stream = 2.981(CFS) Time of concentration = 18.58 min. Rainfall intensity = 1.677(In/Ar) Process from Point/Station 515.000 to Point/Station 516.000 **** INITIAL AREA EVALUATION **** 0 year storm E-I1 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.429(CFS) Total initial stream area = 2.240(AC.) Pexvious area fraction = 0.500 Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 40.100(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00683 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)I"0.2 Initial area time of concentration = 13.658 min. Rainfall intensity = 1.986(In/Hr) for a 10. SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(AC.) Runoff from this stream = 3.429(CFS) Time of concentration = 13.66 min. Rainfall intensity = 1.986(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~~ 512 1 2 . Largest 4P = 4P = 2.981 18.58 3.429 13.66 stream flow has longer 3.429 + sum of Qa Tb/Ta 2.981 * 0.735 = 5.620 1.677 1.986 or shorter time of concentration 2.191 Total of 2 streams to confluence: Flow rates before confluence point: 2.981 3.429 Area of streams before confluence: 2.180 2.240 Results of confluence: Total flow rate = 5.620(CFS) Time of concentration = 13.658 min. Effective stream area after confluence = 4.420(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 5.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.000(Ft.) Downstream point/station elevation = 33.000(Ft.) Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.620(CFS) Nearest computed pipe diameter = 15.00(In.) • Calculated individual pipe flow = 5.620(CFS) Nonnal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 9.00(In.) ~''('~ Critical Depth = 11.52(In.) Pipe flow velocity = 4.83(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 14.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity 1 in normal stream number 1 420 (AC. ) 5.620(CFS) 14.69 min. .908(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 518.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) • Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.007 min. Rainfall intensity = 1.886(In/Hr) for a 10.0 year storm ~-~[ ~~1 513 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~-~~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 1.993(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 38.600(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 • • Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.376(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.864(Ft.) Flow velocity = 1.83(Ft/s) Travel time = 5.82 min. TC = 20.83 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.575(In/Hr) for a 10.0 Subarea runoff = 2.051(CFS) for 1.740(Ac.) Total runoff = 4.044(CFS) Total area = 3 Street flow at end of street = 4.044(CFS) Half street flow at end of street = 4.044(CFS) Depth of flow = 0.399(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 14.055(Ft.) 3.250(CFS) 833(Ft/s) E-13 = 0.500 year storm 120(AC.) 931(Ft/s) `~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 519.000 **** CONFLUENCE OF MINOR STREAMS **** si~ Along Main Stream number: ~ Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Su~nary of stream data: i in normal stream number 2 .120(Ac.) 4.044(CFS) 20.83 min. 1.575(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 5.620 14.69 2 4.044 20.83 Largest stream flow has longer Qp = 5.620 + sum of Qa Tb/Ta 4.044 * 0.705 = Qp = 8.473 Rainfall Intensity (In/Hr) 1.908 1.575 or shorter time 2.853 Total of 2 streams to confluence: Flow rates before confluence point: 5.620 4.044 Area of streams before confluence: 4.420 3.120 Results of confluence: Total flow rate = 8.473(CFS) Time of concentration = 14.693 min. • Effective stream area after confluence = of concentration 7.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 33.000(Ft.) Downstream point/station elevation = 30.900(Ft.) Pipe length = 575.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.473(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.473(CFS) Normal flow depth in pipe = 15.35(In.) Flow top width inside pipe = 18.62(In.) Critical Depth = 12.98(In.) Pipe flow velocity = 4.50(Ft/s) Travel time through pipe = 2.13 min. Time of concentration (TC) = 16.83 min. PIPE ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.050 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.540(Ac.) Runoff from this stream = 8.473(CFS) Time of concentration = 16.83 min. ~~ Rainfall intensity = 1.771(In/Hr) 515 • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 521.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 38.600(Ft. Difference in elevation = 5.600(Ft.) Slope = 0.00651 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.927 min. Rainfall intensity = 1.825(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 2.785(CFS) Total initial stream area = 2.000(Ac Pervious area fraction = 0.500 0 year storm fraction = 0.500 C-Ia ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** STREET FLOW TRA~IEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.600(Ft.) End of street segment elevation = 35.700(Ft.) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft. Distance from crown to crossfall grade break = 18 Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.354(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.797(Ft.) Flow velocity = 1.73(Ft/s) Travel time = 5.69 min. TC = 21.61 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio: group A = 0.000 group B = 0.500 group C = 0.500 group D = 0.000 2) = 62.50 Z = 0.500; Impervious fraction = 0.500 000(Ft.) 5.221(CFS) 1.729(Ft/s) c- 15 `~ ~IL Rainfall intensity = 1.543(In/Hr) for a 10.0 year storm Subarea runoff = 4.031(CFS) for 3.500(Ac.) • Total runoff = 6.815(CFS) Total area = 5.500(AC.) Street flow at end of street = 6.815(CFS) Half street flow at end of street = 3.408(CFS) Depth of flow = 0.382(Ft.), Average velocity = 1.842(Ft/s) Flow width (from curb towards crown)= 13.160(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 522.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.500(AC.) Runoff from this stream = 6.815(CFS) Time of concentration = 21.61 min. Rainfall intensity = 1.543(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Largest 4P = • 4P = 8.473 16.83 6.815 21.61 stream flow has longer or 8.473 + sum of Qa Tb/Ta 6.815 * 0.778 = 13.778 Rainfall Intensity (In/Hr) 1.771 1.543 shorter time of concentration 5.305 Total of 2 streams to confluence: Flow rates before confluence point: 8.473 6.815 Area of streams before confluence: 7.540 5.500 Results of confluence: Total flow rate = 13.778(CFS) Time of concentration = 16.825 min. Effective stream area after confluence = 13.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.900(Ft.) Downstream point/station elevation = 28.800(Ft.) Pipe length = 145.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 13.778(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.778(CFS) . Normal flow depth in pipe = 13.22(In.) Flow top width inside pipe = 20.28(In.) Critical Depth = 16.55(In.) Pipe flow velocity = 8.63(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 17.10 min. ~tPE ~~~ End of computations, total study area = 40.64 (Ac.) 5 i~ The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.354 Area averaged RI index number = 61.3 r~ LJ • ~~~ Gao • ~ ~J ~10 \~1 ~4~ Riverside County Rational Hydrology Program ~ CIVILCADD/CIVILDfiSIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: SO/16/O1 File:305F.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "F" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntr01 InfOrnt3tiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) ~ 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year stoxin 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 64.600(Ft.) Difference in elevation = 13.900(Ft.) Slope = 0.01390 s(percent)= 1.39 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 14.537 min. Rainfall intensity = 1.919(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) ~ Runoff Coefficient = 0.741 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~ ~ ~~ Pervious area fraction = 0.500; impervious fraction = 0.500 ~02 Initial subarea runoff = 8.391(CFS) Total initial stream area = 5.900(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.600(Ft.) End of street segment elevation = 63.600(Ft.) Length of street segment = 160.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distan ce from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.078 Slope from grade bre ak to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.463(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.514(Ft/s) Streetflow hydraulics at midpoint of street travel: . Halfstreet flow width = 18.027(Ft.) ~- ~ Flow velocity = 2.51(Ft/s) Travel time = 1.06 min. TC = 15.60 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.846(In/Hr) for a 10.0 year storm Subarea runoff = 0.160(CFS) for 0.100(AC.) Total runoff = 8.552(CFS) Total area = 6.000(Ac.) Street flow at end of street = 8.552(CFS) Half street flow at end of street = 8.552(CFS) Depth of flow = 0.479(Ft.), Average velocity = 2.520(Ft/s) Flow width (from curb towards crown)= 18.101(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 6.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 58.100(Ft.) Downstream point/station elevation = 54.600(Ft.) Pipe length = 180.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 8.552(CFS) \~~ Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.552(CFS) P~p E Normal flow depth in pipe = 11.67(In.) ~~3 Flow top width inside pipe = 12.47(in.) Critical Depth = 13.67(In.) . Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 15.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.010 ***~ CONFLUENCE OF MAIN STREAMS *~** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.000(AC.) Runoff from this stream = 8.552(CFS) Time of concentration = 15.96 min. Rainfall intensity = 1.823(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 70.600(Ft Difference in elevation = 5.300(Ft.) • Slope = 0.00582 s(percent)= 0.58 TC = k(0.390)*[(length"3)/(elevation change)7 Initial area time of concentration = 16.658 Rainfall intensity = 1.781(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 7.051(CFS) Total initial stream area = 5.400(Ac Pervious area fraction = 0.500 r11, u "0.2 min. 10.0 year storm F- 3 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in normal stream number 1 400(AC.) 7.051(CFS) 16.66 min. .781(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++` Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** ~4~ Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.000(Ft.) • Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 15.800(Ft.) Slope = 0.03950 s(percent)= 3.95 TC = k(0.300)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 6.290 min. Rainfall intensity = 3.042(In/Hr) for a 10.0 COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction initial subarea runoff = 0.747(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.100 year storm ~- `~t' = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.747(CFS) • Time of concentration = 6.29 min. Rainfall intensity = 3.042(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.051 16.66 1.781 2 0.74'7 6.29 3.042 Largest stream flow has longer time of concentration Qp = 7.051 + sum of Qb Ia/Ib 0.747 * 0.585 = 0.437 QP = 7.488 Total of 2 streams to confluence: Flow rates before confluence point: 7.051 0.747 Area of streams before confluence: 5.400 0.280 Results of confluence: Total flow rate = 7.488(CFS) Time of concentration = 16.658 min. Effective stream area after confluence = 5.680(AC.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~1 Process from Point/Station 605.000 to Point/Station 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) ~05 End of street segment elevation = 60.400(Ft.) Length of street segment = 215.000(Ft.) • Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.580(CFS) Depth of flow = 0.417(Ft.), Average velocity = 3.231(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.925(Ft.) Flow velocity = 3.23(Ft/s) Travel time = 1.11 min. TC = 17.77 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.719(In/Hr) for a 10.0 Subarea runoff = 0.208(CFS) for 0.140(Ac.) Total runoff = 7.697(CFS) Total area = 5 Street flow at end of street = 7.697(CFS) Half street flow at end of street = 7.697(CFS) Depth of flow = 0.419(Ft.), Average velocity = 3 Flow width (from curb towards crown)= 15.016(Ft.) ~' ' j = 0.900 year storm 820(AC.) 243(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 606.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.820(AC.) Runoff from this stream = 7.697(CFS) Time of concentration = 17.77 min. Rainfall intensity = 1.719(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 608.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 950.000(Ft_) Top (of initial area) elevation = 70.600(Ft.) Bottom (of initial area) elevation = 60.200(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01095 s(percent)= 1.09 ~~, TC = k(0.390)*[(length"3)/(elevation change)]"0.2 GoG Initial area time of concentration = 14.938 min. Rainfall intensity = 1.891(In/Hr) for a 10.0 year storm • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.104(CFS) Total initial stream area = 2.220(AC.) Pervious area fraction = 0.500 ~ G ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.220(AC.) Runoff from this stream = 3.104(CFS) Time of concentration = 14.94 min. Rainfall intensity = 1.891(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/Hr) • 1 7.697 17.77 1.719 2 3.104 14.94 1.891 Largest stream flow has longer time of concentration Qp = 7.697 + sum of Qb Ia/Ib 3.104 * 0.909 = 2.822 Qp = 10.518 Total of 2 streams to confluence: Flow rates before confluence point: 7.697 3.104 Area of streams before confluence: 5.820 2.220 Results of confluence: Total flow rate = 10.518(CFS) Time of concentration = 17.767 min. Effective stream area after confluence = 8.040(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MAIN STREAMS **** ~ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.040(AC.) Runoff from this stream = 10.518(CFS) Time of concentration = 17.77 min. ~~o~ Rainfall intensity = 1.719(In/Hr) Program is now starting with Main Stream No. 3 ~07 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 611.000 **~* INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.400(Ft.) Bottom (of initial area) elevation = 63.200(Ft. Difference in elevation = 16.200(Ft.) Slope = 0.04050 s(percent)= 4.05 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 6.258 min. Rainfall intensity = 3.051(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 10.0 year stornl r-7 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.910(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 611.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 611.000 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.340(AC.) Runoff from this stream = 0.910(CFS) Time of concentration = 6.26 min. Rainfall intensity = 3.051(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 70.800(Ft.) Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01013 s(percent)= 1.01 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.802 min: Rainfall intensity = 1.975(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 Decimal fraction soil group A= 0.000 F~ • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 p Initial subarea runoff = 2.645(CFS) \5 Total initial stream area = 1.800(AC.) Go~ Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nosmal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 2.645(CFS) Time of concentration = 13.80 min. Rainfall intensity = 1.975(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 0.910 6.26 3.051 2 2.645 13.80 1.975 Largest stream flow has longer time of concentration Qp = 2.645 + sum of Qb Ia/Ib 0.910 * 0.647 = 0.589 Qp = 3.233 Total of 2 streams to confluence: Flow rates before confluence point: • 0.910 2.645 Area of streams before confluence: 0.340 1.800 Results of confluence: Total flow rate = 3.233(CFS) Time of concentration = 13.802 min. Effective stream area after confluence = 2.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 612.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDZTION **** Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.000(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) • Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 r= -9 Estimated mean flow rate at midpoint of street = 3.339(CFS) Depth of flow = 0.326(Ft.), Average velocity = 2.800(Ft/s) \!'J~ Streetflow hydraulics at midpoint of street travel: ~O~ Halfstreet flow width = 10.365(Ft.) Flow velocity = 2.80(Ft/s) . Travel time = 1.28 min. TC = 15.08 min. Adding area flow to street CONII~7ERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 F_~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impezvious fraction = 0.900 Rainfall intensity = 1.881(In/Hr) for a 10.0 year storm Subarea runoff = 0.228(CFS) for 0.140(AC.) Total runoff = 3.462(CFS) Total area = 2.280(AC.) Street flow at end of street = 3.462(CFS) Half street flow at end of street = 3.462(CFS) Depth of flow = 0.329(Ft.), Average velocity = 2.823(Ft/s) Flow width (from curb towards crown)= 10.526(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/StatiOn 612.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.280(Ac.) • Runoff from this stream = 3.462(CFS) Time of concentration = 15.08 min. Rainfall intensity = 1.881(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 8.552 15.96 2 10.518 17.77 3 3.462 15.08 Largest stream flow has longer Qp = 10.518 + sum of Qb Ia/Ib 8.552 * 0.943 = Qb Ia/Ib 3.462 * 0.914 = 4P = 21.742 Rainfall Intensity (In/Hr) 1.823 1.719 1.881 time of concentration 8.061 3.164 Total of 3 main streams to confluence: Flow rates before confluence point: 8.552 10.518 3.462 Area of streams before confluence: 6.000 8.040 2.280 • Results of confluence: Total flow rate = 21.742(CFS) Time of conCentration = 17.767 min. Effective stream area after confluence = 16.320(Ac.) \~~ ~ lo ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.020 • **** PIPEFLOW TRA~IEL TIME (Program estimated size) **** Upstream point/station elevation = 54.600(Ft.) Downstream point/station elevation = 53.000(Ft.) Pipe length = 270.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 21.742(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 21.742(CFS) Normal flow depth in pipe = 20.25(In.) ~ y~ Flow top width inside pipe = 23.38(In.) !i~. •- Critical Depth = 19.60(In.) Pipe flow velocity = 6.80(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 18.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.320(Ac.) Runoff from this stream = 21.742(CFS) Time of concentration = 18.43 min. • Rainfall intensity = 1.684(In/Ar) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 465.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 12.200(Ft.) Slope = 0.02624 s(percent)= 2.62 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.250 min. Rainfall intensity = 2.814(In/Hr) for a 10.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 F_~p Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.838(CFS) Total initial stream area = 0.340(Ac.) ~ Pervious area fraction = 0.100 '3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~~' Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** ~II Along Main Stream number: 2 in normal stream number.l • Stream flow area = 0.340(AC.) Runoff from this stream = 0.838(CFS) Time of concentration = 7.25 min. Rainfall intensity = 2.814(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION ***~ Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 64.000(Ft. Difference in elevation = 10.100(Ft.) Slope = 0.01507 s(percent)= 1.51 TC = k(0.710)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 22.184 min. Rainfall intensity = 1.521(In/Hr) for a 10 UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.646 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 0 year storm ~- ~ ~ Pervious area fraction = 1.000; Impervious fraction = 0.000 • Initial subarea runoff = 3.438(CFS) Total initial stream area = 3.500(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.500(AC.) Runoff from this stream = 3.438(CFS) Time of concentration = 22.18 min. Rainfall intensity = 1.521(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.838 7.25 2.814 2 3.438 22.18 1.521 Largest stream flow has longer time of concentration Qp = 3.438 + sum of Qb Ia/Ib ~ 0.838 * 0.541 = 0.453 Qp = 3.890 Total of 2 streams to confluence: ~ Flow rates before confluence point: ~~j 0.838 3.438 Area of streams before confluence: ~~z 0.340 3.500 Results of confluence: • Total flow rate = 3.890(CFS) Time of concentration = 22.184 min. Effective stream area after confluence = 3.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 616.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.700(Ft.) End of street segment elevation = 59.800(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.903(CFS) • Depth of flow = 0.420(Ft.), Average velocity = 2.043(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.105(Ft.) F ~2 Flow velocity = 2.04(Ft/s) Travel time = 6.20 min. TC = 28.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.702 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.328(In/Hr) for a 10.0 year stonn Subarea runoff = 1.864(CFS) for 2.000(AC.) Total runoff = 5.754(CFS) Total area = 5.840(AC.) Street flow at end of street = 5.754(CFS) Half street flow at end of street = 5.754(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.124(Ft/s) Flow width (from curb towards crown)= 16.096(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 • **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) ~ Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) \~ Width of half street (curb to crown) = 20.000(Ft.) ~t3 Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 • Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.441(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.124(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 1.79 min. TC = 30.17 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.284(In/Hr) for a 10.0 Subarea runoff = 0.166(CFS) for 0.150(AC.) • Total runoff = 5.920(CFS) Total area = 5 Street flow at end of street = 5.920(CFS) Half street flow at end of street = 5.920(CFS) Depth of flow = 0.443(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 16.224(Ft.) 000(Ft 5.828(CFS) 144(Ft/s) F-l~ = 0.900 year stonn 990(Ac.) 152(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 617.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.990(Ac.) Runoff from this stream = 5.920(CFS) Time of concentration = 30.17 min. Rainfall intensity = 1.284(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 619.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 59.800(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.01066 s(percent)= 1.07 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 F-I4 Initial area time of concentration = 14.762 min. ,~ Rainfall intensity = 1.903(In/Hr) for a 10.0 year stornt ~~ SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 ~14 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 • Decimal fraction soil group C= 0.000 r'~`~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Penrious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.142(CFS) Total initial stream area = 3.650(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [i] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) . Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.247(CFS) Depth of flow = 0.428(Ft.), Average velocity = 2.090(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.467(Ft.) F-I5 Flow velocity = 2.09(Ft/s) Travel time = 1.83 min. TC = 16.60 min. Adding area flow to street CONA7ERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.784(In/Hr) for a 10.0 year stoxm Subarea runoff = 0.232(CFS) for 0.150(AC.) Total runoff = 5.374(CFS) Total area = 3.800(AC.) Street flow at end of street = 5.374(CFS) Half street flow at end of street = 5.374(CFS) Depth of flow = 0.431(Ft.); Average velocity = 2.102(Ft/s) Flow width (from curb towards crown)= 15.614(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 ~ **** CONFLUENCE OF MINOR STREAMS **** `c') Along Main Stream number: 2 in nornial stream number 2 G15 Stream flow area = 3.800(AC.) Runoff from this stream = 5.374(CFS) ~ Time of concentration = 16.60 min. Rainfall intensity = 1.784(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 5.920 30.17 1.284 2 5.374 16.60 1.784 Largest stream flow has longer time of concentration Qp = 5.920 + sum of Qb Ia/Ib 5.374 * 0.720 = 3.868 Qp = 9.788 Total of 2 streams to confluence: Flow rates before confluence point: 5.920 5.374 Area of streams before confluence: 5.990 3.800 Results of confluence: Total flow rate = 9.788(CFS) Time of concentration = 30.171 min. Effective stream area after confluence = 9.790(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.790(AC.) Runoff from this stream = 9.788(CFS) Time of concentration = 30.17 min. Rainfall intensity = 1.284(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 21.742 18.43 1.684 2 9.788 30.17 1.284 Largest stream flow has longer or shorter time of concentration Qp = 21.742 + sum of Qa Tb/Ta 9.788 * 0.611 = 5.979 QP = 27.721 Total of 2 main streams to confluence: • Flow rates before confluence point: 21.742 9.788 Area of streams before confluence: 16.320 9.790 ~6,~ .~~ ~i~ Results of confluence: Total flow rate = 27.721(CFS) ~ Time of concentration = 18.429 min. - Effective stream area after confluence 26.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.030 **** PIPEFLOW TRAVfiL TIME (Program estimated size) **** Upstream point/station elevation = 53.000(Ft.) Downstream point/station elevation = 52.600(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 27.721(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 27.721(CFS) Normal flow depth in pipe = 23.48(In.) ~(~~ Flow top width inside pipe = 24.74(In.) Critical Depth = 21.54(In.) Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 18.63 min. +++++++++++++++++++~++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.030 **** CONFLUENCE OF MAIN SSREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 26.110(Ac.) Runoff from this stream = 27.721(CFS) Time of concentration = 18.63 min. Rainfall intensity = 1.674(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 622.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 63.100(Ft Difference in elevation = 15.400(Ft.) Slope = 0.01711 s(percent)= 1.71 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 13.369 Rainfall intensity = 2.010(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 • Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 4.271(CFS) Total initial stream area = 2.850(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year stozm r_ ~~ fraction = 0.500 ~~ ~i7 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity 2 in normal stream number 1 850(Ac.) 4.271(CFS) 13.37 min. .010(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA F3VALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 71.800(Ft.) Difference in elevation = 16.200(Ft.) Slope = 0.01820 s(percent)= 1.82 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 initial area time of concentration = 17.865 min. Rainfall intensity = 1.713(In/Hr) for a 10.0 year storni UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.738 d ~_-~ Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.466(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 622.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** •i•op ot street segment elevation = 64.000(Ft.) End of street segment elevation = 63.100(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10. Slope from curb to property line (v/hz) • Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break Manning's N from grade break to crown = 000(Ft 0.020 F` ~7 = 0.0150 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.343(Pt.), Average velocity = 2.744(CFS) `~ 1.994(Ft/s) ~18 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.215(Ft.) • Flow velocity = 1.99(Ft/s) Travel time = 1.09 min. TC = 18.95 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 Decimal fraction soil group A= 0.000 ~_'-7 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 1.659(In/Ar) for a 10.0 year stoYtn Subarea runoff = 0.530(CFS) for 0.440(AC.) Total runoff = 2.996(CFS) Total area = 2.390(Ac.) Street flow at end of street = 2.996(CFS) Half street flow at end of street = 2.996(CFS) Depth of flow = 0.351(Ft.), Average velocity = 2.036(Ft/s) Flow width (from curb towards crown)= 11.633(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 2.390(Ac.) • Runoff from this stream = 2.996(CFS) Time of concentration = 18.95 min. Rainfall intensity = 1.659(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In/Hr) 1 4.271 13.37 2 2.996 18.95 Largest stream flow has longer Qp = 4.271 + sum of Qa Tb/Ta 2.996 * 0.705 = Qp = 6.385 2.010 1.659 or shorter time of concentration 2.113 Total of 2 streams to confluence: Flow rates before confluence point: 4.271 2.996 Area of streams before confluence: 2.850 2.390 Results of confluence: Total flow rate = 6.385(CFS) Time of concentration = 13.369 min. • Effective stream area after confluence = 5.240(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 623.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ~~p` ci~ Top of find of • Length Height Width street segment elevation = 63.100(Ft.) street segment elevation = 58.600(Ft.) of street segment = 770.000(Ft.) of curb above gutter flowline = 6.0(In. ~f half street (curb to crown) = 20.000(Ft Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.908(CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.411(Ft/s) Streetflow hydraulics at midpoint of street travel: r Halfstreet flow width = 17.782(Ft.) [~-(g Flow velocity = 2.41(Ft/s) Travel time = 5.32 min. TC = 18.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.727 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.671(In/Hr) for a 10.0 year stozm Subarea runoff = 3.036(CFS) for 2.500(Ac.) Total runoff = 9.420(CFS) Total area = 7.740(Ac.) Street flow at end of street = 9.420(CFS) Half street flow at end of street = 9.420(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.516(Ft/s) Flow width (from curb towards crown)= 19.041(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 623.000 to Point/Station 623.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.740(AC.) Runoff from this stream = 9.420(CFS) Time of concentration = 18.69 min. Rainfall intensity = 1.671(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 624.000 to Point/Station 625.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 63.100(Ft.) '~/ Bottom (of initial area) elevation = 58.600(Ft.) `~p- Difference in elevation = 4.500(Ft.) Slope = 0.00584 s(percent)= 0.58 ~Zo . . . TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.571 min. Rainfall intensity = 1.848(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impezvious Initial subarea runoff = 2.343(CFS) Total initial stream area = 1.720(Ac Pervious area fraction = 0.500 0 year storm ~- I 9 fraction = 0.500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.720(AC.) Runoff from this stream = 2.343(CFS) Time of concentration = 15.57 min. Rainfall intensity = 1.848(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 9.420 18.69 1.671 2 2.343 15.57 1.848 Largest stream flow has longer time of concentration Qp = 9.420 + sum of Qb ia/Ib 2.343 * 0.904 = 2.119 Qp = 11.540 Total of 2 streams to confluence: Flow rates before confluence point: 9.420 2.343 Area of streams before confluence: 7.740 1.720 Results of confluence: Total flow rate = 11.540(CFS) Time of concentration = 18.693 min. Effective stream area after confluence = 9.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.460(Ac.) Runoff from this stream = 11.540(CFS) Time of concentration = 18.69 min. Rainfall intensity = 1.671(In/Hr) ~~3 ~2r Summary of stream data: ~ Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 27.721 18.63 1.674 2 11.540 18.69 1.671 Largest stream flow has longer or shorter time of concentration Qp = 27.721 + s um of Qa Tb/Ta 11.540 * 0.997 = 11.499 QP = 39.220 Total of 2 main streams to confluence: Flow rates before confluence point: 27.721 11.540 Area of streams before confluence: 26.110 9.460 Results of confluence: Total flow rate = 39.220(CFS) Time of concentration = 18.628 min. Effective stream area after confluence = 35.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 6.030 to Point/Station 6.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.600(Ft.) Downstream point/station elevation = 49.500(Ft.) Pipe length = 460.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 39.220(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 39.220(CFS) Nortnal flow depth in pipe = 24.56 (In. ) j'; F~ Flow top width inside pipe = 28.79(In.) Critical Depth = 25.01(In.) Pipe flow velocity = 8.28(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 19.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.570(Ac.) Runoff from this stream = 39.220(CFS) ~ Time of concentration = 19.55 min. Rainfall intensity = 1.630(In/Hr) Program is now starting with Main Stream No. 2 ~~o~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 626.000 to Point/Station 628.000 ~ 22 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 62.100(Ft.) Bottom (of initial area) elevation = 57.100(Ft Difference in elevation = 5.000(Ft.) Slope = 0.00704 s(percent)= 0.70 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 14.522 Rainfall intensity = 1.920(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious Initial subarea runoff = 2.846(CFS) Total initial stream area = 2.000(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm F--~/J fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 1 • Stream flow area = 2.000(Ac.) Runoff from this stream = 2.846(CFS) Time of concentration = 14.52 min. Rainfall intensity = 1.920(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 985.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 57.100(Ft Difference in elevation = 5.900(Ft.) Slope = 0.00599 s(percent)= 0.60 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 17.098 Rainfall intensity = 1.755(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.500; Impervious Initial subarea runoff = 5.048(CFS) Total initial stream area = 3.930(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm ~" ? I fraction = 0.500 `fo7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ G23 • C~ • Process from Point/Station 628.000 to Point/Station **** CONFLUENCE OF MINOR STREANIS **** 628.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.930(Ac.) Runoff from this stream = 5.048(CFS) Time of concentration = 17.10 min. Rainfall intensity = 1.755(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2.846 14.52 1.920 2 5.048 17.10 1.755 Largest stream flow has longer time of concentration Qp = 5.048 + sum of Qb Ia/Ib 2.846 * 0.914 = 2.602 Qp = 7.650 Total of 2 streams to confluence: Flow rates before confluence point: 2.846 5.048 Area of streams before confluence: 2.000 3.930 Results of confluence: Total flow rate = 7.650(CFS) Time of concentration = 17.098 min. Effective stream area after confluence = 5.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 630.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.100(Ft.) End of street segment elevation = 55.800(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.487(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.420(Ft.) Flow velocity = 2.30(Ft/s) Travel time = 1.85 min. TC = 18.94 min. Adding area flow to street 000(Ft F- z2 8.082(CFS) 302(Ft/s) 1~~ G24 SINGLfi FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 [-- ~? Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.659(In/Hr) for a 10.0 year stozm Subarea runoff = 0.807(CFS) for 0.670(AC.) Total runoff = 8.457(CFS) Total area = 6.600(AC.) Street flow at end of street = 8.457(CFS) Half street flow at end of street = 8.457(CFS) Depth of flow = 0.493(Ft.), Average velocity = 2.327(Ft/s) Flow width (from curb towards crown)= 18.749(Ft.) • . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.600(Ac.) Runoff from this stream = 8.457(CFS) Time of concentration = 18.94 min. Rainfall intensity = 1.659(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station **** INITIAL AREA EVALUATION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 1.876(CFS) Total initial stream area = 1.180(Ac Pervious area fraction = 0.500 Slope = 0.00717 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 12.162 Rainfall intensity = 2.117(In/Hr) for a Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft Difference in elevation = 3.300(Ft.) "0.2 630.000 min. 10.0 year storm ~' ~ ~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.180(AC.) ~~p1 Runoff from this stream = 1.876(CFS) G zs Time of concentration = 12.16 min. Rainfall intensity = 2.117(In/Hr) ~ Summary of stream data: Stream Flow rate TC Rainfall Zntensity No. (CFS) (min) (In/Hr) 1 8.457 18.94 1.659 2 1.876 12.16 2.117 Largest stream flow has longer time of concentration Qp = 8.457 + sum of Qb Ia/Ib 1.876 * 0.784 = 1.470 4P = 9.927 Total of 2 streams to confluence: Flow rates before confluence point: 8.457 1.876 Area of streams before confluence: 6.600 1.180 Results of confluence: Total flow rate = 9.927(CFS) Time of concentration = 18.945 min. Effective stream area after confluence = 7.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting ~ 7.780(AC.) = 9.927(CFS) 18.94 min. 1.659(In/Hr) with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 61.600(Ft.) Bottom (of initial area) elevation = 56.000(Ft. Difference in elevation = 5.600(Ft.) Slope = 0.00609 s(percent)= 0.61 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.584 min. Rainfall intensity = 1.785(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.734 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stornt ~-?2 ~~ Pervious area fraction = 0.500; Impervious fraction = 0.500 62G ~ ~ • Initial subarea runoff = 3.300(CFS) Total initial stream area = 2.520(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 632.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.520(AC.) Runoff from this stream = 3.300(CFS) Time of concentration = 16.58 min. Rainfall intensity = 1.785(In/Ar) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Ar) 1 39.220 19.55 1.630 2 9.927 18.94 1.659 3 3.300 16.58 1.785 Largest stream flow has longer time of concentration Qp = 39.220 + sum of Qb Ia/Ib 9.927 * 0.983 = 9.756 Qb Ia/Ib 3.300 * 0.913 = 3.014 Qp = 51.990 Total of 3 main streams to confluence: Flow rates before confluence point: 39.220 9.927 3.300 Area of streams before confluence: 35.570 7.780 2.520 Results of confluence: Total flow rate = 51.990(CFS) Time of concentration = 19.554 min. Effective stream area after confluence = 45.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 49.500(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 560.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 51.990(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 51.990(CFS) Normal flow depth in pipe = 29.53(In.) Flow top width inside pipe = 27.64(In.) Critical Depth = 28.15(In.) Pipe flow velocity = 8.38(Ft/s) Travel time through pipe = 1.11 min. +++++++ 6.050 PIPE ~~°~ G27 Time of concentration (TC) = 20.67 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.050 ~*** CONFLUENCE OF MAIN STREAMS **** The following data insi In Main Stream number: Stream flow area = Runoff from this stream . CJ Time of concentration = Rainfall intensity = Program is now starting Main Stream is listed: 1 45.870(Ac.) = 51.990(CFS) 20.67 min. 1.581(In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 634.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 475.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft Difference in elevation = 3.300(Ft.) Slope = 0.00695 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)) Initial area time of concentration = 12.399 Rainfall intensity = 2.095(In/Ar) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 1.571(CFS) Total initial stream area = 1.000(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year stoxm F= 2S fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 55.800(Ft.) End of street segment elevation = 53.200(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 ~" 7~n ~-~0 ~28 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.411(CFS) • Depth of flow = 0.351(Ft.), Average velocity = 1.643(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.614(Ft.) Flow velocity = 1.64(Ft/s) Travel time = 5.83 min. TC = 18.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ~ ->` Runoff Coefficient = 0.728 ~~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.694(In/Hr) for a 10.0 year storm Subarea runoff = 1.320tCFS? for 1.070(AC.) Total runoff = 2.891(CFS) Total area = 2.070(Ac.) Street flow at end of street = 2.891(CFS) Half street flow at end of street = 2.891(CFS) Depth of flow = 0.369(Ft.), Average velocity = 1.716(Ft/s) Flow width (from curb towards crown)= 12.517(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in norntal stream number 1 Stream flow area = 2.070(AC.) Runoff from this stream = 2.891(CFS) Time of concentration = 18.23 min. Rainfall intensity = 1.694(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 58.100(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.682 min. Rainfall intensity = 2.164(In/Hr) for a 10. CONIMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm F-27 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.770(CFS) Total initial stream area = 1.470(AC.) Pervious area fraction = 0.100 \1\ c2~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 1.470(Ac.) Runoff from this stream = 2.770(CFS) Time of concentration = 11.68 min. Rainfall intensity = 2.164(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.891 18.23 1.694 2 2.770 11.68 2.164 Largest stream flow has longer time of concentration Qp = 2.891 + sum of Qb Ia/Ib 2.770 * 0.783 = 2.169 Qp = 5.060 Total of 2 streams to confluence: Flow rates before confluence point: 2.891 2.770 Area of streams before confluence: • 2.070 1.470 Results of confluence: Total flow rate = 5.060(CFS) Time of concentration = 18.230 min. Effective stream area after confluence = 3.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.540(Ac.) Runoff from this stream = 5.060(CFS) Time of concentration = 18.23 min. Rainfall intensity = 1.694(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.990 20.67 1.581 2 5.060 18.23 1.694 • Largest stream flow has longer time of concentration Qp = 51.990 + sum of Qb Ia/Ib 5.060 * 0.933 = 4.722 Qp = 56.712 Total of 2 main streams to confluence: ~~~ G3o Flow rates before confluence point: 51.990 5.060 • Area of streams before confluence: 45.870 3.540 Results of confluence: Total flow rate = 56.712(CFS) Time of concentration = 20.668 min. Effective stream area after confluence = 49.410(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 43.500(Ft.) Pipe length = 415.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 56.712(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 56.712(CFS) Normal flow depth in pipe = 28.08(In.) Flow top width inside pipe = 35.02(In.) ~IP ~ Critical Depth = 28.85(in.) Pipe flow velocity = 8.87(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 21.45 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 6.060 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 49.410(AC.) Runoff from this stream = 56.712(CFS) Time of concentration = 21.45 min. Rainfall intensity = 1.550(in/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 638.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 53.500(Ft.) Bottom (of initial area) elevation = 52.000(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.300)*[(length"3)/(elevation change))"'0.2 Initial area time of concentration = 6.940 min. • Rainfall intensity = 2.882(In/Hr) for a 10.0 year storm COMMERCIAL subarea type r ~~ Runoff Coefficient = 0.876 r- Decimal fraction soil group A= 0.000 \1~j Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~31 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 . Pervious area fraction = 0.100; Impenrious fraction = 0.900 Initial subarea runoff = 1.515(CFS) Total initial stream area = 0.600(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.000(Ft.) End of street segment elevation = 50.700(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 • Estimated mean flow rate at midpoint of street = 1.729(CFS) Depth of flow = 0.313(Ft.), Average velocity = 1.618(Ft/s) Streetflow hydraulics at midpoint of street travel: r- Halfstreet flow width = 9.750(Ft.) ~-?`~ Flow velocity = 1.62(Ft/s) Travel time = 2.52 min. TC = 9.46 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.430(In/Hr) for a 10.0 year storm Subarea runoff = 0.361(CFS) for 0.170(AC.) Total runoff = 1.875(CFS) Total area = 0.770(Ac.) Street flow at end of street = 1.875(CFS) Half street flow at end of street = 1.875(CFS) Depth of flow = 0.320(Ft.), Average velocity = 1.648(Ft/s) Flow width (from curb towards crown)= 10.098(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 639.000 to Point/Station 639.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.770(AC.) Runoff from this stream = 1.875(CFS) \1~ Time of concentration = 9.46 min. ~3Z Rainfall intensity = 2.430(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 56.000(Ft.) Bottom (of initial area) elevation = 51.000(Ft. Difference in elevation = 5.000(Ft.) Slope = 0.00581 s(percent)= 0.58 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.532 min. Rainfall intensity = 2.082(In/Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm 1-- 3 0 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.970(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.100 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MZNOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.400(AC.) Runoff from this stream = 7.970(CFS) Time of concentration = 12.53 min. Rainfall intensity = 2.082(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.875 9.46 2 7.970 12.53 Largest stream flow has longer Qp = 7.970 + sum of Qb Ia/ib 1.875 * 0.857 = 4P = 9.577 2.430 2.082 time of concentration 1.607 Total of 2 streams to confluence: Flow rates before confluence point: • 1.875 7.970 Area of streams before confluence: 0.770 4.400 Results of confluence: Total flow rate = 9.577(CFS) Time of concentration = 12.532 min. Effective stream area after confluence = `~~ 5.170(AC.) ~33 ~ r 1 LJ • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.170(AC.) Runoff from this stream = 9.577(CFS) Time of concentration = 12.53 min. Rainfall intensity = 2.082(In/Hr) Summary of stream data: Rainfall Intensity (In/Hr) 1.550 2.082 time of concentration 9.577 * 0.744 = 7.127 Qp = 63.839 Total of 2 main streams to confluence: Flow rates before confluence point: Stream Flow rate TC No. (CFS) (min) 1 56.712 21.45 2 9.577 12.53 Largest stream flow has longer Qp = 56.712 + sum of Qb Ia/Ib 56.712 9.577 Area of streams before confluence: 49.410 5.170 Results of confluence: Total flow rate = 63.839(CFS) Time of concentration = 21.447 min. Effective stream area after confluence = 54.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 43.500(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 63.839(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 63.839(CFS) Noxtnal flow depth in pipe = 24.19(In.) Flow top width inside pipe = 23.71(In.) Critical depth could not be calculated. `~~~ E Pipe flow velocity = 15.06(Ft/s) Travel time through pipe = 0.07 min. Time of ConCentration (TC) = 21.51 min. End of computations, total study area = 54.58 (AC.) The following figures may be used for a unit hydrograph study of the same area. \~~ Area averaged pervious area fraction(Ap) = 0.489 ~34 • • . Area averaged RI index number = 57.6 ~11 700 ~ • • G ~o ~~0 ~oi Riverside County Rational Hydrology Program ~ CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/16/O1 File:305G.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "G" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy StUdy COritr01 IRfOrmatiOri ********** English (in-lb) Units used in input data file . • ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Conditiom = 2 Standard intensity-duration curves For the [ Murrieta,Tmc,Rnch CaNorco 10 year storm 10 minute intensity = 10 year storm 60 minute intensity = 100 year stonn 10 minute intensity 100 year stonn 60 minute intensity Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = data (Plate D-4.1) J area used. 2.360(In/Hr) 0.880(In/Hr) = 3.480(In/Hr) = 1.300(In/Hr) 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** 0 year stonn D6- i ~1q Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 68.500(Ft. Difference in elevation = 57.500(Ft.) Slope = 0.06534 s(percent)= 6.53 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.773 min. Rainfall intensity = 1.977(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.756 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 7a2 Initial subarea runoff = 4.111(CFS) Total initial stream area = 2.750(AC.) • Pervious area fraction = 1.000 C~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 000(Ft 4.216(CFS) 449(Ft/s) ~7 - 2 = 0.900 year storm 890(Ac.) Depth of flow = 0.374(Ft.), Average velocity = 2.465(Ft/s) Flow width (from curb towards crown)= 12.803(Ft.) Top of street segment elevation = 60.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.372(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.662(Ft.) Flow velocity = 2.45(Ft/s) Travel time = 2.25 min. TC = 16.02 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.819(In/Hr) for a 10.0 Subarea runoff = 0.221(CFS) for 0.140(AC.) Total runoff = 4.332(CFS) Total area = 2 Street flow at end of street = 4.332(CFS) Half street flow at end of street = 4.332(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 ***~ CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity 1 in normal stream number 1 .890(Ac.) 4.332(CFS) 16.02 min. 1.819(In/Hr) ~~ 70 3 • ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 72.000 **** INITIAL AREA EVALUATION **** "0.2 min. 10.0 year stonn ~~-? Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.337(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 Difference in elevation = 66.500(Ft.) Slope = 0.13300 s(percent)= 13.30 TC = k(0.530)*[(length"3)/(elevation change)] Initial area time of concentration = 9.530 Rainfall intensity = 2.421(In/Hr) for a UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.779 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 59.500(Ft ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.300(AC.) Runoff from this stream = 4.337(CFS) Time of concentration = 9.53 min. Rainfall intensity = 2.421(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.332 16.02 1.819 2 4.337 9.53 2.421 Largest stream flow has longer or shorter time of concentration Qp = 4.337 + sum of Qa 2'b/Ta 4.332 * 0.595 = 2.577 Qp = 6.914 Total of 2 streams to confluence: Flow rates before confluence point: 4.332 4.337 Area of streams before confluence: 2.890 2.300 . Results of confluence: Total flow rate = 6.914(CFS) Time of concentration = 9.530 min. Effective stream area after confluence = 5.190(Ac.) ~\ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 70~ C J • • Process from Point/Station **** STREET FLOW TRAVEL TIME 72.000 to Point/Station SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.000(Ft.) End of street segment elevation = 53.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.497(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: xalfstreet flow width = 18.918(Ft.) Flow velocity = 2.19(Ft/s) Travel time = 6.86 min. TC = 16.39 min. Adding area flow to street SINGLE FAMILY (1/4 Ac re Lot) Runoff C oefficient = 0.734 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56. 00 Pervious area fraction = 0.500; Impervious Rainfall intensity = 1.796( In/Hr) for Subarea runoff = 2.308(CFS) for 1 000(Ft.) 702.000 8.080(CFS) 2.185(Ft/s) C~- 3 fraction = 0.500 a l0 .750(AC Total runoff = 9.223(CFS) Total area = Street flow at end of street = 9.223(CFS) Half street flow at end of street = 9.223(CFS) Depth of flow = 0.520(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.000(Ft.) 0 year storm ) 6.940(AC.) 211(Ft/s) 1.02(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 7.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 47.800(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 325.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 9.223(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.223(CFS) Norntal flow depth in pipe = 14.27(In.) Flow top width inside pipe = 19.60(In.) Critical Depth = 13.55(In.) Pipe flow velocity = 5.30(Ft/s) i'Ir'C ~cb2 ~05 . ~ Travel time through pipe = 1.02 min. Time of concentration (TC) = 17.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is liste In Main Stream number: 1 Stream flow area = 6.940(AC.) Runoff from this stream = 9.223(CFS) Time of concentration = 17.42 min. Rainfall intensity = 1.738(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 58.500(Ft.) Bottom (of initial area) elevation = 52.800(Ft Difference in elevation = 5.700(Ft.) Slope = 0.00633 s(percent)= 0.63 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 16.309 Rainfall intensity = 1.801(in/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.735 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 3.784(CFS) Total initial stream area = 2.860(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm fraction = 0.500 ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.860(AC.) Runoff from this stream = 3.784(CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.801(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station **** INITIAL AREA EVALUATION **** 705.000 Initial area flow distance = 520.000(Ft.) o Top (of initial area) elevation = 56.400(Ft.) \~ Bottom (of initial area) elevation = 52.800(Ft.) 7a~ Difference in elevation = 3.600(Ft.) Slope = 0.00692 s(percent)= 0.69 ~ TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.865 min. Rainfall intensity = 2.053(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm C'1- 5 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.072(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(AC.) Runoff from this stream = 2.072(CFS) Time of concentration = 12.86 min. Rainfall intensity = 2.053(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.784 16.31 1.801 2 2.072 12.86 2.053 Largest stream flow has longer time of concentration Qp = 3.784 + sum of Qb Ia/Ib 2.072 * 0.878 = 1.819 Qp = 5.603 Total of 2 streams to confluence: Flow rates before confluence point: 3.784 2.072 Area of streams before confluence: 2.860 1.350 Results of confluence: Total flow rate = 5.603(CFS) Time of concentration = 16.309 min. Effective stream area after confluence = 4.210(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 705.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) `~~ Height of curb above gutter flowline = 6.0(In.) ~a7 Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.448(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 16.500(Ft.) Flow velocity = 2.15(Ft/s) Travel time = 2.13 min. TC = 18.44 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.727 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Rainfall intensity = 1.684(In/Hr) for Subarea runoff = 0.919(CFS) for 0 min. 6.103(CFS) 2.148(Ft/5) :,~-Co fraction = 0.500 a l0 .750(Ac Total runoff = 6.522(CFS) Total area = 0 year storm ) 4.960(AC.) Street flow at end of street = 6.522(CFS) HalE street flow at end of street = 6.522(CFS) Depth of flow = 0.457(Ft.), Average velocity = 2.183(Ft/s) Flow width (from curb towards crown)= 16.938(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Stream number dr'23 = 4 Runoff from this stream = Time of conCentration = Rainfall intensity = 1 Along Main Stream flow 2 in nozmal stream number 1 960(AC.) 6.522(CFS) 18.44 min. .684(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 56.800(Ft.) • Bottom (of initial area) elevation = 52.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00580 s(percent)= 0.58 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 G _7 Initial area time of concentration = 14.927 min. Rainfall intensity = 1.891(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 ACre Lot) ~~~ 70~ Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 C~-7 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.113(CFS) Total initial stream area = 4.370(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(Zn.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ~ Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.659(CFS) Depth of flow = 0.460(Ft.), Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.077(Ft.) ~T-b~ Flow velocity = 2.19(Ft/s) Travel time = 2.09 min. TC = 17.02 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm Subarea runoff = 1.005(CFS) for 0.780(AC.) Total runoff = 7.118(CFS) Total area = 5.150(AC.) Street flow at end of street = 7.118(CFS) Half street flow at end of street = 7.118(CFS) Depth of flow = 0.469(Ft.), Average velocity = 2.230(Ft/s) • Flow width (from curb towards crown)= 17.531(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MINOR STREAMS **** `~p 7~~ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.150(Ac.) • Runoff from this stream = 7.118(CFS) Time of concentration = 17.02 min. Rainfall intensity = 1.760(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 6.522 18.44 1.684 2 7.118 17.02 1.760 Largest stream flow has longer or shorter time of concentration Qp = 7.118 + sum of Qa Tb/Ta 6.522 * 0.923 = 6.017 Qp = 13.135 Total of 2 streams to confluence: Flow rates before confluence point: 6.522 7.118 Area of streams before confluence: 4.960 5.150 Results of confluence: Total flow rate = 13.135(CFS) Time of concentration = 17.015 min. Effective stream area after confluence = 10.110(AC.) ~ ++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.110(AC.) Runoff from this stream = 13.135(CFS) Time of concentration = 17.02 min. Rainfall intensity = 1.760(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 9.223 17.42 1.738 2 13.135 17.02 1.760 Largest stream flow has longer or shorter time of concentration Qp = 13.135 + sum of Qa Tb/Ta 9.223 * 0.977 = 9.010 Qp = 22.146 • Total of 2 main streams to confluence: Flow rates before confluence point: 9.223 13.135 Area of streams before confluence: 6.940 10.110 ~~1 7~0 Results of confluence: • Total flow rate = 22.146(CFS) - Time of concentration = 17.015 min. Effective stream area after confluence 17.050(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 630.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 22.146(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 22.146(CFS) Normal flow depth in pipe = 19.78(In.) Flow top width inside pipe = 23.90(In.) Critical Depth = 19.76(In.) Pipe flow velocity = 7.10(Ft/s) Travel time through pipe = 1.48 min. ~ Time of concentration (TC) = 18.49 min. P~~E ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.020 **** CONFLUENCE OF MINOR STREAMS **** Runoff from this stream = 22.146(CFS) Time of concentration = 18.49 min. Rainfall intensity = 1.681(In/Hr) Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.050(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 55.200(Ft.) Bottom (of initial area) elevation = 47.800(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0.00747 s(percent)= 0.75 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 16.391 min. Rainfall intensity = 1.797(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) ~ Runoff Coefficient = 0.734 C~' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.744(CFS) Total initial stream area = 2.080(AC.) ,,p, Pervious area fraction = 0.500 ``O" ~~~ . ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 711.000 ~*** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .080(Ac.) 2.744(CFS) 16.39 min. 1.797(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 22.146 18.49 2 2.744 16.39 Largest stream flow has longer Qp = 22.146 + sum of Qb Ia/Ib 2.744 * 0.936 = Qp = 24.713 Rainfall Intensity ( In/Hr) 1.681 1.797 time of concentration 2.567 Total of 2 streams to confluence: Flow rates before confluence point: 22.146 2.744 Area of streams before confluence: 17.050 2.080 Results of confluence: Total flow rate = 24.713(CFS) Time of concentration = 18.495 min. Effective stream area after confluence = 19.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 39.700(Ft.) Pipe length = 320.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 24.713(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.713(CFS) Normal flow depth in pipe = 20.81(In.) Flow top width inside pipe = 22.70(In.) Critical Depth = 20.86(In.) Pipe flow velocity = 7.51(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 19.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station **** CONFLUENCE OF MAIN STRfiAMS **** The following data inside In Main Stream number: 1 Stream flow area = 19 Stream is listed: 130(AC.) ( ~PE 7.030 ~~ 1 ~j ~` ~~z Runoff from this stream = 24.713(CFS) Time of concentration = 19.21 min. . Rainfall intensity = 1.647(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 53.200(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00481 s(percent)= 0.48 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 8.187 Rainfall intensity = 2.632(In/Hr) for a CONIMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 "0.2 min. 10.0 year storm ~T- I~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.460(CFS) Total initial stream area = 0.200(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 715.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 53.200(Ft.) End of street segment elevation = 47.600(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) ~-J-~~ Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.991(CFS) Depth of flow = 0.349(Ft.), Average velocity = 2.058(Ft/s) • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.554(Ft.) Flow velocity = 2.06(Ft/s) Travel time = 6.36 min. TC = 14.54 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ~~'~ Runoff Coefficient = 0.741 7(3 Decimal fraction soil Decimal fraction soil • Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio Rainfall intensity = Subarea runoff = Total runoff = 3. Street flow at end of Half street flow Depth of flow = Flow width (from group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 C~ - I I 2) = 56.00 n= 0.500; Impervious fraction = 0.500 1.919(In/Hr) for a 10.0 year storm 3.128(CFS) for 2.200(Ac.) 588(CFS) Total area = 2.400(AC.) street = 3.588(CFS) at end of street = 3.588(CFS) 0.367(Ft.), Average velocity = 2.149(Ft/s) curb towards crown)= 12.456(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.400(AC.) Runoff from this stream = 3.588(CFS) Time of concentration = 14.54 min. Rainfall intensity = 1.919(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 • **** INITIAL AREA EVALUATION *++* Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 47.600(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.00784 s(percent)= 0.78 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.488 min. Rainfall intensity = 1.853(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 C-~_ (~j Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.281(CFS) Total initial stream area = 2.400(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 3.281(CFS) Time of concentration = 15.49 min. ~C~~ Rainfall intensity = 1.853(In/Hr) 714 ~ CJ • Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 3.588 14.54 2 3.281 15.49 Largest stream flow has longer Qp = 3.588 + sum of Qa Tb/Ta 3.281 * 0.939 = Qp = 6.669 Rainfall Intensity (In/Ar) 1.919 1.853 or shorter time 3.081 Total of 2 streams to confluence: Flow rates before confluence point: 3.588 3.281 Area of streams before confluence: 2.400 2.400 Results of confluence: Total flow rate = 6.669(CFS) Time of concentration = 14.544 min. Effective stream area after confluence = of concentration 4.800(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.600(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.462(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.201(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 1.93 min. TC = 16.47 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction 000(Ft 6.787(CFS) 206(Ft/s) G - (3 ~~2 = 0.900 7is Rainfall intensity = 1.792(In/Hr) for a 10.0 year stoxm Subarea runoff = 0.264(CFS) for 0.170(AC.) • Total runoff = 6.933(CFS) Total area = 4.970(AC.) Street flow at end of street = 6.933(CFS) Half street flow at end of street = 6.933(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.217(Ft/s) Flow width (from curb towards crown)= 17.346(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 1 Stream flow area = 4.970(Ac.) Runoff from this stream = 6.933(CFS) Time of concentration = 16.47 min. Rainfall intensity = 1.792(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 718.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 58.800(Ft.) Bottom (of initial area) elevation = 51.100(Ft.) Difference in elevation = 7.700(Ft.) • Slope = 0.00875 s(percent)= 0.87 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 15.152 min. Rainfall intensity = 1.876(In/Hr) for a 10.0 year stozm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 ~-r-(~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.564(CFS) Total initial stream area = 1.850(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 51.100(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 920.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street C7_($ Distance from curb to property line = 10.000(Ft.) ~p~ Slope from curb to property line (v/hz) = 0.020 7IG Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) ~ Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.387(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.454(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 7.98 min. TC = 23.13 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.714 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.487(In/Hr) for a 10.0 Subarea runoff = 1.751(CFS) for 1.650(AC.) Total runoff = 4.315(CFS) Total area = 3 Street flow at end of street = 4.315(CFS) Half street flow at end of street = 4.315(CFS) 3.707(CFS) 922(Ft/s) ~'7 - ~ 5 = 0.500 year storm 500(AC.) Depth of flow = 0.404(Ft.), Average velocity = 1.994(Ft/s) Flow width (from curb towards crown)= 14.304(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.500(AC.) Runoff from this stream = 4.315(CFS) Time of concentration = 23.13 min. Rainfall intensity = 1.487(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Zntensity No. (CFS) (min) (In/Hr) 1 6.933 16.47 1.792 2 4.315 23.13 1.487 Largest stream flow has longer or shorter time Qp = 6.933 + sum of Qa Tb/Ta 4.315 * 0.712 = 3.0'l3 Qp = 10.006 Total of 2 streams to confluence: . Flow rates before confluence point: 6.933 4.315 Area of streams before confluence: 4.970 3.500 Results of confluence: Total flow rate = 10.006(CFS) Time of concentration = 16.471 min. 719.000 of concentration ~~~ 7f7 Effective stream area after confluence = 8.470(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MAIN STRfiAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.470(Ac.) Runoff from this stream = 10.006(CFS) Time of concentration = 16.47 min. Rainfall intensity = 1.792(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 24.713 19.21 2 10.006 16.47 Largest stream flow has longer Qp = 24.713 + sum of Qb Ia/Ib 10.006 * 0.919 = 4p = 33.909 Rainfall Intensity (In/Hr) 1.647 1.792 time of concentration 9.195 Total of 2 main streams to confluence: • Flow rates before confluence point: 24.713 10.006 Area of streams before confluence: 19.130 8.470 Results of confluence: Total flow rate = 33.909(CFS) Time of concentration = 19.205 min. Effective stream area after confluence = 27.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.700(Ft.) Downstream point/station elevation = 38.300(Ft.) Pipe length = 210.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.909(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.909(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 22.47(In.) Critical Depth = 23.74(In.) PIF ~ Pipe flow velocity = 7.77(Ft/s) ~ . Travel time through pipe = 0.45 min. Time of concentration (TC) = 19.66 min. ~y~ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ Process from Point/Station 7.040 to Point/Station 7.040 718 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.600(AC.) Runoff from this stream = 33.909(CFS) Time of concentration = 19.66 min. Rainfall intensity = 1.626(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** • Slope = 0.00562 s(percent)= 0.56 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 17.138 Rainfall intensity = 1.753(In/Hr) for a Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft Difference in elevation = 5.400(Ft.) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 Total initial stream area = 2.600(AC.) Pervious area fraction = 0.500 ~0.2 min. 10.0 year storm G- ~~o RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.335(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in nonnal stream number 1 600(AC.) 3.335(CFS) 17.14 min. .753(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) . Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00568 s(percent)= 0.57 C~ -17 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 \q~ Initial area time of concentration = 17.030 min. Rainfall intensity = 1.759(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) 7r~ Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 ~~_17 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.799(CFS) Total initial stream area = 2.950(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in normal stream number 2 .950(AC.) 3.799(CFS) 17.03 min. 1.759(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 • 2 Largest 4P = QP = 3.335 17.14 3.799 17.03 stream flow has longer 3.799 + sum of Qa Tb/Ta 3.335 * 0.994 = 7.113 Rainfall Intensity (In/Hr) 1.753 1.759 or shorter time 3.314 Total of 2 streams to confluence: Flow rates before confluence point: 3.335 3.799 Area of streams before confluence: 2.600 2.950 Results of confluence: Total flow rate = 7.113(CFS) Time of concentration = 17.030 min. Effective stream area after confluence = of concentration 5.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 723.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 46.100(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 225.000(Ft.) . Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 ~'7-~$ Street flow is on [1] side(s) of the street ~~~ Distance from curb to property line = 10.000(Ft.) 7Zo Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) . Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 fistimated mean flow rate at midpoint of street = 7.203(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.346(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.180(Ft.) Flow velocity = 2.35(Ft/s) Travel time = 1.60 min. TC = 18.63 min. `~-~-~ Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.674(In/Hr) for a 10.0 year storm Subarea runoff = 0.203(CFS) for 0.140(Ac.) Total runoff = 7.316(CFS) Total area = 5.690(Ac.) Street flow at end of street = 7.316(CFS) Half street flow at end of street = 7.316(CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.355(Ft/s) Flow width (from curb towards crown)= 17.286(Ft.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 723.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Stream is listed: .690(AC.) 7.316(CFS) 18.63 min. 1.674(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 33.909 19.66 2 7.316 18.63 Largest stream flow has longer Qp = 33.909 + sum of Qb Ia/Ib 7.316 * 0.971 = Qp = 41.011 Rainfall Intensity (In/Hr) 1.626 1.674 time of concentration 7.103 • Total of 2 main streams to confluence: Flow rates before confluence point: 33.909 7.316 Area of streams before confluence: 27.600 5.690 ~aa 721 Results of confluence: • Total flow rate = 41.011(CFS) _ Time of concentration = 19.655 min. Effective stream area after confluence 33.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 38.300(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Reguired pipe flow = 41.011(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 41.011(CFS) Nornlal flow depth in pipe = 20.86(In.) Flow top width inside pipe = 16.19(In.) Critical depth could not be calculated. Pipe flow velocity = 14.14(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 19.71 min. End of computations, total study area = The following figures may P~PC 33.29 (AC.) be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.568 • Area averaged RI index number = 59.3 ~ ~~\ goo • • ~ H ~o ~ Ba! Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/16/O1 File:305H.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY ARfiA "H" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntT01 InfOrntatiOn ***t++++** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) . 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 65.400(Ft. Difference in elevation = 6.900(Ft.) Slope = 0.02816 s(percent)= 2.82 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 5.532 min. Rainfall intensity = 3.265(In/Hr) for a 10 COMMERCIAL subarea type • Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stornt Pervious area fraction = 0.100; Impervious fraction = 0.900 i F: -1 ~~ 8a2 Initial subarea runoff = 0.487(CFS) Total initial stream area = 0.170(AC.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity 1 in normal stream number 1 170(AC.) 0.487(CFS) 5.53 min. .265(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 66.000(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.01473 s(percent)= 1.47 TC = k(0.710)*[(length"3)/(elevation change))"'0.2 Initial area time of concentration = 20.596 min. Rainfall intensity = 1.584(In/Ar) for a 10.0 year storm • UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.653 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.587(CFS) Total initial stream area = 2.500(AC.) Pervious area fraction = 1.000 u N-2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 2.587(CFS) Time of concentration = 20.60 min. Rainfall intensity = 1.584(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.487 5.53 3.265 2 2.587 20.60 1.584 Largest stream flow has longer time of concentration Qp = 2.587 + sum of ~y 803 Qb Ia/Ib 0.487 * 0.485 = 0.237 • 4P = 2.824 Total of 2 streams to confluence: Flow rates before confluence point: 0.487 2.587 Area of streams before confluence: 0.170 2.500 Results of confluence: Total flow rate = 2.824(CFS) Time of concentration = 20.596 min. Effective stream area after confluence = 2.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 804.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 65.400(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 405.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street • Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.141(CFS) Depth of flow = 0.306(Ft.), Average velocity = 3.137(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.396(Ft.) N'3 Flow velocity = 3.14(Ft/s) Travel time = 2.15 min. TC = 22.75 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.500(In/Hr) for a 10.0 year storm Subarea runoff = 0.777(CFS) for 0.600(AC.) Total runoff = 3.600(CFS) Total area = 3.270(Ac.) Street flow at end of street = 3.600(CFS) • Half street flow at end of street = 3.600(CFS) Depth of flow = 0.318(Ft.), Average velocity = 3.236(Ft/s) Flow width (from curb towards crown)= 9.970(Ft.) ~,^~ /~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 80 4 Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.270(Ac.) Runoff from this stream = 3.600(CFS) Time of concentration = 22.75 min. Rainfall intensity = 1.500(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 804.000 **** INITIAL AREA EVALUATION **** . . Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 55.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00753 s(percent)= 0.75 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.489 min. Rainfall intensity = 2.086(In/Hr) for a 10. CONIINERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious fraction = 0.900 Initial subarea runoff = 10.073(CFS) Total initial stream area = 5.550(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.550(AC.) Runoff from this stream = 10.073(CFS) Time of concentration = 12.49 min. Rainfall intensity = 2.086(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 3.600 22.75 2 10.073 12.49 Largest stream flow has longer Qp = 10.073 + sum of Qa Tb/Ta 3.600 * 0.549 = Qp = 12.049 Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/Hr) 1.500 2.086 or shorter time 1.977 H-~- 804.000 of concentration 0 year stoxm /Y ` 8a5 3.600 10.073 Area of streams before confluence: • 3.270 5.550 Results of confluence: Total flow rate = 12.049(CFS) Time of concentration = 12.489 min. Effective stream area after confluence = 8.820(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 50.000(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 580.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 12.049(CFS) Nearest computed pipe diameter = 18.00(in.) Calculated individual pipe flow = 12.049(CFS) Normal flow depth in pipe = 14.39(In.) Flow top width inside pipe = 14.41(In.) ~I° C, Critical Depth = 15.79(In.) Pipe flow velocity = 7.96(Ft/s) Travel time through pipe = 1.21 min. Time of concentration (TC) = 13.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.820(AC.) Runoff from this stream = 12.049(CFS) Time of concentration = 13.70 min. Rainfall intensity = 1.982(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** C~ Rainfall intensity = 1.547( SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.718 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio User specified values TC = 21.51 min. Rai Total area = 54 ) for a 10.0 year storm group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 n = 0.500; Impervious are as follows: C<.c~~ fraction = 0.500 n intensity = 1.55(In/Hr) .58(AC.) Total runoff = 63.84(CFS) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** g oG Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 54.580(AC.) • Runoff from this stream = 63.840(CFS) Time of concentration = 21.51 min. Rainfall intensity = 1.547(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.049 13.70 1.982 2 63.840 21.51 1.547 Largest stream flow has longer time of concentration Qp = 63.840 + sum of Qb Ia/Ib 12.049 * 0.780 = 9.403 4A = 73.243 Total of 2 streams to confluence: Flow rates before confluence point: 12.049 63.840 Area of streams before confluence: 8.820 54.580 Results of confluence: Total flow rate = 73.243(CFS) Time of concentration = 21.510 min. Effective stream area after confluence = 63.400(AC.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MAIN STRSAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 63.400(AC.) Runoff from this stream = 73.243(CFS) Time of concentration = 21.51 min. Rainfall intensity = 1.547(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station SO5.000 to Point/Station 806.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 • Initial area time of concentration = 9.116 min. Rainfall intensity = 2.481(In/Hr) for a 10.0 year storm CONA7ERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 N-s /~ 8~7 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.690(CFS) Total initial stream area = 0.780(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 54.100(Ft.) Length of street segment = 440.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 • ~ Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.281(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.119(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 2.53 min. TC = 11.65 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 2.168(In/Hr) for a 10.0 Subarea runoff = 0.987(CFS) for 0.520(Ac.) Total runoff = 2.677(CFS) Total area = 1 Street flow at end of street = 2.677(CFS) Half street flow at end of street = 2.677(CFS) Depth of flow = 0.294(Ft.), Average velocity = 3 Flow width (from curb towards crown)= 8.781(Ft.) 2.253(CFS) 898(Ft/s) N-~ = 0.900 year stonn 300 (AC. ) O10(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.300(AC.) 1 Runoff from this stream = 2.677(CFS) ~ Time of concentration = 11.65 min. ~a8 ~ ~ LJ Rainfall intensity = 2.168(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 807.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** 0 year storm f-~ -7 Pervious area fraction = 0.200; Impezvious fraction = 0.800 Initial subarea runoff = 3.052(CFS) Total initial stream area = 1.600(AC.) Pervious area fraction = 0.200 Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 54.500(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01071 s(percent)= 1.07 TC = k(0.323)*[(length"3)/(elevation change)l"0.2 Initial area time of concentration = 10.996 min. Rainfall intensity = 2.238(In/Hr) for a 10. APARTMENT subarea type Runoff Coefficient = 0.853 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.600(AC.) Runoff from this stream = 3.052(CFS) Time of concentration = 11.00 min. Rainfall intensity = 2.238(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.677 11.65 2.168 2 3.052 11.00 2.238 Largest stream flow has longer or shorter time of concentration Qp = 3.052 + sum of Qa Tb/Ta 2.677 * 0.944 = 2.528 Qp = 5.580 Total of 2 streams to confluence: Flow rates before confluence point: ~ 2.677 3.052 Area of streams before confluence: 1.300 1.600 Results of confluence: Total flow rate = 5.580(CFS) Time of concentration = 10.996 min. Effective stream area after confluence = 2.900(Ac.) ~~ da9 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 810.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 54.100(Ft.) End of street segment elevation = 50.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.994(CFS) Depth of flow = 0.409(Ft.), Average velocity = 2.682(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.549(Ft.) N-$ Flow velocity = 2.68(Ft/s) Travel time = 2.49 min. TC = 13.48 min. • Adding area flow to street COPM9ERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.000(In/Hr) for a 10.0 year storm Subarea runoff = 0.752(CFS) for 0.430(AC.) Total runoff = 6.332(CFS) Total area = 3.330(AC.) Street flow at end of street = 6.332(CFS) Half street flow at end of street = 6.332(CFS) Depth of flow = 0.416(Ft.), Average velocity = 2.718(Ft/s) Flow width (from curb towards crown)= 14.872(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream = 6.332(CFS) Time of concentration = 13.48 min. Rainfall intensity = 2.000(In/Hr) /J"~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** 8 ~o Initial area flow distance = 660.000(Ft.) • Top (of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01152 s(percent)= 1.15 TC = k(0.323)*((length"3)/(elevation change))"0.2 Initial area time of concentration = 10.587 min. Rainfall intensity = 2.285(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.853 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.751(CFS) Total initial stream area = 2.950(Ac.) Pervious area fraction = 0.200 N-9 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 2.950(AC.) • Runoff from this stream = 5.751(CFS) Time of concentration = 10.59 min. Rainfall intensity = 2.285(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.332 13.48 2.000 2 5.751 10.59 2.285 Largest stream flow has longer time of concentration Qp = 6.332 + sum of Qb Ia/Ib 5.751 * 0.875 = 5.035 Qp = 11.367 Total of 2 streams to confluence: Flow rates before confluence point: 6.332 5.751 Area of streams before confluence: 3.330 2.950 Results of confluence: Total flow rate = 11.367(CFS) Time of concentration = 13.482 min. . Effective stream area after confluence = 6.280(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~+O Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MAIN STREAMS **** 8 ll The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 6.280(AC.) Runoff from this stream = 11.367(CFS) Time of concentration = 13.48 min. Rainfall intensity = 2.000(In/Hr> Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 73.243 21.51 2 11.367 13.48 Largest stream flow has longer Qp = 73.243 + sum of Qb Ia/Ib 11.367 * 0.773 = Qp = 82.035 • • Area of streams before 63.400 6 Rainfall Intensity (In/Hr) 1.547 2.000 time of concentration 8.792 Total of 2 main streams to confluence: Flow rates before confluence point: 73.243 11.367 Results of confluence: Total flow rate = Time of concentration Effective stream area confluence: 280 82.035(CFS) = 21.510 min. after confluence = 69.680(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** IIpstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 785.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 82.035(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 82.035(CFS) Normal flow depth in pipe = 34.50(In.) Flow top width inside pipe = 32.17(In.) ~~~ C Critical Depth = 33.90(In.) Pipe flow velocity = 9.70(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 22.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 69.680(AC.) Runoff from this stream = 82.035(CFS) ~~~ Time of concentration = 22.86 min. Rainfall intensity = 1.496(In/Hr) $!2 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.623(In/Hr) for a 10.0 year stoYm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.723 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 O Decimal fraction soil group D= 0.000 7,0a RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.71 min. Rain intensity = 1.62(In/Hr) Total area = 33.29(Ac.) Total runoff = 41.01(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 33.290(AC.) Runoff from this stream = 41.010(CFS) Time of concentration = 19.71 min. . Rainfall intensity = 1.623(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.035 22.86 1.496 2 41.010 19.71 1.623 Largest stream flow has longer time of concentration Qp = 82.035 + sum of Qb Ia/Ib 41_O10 * 0.922 = 37.800 Qp = 119.835 Total of 2 streams to confluence: Flow rates before confluence point: 82.035 41.010 Area of streams before confluence: 69.680 33.290 Results of confluence: Total flow rate = 119.835(CFS) Time of concentration = 22.859 min. Effective stream area after confluence = 102.970(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Z~v Upstream point/station elevation = 36.800(Ft.) Downstream point/station elevation = 34.600(Ft.) g~3 Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 119.835(CFS) • Nearest computed pipe diameter =- 54.00(In.) Calculated individual pipe flow 119.835(CFS) Norntal flow depth in pipe = 40.78(In.) (~I~~- Flow top width inside pipe = 46.44(In.) ` Critical Depth = 38.69(In.) Pipe flow velocity = 9.30(Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 23.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 • ~ Stream flow area = 102.970(Ac.) Runoff from this stream = 119.835(CFS) Time of concentration = 23.75 min. Rainfall intensity = 1.465(In/Hr) Program is now starting with Main Stream No ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station S11_000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** CONIINERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.572(CFS) Total initial stream area = 0.730(Ac Pervious area fraction = 0.100 Slope = 0.01010 s(percent)= 1.01 TC = k(0.300)*((length"3)/(elevation change)] Initial area time of concentration = 9.212 Rainfall intensity = 2.466(In/Hr) for a Initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 55.7oo(Ft.) Bottom (of initial area) elevation = 50.400(Ft Difference in elevation = 5.300(Ft.) "0.2 min. 10.0 year storm fraction = 0.900 ~{ - I 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** Runoff from this stream = 1.572(CFS) Time of concentration = 9.21 min. Rainfall intensity = 2.466(In/Hr) Along Main Stream number: 2 in nozmal stream number 1 Stream flow area = 0.730(AC.) ~~3 B14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 812.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 53.200(Ft.) Bottom (of initial area) elevation = 50.400(Ft. Difference in elevation = 2.800(Ft.) Slope = 0.00549 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.286 min. Rainfall intensity = 2.321(In/Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm N-12 Pervious area fraction = 0.100; Impervious fraction = 0.900 Znitial subarea runoff = 0.708(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 0.350(AC.) Runoff from this stream = 0.708(CFS) Time of concentration = 10.29 min. Rainfall intensity = 2.321(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.572 9.21 2.466 2 0.708 10.29 2.321 Largest stream flow has longer or shorter time of concentration Qp = 1.572 + sum of Qa Tb/Ta 0.708 * 0.896 = 0.635 4P = 2.207 Total of 2 streams to confluence: Flow rates before confluence point: 1.572 0.708 Area of streams before confluence: • 0.730 0.350 Results of confluence: Total flow rate = 2.207(CFS) Time of concentration = 9.212 min. Effective stream area after confluence = 1.080(Ac.) 2,b~ BIS . • . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 000(Ft 3.392(CFS) 095(Ft/s) N-I3 = 0.900 year storm 240(AC.) Depth of flow = 0.382(Ft.), Average velocity = 2.187(Ft/s) Flow width (from curb towards crown)- 13.185(Ft.) Top of street segment elevation = 50.400(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz} - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.363(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.250(Ft.) Flow velocity = 2.10(Ft/s) Travel time = 6.44 min. TC = 15.66 min. Adding area flow to street COI~A9ERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.842(Zn/Hr) for a 10.0 Subarea runoff = 1.854(CFS) for 1.160(AC.) Total runoff = 4.060(CFS) Total area = 2 Street flow at end of street = 4.060(CFS) Half street flow at end of street = 4.060(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2. Runoff from this stream = Time of concentration = Rainfall intensity = 1 2 in normal stream number 1 240 (Ac. ) 4.060(CFS) 15.66 min. .842(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** INITIAL AREA EVALUATION **** ~ Z Initial area flow distance = 225.000(Ft.) 81~ Top (of initial area) elevation = 46.100(Ft.) Bottom (of initial area) elevation = 44.800(Ft. . Difference in elevation = 1.300(Ft.) Slope = 0.00578 s(percent)= 0.58 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.339 min. Rainfall intensity = 2.795(In/Hr) for a 10 COMMfiRCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm N- ~=?- Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.343(CFS) Total initial stream area = 0.140(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.140(Ac.) Runoff from thi5 stream = 0.343(CFS) Time of concentration = 7.34 min. • Rainfall intensity = 2.795(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.060 15.66 1.842 2 0.343 7.34 Z,~gs Largest stream flow has longer time of concentration Qp = 4.060 + sum of Qb ia/Ib 0.343 * 0.659 = 0.226 Qp = 4.286 Total of 2 streams to confluence: Flow rates before confluence point: 4.060 0.343 Area of streams before confluence: 2.240 0.140 Results of confluence: Total flow rate = 4.286(CFS) Time of concentration = 15.656 min. Effective stream area after confluence = 2.380(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ~ Z~ Top of street segment elevation = 44.800(Ft.) End of street segment elevation = 42.600(Ft.) 817 Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(In.) ~ Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break 20. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.434(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.762(Ft.) Flow velocity = 1.91(Ft/s) Travel time = 4.49 min. TC = 20.14 min. Adding area flow to street COhIINERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.604(In/Hr) for a 10.0 Subarea runoff = 1.075(CFS) for 0.770(AC.) Total runoff = 5.361(CFS) Total area = 3 Street flow at end of street = 5.361(CFS) Half street flow at end of street = 5.361(CFS) Depth of flow = 0.443(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 16.229(Ft.) 000(Ft.) 4.980(CFS) 913(Ft/s) H- is - 0.900 year storm 150(Ac.) 948(Ft/S) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816:000 **** CONFLUENCE OF MAIN STRfiAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.150(AC_) _ - 5.~} - - Time of concentration = 20.14 min. Rainfall intensity = 1.604(In/Hr) Pr9gram is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~Process from Point/Station 817.000 to Point/Station 819.000 . **** INITIAL AREA EVALUATION **** Initial area flow distance = 455.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 47.000(Ft.) Difference in elevation = 2.700(Ft.) ~i~~ Slope = 0.00593 s(percent)= 0.59 N-~~ 8 ~8 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 9.675 min. . Rainfall intensity = 2.401(In/Hr) for a COhIINERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.138(CFS) Total initial stream area = 0.540(AC. Pervious area fraction = 0.100 10.0 year stoxm ~1-~~ fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STRfiAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.540(AC.) Runoff from this stream = 1.138(CFS) Time of concentration = 9.68 min. Rainfall intensity = 2.401(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 818.000 to Point/Station 819.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 51.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 47.000(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.06471 s(percent)= 6.47 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; proaram is assumina the time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 3.452(In/Hr) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 5.000 min. for a 10.0 year storm H- ~7 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.910(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in noxmal stream number 2 uFj Stream flow area = 2.100(AC.) 8~9 Runoff from this stream = 5.910(CFS) Time of Concentration = 5.00 min. • Rainfall intensity = 3.452(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.138 9.68 2.401 2 5.910 5.00 3.452 Largest stream flow has longer or shorter time Qp = 5.910 + sum of Qa Tb/Ta 1.138 * 0.517 = 0.588 Qp = 6.498 • • Total of 2 streams to confluence: Flow rates before confluence point: 1.138 5.910 Area of streams before confluence: 0.540 2.100 Results of confluence: Total flow rate = 6.498(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = of concentration 2.640(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.000(Ft.) End of street segment elevation = 42.500(Ft.) Length of street segment = 835.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.476(Ft.), Average velocity = ~ Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.905(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 5.99 min. TC = 10.99 min. Adding area flow to street COMMFsRCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 000(Ft 7.729(CFS) 325(Ft/s) N-is ~`~ 820 Decimal fraction soil group D= 0.000 N_'g RI index for soil(AMC 2) = 62.50 . Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.239(In/Hr) for a 10.0 year storm Subarea runoff = 1.962(CFS) for 1.000(AC.) Total runoff = 8.460(CFS) Total area = 3.640(Ac.) Street flow at end of street = 8.460(CFS) Half street flow at end of street = 8.460(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.377(Ft/s) Flow width (from curb towards crown)= 18.549(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 820.000 **** CONFLUENCE OF MAIN STREAMS **** '1'h2 TOllOwlrig ddt3 inSid@ In Main Stream number: 3 Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data:_ L_J ~ U Main Stream is listed: .640(Ac.) 8.460(CFS) 10.99 min. 2.239(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 119.835 23.75 2 5.361 20.14 3 8.460 10.99 Largest stream flow has longer Qp = 119.835 + sum of Qb Ia/Ib 5.361 * 0.913 = Qb Ia/ib 8.460 * 0.654 = Qp = 130.266 Rainfall Intensity (In/Hr) 1.465 1.604 2.239 time of concentration 4.896 5.535 Total of 3 main streams to confluence: Flow rates before confluence point: 119.835 5.361 8.460 Area of streams before confluence: 102.970 3.150 3.640 Results of confluence: Total flow rate = 130.266(CFS) Time of concentration = 23.754 min. Effective stream area after confluence = 109.760(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.600(Ft.) Downstream point/station elevation = 30.000(Ft.) Pipe length = 810.00(Ft.) Manning~s N= 0.013 ~ No. of pipes = 1 Required pipe flow = 130.266(CFS) 82f Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 130.266(CFS) ~ Normal flow depth in pipe = 42.94(In.) Flow top width inside pipe = 37.21(In.) Critical Depth = 40.76(In.) ~+9 ~ Pipe flow velocity = 10.21(Ft/s) Travel time through pipe = 1.32 min. Time of concentration (TC) = 25.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 1 Stream flow area = 109.760(AC.) Runoff from this stream = 130.266(CFS) Time of concentration = 25.08 min. Rainfall intensity = 1.422(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 822.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 42.500(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) • Difference in elevation = 4.500(Ft.) Slope = 0.00545 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.484 min. Rainfall intensity = 2.087(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.875 ~ -I~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.826(CFS) Total initial stream area = 1.000(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 822.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.826(CFS) • Time of concentration = 12.48 min. Rainfall intensity = 2.087(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ZZ~ No. (CFS) (min) (In/Hr) g?~ 1 130.266 25.08 1.422 ~ 2 1.826 12.48 2.087 Largest stream flow has longer time of concentration Qp = 130.266 + sum of Qb ia/Ib 1.826 * 0.681 = 1.244 Qp = 131.510 Total of 2 streams to confluence: Flow rates before confluence point: 130.266 1.826 Area of streams before confluence: 109.760 1.000 Results of confluence: Total flow rate = 131.510(CFS) Time of concentration = 25.076 min. Effective stream area after confluence = 110.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 30.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 85.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 131.510(CFS) • Nearest computed pipe diameter =_ 39.00(In.) Calculated individual pipe flow 131.510(CFS) Nozmal flow depth in pipe = 31.59(In.) Flow top width inside pipe = 30.59(In.) Critical depth could not be calculated. Pipe flow velocity = 18.25(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 25.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** INITIAL AREA EVALUATION **** lnitial area tlow distance = 350.000(Ft.) Top (of initial area) elevation = 39.500(Ft.) Bottom (of initial area) elevation = 37.500(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300)*[(length"3)/(elevation change)j"0.2 Initial area time of concentration = 8.777 min. Rainfall intensity = 2.533(In/Hr) for a 10.0 year storm COMMERCIAL Subared type Runoff Coefficient = 0.878 ~~_20 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Z22 Initial subarea runoff = 1.179(CFS) Total initial stream area = 0.530(Ac.) 823 Pervious area End of comput, • The following be used for a Area averaged Area averaged C~ • fraction = 0.100 3tions, total study area = 111.29 (Ac.) figures may unit hydrograph study of the same area. pervious area fraction(Ap) = 0.448 RI index number = 57.0 ~3 9oa ~ ~ • .I-o ZZ~k 9~ I Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/12/O1 File:305I.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "I" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COritr01 InfOYZttdtiOri ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,~nc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) • 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year stoxm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 900.000 to Point/Station 901.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 38.800(Ft.) Bottom (of initial area) elevation = 32.100(Ft. Difference in elevation = 6.700(Ft.) Slope = 0.00812 s(percent)= 0.81 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.987 min. Rainfall intensity = 1.887(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm T- ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 / ~ ~OZ Initial subarea runoff = 5.725(CFS) Total initial stream area = 3.960(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *~** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 30.400(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft. Distance from crown to crossfall grade break = 18 Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope,from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N-in gutter_= 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.446(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: • xalfstreet flow width = 16.370(Ft.) Flow velocity = 2.20(Ft/s) Travel time = 2.39 min. TC = 17.37 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Rainfall intensity = 1.740(In/Hr) for Subarea runoff = 0.792(CFS) for 0 min. 000(Ft.) 6.159(CFS) 201(Ft/s) ~-7 C ^ fraction = 0.500 a 10.0 year stornl .600(AC.) Total runoff = 6.516(CFS) Total area = Street flow at end of street = 6.516(CFS) Half street flow at end of street = 6.516(CFS) Depth of flow = 0.453(Ft.), Average velocity = Flow width (from curb towards crown)= 16.739(Ft.) 560 (AC. ) 231(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 9.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ~ Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) Pipe length = 380.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.516(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.516(CFS) P.~,y ~fo Normal flow depth in pipe = 11.07(In.) 903 Flow top width inside pipe = 17.52(In.) Critical Depth = 11.85(In.) . Pipe flow velocity = 5.71(Ft/s) Travel time through pipe = 1.11 min. Time of concentration (TC) = 18.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 37.700(Ft.) Bottom (of initial area) elevation = 32.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00685 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 14.766 Rainfall intensity = 1.903(In/Hr) for a SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; impervious Initial subarea runoff = 5.544(CFS) • Total initial stream area = 3.800(Ac Pervious area fraction = 0.500 "0.2 min. 10.0 year storm 7 - ?i fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.700(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) T-.~. Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.879(CFS) • Depth of flow = 0.458(Ft.), Average velocity = 2.624(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.982(Ft.) Flow velocity = 2.62(Ft/s) Travel time = 4.76 min. TC = 19.53 min. Adding area flow to street ~~ SINGLE FAMILY (1/4 Acre Lot) 904 Runoff Coefficient = 0 Decimal fraction soil • Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 9. ~ U r ~ LJ 9.470(CFS) !' , = 0.500 year storm 000(AC.) Half street flow at end of street = 9.470(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.745(Ft/s) Flow width (from curb towards crown)= 18.253(Ft.) .752 group A = 0.000 group B = 0.500 group C = 0.500 group D = 0.000 2) = 62.50 = 0.500; Impervious fraction 1.632(In/Hr) for a 10.0 3.926(CFS) for 3.200(Ac.) 470(CFS) Total area = 7 Street flow at end of street = ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.000(AC.) Runoff from this stream = 9.470(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 905.000 to Point/Station 906.000 **** INITIAL AREA EVALUATION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 3.327(CFS) Total initial stream area = 2.470(Ac Pervious area fraction = 0.500 Slope = 0.00596 s(percent)= 0.60 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 16.800 Rainfall intensity = 1.772(In/Hr) for a Initial area flow distance = 940.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 34.100(Ft Difference in elevation = 5.600(Ft.) "0 min. 10.0 year storm 4 _ ~i fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 906.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDZTION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) ~ Height of curb above gutter flowline = 6.0(In.) ~05 Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18:000(Ft.) • Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 . • Estimated mean flow rate at midpoint of street = 4.809(CFS) Depth of flow = 0.391(Ft.), Average velocity = 2.431(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.637(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 5.76 min. TC = 22.56 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.507(In/Hr) for a 10.0 Subarea runoff = 2.467(CFS) for 2.200(AC.) Total runoff = 5.794(CFS) Total area = 4 Street flow at end of street = 5.794(CFS) Half street flow at end of street = 5.794(CFS) Depth of flow = 0.412(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 14.698(Ft.) = 0.500 year stornt 670(AC.) 543(Ft/s) T-~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 670(AC.) 5.794(CFS) 22.56 min. .507(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 9.470 19.53 2 5.794 22.56 Largest stream flow has longer Qp = 9.470 + sum of Qa Tb/Ta 5.794 * 0.866 = Qp = 14.486 Rainfall Intensity (In/Hr) 1.632 1.507 or shorter time 5.016 of concentration !/~ ' Total of 2 streams to confluence: 9~~ Flow rates before confluence point: 9.470 5.794 • Area of streams before confluence: 7.000 4.670 Results of confluence: Total flow rate = 14.486(CFS) Time of concentration = 19.529 min. Effective stream area after confluence = 11.670(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.670(Ac.) Runoff from this stream = 14.486(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 908.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION ***~ Initial area flow distance = 67.000(Ft.) • Top (of initial area) elevation = 42.200(Ft.) Bottom (of.initial area) elevation = 38.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.06269 s(percent)= 6.27 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 1.676(CFS) Total initial stream area = 0.550(AC.) Pervious area fraction = 0.100 • is assuming the year stoxm T-7 = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 909.000 to Point/Station 911.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ~i~op ot street segment elevation = 38.000(Ft.) End of street segment elevation = 34.100(Ft.) Length of street segment = 755.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) ~ ~o) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 • Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.508(CFS) Depth of flow = 0.456(Ft.), Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.875(Ft.) %-~ Flow velocity = 2.19(Ft/s) ~ Travel time = 5.74 min. TC = 10.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.267(In/Hr) for a 10.0 year storm Subarea runoff = 5.625(CFS) for 3.170(Ac.) Total runoff = 7.302(CFS) Total area = 3.720(AC.) • Street flow at end of street = 7.302(CFS) Half street flow at end of street = 7.302(CFS) Depth of flow = 0.471(Ft.), Average velocity = 2.256(Ft/s) Flow width (from curb towards crown)= 17.656(Ft.) ++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.720(AC.) Runoff from this stream = 7.302(CFS) Time of concentration = 10.74 min. Rainfall intensity = 2.267(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 910.000 to Point/Station 911.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 8.100(Ft.) • Slope = 0.01095 s(percent)= 1.09 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 ?-9 Initial area time of concentration = 10.398 min. Rainfall intensity = 2.307(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 ~3` Decimal fraction soil group A= 0.000 Qo $ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.100; Impervious Znitial subarea runoff = 2.023(CFS) Total initial stream area = 1.000(Ac Pervious area fraction = 0.100 T- 9 fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(AC.) Runoff from this stream = 2.023(CFS) Time of concentration = 10.40 min. Rainfall intensity = 2.307(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) -(min) (In/Hr) 1 7.302 10.74 z.26~ 2 2.023 10.40 2.307 Largest stream flow has longer time of concentration ~ 4p = 7.302 + sum of Qb ia/Ib 2.023 * 0.983 = 1.988 4P = 9.290 Total of 2 streams to confluence: Flow rates before confluence point: 7.302 2.023 Area of streams before confluence: 3.720 1.000 Results of confluence: Total flow rate = 9.290(CFS) Time of concentration = 10.735 min. Effective stream area after confluence = 4.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) ~'~ Slope from curb to property line (v/hz) = 0.020 Z~ Gutter width = 2.000(Ft.) °n9 Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 . Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.343(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.927(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.479(Ft.) Flow velocity = 2.93(Ft/s) _ Travel time = 4.78 min. TC = 15.52 min. -~~ Adding area flow to street c SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.851(In/Hr) for a 10.0 year stoxm Subarea runoff = 1.514(CFS) for 1.070(AC.) Total n,inoff = 10.804(CFS) Total area = 5.790(AC.) Street flow at end of street = 10.804(CFS) Half street flow at end of street = 10.804(CFS) Depth of flow = 0.494(Ft.), Average velocity = 2.959(Ft/s) Flow width (from curb towards crown)= 18.796(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCfi OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.790(Ac.) Runoff from this stream = 10.804(CFS) Time of concentration = 15.52 min. Rainfall intensity = 1.851(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 912.000 to Point/Station 913.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 32.1o0(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.490 min. Rainfall intensity = 1.923(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 ~ -~; • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pexvious area fraction = 0.500; Impervious fraction = 0.500 Z~ Initial subarea runoff = 4.723(CFS) !10 • • Total initial stream area = 3.200(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 913.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Aeight of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 705.000(Ft.) Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.433(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.757(Ft.) Flow velocity = 2.44(Ft/s) Travel time = 4.82 min. TC = 19.31 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.753 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.642(In/Hr) for a 10.0 Subarea runoff = 2.718(CFS) for 2.200(Ac.) Total runoff = 7.442(CFS) Total area = 5 Street flow at end of street = 7.442(CFS) Half street flow at end of street = 7.442(CFS) Depth of flow = 0.454(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 16.781(Ft.) 6.347(CFS) 440(Ft/5) ~ - !'L = 0.500 year storm 400 (AC. ) 536(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 • Stream flow area = 5.400(Ac.) Runoff from this stream = 7.442(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.642(In/Hr) Summary of stream data: ~ Stream Flow rate TC Rainfall Intensity 9ii No. (CFS) (min) (In/Hr) • 1 10.804 15.52 1.851 2 7.442 19.31 1.642 Largest stream flow has longer or shorter time of concentration Qp = 10.804 + sum of Qa Tb/Ta 7.442 * 0.804 = 5.982 Qp = 16.785 Total of 2 streams to confluence: Flow rates before confluence point: 10.804 7.442 Area of streams before confluence: 5.790 5.400 Results of confluence: Total flow rate = 16.785(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = 11.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 . Stream flow area = 11 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .190(Ac.) 16.785(CFS) 15.52 min. 1.851(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 14.486 19.53 2 16.785 15.52 Largest stream flow has longer or Qp = 16.785 + sum of Qa Tb/Ta 14.486 * 0.795 = 4P = 28.296 Rainfall Intensity (In/Hr) 1.632 1.851 shorter time of concentration 11.510 Total of 2 main streams to confluence: Flow rates before confluence point: 14.486 16.785 Area of streams before confluence: 11.670 11.190 • Results of confluence: Total flow rate = 28.296(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = 22.860(Ac.) _,r 7.~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 9!Z Process from Point/Station 914.000 to Point/Station 914.000 ~**~ CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.860(AC.) Runoff from this stream = 28.296(CFS) Time of concentration = 15.52 min. Rainfall intensity = 1.851(In/Hr) Process from Point/Station 9.010 to Point/Station 9.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.682(In/Hr) for a 10.0 year storm SZNGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal Eraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 18.48 min. Rain intensity = 1.68(In/Hr) Total area = 4.56(Ac.) Total runoff = 6.52(CFS) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.010 **** CONFLUENCE OF MINOR STRfiAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.560(AC.) Runoff from this stream = 6.520(CFS) Time of concentration = 18.48 min. Rainfall intensity = 1.682(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 28.296 15.52 2 6.520 18.48 Largest stream flow has longer Qp = 28.296 + sum of Qa Tb/Ta 6.520 * 0.840 = Qp = 33.770 1.851 1.682 or shorter time 5.475 Total of 2 streams to confluence: Flow rates before confluence point: • 28.296 6.520 Area of streams before confluence: 22.860 4.560 Results of confluence: Total flow rate = 33.770(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = of concentration Z~ 27.420(AC.) 9~3 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.800(Ft.) Pipe length = 115.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.770(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.770(CFS) Normal flow depth in pipe = 20.41(In.) Flow top width inside pipe = 27.98(In.) Critical Depth = 23.70(In.) y°~`~~ Pipe flow velocity = 9.50(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 15.72 min. End of computations, total study area = 31.98 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.481 Area averaged RI index number = 62.5 ~ • ~~ Iooo • r~ LJ • V ~~ /~_ ioo ~ Riverside County Rational Aydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305J.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "J" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydLOlOJy Study COntr01 IrifOnndtiOII ********** English (in-lb) Units used in input data file • • ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year stozm 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) 100 year storni 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1001.000 **** INZTIAL AREA EVALUATION **** 0 year stornt ~,T - ~ Pervious area fraction = 0.500; Impenrious fraction = 0.500 Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 48.200(Ft.) Bottom (of initial area) elevation = 38.2oo(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01130 s(percent)= 1.13 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.429 min. Rainfall intensity = 1.927(In/Hr) for a 10. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 (r ` Ioo2 Initial subarea runoff = 6.260(CFS) Total initial stream area = 4.230(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station 10.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.200(Ft.) Downstream point/station elevation = 31.500(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.260(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.260(CFS) Normal flow depth in pipe = 11.29(In.) ~~i G Flow top width inside pipe = 12.95(In.) Critical Depth = 12.12(In.) Pipe flow velocity = 6.32(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 15.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: . In Main Stream number: 1 Stream flow area = 4.230(AC.) Runoff from this stream = 6.260(CFS) Time of concentration = 15.30 min. Rainfall intensity = 1.866(In/Hr) Program is now starting with Main Stream No. 2 l J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 36.700(Ft. Difference in elevation = 8.300(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 14.977 min. Rainfall intensity = 1.888(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm J-2 Pervious area fraction = 0.500; Impervious fraction = 0.500 Pervious area fraction = 0.500 ~ Initial subarea runoff = 3.370(CFS) Total initial stream area = 2.330(AC.) I~d3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 1003.000 to Point/Station 1003.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.330(Ac.) Runoff from this stream = 3.370(CFS) Time of concentration = 14.98 min. Rainfall intensity = 1.888(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1004.000 to Point/Station 1005.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00836 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.190 min. Rainfall intensity = 1.945(In/Hr) for a 10.0 year stozm SINGLE FAMILY (1/4 ACre Lot) 7 Runoff Coefficient = 0.769 J'3 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 • Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.559(CFS) Total initial stream area = 2.380(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 3.559(CFS) Time of concentration = 14.19 min. Rainfall intensity = 1.945(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.370 14.98 1.888 . 2 3.559 14.19 1.945 Largest stream flow has longer or shorter time of concentration Qp = 3.559 + sum of Qa Tb/Ta 3.370 * 0.947 = 3.193 Qp = 6.752 ~~ ~oo~ Total of 2 streams to confluence: Flow rates before confluence point: . 3.370 3.559 Area of streams before confluence: 2.330 2.380 Results of confluence: Total flow rate = 6.752(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 4.710(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.710(Ac.) Runoff from this stream = 6.752(CFS) Time of concentration = 14.19 min. Rainfall intensity = 1.945(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 . z Largest QP = 4P = 6.260 15.30 6.752 14.19 stream flow has longer 6.752 + sum of Qa Tb/Ta 6.260 * 0.928 = 12.558 Rainfall Intensity (In/Hr) 1.866 1.945 or shorter time 5.806 Total of 2 main streams to confluence: Flow rates before confluence point: 6.260 6.752 Area of streams before confluence: 4.230 4.710 Results of confluence: Total flow rate = 12.558(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = of concentration 8.940(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 31.500(Ft.) ~ Downstream point/station elevation = - 29.500(Ft.) Pipe length 375.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 12.558(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.558(CFS) Normal flow depth in pipe = 15.66(In.) r~~E 2~Z Flow top width inside pipe = 22.86(In.) ~005 . ~ ~J Critical Depth = 15.28(In.) Pipe flow velocity = 5.79(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) = 15.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.940(Ac.) Runoff from this stream = 12.558(CFS) Time of concentration = 15.27 min. Rainfall intensity = 1.868(In/Hr) Program is now starting with Main Stream No. 2 +++++++++ 10.020 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1007.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.500(Ft Difference in elevation = 6.300(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390)*((length"3)/(elevation change)] initial area time of concentration = 15.772 "0 min. 10.0 year storm T .±- 4 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.124(CFS) Total initial stream area = 2.230(AC.) Pervious area fraction = 0.500 Rainfall intensity = 1.835(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RZ index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1009.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 35.200(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ~~~E ,T,-5 24'~ ~oo~ Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 • Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.474(CFS) Depth of flow = 0.387(Ft.), Average velocity = 1.811(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.418(Ft.) Flow velocity = 1.81(Ft/s) J-5 Travel time = 2.58 min. TC = 18.35 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.688(In/Hr) for a 10.0 year storm Subarea runoff = 0.638(CFS) for 0.500(AC.) Total runoff = 3.761(CFS) Total area = 2.730(AC.) Street flow at end of street = 3.761(CFS) Half street flow at end of street = 3.761(CFS) Depth of flow = 0.395(Ft.), Average velocity = 1.845(Ft/s) Flow width (from curb towards crown)= 13.856(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.730(AC.) Runoff from this stream = 3.761(CFS) Time of concentration = 18.35 min. Rainfall intensity = 1.688(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1008.000 to Point/Station 1009.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 38.200(Ft.) Bottom (of initial area) elevation = 35.200(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00517 s(percent)= 0.52 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.246 min. Rainfall intensity = 1.941(In/Hr) for a 10.0 year stornl SINGLE FAMILY (1/4 Acre Lot) 7_/ Runoff Coefficient = 0.769 J ~o • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Z~ Initial subarea runoff = 3.669(CFS) 1~~7 Total initial stream area = 2.460(AC.) Pervious area fraction = 0.500 . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 3.669(CFS) Time of concentration = 14.25 min. Rainfall intensity = 1.941(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.761 18.35 1.688 2 3.669 14.25 1.941 Largest stream flow has longer time of concentration Qp = 3.761 + sum of Qb Ia/Ib 3.669 * 0.870 = 3.192 Qp = 6.954 Total of 2 streams to confluence: . Flow rates before confluence point: 3.761 3.669 Area of streams before confluence: 2.730 2.460 Results of confluence: Total flow rate = 6.954(CFS) Time of concentration = 18.350 min. Effective stream area after confluence = 5.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **~* Upstream point/station elevation = 30.200(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.954(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.954(CFS) Normal fiow aepth in pipe = 11.18(In.) ~'IP~ Flow top width inside pipe = 17.46(In.) ~ Critical Depth = 12.25(In.) Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.22 min. • Time of concentration (TC) = 18.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** ~~ Ia~B The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 5.190(Ac.) Runoff from this stream = 6.954(CFS) Time of concentration = 18.57 min. Rainfall intensity = 1.677(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00708 s(percent}= 0.71 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.004 min. Rainfall intensity = 1.959(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) 1 Runoff Coefficient = 0.770 ~1-~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.402(CFS) Total initial stream area = 2.920(AC.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream flow Stream number area = Runoff from this stream = Time of concentration = Rainfall intensity = 3 in normal stream number 1 .920(AC.) 4.402(CFS) 14.00 min. 1.959(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1011.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 38.400(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 3.300(Ft.) • Slope = 0.00673 s(percent)= 0.67 ~ TC = k(0.390)*[(length"3)/(elevation change)]"0.2 v' Initial area time of concentration = 12.632 min. Rainfall intensity = 2.073(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 2~p Decimal fraction soil group A= 0.000 ~~~9 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.500; Impervious fraction = Initial subarea runoff = 4.722(CFS) Total initial stream area = 2.940(AC.) Pervious area fraction = 0.500 ~ C~ J-8 0.500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station **** CONFLUENCPs OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 2.940(AC.) Runoff from this stream = 4.722(CFS) Time of concentration = 12.63 min. Rainfall intensity = 2.073(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.402 14.00 1.959 2 4.722 12.63 2.073 Largest stream flow has longer or shorter time Qp = 4.722 + sum of Qa Tb/Ta 4.402 * 0.902 = 3.970 Qp = 8.693 Total of 2 streams to confluence: Flow rates before confluence point: 4.402 4.722 Area of streams before confluence: 2.920 2.940 Results of confluence: Total flow rate = 8.693(CFS) Time of concentration = 12.632 min. Effective stream area after confluence = 1012.000 of concentration 5.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIMFi (Program estimated size) **** Upstream point/station elevation = 30.100(Ft.? Downstream point/station elevation = 29.500(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.693(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.693(CFS) Normal flow depth in pipe = 12.49(In.) Flow top width inside pipe = 16.59(In.) Critical Depth = 13.70(In.) Pipe flow velocity = 6.64(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.78 min. Plf r 2~~ In la . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.860(AC.) Runoff from this stream = 8.693(CFS) Time of concentration = 12.78 min. Rainfall intensity = 2.060(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.558 15.27 1.868 2 6.954 18.57 1.677 3 8.693 12.78 2.060 Largest stream flow has longer or shorter time of concentration Qp = 12.558 + sum of 4a Tb/Ta 6.954 * 0.822 = 5.718 Qb Ia/Ib 8.693 * 0.907 = 7.883 4P = 26.159 . Total of 3 main streams to confluence: Flow rates before confluence point: 12.558 6.954 8.693 Area of streams before confluence: 8.940 5.190 5.860 Results of confluence: Total flow rate = 26.159(CFS) Time of concentration = 15.270 min. Effective stream area after confluence = 19.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIMPs (Program estimated size) **** Upstream point/station elevation = 29.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 315.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 26.159(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.159(CFS) Normal flow depth in pipe = 22.15(In.) . Flow top width inside pipe = 26.37(In.) .f,~~ C Critical Depth = 20.93(In.) Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 16.05 min. ~~~ lol( • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number i Stream flow area = 19.990(Ac.) Runoff from this stream = 26.159(CFS) Time of concentration = 16.05 min. Rainfall intensity = 1.817(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1014.000 **** INITIAL AREA EVALUATION **** Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[llength"3)/(elevation change)]"0.2 Initial area time of concentration = 14.764 min. Rainfall intensity = 1.903(In/Hr) for a 10.0 year storm Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 38.100(Ft.) Bottom (of initial area) elevation = 33.300(Ft Difference in elevation = 4.800(Ft.) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.128(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 0.500 V-I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 28.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 50.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 6.128(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.128(CFS) Normal flow depth in pipe = 10.82(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 11.48(In.) Pipe flow velocity = 5.52(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 15.01 min. I I~~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Z~ Stream flow area = 4.200(Ac.) (a12 Runoff from this stream = 6.128(CFS) Time of concentration = 15.01 min. • Rainfall intensity = 1.886(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.159 16.05 1.817 2 6.128 15.01 1.886 Largest stream flow has longer time of concentration Qp = 26.159 + sum of Qb Ia/Ib 6.128 * 0.964 = 5.906 Qp = 32.064 • . Total of 2 streams to confluence: Flow rates before confluence point: 26.159 6.128 Area of streams before confluence: 19.990 4.200 Results of confluence: Total flow rate = 32.064(CFS) Time of concentration = 16.050 min. Effective stream area after confluence = 24.190(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ~iPE End of computations, total study area = 24.19 (AC.) The following figures may be used for a unit hydrograph study of the same area. Upstream point/station elevation = 27.900(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 175.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 32.064(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 32.064(CFS) Nozmal flow depth in pipe = 18.33(In.) Flow top width inside pipe = 25.21(In.) Critical Depth = 23.39(In.) Pipe flow velocity = 11.15(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 16.31 min. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 62.5 ~ I I o0 ~ U ~ .~ ~\10 ~~ i~~i Riverside County Rational xydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305K.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "K" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntYOl InfOnndtiOri ********** English (in-lb) Units used in input data file u ~ ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stornt event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,'Itnc, Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stornt 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1100.000 to Point/Station 1101.000 **** INITIAL AREA EVALUATION **** 0 year stozm K-I Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 43.600(Ft. Difference in elevation = 6.100(Ft.) Slope = 0.01220 s(percent)= 1.22 TC = k(0.300)*[(length"'3)/(elevation change)j"0.2 Initial area time of concentration = 8.698 min. Rainfall intensity = 2.546(In/Hr) for a 10 CONII~7ERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ~~ Ilo Z . . Initial subarea runoff = 4.226(CFS) Total initial stream area = 1.900(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1101.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 43.600(Ft.) Downstream point elevation = 32.000(Ft.) Channel length thru subarea = 1220.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z~ of left channel bank = 1.000 Slope or 'Z~ of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = Manning's 'N~ = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 10.509(CFS) Depth of flow = 1.338(Ft.), Average velocity = Channel flow top width = 2.677(Ft.) Flow Velocity = 5.87(Ft/s) Travel time = 3.47 min. Time of concentration = 12.16 min. 10.509(CFS) 5.866(Ft/s) K-2 Sub-Channel No. 1 Critical depth = 1.469(Ft.) ~ ~ ' Critical flow top width = 2.938(Ft.) ~ ~ ' Critical flow velocity= 4.872(Ft/s) ~ ~ ~ Critical flow area = 2.157(Sq.Ft) Adding area flow to channel CONIINERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.117(In/Hr) for a 10.0 year storm Subarea runoff = 10.407(CFS) for 5.650(Ac.) Total runoff = 14.633(CFS) Total area = 7.550(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.550(AC.) Runoff from this stream = 14.633(CFS) Time of concentration = 12.16 min. Rainfall intensity = 2.117(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 855.000(Ft.) ~j Ilo3 Top (of initial area) elevation = 45.500(Ft.) Bottom (of initial area) elevation = 39.oo0(Ft.) • Difference in elevation = 6.500(Ft.) Slope = 0.00760 s(percent)= 0.76 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 ~''~ Initial area time of concentration = 11.850 min. Rainfall intensity = 2.147(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.617(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1103.000 to Point/Station 1104.000 **~* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 4.617(CFS) • Nearest computed pipe diameter =- 15.00(In.) Calculated individual pipe flow 4.617(CFS) Normal flow depth in pipe = 8.74(In.) Flow top width inside pipe = 14.79(In.) ~'~~ ~ Critical Depth = 10.45(In.) Pipe flow velocity = 6.22(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 13.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream flow Stream number area = Runoff from this stream = Time of concentration = Rainfall intensity = 1 in nozmal stream number 2 470(AC.) 4.617(CFS) 13.19 min. .025(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1133.000 to Point/Station 1104.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01400 s(percent)= 1.40 TC = k(0.300)*[(length"'3)/(elevation change)]"0.2 -,.Ca, Initial area time of concentration = 8.462 min. K-~- U~ Ilo4 Rainfall intensity = 2 CONIl~IERCIAL subarea type • Runoff Coefficient = 0.874 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) _ Pervious area fraction = 0 Initial subarea runoff = Total initial stream area = Pervious area fraction = 0. 584(In/Hr) for a A = 0.000 B = 1.000 C = 0.000 D = 0.000 56.00 100; Impervious 6.325(CFS) 2.800(Ac 100 10.0 year storm fraction = 0.900 K -~{- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 3 800(AC.) 6.325(CFS) 8.46 min. .584(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) • 1 14.633 12.16 2.117 2 4.617 13.19 2.025 3 6.325 8.46 2.584 Largest stream flow has longer or shorter time of concentration Qp = 14.633 + sum of Qa Tb/Ta 4.617 * 0.922 = 4.259 Qb Ia/Ib 6.325 * 0.819 = 5.180 4P = 24.072 Total of 3 streams to confluence: Flow rates before confluence point: 14.633 4.617 6.325 Area of streams before confluence: 7.550 2.470 2.800 Results of confluence: Total flow rate = 24.072(CFS) Time of concentration = 12.165 min. Effective stream area after confluence = 12.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1107.000 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 27.800(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 75.00(Ft.) Manning's N= 0.013 ~ No. of pipes = 1 Required pipe flow = 24.072(CFS) Nearest computed pipe diameter = 24.00(In.) IIc~S Calculated individual pipe Normal flow depth in pipe = ~ Flow top width inside pipe Critical Depth = 20.83(In Pipe flow velocity = 8 Travel time through pipe = Time of concentration (TC) flOw = 24.072(CFS) 19.08(In.) = 19.38(In.) ) 99(Ft/s) 0.14 min. 12.30 min. PIt'~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS +*** Along Main Stream number: 1 in nornial stream number 1 Stream flow area = 12.820(AC.) Runoff from this stream = 24.072(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.104(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 48.400(Ft.) Bottom (of initial area) elevation = 40.400(Ft Difference in elevation = 8.000(Ft.) • Slope = 0.01270 s(percent)= 1.27 TC = k(0.710)*[(length"3)/(elevation change)] Initial area time of concentration = 22.400 Rainfall intensity = 1.513(In/Hr) for a UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.645 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 5.560(CFS) Total initial stream area = 5.700(Ac Pervious area fraction = 1.000 "0 min. 10.0 year storm fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** K-S 1107.000 Upstream point/station elevation = 34.500(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.560(CFS) . Nearest computed pipe diameter =- 15.00(In.) Calculated individual pipe flow 5.560(CFS) Normal flow depth in pipe = 11.12(In.) Flow top width inside pipe = 13.14(In.) Critical Depth = 11.46(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 2.43 min. PI~ E Z~ Ila~ Time of concentration (TC) = 24.83 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 5.700(AC.) Runoff from this stream = 5.560(CFS) Time of concentration = 24.83 min. Rainfall intensity = 1.430(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.072 12.30 2.104 2 5.560 24.83 1.430 Largest stream flow has longer or shorter time of concentration Qp = 24.072 + sum of Qa Tb/Ta 5.560 * 0.496 = 2.755 4P = 26.827 Total of 2 streams to confluence: Flow rates before confluence point: • 24.072 5.560 Area of streams before confluence: 12.820 5.700 Results of confluence: Total flow rate = 26.827(CFS) Time of concentration = 12.304 min. Effective stream area after confluence = 18.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point./Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 26.900(Ft.) Downstream point/station elevation = 26.200(Ft.) Pipe length = 70.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 26.827(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 26.827(CFS) Normal flow depth in pipe = 19.41(In.) Flow top width inside pipe = 24.28(in.) P~P ~` Critical Depth = 21.66(In.) Pipe flow velocity = 8.77(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.44 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.010 **** CONFLUENCE OF MINOR STREAMS *~** ~fI Along Main Stream number: 1 in normal stream number 1 lio7 Stream flow area = 18.520(Ac.) Runoff from this stream = 26.827(CFS) • Time of concentration = 12.44 min. Rainfall intensity = 2.091(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1108.000 to Point/Station 1109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 49.000(Ft.) Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00893 5(percent)= 0.89 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 9.688 Rainfall intensity = 2.399(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.100; Impervious Initial subarea runoff = 1.549(CFS) Total initial stream area = 0.740(Ac • Pervious area fraction = 0.100 "0.2 min. 10.0 year storm fraction = 0.900 ~-Co ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1109.000 to Point/Station 1110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.000(Ft.) End of street segment elevation = 38.300(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.052(CFS) Depth of flow = 0.303(Ft.), Average • Streetflow hydraulics at midpoint of s Halfstreet flow width = 9.251(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 4.75 min. TC = Adding area flow to street CO[~IINERCIAL subarea type Runoff Coefficient = 0.868 velocity = treet travel: 14.44 min. 106(Ft/s) {~:.- 7 ~ ~~og Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 • Decimal fraction soil group C= 0.000 K-7 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.926(In/Hr) for a 10.0 year stonn Subarea runoff = 0.803(CFS) for 0.480(AC.) Total runoff = 2.352(CFS) Total area = 1.220(Ac.) Street flow at end of street = 2.352(CFS) Half street flow at end of street = 2.352(CFS) Depth of flow = 0.315(Ft.), Average velocity = 2.173(Ft/s) Flow width (from curb towards crown)= 9.820(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1110.000 to Point/Station 1111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.300(Ft.) End of street segment elevation = 32.000(Ft.) Length of street segment = 645.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street • Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.309(CFS) Depth of flow = 0.370(Ft.), Average velocity = 2.530(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.589(Ft.) K_$ Flow velocity = 2.53(Ft/s) Travel time = 4.25 min. TC = 18.69 min. Adding area flow to street COhIMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RZ index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious fraction = 0.900 Rainfall intensity = 1.672(In/Hr) for a 10.0 year stoxin Subarea runoff = 2.936(CFS) for 2.030(AC.) Total runoff = 5.289(CFS) Total area = 3.250(AC.) • Street flow at end of street = 5.289(CFS) Half street flow at end of street = 5.289(CFS) Depth of flow = 0.392(Ft.), Average velocity = 2.657(Ft/s) Flow width (from curb towards crown)= 13.683(Ft.) (.~ ` +++++++++++++++++++++++++++++++++++ Ilo9 Process from Point/Station 1111.000 to Point/Station 1111.000 **** CONFLUENCE OF MINOR STREAMS **** • • Along Main Stream number: Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in norntal stream number 2 250 (Ac. ) 5.289(CFS) 18.69 min. .672(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 26.827 12.44 2 5.289 18.69 Largest stream flow has longer or Qp = 26.827 + sum of Qa Tb/Ta 5.289 * 0.666 = Qp = 30.347 Rainfall Intensity (In/Hr) 2.091 1.672 shorter time of concentration 3.520 Total of 2 streams to confluence: Flow rates before confluence point: 26.827 5.289 Area of streams before confluence: 18.520 3.250 Results of confluence: Total flow rate = 30.347(CFS) Time of concentration = 12.437 min. Effective stream area after confluence = Process from Point/Station 11.010 to **** PIPEFLOW TRAVEL TIME (User specified 21.770(AC.) ++++++++++++++++++++++++++++ Point/Station 11.020 size) **** Upstream point/station elevation = 26.200(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 30.347(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 30.34'7(CFS) Normal flow depth in pipe = 16.62(In.) Flow top width inside pipe = 35.89(In.) Critical Depth = 21.40(In.) Pipe flow velocity = 9.52(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 12.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.770(AC.) Runoff from this stream = 30.347(CFS) Time of concentration = 12.63 min. Rainfall intensity = 2.074(In/Hr) (~IPL 11.020 ~O (I(o • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 ***~ USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.801(In/Hr) for a 10.0 year storm CONIINERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~~~~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 16.31 min. Rain intensity = 1.80(In/Hr) Total area = 24.19(Ac.) Total runoff = 32.06(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** ~ L J • Along Main Stream number: 1 in norntal stream number 2 Stream flow area = 24.190(Ac.) Runoff from this stream = 32.060(CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.801(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.347 12.63 2.074 2 32.060 16.31 1.801 Largest stream flow has longer time of concentration Qp = 32.060 + sum of Qb Ia/Ib 30.347 * O.S69 = 26.365 Qp = 58.425 Total of 2 streams to confluence: Flow rates before confluence point: 30.347 32.060 Area of streams before confluence: 21.770 24.190 Results of confluence: Total flow rate = 58.425(CFS) Time of concentration = 16.310 min. Effective stream area after confluence = 45.960(Ac.) 11.020 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (USer specified size) **** Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) ~` Pipe length = 424.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 58.425(CFS) • Given pipe size = 48.00(In.) _ Calculated individual pipe flow 58.425(CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 47.99(In.) Critical Depth = 27.64(In.) Pipe flow velocity = 9.53(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 17.05 min. ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.960(AC.) Runoff from this stream = 58.425(CFS) Time of concentration = 17.05 min. Rainfall intensity = 1.758(In/Hr) Program is now starting.with Main Stream No. 2 ++++++++++++++++++++++++++++ Process from Point/Station **** INITIAL AREA EVALUATION 1112.000 to Point/Station **** P~~'~ 11.030 +++++++++ 1113.000 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.698(CFS) Total initial stream area = 0.900(AC.) Pervious area fraction = 0.100 Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 35.600(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00776 s(percent)= 0.78 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.772 min. Rainfall intensity = 2.155(In/Hr) for a 10. COhIMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1113.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** K-q +++++++++ 1116.000 Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) ~2 Distance from crown to crossfall grade break = 26.000(Ft.) Top of street segment elevation = 35.600(Ft End of street segment elevation = 31.700(Ft Length of street segment = 700.000(Ft.) 0 year storni iiiz Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 • Street flow is on [1] side(s) of the street Distance from curb to property line 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.358(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.969(Ft.) Flow velocity = 1.86(Ft/s) Travel time = 6.29 min. TC = 18.06 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.703(In/Hr) for a 10.0 Subarea runoff = 1.855(CFS) for 1.250(AC.) Total runoff = 3.553(CFS) Total area = 2 . Street flow at end of street = 3.553(CFS) Half street flow at end of street = 3.553(CFS) Depth of flow = 0.379(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 13.050(Ft.) 2.878(CFS) 856(Ft/s) ~~- ~O = 0.900 year storm 150(AC.) 951(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.150(AC.) Runoff from this stream = 3.553(CFS) Time of concentration = 18.06 min. Rainfall intensity = 1.703(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1114.000 to Point/Station 1115.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 37.600(Ft.) Bottom (of initial area) elevation = 34.500(Ft.) Difference in elevation = 3.100(Ft.) • Slope = 0.00554 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.660 min. Rainfall intensity = 2.276(In/Hr) for a 10.0 year storm COMMERCIAL subarea type K-~~ Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 ~3 II13 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~~-I~ . Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.998(CFS) Total initial stream area = 0.500(Ac.) Pezvious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1115.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.500(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 • Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.437(CFS) Depth of flow = 0.296(Ft.), Average velocity = 1.584(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.881(Ft.) K-~2 Flow velocity = 1.58(Ft/s) Travel time = 5.26 min. TC = 15.92 min. Adding area flow to street CONIINERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.825(In/Hr) for a 10.0 year stornl Subarea runoff = 0.701(CFS) for 0.440(AC.) Total runoff = 1.698(CFS) Total area = 0.940(Ac.) Street flow at end of street = 1.698(CFS) Half street flow at end of street = 1.698(CFS) Depth of flow = 0.310(Ft.), Average velocity = 1.645(Ft/s) Flow width (from curb towards crown)= 9.561(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 ~~ Stream flow area = 0.940(AC.) 1114 Runoff from this stream = 1.698(CFS) Time of concentration = 15.92 min. • Rainfall intensity = 1.825(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ar) 1 3.553 18.06 1.703 2 1.698 15.92 1.825 Largest stream flow has longer time of concentration Qp = 3.553 + sum of Qb Ia/Ib 1.698 * 0.933 = 1.585 Qp = 5.138 Total of 2 streams to confluence: Flow rates before confluence point: 3.553 1.698 Area of streams before confluence: 2.150 0.940 Results of confluence: Total flow rate = 5.138(CFS) Time of concentration = 18.059 min. Effective.stream area after confluence = 3.090(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.435(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.858(Ft.) Flow velocity = 2.08(Ft/s) . Travel time = 3.69 min. TC = 21.75 min. Adding area flow to street CONIDIERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 5.471(CFS) 2.078(Ft/s) K- ~3 / Z~°' ins Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.75 • Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.538(In/Hr) for a 10.0 Subarea runoff = 0.541(CFS) for 0.400(AC.) Total runoff = 5.679(CFS) Total area = 3 Street flow at end of street = 5.679(CFS) Half street flow at end of street = 5.679(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 16.095(Ft.) K-13 - 0.900 year stozm 490(AC.) 096(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.490(Ac.) Runoff from this stream = 5.679(CFS) Time of concentration = 21.75 min. Rainfall intensity = 1.538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1117.000 to Point/Station 1118.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 375.000(Ft.) • Top (of initial area) elevation = 31.300(Ft.) Bottom (of.initial area) elevation = 29.400(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.242 min. Rainfall intensity = 2.462(In/Hr) for a 10.0 COhIMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 0.735(CFS) Total initial stream area = 0.340(AC.) Pervious area fraction = 0.100 year storm K- I4 = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 -~ Stream flow area = 0.340(AC.) Runoff from this stream = 0.735(CFS) Time of concentration = 9.24 min. Rainfall intensity = 2.462(In/Hr) Summary of stream data: ~~ Stream Flow rate TC Rainfall Intensity fll~ No. (CFS) (min) (In/Hr) ~ 1 5.679 21.75 1.538 2 0.735 9.24 2.462 Largest stream flow has longer time of concentration Qp = 5.679 + sum of Qb Ia/ib 0.735 * 0.625 = 0.459 Qp = 6.138 Total of 2 streams to confluence: Flow rates before confluence point: 5.679 0.735 Area of streams before confluence: 3.490 0.340 Results of confluence: Total flow rate = 6.138(CFS) Time of concentration = 21.749 min. Effective stream area after confluence = 3.830(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 3.830(AC.) Runoff from this stream = 6.138(CFS) Time of concentration = 21.75 min. Rainfall intensity = 1.538(In/Hr) Program is now starting with Main Stream No. 3 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1119.000 to Point/Station 1120.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) sottom (of initial area) elevation = 31.700(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00930 s(percent)= 0.93 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 initial area time of concentration = 10.567 min. Rainfall intensity = 2.287(In/Hr) for a 10. COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stornl ~-~rJ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.435(CFS) Total initial stream area = 0.720(Ac.) Pervious area fraction = 0.100 ~°1 n~7 • r ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1120.000 to Point/Station 1122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distan ce from crown to crossfall grade break = 27.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slo e from grade break to crown (v/hz) = 0.020 Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) 1.894(CFS) 1.615(Ft/s) K- ~~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.865(In/Hr) for a 10.0 year stonn Subarea runoff = 0.749(CFS) for 0.460(AC.) Total runoff = 2.184(CFS) Total area = 1.180(Ac.) Street flow at end of street = 2.184(CFS) Half street flow at end of street = 2.184(CFS) Depth of flow = 0.337(Ft.), Average velocity = 1.669(Ft/s) Flow width (from curb towards crown)= 10.911(Ft.) P Street flow is on [1] side(s) of the street Distance from curb to property line = 15.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.324(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.270(Ft.) Flow velocity = 1.61(Ft/s) Travel time = 4.75 min. TC = 15.32 min. Adding area flow to street CO[~IINERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.180(Ac.) Runoff from this stream = 2.184(CFS) Time of concentration = 15.32 min. Rainfall intensity = 1.865(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1121.000 to Point/Station 1122.000 **** INITIAL AREA EVALUATION **** ~~ Initial area flow distance = 378.000(Ft.) 1118 Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.400(Ft. • Difference in elevation = 1.900(Ft.) Slope = 0.00503 s(percent)= 0.50 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 9.287 min. Rainfall intensity = 2.455(In/Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 C J . K- ~1 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.819(CFS) Total initial stream area = 0.380(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.819(CFS) Time of concentration = 9.29 min. Rainfall intensity = 2.455(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2.184 15.32 1.865 2 0.819 9.29 2.455 Largest stream flow has longer time of concentration Qp = 2.184 + sum of Qb Ia/Ib 0.819 * 0.759 = 0.622 Qp = 2.806 Total of 2 streams to confluence: Flow rates before confluence point: 2.184 0.819 Area of streams before confluence: 1.180 0.380 Results of confluence: Total flow rate = 2.806(CFS) Time of concentration = 15.316 min. Effective stream area after confluence = 1.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MAIN STREAMS **** ~c~ The following data inside Main Stream is listed: In Main Stream number: 3 II19 Stream flow area = 1.560(AC.) Runoff from this stream = 2.806(CFS) • Time of concentration = 15.32 min. Rainfall intensity = 1.865(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 58.425 17.05 1.758 2 6.138 21.75 1.538 3 2.806 15.32 1.865 Largest stream flow has longer or shorter time of concentration Qp = 58.425 + sum of Qa Tb/Ta 6.138 * 0.784 = 4.812 Qb Ia/Ib 2.806 * 0.943 = 2.646 Qp = 65.883 Total of 3 main streams to confluence: Flow rates before confluence point: 58.425 6.138 2.806 Area of streams before confluence: 45.960 3.830 1.560 • Results of confluence: Total flow rate = 65.883(CFS) Time of concentration = 17.051 min. Effective stream area after confluence = 51.350(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.040 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 696.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 65.883(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 65.883(CFS) Normal flow depth in pipe = 29.86(in.) Flow top width inside pipe = 70.94(In.) 1~~P ~.. Critical Depth = 25.93(In.) Pipe flow velocity = 5.94(Ft/s) Travel time through pipe = 1.95 min. Time of concentration (TC) = 19.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 11.040 to Point/Station 11.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 ~~~ Stream flow area = 51.350(AC.) Runoff from this stream = 65.883(CFS) I 126 . . Time of concentration = 19.00 min. Rainfall intensity = 1.656(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1123.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** "0.2 min. 10.0 year storm K-~8 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.672(CFS) Total initial stream area = 0.300(AC.) Pervious area fraction = 0.100 Rainfall intensity = 2.550(In/Hr) for a CO[~M7ERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 8.673 Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 2 in normal stream number 1 .300(AC.) 0.672(CFS) 8.67 min. 2.550(In/Hr) +++++++++++++~++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1124.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 2.437(In/Hr) for a 10.0 year stozm COMMERCIAL subarea type . Runoff Coefficient = 0.878 /~_~A Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 .~\ Decimal fraction soil group D= 0.000 ~j RI index for soil(AMC 2) = 62.50 f 121 i . Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.770(CFS) Total initial stream area = 0.360(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.360(AC.) Runoff from this stream = 0.770(CFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 0.672 8.67 2.550 2 0.770 9.42 2.437 Largest stream flow has longer time of concentration Qp = 0.770 + sum of Qb Ia/Ib 0.672 * 0.956 = 0.642 Qp = 1.412 Total of 2.streams to confluence: Flow rates before confluence point: 0.672 0.770 Area of streams before confluence: 0.300 0.360 Results of confluence: Total flow rate = 1.412(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MAIN STREAMS **** In Main Stream number: Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting The following data inside Main Stream is listed: ; 0.660(AC.) = 1.412(CFS) 9.42 min. 2.437(In/Hr) with Main Stream No. 3 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1126.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) ~~Z Bottom (of initial area) elevation = 29.600(Ft.) ri22 Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 . TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 2.550(In/Hr) for a 10.0 year storm COPM9ERCIAL subarea type Runoff Coefficient = 0.879 K ~o Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.762(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **+* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.762(CFS) Time of concentration = 8.67 min. Rainfall intensity = 2.550(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1127.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.6oo(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 2.437(In/Hr) for a 10.0 year storm CO[~IERCIAL subarea type Runoff Coefficient = 0.878 K_~I Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.856(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.400(AC.) Z'1?J (123 ` J L~ • Runoff from this stream = 0.856(CFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 0.762 8.67 2.550 2 0.856 9.42 2.437 Largest stream flow has longer time of concentration Qp = 0.856 + sum of Qb Ia/Ib 0.762 * 0.956 = 0.728 Qp = 1.583 Total of 2 streams to confluence: Flow rates before confluence point: 0.762 0.856 Area of streams before confluence: 0.340 0.400 Results of confluence:_ Total flow rate = 1.583(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.740(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 3 Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: 740(Ac.) 1.583(CFS) 9.42 min. .437(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 65.883 19.00 2 1.412 9.42 3 1.583 9.42 Largest stream flow has longer Qp = 65.883 + sum of Qb Ia/Ib 1.412 * 0.680 = Qb ia/Ib 1.583 * 0.680 = QP = 67.919 Rainfall Intensity (In/Hr) 1.656 2.437 2.437 time of concentration 0.960 1.076 Total of 3 main streams to confluence: Flow rates before confluence point: 65.883 1.412 1.583 Area of streams before confluence: 51.350 0.660 0.740 2~~ I124 • Results of confluence: Total flow rate = 67.919(CFS) Time of concentration = 19.003 min. Effective stream area after confluence = • • 52.750(Ac Process from Point/Station 11.040 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Given pipe size = 72.00(In.) Calculated individual pipe flow = 67.919(CFS) Upstream point/station elevation = 29.600(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 67.919(CFS) Time of concentration (TC) = 20.14 min. Normal flow depth in pipe = 18.89(In.) Flow top width inside pipe = 63.35(In.) Critical Depth = 26.38(In.) Pipe flow velocity = 11.49(Ft/s) Travel time through pipe = 1.14 min. 11.050 ° I'P F ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1129.000 to Point/Station 1130.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious initial subarea runoff = 0.915(CFS) Total initial stream area = 0.450(Ac Pervious area fraction = 0.100 Initial area time of concentration = 10.316 min. Rainfall intensity = 2.318(In/Hr) for a 10.0 vear stonn Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 fraction = 0.900 K- ~2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1130.000 to Point/Station 1130.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 0.915(CFS) ~ Time of concentration = 10.32 min. Z~ Rainfall intensity = 2.318(In/Hr) riz~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1131.000 to Point/Station 1132.000 **** INITIAL AREA EVALUATION **+* Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 2.318(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 K'; ~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.75 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.025(CFS) Total initial stream area = 0.500(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 1132.000 to Point/Station 1132.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 2 Stream flow area = 0.500(AC.) Runoff from this stream = 1.025(CFS) Time of concentration = 10.32 min. Rainfall intensity = 2.318(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.915 10.32 2 1.025 10.32 Largest stream flow has longer Qp = 1.025 + sum of Qb Ia/Ib 0.915 * 1.000 = Qp = 1.940 2.318 2.318 time of concentration 0.915 Total of 2 streams to confluence: Flow rates before confluence point: 0.915 1.025 • Area of streams before confluence: 0.450 0.500 Results of confluence: Total flow rate = 1.940(CFS) Time of concentration = 10.316 min. Effective stream area after confluence = End of computations, total study area = 0.95o(AC.) 2~~ 53.70 (AC.) riz~ The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fraction(Ap) = 0.196 Area averaged RI index number = 58.4 u ~ 2~1 ~?oo • ~ ^ F~R -o ~1~ iz~i Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305PR.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY "PALA ROAD" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study ContY01 InfOnnatiori ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) . 100 year stoim 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1200.000 to Point/Station 1201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.500(Ft.) Bottom (of initial area) elevation = 125.000(Ft.) Difference in elevation = 13.500(Ft.) Slope = 0.01350 s(percent)= 1.35 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.247 min. Rainfall intensity = 2.210(In/Hr) for a 10. COMMERCIAL subarea type • Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 21q ~Zd2 initial subarea runoff = 2.734(CFS) Total initial stream area = 1.420(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1201.000 to Point/Station 1202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.000(Ft.) End of street segment elevation = 72.400(Ft.) Length of street segment = 3875.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N_in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.739(CFS) Depth of flow = 0.417(Ft.), Average velocity = 3.299(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 14.924(Ft.) Flow velocity = 3.30(Ft/s) Travel time = 19.58 min. TC = 30.82 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2> = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.269(In/Hr) for a 10.0 year stozm Subarea runoff = 5.672(CFS) for 5.200(AC.) Total runoff = 8.405(CFS) Total area = 6.620(Ac.) Street flow at end of street = 8.405(CFS) Half street flow at end of street = 8.405(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.366(Ft/s) Flow width (from curb towards crown)= 15.424(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.620(Ac.) Runoff from this stream = 8.405(CFS) Time of concentration = 30.82 min. Rainfall intensity = 1.269(In/Hr) ~ izo3 . ++++++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** TC = 15.00 min. Rain intensity = 1.89(In/Hr) Total area = 87.00(AC.) Total runoff = 65.00(CFS) Rainfall intensity = 1.886(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 C~~~~o Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 87.000(Ac.) Runoff from this stream = 65.000(CFS) Time of concentration = 15.00 min. Rainfall intensity = 1.886(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.405 30.82 1.269 2 65.000 15.00 1.886 Largest stream flow has longer or shorter time of concentration Qp = 65.000 + sum of Qa Tb/Ta 8.405 * 0.487 = 4.090 Qp = 69.090 Total of 2 streams to confluence: Flow rates before confluence point: 8.405 65.000 Area of streams before confluence: 6.620 87.000 Results of confluence: Total flow rate = 69.090(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 93.620(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 1203.000 to Point/Station 1204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.400(Ft.) Bottom (of initial area) elevation = 58.300(Ft.) ~` Difference in elevation = 13.100(Ft.) izo~ ~ u . Slope = 0.01310 s(percent)= 1.31 TC = k(0.300)*[(length"3)/(elevation change)7"0.2 Initial area time of concentration = 11.315 min. Rainfall intensity = 2.203(In/Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impezvious Initial subarea runoff = 2.552(CFS) Total initial stream area = 1.330(Ac Pervious area fraction = 0.100 0 year storm fraction = 0.900 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1204.000 to Point/Station 1205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 58.300(Ft.) End of street segment elevation = 36.500(Ft.) Length of street segment = 2275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.120(CFS) Depth of flow = 0.410(Ft.), Average velocity = 2.732(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.567(Ft.) Flow velocity = 2.73(Ft/s) Travel time = 13.88 min. TC = 25.20 min. Adding area flow to street COPM9ERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.418(Zn/Ar) for a 10.0 year stornt Subarea runoff = 4.546(CFS) for 3.720(Ac.) Total runoff = 7.098(CFS) Total area = 5.050(AC.) Street flow at end of street = 7.098(CFS) Half street flow at end of street = 7.098(CFS) Depth of flow = 0.427(Ft.), Average velocity = 2.831(Ft/s) Flow width (from curb towards crown}= 15.455(Ft.) ?~ 1205 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 1205.000 to Point/Station 1205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.050(AC.) Runoff from this stream = 7.098(CFS) Time of concentration = 25.20 min. Rainfall intensity = 1.418(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.532(in/Hr) for a 10.0 year storm COhIINERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 8.78 min. Rain intensity = 2.53(In/Hr) Total area = 0.53(Ac.) Total runoff = 1.18(CFS) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.180(CFS) Time of concentration = 8.78 min. Rainfall intensity = 2.532(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 7.098 25.20 2 1.180 8.78 Largest stream flow has longer Qp = 7.098 + sum of Qb Ia/Ib 1.180 * 0.560 = 4P = 7.759 Rainfall Intensity (In/Hr) 1.418 2.532 time of concentration . Total of 2 streams to confluence: Flow rates before confluence point: 7.098 1.180 Area of streams before confluence: 5.050 0.530 Results of confluence: Total flow rate = 7.759(CFS) 0.661 Zg3 120~ Time of concentration = 25.196 min. Effective stream area after confluence = 5.580(AC.) • +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 29.000(Ft.) Length of street segment = 895.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1) side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 _ Manning's N from grade break to crown = 0.0150 1206.000 Estimated mean flow rate at midpoint of street = 8.899(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.843(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.354(Ft.) • Flow velocity = 2.84(Ft/s) Travel time = 5.25 min. TC = 30.44 min. Adding area flow to street CO[~II~IERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.278(In/Hr) for a 10.0 Subarea runoff = 1.801(CFS) for 1.640(Ac.) Total runoff = 9.560(CFS) Total area = 7. Street flow at end of street = 9.560(CFS) Half street flow at end of street = 9.560(CFS) Depth of flow = 0.475(Ft.), Average velocity = 2. Flow width (from curb towards crown)= 17.849(Ft.) End of computations, total study area = 100. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 • = 0.900 year storm 220(AC.) 893(Ft/s) 84 (AC.) ~ 149 ~ ~ ~ ZS' ISo . r 1 U • ~ I00 Z~ 15l Riverside County Rational Hydrology Program • CIVILCP.DD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/11/01 File:305A.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "A" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy StUdy COntr01 InfOrmatiOri ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco 7 area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Ar) . 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 141.000(Ft.) Bottom (of initial area) elevation = 131.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 2.734(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.798 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm ~" ~ ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 i5z Initial subarea runoff = 19.859(CFS) Total initial stream area = 9.100(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIMfi (Program estimated size) **** Upstream point/station elevation = 126.000(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe length = 770.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.859(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 19.859(CFS) Normal flow depth in pipe = 17.18(In.) Flow top width inside pipe = 21.65(In.) j°~~ ` Critical Depth = 19.22(In.) Pipe flow velocity = 8.26(Ft/s) Travel time through pipe = 1.55 min. Time of concentration (TC) = 17.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number • Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 1 in nos~nal stream number 1 100(Ac.) 19.859(CFS) 17.08 min. .594(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) Bottom (of initial area) elevation = 126.000(Ft. Difference in elevation = 10.000(Ft.) Slope = 0.01389 s(percent)= 1.39 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.749 min. Rainfall intensity = 3.047(In/Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.253(CFS) Total initial stream area = 5.800(AC.) Pervious area fraction = 0.500 103.000 0 year storm ~1- 2 + ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 153 • Process from Point/Station **** STREET FLOW TRAVEL TIME 103.000 to Point/Station 104.000 SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) End of street segment elevation = 123.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.888(CFS) Depth of flow = 0.591(Ft.), Average velocity = 3.609(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.57(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.61(Ft/s) ~ '3 Travel time = 1.48 min. TC = 14.23 min. • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.869(In/Hr) for a 100.0 year stornt Subarea runoff = 12.423(CFS) for 5.400(Ac.) Total runoff = 26.676(CFS) Total area = 11.200(Ac.) Street flow at end of street = 26.676(CFS) Half street flow at end of street = 26.676(CFS) Depth of flow = 0.636(Ft.), Average velocity = 3.846(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.80(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 119.500(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 26.676(CFS) Nearest computed pipe diameter = 30.00(In.) f'(~'~ ~q Calculated individual pipe flow = 26.676(CFS) Normal flow depth in pipe = 22.69(In.) ! 54 Flow top width inside pipe = 25.76(in.) Critical Depth = 21.12(In.) • Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 14.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.200(AC.) Runoff from this stream = 26.676(CFS) Time of concentration = 14.97 min. Rainfall intensity = 2.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.859 17.08 2.594 2 26.676 14.97 2.789 Largest stream flow has longer or shorter time of concentration Qp = 26.676 + sum of Qa Tb/Ta 19.859 * 0.877 = 17.408 • Qp = 44.084 Total of 2 streams to confluence: Flow rates before confluence point: 19.859 26.676 Area of streams before confluence: 9.100 11.200 Results of confluence: Total flow rate = 44.084(CFS) Time of concentration = 14.972 min. Effective stream area after confluence = 20.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 118.000(Ft.) Downstream point/station elevation = 115.500(Ft.) Pipe length = 500.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 44.084(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 44.084(CFS) Normal flow depth in pipe = 27.61(In.) ~t~ E Flow top width inside pipe = 30.44(In.) • Critical Depth = 25.96(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 1.10 min. Time of concentration (TC) = 16.07 min. Zq~ ++++++,.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 15; • • • Process from Point/Station 1.010 to Point/Station 1.010 **** CONFLUENCE OF MAIN STREAMS **** Stream flow area = 20.300(Ac.) Runoff from this stream = 44.084(CFS) Time of concentration = 16.07 min. Rainfall intensity = 2.683(In/Hr) Program is now starting with Main Stream No. 2 ~l~ne zollowing aata inside Main Stream is listed: In Main Stream number: 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 132.000(Ft.) Bottom (of initial area) elevation = 125.400(Ft Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 16.872 Rainfall intensity = 2.612(in/Hr) for a SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impezvious Initial subarea runoff = 10.792(CFS) Total initial stream area = 5.200(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year storni fraction = 0.500 000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ PrOCess from Point/Station 106.000 to Point/Station 110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.400(Ft.) End of street segment elevation = 123.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft. Distance from crown to crossfall grade break = 20 Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 11. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 000(Ft 0.020 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.523(FC.), Average velocity = Warning: depth of flow exceeds top of curb ~- ~ {~ -'~ 11.134(CFS) 2.639(Ft/s) Zq~ isa Distance that curb overPlow reaches into property = Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 20.218(Ft.) Flow velocity = 2.64(Ft/s) Travel time = 2.08 min. TC = 18.96 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impexvious fraction Rainfall intensity = 2.450(In/Hr) for a 100.0 Subarea runoff = 0.710(CFS) for 0.330(Ac.) Total runoff = 11.501(CFS) Total area = 5 Street flow at end of street = 11.501(CFS) Half street flow at end of street = 11.501(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2 Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.518(Ft.) ~ ~ 1.13(Ft.) ~-7 = 0.900 year storm 530(AC.) 645(Ft/s) 1.43(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **+* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.530(AC.) Runoff from this stream = 11.501(CFS) Time of concentration = 18.96 min. Rainfall intensity = 2.450(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.300(Ft.) Bottom (of initial area) elevation = 128.300(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*[(length"3)/(elevation change))"0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 2.734(In/Hr) for a 100. SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.798 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm /-1'~ Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 19.859(CFS) Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 v `7i 157 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 128.300(Ft.) End of street segment elevation = 121.300(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.623(Ft.), Average velocity = 3 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) • Flow velocity = 3.90(Ft/s) Travel time = 2.99 min. TC = 18.52 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.482(In/Hr) for a 100.0 Subarea runoff = 10.592(CFS) for 5.400(AC.) Total runoff = 30.451(CFS) Total area = 14 Street flow at end of street = 30.451(CFS) Half street flow at end of street = 30.451(CFS) 000(Ft 25.751(CFS) 903(Ft/s) 6.16(Ft.) ~-7 = 0.500 year storm 500 (AC. ) Depth of flow = 0.656(Ft.), Average velocity = 4.077(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 7.78(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 109.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.500(AC.) Runoff from this stream = 30.451(CFS) Time of concentration = 18.52 min. ~~ Rainfall intensity = 2.482(In/Hr) I58 • • Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 11.501 18.96 2 30.451 18.52 Largest stream flow has longer Qp = 30.451 + s um of Qa Tb/Ta 11.501 * 0.977 = Qp = 41.685 Rainfall Intensity ( In/Hr) 2.450 2.482 or shorter time 11.234 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 11.501 30.451 Area of streams before confluence: 5.530 14.500 Results of confluence: Total flow rate = 41.685(CFS) Time of concentration = 18.515 min. Effective stream area after confluence = 20.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.030(AC.) Runoff from this stream = 41.685(CFS) Time of concentration = 18.52 min. Rainfall intensity = 2.482(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 123.300(Ft. Difference in elevation = 2.400(Ft.) Slope = 0.00585 sipercent)= 0.59 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.306 min. Rainfall intensity = 3.623(In/Hr) for a 100 COhII~IERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm A-8 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.665(CFS) ~D~ Total initial stream area = 0.520(AC.) ~s3 C J . . Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.665(CFS) Time of concentration = 9.31 min. Rainfall intensity = 3.623(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 44.084 16.07 2.683 2 41.685 18.52 2,4gz 3 1.665 9.31 3.623 Largest stream flow has longer or shorter time of concentration Qp = 44.084 + sum of Qa Tb/Ta 41.685 * 0.868 = 36.183 Qb Ia/Ib 1.665 * 0.740 = 1.233 Qp = 81.500 Total of 3 main streams to confluence: Flow rates before confluence point: 44.084 41.685 1.665 Area of streams before confluence: 20.300 20.030 0.520 Results of confluence: Total flow rate = 81.500(CFS) Time of concentration = 16.071 min. Effective Stream area after confluence = 40.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.500(Ft.) Downstream point/station elevation = 113.100(Ft.) Pipe length = 90.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 81.500(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 81.500(CFS) Nozmal flow depth in pipe = 25.50(In.) Flow top width inside pipe = 27.66(In.) Critical depth could not be calculated. Pipe flow velocity = 16.54(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 16.16 min. PIt'E End of computations, total study area = 40.85 (AC.) ~~ ~60 The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fraction(Ap) = 0.492 Area averaged RI index number = 62.5 ~ • Za~ 270 r11~ `J ~ ~ V ~OD ~q,1 25~ Riverside County Rational Hydrology Program • ~ • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/07/O1 File:305B.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "B" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlogy Study COntr01 InfOZmdtiOn *****+**** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year stoxm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 111.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00723 s(percent)= 0.72 TC = k(0.390)*[(length"3}/(elevation change)]"0.2 Initial area time of concentration = 15.377 min. Rainfall intensity = 2.749(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year storm IJ ' ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 ~g 252 Initial subarea runoff = 19.756(CFS) Total initial stream area = 9.000(Ac.) • Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 104.600(Ft.) Pipe length = 350.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.756(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.756(CFS) Normal flow depth in pipe = 22.36(In.) ~~~ C Flow top width inside pipe = 20.37(In.) Critical Depth = 18.67(In.) Pipe flow velocity = 5.61(Ft/s) Travel time through pipe = 1.04 min. Time of conCentration (TC) = 16.42 min. ++++++++~+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 1 in normal stream number 1 000(Ac.) 19.756(CFS) 16.42 min. .652(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Initial area time of concentration = 13.127 min. Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft Difference in elevation = 5.000(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Rainfall intensity = 2.999(In/Hr) for a 100.0 year stornt SINGLfi FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 ~-,`~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.866(CFS) Total initial stream area = 4.500(AC.) Pervious area fraction = 0.500 Zaq ++,-+++++++++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++++ 253 Process from Point/Station 203.000 to Point/Station 204.000 **** STRfiET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 109.100(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.299(CFS) Depth of flow = 0.593(Ft.), Average velocity = 2.776(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.67(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.78(Ft/s) ~-3 Travel time = 3.18 min. TC = 16.31 min. • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.661(In/Hr) for a 100.0 year stoxm Subarea runoff = 9.533(CFS) for 4.500(AC.) Total runoff = 20.399(CFS) Total area = 9.000(AC.) Street flow at end of street = 20.399(CFS> Half street flow at end of street = 20.399(CFS) Depth of flow = 0.635(Ft.), Average velocity = 2.942(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.74(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 9.000(AC.) Runoff from this stream = 20.399(CFS) Time of concentration = 16.31 min. Rainfall intensity = 2.661(In/Hr) 2ryp Summary of stream data: J 25~ Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 19.756 16.42 2.652 2 20.399 16.31 2.661 Largest stream flow has longer or shorter time of concentration Qp = 20.399 + sum of Qa Tb/Ta 19.756 * 0.993 = 19.626 Qp = 40.025 Total of 2 streams to confluence: Flow rates before confluence point: 19.756 20.399 Area of streams before confluence: 9.000 9.000 Results of confluence: Total flow rate = 40.025(CFS) Time of concentration = 16.309 min. Effective stream area after confluence = 18.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.600(Ft.) • Downstream point/station elevation = 102.800(Ft.) Pipe length 400.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 40.025(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 40.025(CFS) Normal flow depth in pipe = 26.58(In.) (~I('C Flow top width inside pipe = 31.65(In.) Critical Depth = 24.72(In.) Pipe flow velocity = 7.16(Ft/s) Travel time through pipe = 0.93 min. Time of Concentration (TC) = 17.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 18.000(AC.) Runoff from this stream = 40.025(CFS) Time of concentration = 17.24 min. Rainfall intensity = 2.581(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 120.000(Ft.) Bottom (of initial area7 elevation = 112.000(Ft.) 3p\ Difference in elevation = 8.000(Ft.) Z 55 Slope = 0.01194 s(percent)= 1.19 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 • Initial area time of concentration = 12.767 min. Rainfall intensity = 3.045(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 ~--T Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.049(CFS) Total initial stream area = 4.500(AC.} Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITZON **** Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 ~ Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.574(CFS) Depth of flow = 0.555(Ft.), Average velocity = 3.358(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.77(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) ~ S Flow velocity = 3.36(Ft/s) Travel time = 2.73 min. TC = 15.50 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 2.737(in/Hr) for a 100.0 year stozm Subarea runoff = 9.551(CFS) for 4.500(Ac.) Total runoff = 20.600(CFS) Total area = 9.000(AC.) ~ Street flow at end of street = 20.600(CFS) Half street flow at end of street = 20.600(CFS) 2 5e Depth of flow = 0.592(Ft.), Average velocity = 3.555(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.58(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 **** CONFLUENCE OF MINOR STRfiAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.> Runoff from this stream = 20.600(CFS) Time of concentration = 15.50 min. Rainfall intensity = 2.737(In/Hr) Su~naxy of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) . • 1 40.025 17.24 2.581 2 20.600 15.50 2.737 Largest stream flow has longer time of concentration Qp = 40.025 + sum of Qb ia/Ib 20.600 * 0.943 = 19.427 Qp = 59.452 Total of 2 streams to confluence: Flow rates before confluence point: 40.025 20.600 Area of streams before confluence: 18.000 9.000 Results of confluence: Total flow rate = 59.452(CFS) Time of concentration = 17.240 min. Effective stream area after confluence = 27.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 109.000(Ft.) Bottom (of initial area) elevation = 102.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.923 min. Rainfall intensity = 2.608(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stozm ~j - ~ ~ L 5~ • • • Pervious area fraction = 0.500; Impervious Initial subarea runoff = 14.678(CFS) Total initial stream area = 7.300(Ac Pervious area fraction = 0.500 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 2.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.500(Ft.) Downstream point/station elevation = 95.600(Ft.) Pipe length = 500.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 14.678(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 14.678(CFS) Norntal flow depth in pipe = 17.74(In.) Flow top width inside pipe = 25.63(In.) Critical Depth = 16.01(In.) Pipe flow velocity = 5.29(Ft/s) Travel time through pipe = 1.57 min. Time of concentration (TC) = 18.50 min. ~~~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow.area = 7 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 .300(AC.) 14.678(CFS) 18.50 min. 2.483(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/S[ation 210..000 to Point/Station 211.000 **** INITIAL AREA fiVALUATION **** Initial area flow distance = 845.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 100.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 15.874 min. Rainfall intensity = 2.701(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 ~_-~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.666(CFS) Total initial stream area = 5.100(AC.) Pervious area fraction = 0.500 ~~ 2hB ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norn~al stream number 2 Stream flow area = 5.100(AC.) Runoff from this stream = 10.666(CFS) Time of concentration = 15.87 min. Rainfall intensity = 2.701(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ar) 1 14.678 18.50 2.483 2 10.666 15.87 2.701 Largest stream flow has longer time of concentration Qp = 14.678 + sum of Qb Ia/Ib 10.666 * 0.919 = 9.805 Qp = 24.483 Total of 2 streams to confluence: Flow rates before confluence point: 14.678 10.666 Area of streams before confluence: 7.300 5.100 • Results of confluence: Total flow rate = 24.483(CFS) Time of concentration = 18.497 min. Effective stream area after confluence = 12.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.600(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 470.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.483(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 24.483(CFS) Nozmal flow depth in pipe = 18.66(In.) Flow top width inside pipe = 19.97(In.) Critical Depth = 20.98(In.) Pipe flow velocity = 9.33(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 19.34 min. I'll'C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 _.( Stream flow area = 12.400(AC.) ~f~ Runoff from this stream = 24.483(CFS) 25q Time of concentration = 19.34 min. Rainfall intensity = 2.423(In/Hr) • Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 103.000(Ft.) Bottom (of initial area) elevation = 97.100(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00711 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.429 min. Rainfall intensity = 2.744(In/Hr) for a 100.0 year stoxm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil.group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.833(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 • ~J - S ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 92.100(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.833(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.833(CFS) Nozmal flow depth in pipe = 16.71(In.) Flow top width inside pipe = 22.07(In.) Critical Depth = 16.07(In.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 16.78 min. ~'~~'~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number • Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 2 in no~al stream number 1 500(Ac.) 13.833(CFS) 16.78 min. .620(In/Hr) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Z~~ Process from Point/Station 214.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION ~*** . Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 99.700(Ft.) Bottom (of initial area) elevation = 94.500(Ft.) DifferenCe in elevation = 5.200(Ft.) Slope = 0.00675 s(percent)= 0.68 TC = k(0.390)*[(length~3)/(elevation change)]"0.2 Initial area time of concentration = 15.127 min. Rainfall intensity = 2.774(InJHr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~-~ Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 10.771(CFS) Total initial stream area = 5.000(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **~* • Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in normal stream number 2 .000(AC.) 10.771(CFS) 15.13 min. 2.774(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 13.833 16.78 2.620 2 10.771 15.13 2.774 Largest stream flow has longer time of concentration Qp = 13.833 + sum of Qb Ia/Ib 10.771 * 0.945 = 10.174 Qp = 24.007 Total of 2 streams to confluence: Flow rates before confluence point: 13.533 10.771 Area of streams before confluence: 6.500 5.000 Results of confluence: Total flow rate = 24.007(CFS) ~ Time of concentration = 16.779 min. Effective stream area after confluence = 11.500(Ac.) ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 2.030 to Point/Station 2.030 2~l **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.500(Ac.) Runoff from this stream = 24.007(CFS) Time of concentration = 16.78 min. Rainfall intensity = 2.620(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 24.483 19.34 2 24.007 16.78 Largest stream flow has longer Qp = 24.483 + sum of Qb Ia/Ib 24.007 * 0.925 = Qp = 46.688 • Rainfall Intensity (In/Hr) 2.423 2.620 time of concentration 22.205 Total of 2 main streams to confluence: Flow rates before confluence point: 24.483 24.007 Area of streams before confluence: 12.400 11.500 Results of confluence: Total flow rate = 46.688(CFS) Time of concentration = 19.336 min. Effective stream area after confluence = 23.900(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500(Ft.) Downstream point/station elevation = 79.200(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 46.688(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 46.688(CFS) Normal flow depth in pipe = 22.92(In.) Flow top width inside pipe = 19.34(In.) Critical depth could not be calculated. Pipe flow velocity = 12.98(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 19.95 min. ~~~E • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 1 Stream flow area = 23.900(Ac.) Runoff from this stream = 46.688(CFS) ~ 2~2 LJ . Time of concentration = 19.95 min. Rainfall intensity = 2.382(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** INITIAL AREA fiVALUATION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 14.998(CFS) Total initial stream area = 7.000(Ac Pervious area fraction = 0.500 initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 99.500(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 10.900(Ft.) Slope = 0.01090 s(percent)= 1.09 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.261 min. Rainfall intensity = 2.760(In/Hr) for a 100.0 year storm ~- ~n fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MZNOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 14.998(CFS) Time of concentration = 15.26 min. Rainfall intensity = 2.760(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In/Hr) 1 46.688 19.95 2.382 2 14.998 15.26 2.760 Largest stream flow has longer time of concentration Qp = 46.688 + sum of Qb Ia/Ib 14.998 * 0.863 = 12.942 Qp = 59.630 Total of 2 streams to confluence: • Flow rates before confluence point: 46.688 14.998 Area of streams before confluence: 23.900 7.000 Results of confluence: ~ Total flow rate = 59.630(CFS) Time of concentration = 19.953 min. ZG3 Effective stream area after confluence = 30.900(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA fiVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 82.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(percent)= 0.63 TC = k(0.323)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 14.104 min. Rainfall intensity = 2.883(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.852 g_II Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 17.438(CFS) Total initial stream area = 7.100(Ac.) Pervious area fraction = 0.200 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 2.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.700(Ft.) Downstream point/station elevation = 61.000(Ft.) Pipe length = 860.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 17.438(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.438(CFS) Nosmal flow depth in pipe = 14.09(In.) Flow top width inside pipe = 19.74(In.) ~~~ r Critical Depth = 18.33(In.) Pipe flow velocity = 10.18(Ft/s) Travel time through pipe = 1.41 min. Time of concentration (TC) = 15.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 1 Stream flow area = 7.100(Ac.) Runoff from this stream = 17.438(CFS) • Time of concentration = 15.51 min. Rainfall intensity = 2.736(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 3~0 **** INITIAL AREA EVALUATION **** 2G4 Initial area flow distance = 970.000(Ft.) . Top (of initial area) elevation = 50.000(Ft.) Bottom (of initial area) elevation = 74.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00619 s(percent)= 0.62 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 12.988 min. Rainfall intensity = 3.016(In/Ar) for a 100. COPM~IERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~J'~~ Pezvious area fraction = 0.100; impervious fraction = 0.900 Initial subarea runoff = 18.248(CFS) Total initial stream area = 6.900(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 222.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.000(Ft.) End of street segment elevation = 72.000(Ft.) • Length of street segment = 290.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.533(Ft.), Average velocity = 2 warning: depth o£ flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.82(Ft/s) Travel time = 1.72 min. TC = 14.70 min. Adding area flow to street COMMERCIAL subarea type . Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction 000(Ft 24.992(CFS) 816(Ft/s) 1.65(Ft.) F~ - I 3 3~~ = 0.900 ZG 5 • • r1 ~ Rainfall intensity = 2.817(In/Hr) for a 100.0 Subarea runoff = 12.581(CFS) for 5.100(Ac.) Total runoff = 30.829(CFS) Total area = 12 Street flow at end of street = 30.829(CFS) Half street flow at end of street = 15.414(CFS) Depth of flow = 0.566(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.000(Ft.) year stoxm 000(Ac.) 2.976(Ft/s) 3.30(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 12.000(AC.) Runoff from this stream = 30.829(CFS) Time of concentration = 14.70 min. Rainfall intensity = 2.817(In/Hr) Su~nary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.438 15.51 2 30.829 14.70 Largest stream flow has longer 4p = 30.829 + sum of Qa Tb/Ta 17.438 * 0.948 = Qp = 47.359 2.736 2.817 or shorter time 16.530 Total of 2 streams to confluence: Flow rates before confluence point: 17.438 30.829 Area of streams before confluence: 7.100 12.000 Results of confluence: Total flow rate = 47.359(CFS) Time of concentration = 14.705 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of of concentration = 19.100(Ac.) 77.00 (AC.) the same area. Area averaged penrious area fraction(Ap) = 0.410 Area averaged RI index number = 57.9 3~ 350 • . ~ U C 100 3~3 35~ Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/07/O1 File:305C.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "C• $00 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COAtT01 InfOiZCidtiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year stozm 10 minute intensity = 2.360tZn/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) • 100 year stonn 10 minute intensity = 3.480(In/Hr) 100 year stoYm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++rrrr+++Trrttttttttttt*+++++++++++t+i~t++t+++++++{.}+++}}++++}}}}}}}}}} Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) Bottom (of initial area) elevation = 120.000(Ft. Difference in elevation = 16.000(Ft.) Slope = 0.02133 s(percent)= 2.13 TC = k(0.390)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 11.893 min. Rainfall intensity = 3.166(In/Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.788 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ,~ Lr~ Pervious area fraction = 0.500; Impervious fraction = 0.500 ~~ 352 Initial subarea runoff = 15.970(CFS) Total initial stream area = 6.400(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 120.000(Ft.) End of street segment elevation = 116.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.459(CFS) Depth of flow = 0.611(Ft.), Average velocity = 3.404(Ft/s) ~.° - 7 Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.54(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.40(Ft/s) Travel time = 2.25 min. TC = 14.15 min. Adding area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.878(In/Hr) for a 100.0 year stozm Subarea runoff = 9.876(CFS) for 4.400(AC.) Total runoff = 25.846(CFS) Total area = 10.800(Ac.) Street flow at end of street = 25.846(CFS) Half street flow at end of street = 25.846(CFS) Depth of flow = 0.646(Ft.), Average velocity = 3.572(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 7.30(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3`~ Upstream point/station elevation = 111.000(Ft.) 353 Downstream point/station elevation = 108.500(Ft.) Pipe length = 250.00(Ft.) Manning's N= 0.013 . No. of pipes = 1 Required pipe flow = 25.846(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow = 25.846(CFS) Nonnal flow depth in pipe = 18.84(In.) Flow top width inside pipe = 24.79(in.) Critical Depth = 21.30(In.) Pipe flow velocity = 8.72(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 14.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.800(AC.) Runoff from this stream = 25.846(CFS) Time of concentration = 14.62 min. Rainfall intensity = 2.826(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 142.000(Ft.) Bottom (of initial area) elevation = 129.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01938 s(percent)= 1.94 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.448 min. Rainfall intensity = 3.233(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.599(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ~ Top of street segment elevation = 129.400(Ft.) End of street segment elevation = 118.500(Ft.) Length of street segment = 720.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) C- ~j Distance from crown to crossfall grade break = 18.000(Ft.) %~-~ Slope from gutter to grade break (v/hz) = 0.079 ~54 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street ~ Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.771(CFS) Depth of flow - 0.470(Ft.), Average velocity = 3.854(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.593(Ft.) Flow velocity = 3.85(Ft/s) /o_Q Travel time = 3.11 min. TC = 14.56 min. ~~ Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.832(In/Hr) for a 100.0 year stornt Subarea runoff = 14.112(CFS) for 6.400(Ac.) Total runoff = 30.712(CFS) Total area = 12.900(Ac.) Street flow at end of street = 30.712(CFS) . Half street flow at end of street = 15.356(CFS) Depth of flow = 0.501(Ft.), Average velocity = 4.055(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.07(Ft.) Flow width (from curb towards crown)= 19.152(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.500(Ft.) Downstream point/station elevation = 108.500(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 30.712(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 30.712(CFS) Nornial flow depth in pipe = 23.67 (In. ) ~~ P~ Flow top width inside pipe = 24.48(In.) ` Critical Depth = 22.66(In.) Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 1.87 min. Time of concentration (TC) = 16.43 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.900(Ac.) 3~1 Runoff from this stream = 30.712(CFS) 355 Time of concentration = 16.43 min. Rainfall intensity = 2.650(In/Hr) • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.846 14.62 2.826 2 30.712 16.43 2.650 Largest stream flow has longer time of concentration Qp = 30.712 + sum of Qb Ia/Ib 25.846 * 0.938 = 24.238 Qp = 54.950 Total of 2 streams to confluence: Flow rates before confluence point: 25.846 30.712 Area of streams before confluence: 10.800 12.900 Results of confluence: Total flow rate = 54.950(CFS) Time of concentration = 16.434 min. Effective stream area after confluence = 23.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 3.000 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 108.500(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 160.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 54.950(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 54.950(CFS) Norntal flow depth in pipe = 24.63(In.) (~~~~ Flow top width inside pipe = 28.71(In.) Critical Depth = 28.98(In.) Pipe flow velocity = 11.55(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 16.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.700(AC.) Runoff from this stream = 54.950(CFS) • Time of concentration = 16.67 min. Rainfall intensity = 2.630(In/Hr) Program is now starting with Main Stream No. 2 ?j4PJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 35G **** INITIAL AREA EVALUATION **** . Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 180.000(Ft.) Bottom (of initial area) elevation = 135.000(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.04891 s(percent)= 4.89 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.856 min. Rainfall intensity = 2.801(in/Hr) for a 100. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.793 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 0 year stornt ~1..-l Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.668(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) • End of street segment elevation = 120.000(Ft.) Length of street segment 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.668(CFS) Depth of flow = 0.379(Ft.), Average velocity = 2.538(Ft/s) Streetflow hydraulics at midpoint of street travel: 5 Y~ E F Halfstreet flow width = 13.124(Ft.) T Flow velocity = 2.54(Ft/s) Travel time = 4.20 min. TC = 19.06 min. Adding area flow to street CONII+IERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 3~~ Rainfall intensity = 2.443(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) ~57 Total runoff = 4.668(CFS) Total Street flow at end of street = 4 • Half street flow at end of street = Depth of flow = 0.379(Ft.), Average Flow width (from curb towards crown)= area = 2.100(AC.) .668(CFS) 4.668(CFS) velocity = 2.538(Ft/s) 13.124(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.100(AC.) Runoff from this stream = 4.668(CFS) Time of concentration = 19.06 min. Rainfall intensity = 2.443(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 ~*** INITIAL AREA EVALUATION **** Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 120.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00682 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 • Initial area time of concentration = 15.927 min. Rainfall intensity = 2.696(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~ ~. ' J Pervious area fraction = 0.500; impervious fraction = 0.500 Initial subarea runoff = 18.575(CFS) Total initial stream area = 8.900(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 8.900(AC.) Runoff from this stream = 18.575(CFS) Time of concentration = 15.93 min. Rainfall intensity = 2.696(In/Ar) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.668 19.06 2.443 `~ 2 18.575 15.93 2.696 35~ Largest stream flow has longer or shorter time of concentration Qp = 18.575 + sum of • Qa Tb/Ta 4.668 * 0.836 = 3.901 4P = 22.476 Total of 2 streams to confluence: Flow rates before confluence point: 4.668 18.575 Area of streams before confluence: 2.100 8.900 Results of confluence: Total flow rate = 22.476(CFS) Time of concentration = 15.927 min. Effective stream area after confluence = 11.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 3.010 **** PIPEFLOW TRAVEL TIMfi (Program estimated size) **** Upstream point/station elevation = 115.000(Ft.) Downstream point/station elevation = 106.900(Ft.) Pipe length = 760.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 22.476(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 22.476(CFS) Normal flow depth in pipe = 18.89(in.) ~l~'~ • Flow top width inside pipe = 19.65(In.) Critical Depth = 20.27(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 1.50 min. Time of concentration (TC) = 17.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++ Process from Point/Station 3.010 to Point/Station 3.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 1 Stream flow area = 11.000(Ac.) Runoff from this stream = 22.476(CFS) Time of concentration = 17.42 min. Rainfall intensity = 2.566(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 121.200(Ft.) Bottom (of initial area) elevation = 112.100(Ft.) • Difference in elevation = 9.100(Ft.) Slope = 0.00910 s(percent)= 0.91 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ~_~ Initial area time of concentration = 15.822 min. Rainfall intensity = 2.706(In/Hr) for a 100.0 year stonn ~ SINGLE FAMILY (1/4 Acre Lot) 3 Runoff Coefficient = 0.774 359 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ~_~ ~ Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.040(CFS) Total initial stream area = 6.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 309.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.700(Ac.) Runoff from this stream = 14.040(CFS) Time of concentration = 15.82 min. Rainfall intensity = 2.706(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.476 17.42 2.566 2 14.040 15.82 2.706 . Largest stream flow has longer time of concentration Qp = 22.476 + sum of Qb Ia/Ib 14.040 * 0.948 = 13.316 4P = 35.792 Total of 2 streams to confluence: Flow rates before confluence point: 22.476 14.040 Area of streams before confluence: 11.000 6.700 Results of confluence: Total flow rate = 35.792(CFS) Time of concentration = 17.423 min. Effective stream area after confluence = 17.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.900(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 35.792(CFS) ~ Nearest computed pipe diameter =- 30.00(In.) Calculated individual pipe flow 35.792(CFS) Norntal flow depth in pipe = 21.70 (In. ) P(~F Flow top width inside pipe = 26.84(In.) Critical Depth = 24.35(In.) ~~y Pipe flow velocity = 9.42(Ft/s) ~7" Travel time through pipe = 0.09 min. 3Go Time of concentration (TC) = 17.51 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** •rne toltowing data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.700(Ac.) Runoff from this stream = 35.792(CFS) Time of concentration = 17.51 min. Rainfall intensity = 2.559(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 54.950 16.67 2.630 2 35.792 17.51 2.559 Largest stream flow has longer or shorter time of concentration Qp = 54.950 + sum of Qa Tb/Ta 35.792 * 0.952 = 34.062 QP = 89.012 Total of 2 main streams to confluence: • Flow rates before confluence point: 54.950 35.792 Area of streams before confluence: 23.700 17.700 Results of confluence: Total flow rate = 89.012(CFS) Time of concentration = 16.665 min. Effective stream area after confluence = 41.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.400(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 320.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 89.012(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 89.012(CFS) Norntal flow depth in pipe = 29 .16 ( In. ) ~, ~;~ ~ Flow top width inside pipe = 33.88(in.) - Critical Depth = 35.01(In.) • Pipe flow velocity = 13.37(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 17.06 min. ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 36l **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 41.400(AC.) Runoff from this stream = 89.012(CFS) Time of concentration = 17.06 min. Rainfall intensity = 2.596(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 176.000(Ft.) Bottom (of initial area) elevation = 121.000(Ft.) Difference in elevation = 55.000(Ft.) Slope = 0.08594 s(percent)= 8.59 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.479 min. Rainfall intensity = _ 3.228(In/Hr) for a 100.0 year stozm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.806 ~ ~_ ~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.944(CFS) Total initial stream area = 1.900(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 311.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** rop or street segment elevation = 116.000(Ft.) End of street segment elevation = 111.000(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) ~ Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.183(CFS) Depth of flow = 0.451(Ft.), Average velocity = 2.455(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.644(Ft.) C°-7 ~ 3~2 Flow velocity = 2.46(Ft/s) Travel time = 5.16 min. TC = 16.64 min. • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 Decimal fraction soil group A= 0.000 ~_~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.632(In/Hr) for a 100.0 year stornl Subarea runoff = 14.425(CFS) for 7.100(AC.) Total runoff = 19.370(CFS) Total area = 9.000(AC.) Street flow at end of street = 19.370(CFS) Half street flow at end of street = 9.685(CFS) Depth of flow = 0.494(Ft.), Average velocity = 2.649(Ft/s) Flow width (from curb towards crown)= 18.808(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 3.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 102.100(Ft.) Pipe length = 740.00(Et.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 19.370(CFS) • Nearest computed pipe diameter =_ 27.00(In.) Calculated individual pipe flow 19.370(CFS) Nornial flow depth in pipe = 19.31 (In. ) ~~P ~ Flow top width inside pipe = 24.37(In.) Critical Depth = 18.48(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 1.94 min. Time of Concentration (TC) = 18.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.030 **** CONFLUENCE OF MINOR STREAMS **** Hlong main Stream number: 2 in normal stream number 1 Stream flow area = 9.000(Ac.) Runoff from this stream = 19.370(CFS) Time of concentration = 18.58 min. Rainfall intensity = 2.477(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 113.000(Ft.) Bottom (of initial area) elevation = 107.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00593 s(percent)= 0.59 ~~ TC = k(0.390)*[(length"3)/(elevation change)]~0.2 ~ - 8 Initial area time of concentration = 16.596 min. 3~3 Rainfall intensity = 2.636(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.772 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious Initial subarea runoff = 13.227(CFS) Total initial stream area = 6.500(Ac. Pervious area fraction = 0.500 100.0 year stozm ~-~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 13.227(CFS) Time of concentration = 16.60 min. Rainfall intensity = 2.636(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) • 1 19.370 18.58 2,4~~ 2 13.227 16.60 2.636 Largest stream flow has longer time of concentration Qp = 19.370 + sum of Qb Ia/Ib 13-227 * 0.940 = 12.431 Qp = 31.801 Total of 2 streams to confluence: Flow rates before confluence point: 19.370 13.227 Area of streams before confluence: 9.000 6.500 Results of confluence: Total flow rate = 31.801(CFS) Time of concentration = 18.578 min. Effective stream area after confluence = 15.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 102.100(Ft.) • Downstream point/station elevation = 101.900(Ft.) Pipe length = 50.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 31.801(CFS) Nearest computed pipe diameter = 33.00(In.) ~t~ F Calculated individual pipe flow = 31.801(CFS) 2~ Normal flow depth in pipe = 25.69(In.) ~j" Flow top width inside pipe = 27.41(in.) 3u4 CritiCal Depth = 22.51(In.) Pipe flow velocity = 6.41(Ft/s) • Travel time through pipe = 0.13 min. Time of concentration (TC) = 18.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STREAMS **** rne rollowing aata inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.500(Ac.) Runoff from this stream = 31.801(CFS) Time of concentration = 18.71 min. Rainfall intensity = 2.468(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) • . 1 89.012 17.06 2 31.801 18.71 Largest stream flow has longer Qp = 89.012 + sum of Qa Tb/Ta 31.801 * 0.912 = Qp = 118.018 Rainfall Intensity ( In/Hr) 2.596 2.468 or shorter time of concentration 29.006 Total of 2 main streams to confluence: Flow rates before confluence point: 89.012 31.801 Area of streams before confluence: 41.400 15.500 Results of confluence: Total flow rate = 118.018(CFS) Time of concentration = 17.064 min. Effective stream area after confluence = 56.900(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 101.900(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 520.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 118.018(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 118.018(CFS) Normal flow depth in pipe = 32.02(In.) Flow top width inside pipe = 35.76(In.) Critical Depth = 38.82(In.) Pipe flow velocity = 15.00(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 17.64 min. ~~~'~ ~~1 3G5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 56.900(AC.) Runoff from this stream = 118.018(CFS) Time of Concentration = 17.64 min. Rainfall intensity = 2.549(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATZON **** Initial area flow distance = 590.000(Ft.) Top (of initial area) elevation = 146.000(Ft.) Bottom (of initial area) elevation = 125.700(Ft.) Difference in elevation = 20.300(Ft.) Slope = 0.03441 s(percent)= 3.44 TC = k(0.530)*[(length"3)/(elevation change)] Initial area time of concentration = 13.344 Rainfall intensity = 2.972(In/Hr) for a UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.799 . Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 3.324(CFS) Total initial stream area = 1.400(Ac Pervious area fraction = 1.000 "0.2 min. 100.0 year storni fraction = 0.000 ~~`?, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity : 2 in noxmal stream number 1 1.400(AC.) = 3.324(CFS) 13.34 min. 2.972(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** • Rainfall intensity = 2.617(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 1.000 ~j Decimal fraction soil group C= 0.000 3GG Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 . Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 16.82 min. Rain intensity = 2.62(In/Hr) Total area = 62.70(Ac.) Total runoff = 129.00(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 62.700(Ac.) Runoff from this stream = 129.000(CFS) Time of concentration = 16.82 min. Rainfall intensity = 2.617(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~ U . 1 3.324 13.34 2 129.000 16.82 Largest stream flow has longer Qp = 129.000 + sum of Qb ia/Ib 3.324 * 0.880 = Qp = 131.926 2.972 2.617 time of concentration 2.926 Total of 2 streams to confluence: Flow rates before confluence point: 3.324 129.000 Area of streams before confluence: 1.400 62.700 Results of confluence: Total flow rate = 131.926(CFS) Time of concentration = 16.820 min. Effective stream area after confluence = 64.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 3.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 99.000(Ft.) Pipe length = 830.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 131.926(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 131.926(CFS) Normal flow depth in pipe = 39.38(In.) Flow top width inside pipe = 36.86(Zn.) Critical Depth = 41.18(In.) Pipe flow velocity = 11.97(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 17.98 min. c~s>~ ~ ! ~ 3'~ 3G7 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.050 **** CONFLLTENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 64.100(Ac.) Runoff from this stream = 131.926(CFS) Time of concentration = 17.98 min. Rainfall intensity = 2.523(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Slope = 0.00860 s(percent)= 0.86 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.543 Rainfall intensity = 2.733(In/Hr) for a Initial area flow distance = 930.000(Ft.) Top (of initial area) elevation = 112.000(Ft.) Bottom (of initial area) elevation = 104.000(Ft Difference in elevation = 8.000(Ft.) SZNGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pexvious area fraction = 0.500; Impervious Initial subarea runoff = 12.288(CFS) Total initial stream area = 5.800(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year stonn ~- f fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream numbe Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = r: 2 in normal stream number 2 5.800(Ac.) = 12.288(CFS) 15.54 min. 2.733(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITZAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 110.000(Ft.) • Bottom (of initial area) elevation = 104.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00674 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 L '~b Initial area time of concentration = 16.035 min. Rainfall intensity = 2.686(In/Hr) for a 100.0 year storm ~2J0 SINGLB FAMILY (1/4 ACre Lot) 3G8 Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 . Decimal fraction soil group B= 1.000 ~_~n Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.600(CFS) Total initial stream area = 5.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in normal stream number 3 .100(Ac.) 10.600(CFS) 16.03 min. 2.686(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( in/Hr) 1 131.926 17.98 2.523 • 2 12.288 15.54 2.733 3 10.600 16.03 2.686 Largest stream flow has longer time of concentration Qp = 131.926 + sum of Qb Ia/Ib 12.288 * 0.923 = 11.343 Qb Ia/Ib 10.600 * 0.939 = 9.954 Qp = 153.224 Total of 3 streams to confluence: Flow rates before confluence point: 131.926 12.288 10.600 Area of streams before confluence: 64.100 5.800 5.100 Results of confluence: Total flow rate = 153.224(CFS) Time of concentration = 17.976 min. Effective stream area after confluence = 75.000(AC.) +++++++++++++++++++++++++~++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.060 **** pIpEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 99.000(Ft.) Downstream point/station elevation = 94.000(Ft.) Pipe length - 710.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 153.224(CFS) Nearest computed pipe diameter = 54.00(In.) ~tP ~ ~ Calculated individual pipe flow = 153.224(CFS) `~j/ Nornial flow depth in pipe = 41.16(In.) 3 69 Flow top width inside pipe = 45.98(In.) Critical Depth = 43.54(In.) . Pipe flow velocity = 11.78(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 18.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 75 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in nozmal stream number 1 000(AC.) 153.224(CFS) 18.98 min. .448(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 318.000 **** INITIAL AREA EVALUATZON **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 . Initial area time of concentration = 16.774 min. Rainfall intensity = 2.620(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impexvious fraction = 0.500 Initial subarea runoff = 9.906(CFS) Total initial stream area = 4.900(Ac.) Pervious area fraction = 0.500 ~~(~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 *~** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in normal stream number 2 900(Ac.) 9.906(CFS) 16.77 min. .620(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** INITIAL AREA fiVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) ~ 37 0 Bottom (of initial area) elevation = 99.800(Ft. Difference in elevation = 6.200(Ft.) • Slope = 0.00620 s(percent)= 0.62 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 17.084 min. Rainfall intensity = 2.594(In/Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm •~ n ~,-l~ Pervious area fraction = 0.500; Impervious fraction = initial subarea runoff = 12.793(CFS) Total initial stream area = 6.400(Ac.) Pervious area fraction = 0.500 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 6.400(Ac.) Runoff from this stream = 12.793(CFS) Time of concentration = 17.08 min. Rainfall intensity = 2.594(In/Hr) • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 153.224 18.98 2.448 2 9.906 16.77 2.620 3 12.793 17.08 2.594 Largest stream flow has longer time of concentration Qp = 153.224 + sum of Qb Ia/Ib 9.906 * 0.934 = 9.255 Qb Ia/Ib 12.793 * 0.944 = 12.074 Qp = 174.553 Total of 3 streams to confluence: Flow rates before confluence point: 153.224 9.906 12.793 Area of streams before confluence: 75.000 4.900 6.400 Results of confluence: Total flow rate = 174.553(CFS) Time of concentration = 18.980 min. • Effective stream area after confluence = 86.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.070 *t** PIPEFLOW TRAVEL TIME (Program estimated size) **** ?~~j~j 371 Upstream point/station elevation = 94.000(Ft.) Downstream point/station elevation = 93.600(Ft.) • Pipe length = 50.00(Ft.) Manning=s N= 0.013 No. of pipes = 1 Required pipe flow 174.553(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 174.553(CFS) Normal flow depth in pipe = 43.88(In.) °;~ =_ Flow top width inside pipe = 42.15(In.) Critical Depth = 46.03(In.) Pipe flow velocity = 12.61(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 19.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLLTENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 86.300(Ac.) Runoff from this stream = 174.553(CFS) Time of concentration = 19.05 min. Rainfall intensity = 2.444(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) i 1 118.018 17.64 2.549 2 174.553 19.05 2.444 Largest stream flow has longer time of concentration Qp = 174.553 + sum of Qb Ia/Ib 118.018 * 0.959 = 113.148 Qp = 287.701 Total of 2 main streams to conEluence: Flow rates before confluence point: 118.018 174.553 Area of streams before confluence: 56.900 86.300 Results of confluence: Total flow rate = 287.701(CFS) Time of concentration = 19.046 min. Effective stream area after confluence = 143.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.100 ~ **** PIPEFLOW TRAVEL TIME (Program estimated Size) **** Upstream point/station elevation = 93.600(Ft.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 800.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 287.701(CFS) ~ Nearest computed pipe diameter = 57.00(In.) ~~~t= 3 7? Calculated individual pipe Normal flow depth in pipe = . Flow top width inside pipe Critical depth could not be Pipe flow velocity = 17 Travel time through pipe = Time of concentration (TC) flow = 287.701(CFS) 49.69(In.) = 38.12(In.) calculated. .57(Ft/s) 0.76 min. = 19.81 min. ~,--_ ~ - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 148.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft Difference in elevation = 48.000(Ft.) Slope = 0.06154 s(percent)= 6.15 TC = k(0.530)*[(length"3)/(elevation change)] Initial area time of concentration = 13.283 Rainfall intensity = 2.979(In/Hr) for a UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.799 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 "0.2 min. 100.0 year storm ~ ~. --~ • Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.809(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft. Distance from crown to crossfall grade break = 27 Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 street flow is on [i] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 • Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.348(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.552(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 2.35 min. TC = 15.63 min. 000(Ft.) ~T(`c= ~1' 3.809(CFS) 625(Ft/S) 3~ 373 Adding area flow to street COMMERCIAL subarea type . Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Rainfall intensity = 2.724(In/Hr) for Subarea runoff = 0.000(CFS) for 0 fraction 100.0 000(AC.) 1 a Total runoff = 3.809(CFS) Total area = Street flow at end of street = 3.809(CFS) ~T~ C-!~_ = 0.900 year stornl 600(Ac.) Half street flow at end of street = 3.809(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.625(Ft/s) Flow width (from curb towards crown)= 11.552(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 3.809(CFS) Time of concentration = 15.63 min. Rainfall intensity = 2.724(In/Hr) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** INITIAL ARfiA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 160.000(Ft.) Bottom (of initial area) elevation = 98.000(Ft.) Difference in elevation = 62.000(Ft.) Slope = 0.08857 s(percent)= 8.86 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.827 min. Rainfall intensity = 3.176(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.805 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ~C-c"J- Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 initial subarea runoff = 9.200(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 1.000 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) ~ End of street segment elevation = 95.700(Ft.) ~ 314 Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) ~ Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.200(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.577(Ft/s) Streetflow hydraulics at midpoint of street travel: xalfstreet flow width = 18.583(Ft.) 5 T~~~~ Flow velocity = 2.58(Ft/s) Travel time = 4.40 min. TC = 16.22 min. Adding area flow to street CONII~IERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.669(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(AC.) Total runoff = 9.200(CFS) Total area = 3.600(Ac.) Street flow at end of street = 9.200(CFS) Half street flow at end of street = 9.200(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.577(Ft/s) Flow width (from curb towards crown)= 18.583(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(AC.) Runoff from this stream = 9.200(CFS) Time of concentration = 16.22 min. Rainfall intensity = 2.669(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** INITIAL AREA fiVALUATION **** • Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 102.000(Ft.) Bottom (of initial area) elevation = 95.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00887 s(percent)= 0.89 ,4_fr~ TC = k(0.390)*[(length"3)/(elevation change)~"0.2 t. ~ 3~j~1 Initial area time of concentration = 13.866 min. ?75 Rainfall intensity = 2.910(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 100.0 year storm ^ ~~ C~' ~~ Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.860(CFS) Total initial stream area = 6.100(Ac.) Pezvious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.100(AC.) Runoff from this stream = 13.860(CFS) Time of concentration = 13.87 min. Rainfall intensity = 2.910(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (Zn/Hr) . 1 3.809 15.63 2.724 2 9.200 16.22 2.669 3 13.860 13.87 2.910 Largest stream flow has longer or shorter time of concentration Qp = 13.860 + sum of Qa Tb/Ta 3.809 * 0.887 = 3.379 Qa Tb/Ta 9.200 * 0.855 = 7.863 Qp = 25.102 Total of 3 streams to confluence: Flow rates before confluence point: 3.809 9.200 13.860 Area of streams before confluence: 1.600 3.600 6.100 Results of confluence: Total flow rate = 25.102(CFS) Time of concentration = 13.866 min. Effective stream area after confluence = 11.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 3.080 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 90.800(Ft.) Downstream point/station elevation = 84.900(Ft.) Pipe length = 920.00(Ft.) Manning's N= 0.013 ~ No. of pipes = 1 Required pipe flow = 25.102(CFS) ~~P E Nearest computed pipe diameter = 27.00(In.) 376 Calculated individual pipe flow = 25.102(CFS) Normal flow depth in pipe = 22.45(In.) • Elow top width inside pipe = 20.21(In.) Critical Depth = 21.01(In.) ~~~ r Pipe flow velocity = 7.11(Ft/s) Travel time through pipe = 2.16 min. Time of concentration (TC) = 16.02 min. ++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Time of Rainfall Stream flow area = 11:300(AC.) Runoff from this stream = 25.102(CFS) concentration = 16.02 min. intensity = 2.687(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** INITIAL AREA SVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 99.400(Ft.) Bottom (of initial area) elevation = 94.000(Ft.) Difference in elevation = 5.400(Ft.) • Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.477 min. Rainfall intensity = 2.739(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.356(CFS) Total initial stream area = 7.700(AC.) Pervious area fraction = 0.500 C- 13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 94.000(Ft.) End of street segment elevation = 90.900(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crovm (v/hz) = 0.020 ~"~~" Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) 2~.,~ Slope from curb to property line (v/hz) = 0.020 /" 377 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) • Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.206(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.379(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.701(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 4.06 min. TC = 19.54 min. ,~ Adding area flow to street `,-~~ CONIINERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious fraction = 0.900 Rainfall intensity = 2.409(In/Hr) for a 100.0 year stornt Subarea runoff = 1.682(CFS) for 0.800(AC.) Total runoff = 18.038(CFS) Total area = 8.500(Ac.) Street flow at end of street = 18.038(CFS) Half street flow at end of street = 9.019(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.407(Ft/s) Flow width (from curb towards crown)= 19.049(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(AC.) Runoff from this stream = 18.038(CFS) Time of concentration = 19.54 min. Rainfall intensity = 2.409(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 325.000 **** INITIAL ARfiA EVALUATION **** Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) sottom (of initial area) elevation = 90.90o(Ft.) Difference in elevation = 7.100(Ft.) Slope = 0.00740 s(percent)= 0.74 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.225 min. Rainfall intensity = 2.669(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Go_~~ • Runoff Coefficient = 0.773 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 C - 378 Initial subarea runoff = 15.063(CFS) Total initial stream area = 7.300(AC.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.300(AC.) Runoff from this stream = 15.063(CFS) Time of concentration = 16.22 min. Rainfall intensity = 2.669(In/xr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom (of initial area) elevation = 90.400(Ft Difference in elevation = 7.600(Ft.) Slope = 0.00760 s(percent)= 0.76 TC = k(0.390)*[(length~3)/(elevation change)] Initial area time of concentration = 16.402 Rainfall intensity = 2.653(In/Hr) for a • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 "0 min. 100.0 year storm ~`~-~~o `. Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.193(CFS) Total initial stream area = 7.900(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 7.900(AC.) Runoff from this stream = 16.193(CFS) Time of concentration = 16.40 min. Rainfall intensity = 2.653(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~ 1 25.102 16.02 2•68~ 2 18.038 19.54 2.409 3 15.063 16.22 2.669 ~~ 4 16.193 16.40 2.653 37q • ~ Largest stream flow has longer or shorter Qp = 25.102 + sum of Qa Tb/Ta 18.038 * 0.820 = 14.792 Qa Tb/Ta 15.063 * 0.988 = 14.876 Qa Tb/Ta 16.193 * 0.977 = 15.819 Qp = 70.590 Total of 4 streams to confluence: Flow rates before confluence point: 25.102 18.038 15.063 Area of streams before confluence: 11.300 8.500 7.300 Results of confluence: Total flow rate = 70.590(CFS) Time of concentration = 16.023 min. Effective stream area after confluence = time of concentration 16.193 7.900 35.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 84.900(Ft.) Downstream point/station elevation = 82.300(Ft.) Pipe length = 460.00(Ft.) Manning's N= 0.013 No, of pipes = 1 Required pipe flow = 70.590(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 70.590(CFS) Normal flow depth in pipe = 32.16(In.) Flow top width inside pipe = 35.58(In.) Critical Depth = 31.60(In.) Pipe flow velocity = 8.93(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 16.88 min. +++++++++ 3.090 .~' ( F' ~' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.090 **** CONFLUENCE OF MAZN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.000(Ac.) Runoff from this stream = 70.590(CFS) Time of concentration = 16.88 min. Rainfall intensity = 2.611(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 326.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 84.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 114.000(Ft.) ~,L Difference in elevation = 11.700(Ft.) 380 . Slope = 0.13929 s(percent)= 13.93 TC = k(0.300)*[(length"3)/(elevation change) Warning• TC computed to be less than 5 min.; "0.2 program is assuming the 5.000 min. for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 initial subarea runoff = 4.060(CFS) Total initial stream area = 0.900(AC.) Pervious area fraction = 0.100 time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 5.099(In/Hr) COMMERCIAL subarea type Runoff Coefficient = 0.885 '° - ~7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.900(AC.) Runoff from this stream = 4.060(CFS) Time of concentration = 5.00 min. Rainfall intensity = 5.099(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft.) Top (of initial area) elevation = 118.500(Ft.) Bottom (of initial area) elevation = 114.2o0(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00544 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change))"0.2 Initial area time of concentration = 12.275 min. Rainfall intensity = 3.112(In/Hr) for a 100.0 year storm CONIINERCIAL subarea type ,o Runoff Coefficient = 0.877 ~.'~~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.003(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 2~~j ~~ 38i Stream flow area = Runoff from this stream • Time of concentration = Rainfall intensity = Summary of stream data: Stream Flow rate No. (CFS) r 1 L_J r1 ~ 1.100(AC.) = 3.003(CFS) 12.27 min. 3.112(In/Ar) TC Rainfall Intensity (min) (In/Hr) 1 4.060 5.00 5.099 2 3.003 12.27 3.112 Largest stream flow has longer or shorter time Qp = 4.060 + sum of Qa Tb/Ta 3.003 * 0.407 = 1.223 Qp = 5.283 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 4.060 3.003 Area of streams before confluence: 0.900 1.100 Results of confluence: Total flow rate = 5.283(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 2.000(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Street flow is on [i] side(s) of the street Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 104.300(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.396(Ft.), Average velocity = Streetflow hydraulics at midpoint of st reet travel: Halfstreet flow width = 13.865(Ft.) Flow velocity = 3.24(Ft/s) Travel time = 3.50 min. TC = 8.50 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 330.000 6.604(CFS) 3.236(Ft/s) ~- ~~ ~\` 382 Decimal fraction soil group C= 0.000 q Decimal fraction soil group D= 0.000 ~'~l • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.808(In/Hr) for a 100.0 year storm Subarea runoff = 3.353(CFS) for 1.000(Ac.) Total runoff = 8.636(CFS) Total area = 3.000(Ac.) Street flow at end of street = 8.636(CFS) Half street flow at end of street = 8.636(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.452(Ft/s) Flow width (from curb towards crown)= 15.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 8.636(CFS) Time of concentration = 8.50 min. Rainfall intensity = 3.808(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** INITIAL ARfiA FsVALUATION **** • Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 108.200(Ft.) Bottom (of initial area) elevation = 104.300(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0.00542 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)7"0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 3.174(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 2.786(CFS) Total initial stream area = 1.000(Ac. Pervious area fraction = 0.100 ~ L J 100.0 year stornt ~-20 fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUSNCE OF MINOR STREAMS ***t Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(AC.) Runoff from this stream = 2.786(CFS) Time of concentration = 11.84 min. Rainfall intensity = 3.174(In/Hr) Summary of stream data: • . • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.636 8.50 3.808 2 2.786 11.84 3.174 Largest stream flow has longer or shorter time of concentration Qp = 8.636 + sum of Qa Tb/Ta 2.786 * 0.718 = 2.001 Qp = 10.63'I Total of 2 streams to confluence: Flow rates before confluence point: 8.636 2.786 Area of streams before confluence: 3.000 1.000 Results of Confluence: Total flow rate = 10.637(CFS) Time of concentration = 8.502 min. Effective stream area after confluence = 4.000(Ac.) ?8 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 332.000 ***~ STRTET FLOW TRAVEL TIMT + SUBAREA FLOW ADDITION ****. Top of street segment elevation = 104.300(Ft.) Snd of street segment elevation = 92.300(Ft.) Length of street segment = 825.OOOtFt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (CUrb to crown? = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.232(CFS) Depth of flow = 0.470(Ft.), Average velocity = 3.785(Ft/s) Streetflow hydraulics at midpoint of street travel: ~_~~ Halfstreet flow width = 17.651(Ft.) Flow velocity = 3.78(Ft/s) Travel time = 3.63 min. TC = 12.14 min. Adding area flow to atreet COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraCtion soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.131(In/Hr) for a 100.0 year storm Subarea runoff = 3.297(CFS) for 1.200(AC.) ~K 3~ 4 Total runoff = 13.934(CFS) Total area = 5.200(AC.) Street flow at end of street = 13.934(CFS) ~ Half street flow at end of street = 13.934(CFS) Depth of flow = 0.488(Ft.), Average velocity = 3.907(Ft/s) Flow width (from Curb towards crown)= 18.573(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in nonnal stream number 1 200 (AC. ) 13.934(CFS) 12.14 min. .131(In/Ar) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 96.600(Ft.) Bottom (of initial area) elevation = 92.500(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00837 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 • Initial area time of concentration = 12.096 min. Rainfall intensity = 3.137(In/Hr) for a 100.0 year stozm SINGLE FAMILY (1/4 Acre Lot) ~ 22 Runoff Coefficient = 0.787 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.421(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.600(AC.) Runoff from this stream = 6.421(CFS) Time of concentration = 12.10 min. Rainfall intensity = 3.137(In/Hr) Summary of stream data: ~ Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.934 12.14 3.131 2 6.421 12.10 3.137 ~~ 38 5 Largest stream flow has longer time of concentration Qp = 13.934 + sum of • Qb ia/Ib 6.421 * 0.998 = 6.410 Qp = 20.343 Total of 2 streams to confluence: Flow rates before confluence point: 13.934 6.421 Area of streams before confluence: 5.200 2.600 Results of confluence: Total flow rate = 20.343(CFS) Time of concentration = 12.136 min. Effective stream area after confluence = 7.800(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.300(Ft.) End of street.segment elevation = 88.800(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 . Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.559(Ft.), Average velocity = 4 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Aalfstreet flow width = 22.000(Ft.) Flow velocity = 4.09(Ft/s) Travel time = 0.98 min. TC = 13.11 min. Adding area flow to street CONII~IERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 3.000(In/Hr) for a 100.0 Subarea runoff = 0.921(CFS) for 0.350(Ac.) Total runoff = 21.264(CFS) Total area = 8 Street flow at end of street = 21.264(CFS) Half street flow at end of street = 21.264(CFS) 20.800(CFS) 090(Ft/s) 2.93(Ft.) ~~ L7 - 0.900 year storm 150(Ac.) ~~ 38G Depth of flow = 0.562(Ft.), Average velocity = 4.116(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.09(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 333.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = S Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Stream is listed: .150(AC.) 21.264(CFS) 13.11 min. 3.000(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 70.590 16.88 2.611 2 21.264 13.11 3.000 Largest stream flow has longer time of concentration Qp = 70.590 + sum of Qb Ia/Ib 21.264 * 0.870 = 18.506 • 4P = 89.095 Total of 2 main streams to confluence: Flow rates before confluence point: 70.590 21.264 Area of streams before confluence: 35.000 8.150 Results of confluence: Total flow rate = 89.095(CFS) Time of concentration = 16.882 min. Effective stream area after confluence = 43.150(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.300(Ft.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 89.095(CFS) Nearest computed pipe diameter = 42.00(In.) • Calculated individual pipe flow = 89.095(CFS) Noxmal flow depth in pipe = 34.03(In.) Flow top width inside pipe = 32.94(In.) ~«E Critical Depth = 35.17(In.) Pipe flow velocity = 10.66(Ft/s) ~ Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.96 min. 3 87 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 1 Stream flow area = 43.150(Ac.) Runoff from this stream = 89.095(CFS) Time of concentration = 16.96 min. Rainfall intensity = 2.605(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** USER DEFINED FLOW INFORMATION AT A POINT ***~ Rainfall intensity = 2.391(Zn/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.81 min. Rain intensity = 2.39(In/Hr) • Total area = 143.20(Ac.) Total runoff = 287.70(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** ~-,~~~~y riain sLream numner: i in normal stream number 2 Stream flow area = 143.200(Ac.) Runoff from this stream = 287.701(CFS) Time of concentration = 19.81 min. Rainfall intensity = 2.391(In/Ar) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION **** ~..~~lal area zlow alStanCe = 980.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 111.900(Ft.) Difference in elevation = 13.800(Ft.) Slope = 0.01408 s(percent)= 1.41 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.063 min. • Rainfall intensity = 3.295(In/Hr) for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 year stoxZn ~-G`C ~ 388 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 . Initial subarea runoff = 3.183(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 111.900(Ft.) End of street segment elevation = 88.100(Ft.) Length of street segment = 1640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.076(CFS) • Depth of flow = 0.384(Ft.), Average velocity = 3.192(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.367(Ft.) G°_2~ Flow velocity = 3.19(Ft/s) Travel time = 8.56 min. TC = 19.63 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.404(In/Hr) for a 100.0 year storm Subarea runoff = 4.195(CFS) for 2.000(Ac.) Total runoff = 7.378(CFS) Total area = 3.100(AC.) Street flow at end of street = 7.378(CFS) Half street flow at end of street = 7.378(CFS) Depth of flow = 0.406(Ft.), Average velocity = 3.345(Ft/s) Flow width (from curb towards crown)= 14.454(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 3 Stream flow area = 3.100(Ac.) Runoff from this stream = 7.378(CFS) Time of concentration = 19.63 min. ~\ Rainfall intensity = 2.404(In/Hr) 38~ Summary of stream data: Stream Flow rate TC Ra infall Intensity ~ No. (CFS) (min) (In/Hr) 1 89.095 16.96 2.605 2 287.701 19.81 2 391 3 7-378 19.63 . 2.404 Largest stream flow has longer time of concentration 4P = 287.701 + sum of Qb Ia/Ib 89.095 * 0.918 = 81.800 Qb Ia/Ib 7.378 * 0.995 = 7.340 4p = 376.841 Total of 3 streams to confluence: Flow rates before confluence point: 89.095 287.701 7.378 Area of streams before confluence: 43.150 143.200 3.100 Results of confluence: Total flow rate = 376.841(CFS) Time of concentration = 19.810 min. Effective stream area after confluence = 189.450(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 81.900(Ft.) Downstream point/station elevation = 78.400(Ft.) Pipe length = 840.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 376.841(CFS) Nearest computed pipe diameter = 81.00(In.) Calculated individual pipe flow = 376.841(CFS) Normal flow depth in pipe = 66.94(In.) ~~~ ~ Flow top width inside pipe = 61.36(In.) Critical Depth = 61.95(In.) Pipe flow velocity = 11.92(Ft/s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 20.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.110 **** CONFLIIENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 189.450(Ac.) ~ Runoff from this stream = 376.841(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.317(In/Hr) Program is now starting with Main Stream No. 2 i~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ?90 Process from Point/Station 337.000 to Point/Station 338.000 ***t INITIAL AREA EVALUATION **** • Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 90.900(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00535 s(percent)= 0.53 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.657 min. Rainfall intensity = 3.550(In/Hr) for a 100.0 year storm CONIINERCIAL subarea type Runoff Coefficient = 0.879 ,e ~ Decimal fraction soil group A= 0.000 ~~~'~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.873(CFS) Total initial stream area = 0.600(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME +$jJBAREA FLOW ADDITION **** . Top of street segment elevation = 88.800(Ft.) End of street segment elevation = 85.700(Ft.) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.545(CFS) Depth of flow = 0.316(Ft.), Average velocity = 2.299(Ft/s) Streetflow hydraulics at midpoint of street travel: ,o_~ Halfstreet flow width = 9.950(Ft.) ~. 7 Flow velocity = 2.30(Ft/s) Travel time = 2.14 min. TC = 11.80 min. Adding area flow to street CONIINERCIAL subarea type Runoff Coefficient = 0.878 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 y~5?J Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.180(In/Hr) for a 100.0 year stozm 3Yl Subarea runoff = 1.200(CFS) for Total runoff = 3.074(CFS) Total • Street flow at end of street = 3 Half street flow at end of street = Depth of flow = 0.332(Ft.), Average Flow width (from curb towards crown)= 0.430(AC.) area = 1.030(AC.) .074(CFS) 3.074(CFS) velocity = 2.402(Ft/s) 10.784(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Hlong Main stream number: 2 in noxmal stream number 1 Stream flow area = 1.030(Ac.) Runoff from this stream = 3.074(CFS) Time of concentration = 11.80 min. Rainfall intensity = 3.180(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 93.500(Ft.) Bottom (of initial area) elevation = 85.90o(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01101 s(percent)= 1.10 . TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.128 min. Rainfall intensity = 2.999(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.921(CFS) TOtal initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 ~-28 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** tilong main atream number: 2 in nozmal stream number 2 Stream flow area = 5.500(AC.) Runoff from this stream = 12.921(CFS) Time of concentration = 13.13 min. Rainfall intensity = 2.999(In/Hr) • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 3.074 11.80 3.180 i/~ ~ s9z 2 12.921 13.13 2.999 Largest stream flow has longer time of concentration • Qp = 12.921 + sum of Qb Ia/ib 3.074 * 0.943 = 2.898 Qp = 15.819 Total of 2 streams to confluence: Flow rates before confluence point: 3.074 12.921 Area of streams before confluence: 1.030 5.500 Results of confluence: Total flow rate = 15.819(CFS) Time of concentration = 13.128 min. Effective stream area after confluence = 6.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 342.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.700(Ft.) End of street segment elevation = 79.500(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.788(CFS) Depth of flow = 0.548(Ft.), Average velocity = 3.470(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.42(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.592(Ft.) c'~9 Flow velocity = 3.47(Ft/s) Travel time = 2.79 min. TC = 15.91 min. Adding area flow to street CONIMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.697(In/Hr) for a 100.0 year storm Subarea runoff = 1.888(CFS) for 0.800(Ac.) Total runoff = 17.707(CFS) Total area = 7.330(Ac.) ~! Street flow at end of street = 17.707(CFS) Half street flow at end of street = 17.707(CFS) 393 Depth of flow = 0.558(Ft.), Average velocity = 3.496(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.89(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** rsiong inain stream number: 2 in normal stream number 1 Stream flow area = 7.330(Ac.) Runoff from this stream = 17.707(CFS) Time of concentration = 15.91 min. Rainfall intensity = 2.697(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 341.000 to Point/Station 342.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 85.000(Ft.) Bottom (of initial area) elevation = 79.400(Ft Difference in elevation = 5.600(Ft.) Slope = 0.00691 s(percent)= 0.69 TC = k(0.323)*[(length"3)/(elevation change)] • Initial area time of concentration = 12.725 Rainfall intensity = 3.050(In/Hr) for a APARTMENT subarea type Runoff Coefficient = 0.854 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious Initial subarea runoff = 16.412(CFS) Total initial stream area = 6.300(Ac Pervious area fraction = 0.200 "0.2 min. 100.0 year storm L~., ' J ~ fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 16.412(CFS) Time of concentration = 12.72 min. Rainfall intensity = 3.050(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.707 15.91 2,6g~ ~ 2 16.412 12.72 3.050 394 Largest stream flow has longer time of concentration Qp = 17.707 + sum of • Qb Ia/Ib 16.412 * 0.884 = 14.512 4P = 32.220 ~ • Total of 2 streams to confluence: Flow rates before confluence point: 17.707 16.412 Area of streams before confluence: 7.330 6.300 Results of confluence: Total flow rate = 32.220(CFS) Time of concentration = 15.914 min. Effective stream area after confluence = 13.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 13 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .630(AC.) 32.220(CFS) 15.91 min. 2.697(In/Hr) Stream Flow rate TC No. (CFS) (min) 32.220 * 0.859 = 27.673 Qp = 404.514 Rainfall Intensity (In/Hr) 1 376.841 20.98 2.317 2 32.220 15.91 2.697 Largest stream flow has longer time of concentration Qp = 376.841 + sum of Qb Ia/ib Total of 2 main streams to confluence: Flow rates before confluence point: 376.841 32.220 Area of streams before confluence: 189.450 13.630 Results of confluence: Total flow rate = 404.514(CFS) Time of concentration = 20.985 min. Effective stream area after confluence = 203.080(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.400(Ft.) ~"~ Downstream point/station elevation = 63.800(Ft.) 3q5 Pipe length = 680.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 404.514(CFS) • Nearest computed pipe diameter =- 69.00(In.) Calculated individual pipe flow 404.514(CFS) Normal flow depth in pipe = 53.72(In.) P~P r Flow top width inside pipe = 57.30(In.) Critical Depth = 63.61(In.) Pipe flow velocity = 18.63(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 21.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 3.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 203.080(AC.) Runoff from this stream = 404.514(CFS) Time of concentration = 21.59 min. Rainfall intensity = 2.281(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 425.000(Ft.) Top (of initial area) elevation = 79.500(Ft.) Bottom (of initial area) elevation = 74.400(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.178 min. Rainfall intensity = 3.890(in/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 ~ -3~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.056(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600(AC.) Runoff from this stream = 2.056(CFS) Time of concentration = 8.18 min. ~ Rainfall intensity = 3.890(In/Hr) 39` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 344.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 79.000(Ft.) Bottom (of initial area) elevation = 74.600(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00543 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.403 min. Rainfall intensity = 3.094(In/Hr) for a 100. CONIINERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • • 0 year storm `, v ,~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 13.570(CFS) Total initial stream area = 5.000(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in normal stream number 2 .000(AC.) 13.570(CFS) 12.40 min. 3.094(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 2.056 8.18 2 13.570 12.40 Largest stream flow has longer Qp = 13.570 + sum of Qb Ia/Ib 2.056 * 0.795 = Qp = 15.205 Rainfall Intensity (In/Ar) 3.890 3.094 time of concentration 1.635 Total of 2 streams to confluence: Flow rates before confluence point: 2.056 13.570 Area of streams before confluence: 0.600 5.000 Results of confluence: Total flow rate = 15.205(CFS) Time of concentration = 12.403 min. Effective stream area after confluence = 5.600(AC.) ~ 397 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 346.000 • **** STREET FLOW TRA~IEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.400(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.694(CFS) Depth of flow = 0.565(Ft.), Average velocity = 2.990(Ft/s) Warning: depth of flow.exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.26(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22.000(Ft.) ~_ 3 3 Flow velocity = 2.99(Ft/s) • Travel time = 1.39 min. TC = 13.80 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.918(In/Hr) for a 100.0 year storm Subarea runoff = 0.920(CFS) for 0.360(AC.) Total runoff = 16.125(CFS) Total area = 5.960(Ac.) Street flow at end of street = 16.125(CFS) Half street flow at end of street = 16.125(CFS) Depth of flow = 0.569(Ft.), Average velocity = 3.013(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.46(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 346.000 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 2 in noxmal stream number 1 Stream flow area = 5.960(Ac.) Runoff from this stream = 16.125(CFS) Time of concentration = 13.80 min. ?~ Rainfall intensity = 2.918(In/Hr) 398 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 347.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 88.100(Ft.) Bottom (of initial area) elevation = 79.500(Ft.) Difference in elevation = 8.600(Ft.) Slope = 0.01049 s(percent)= 1.05 TC = k(0.300)*[(length~3)/(elevation change)]"0.2 Initial area time of concentration = 10.927 min. Rainfall intensity = 3.317(In/Hr) for a 100.0 year storm CONID7ERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 r~ L J • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.914(CFS} Total initial stream area = 1.000(AC.) Pervious area fraction = 0.100 ~ ~ , :r -.. i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 349.000 **** STREET FLOW TRAVEL TIMfi + SUBAREA FLOW ADDITION **** Halfstreet flow width = 12.185(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.360(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Top of street segment elevation = 79.500(Ft End of street segment elevation = 72.500(Ft Length of street segment = 680.000(Ft.) Flow velocity = 2.55(Ft/s) Travel time = 4.45 min. TC = Adding area flow to street CONID7ERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 15.38 min. 4.079(CFS) 2.547(Ft/s) C-35 :/° ` 399 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.749(In/Hr) for a 100.0 year storm . Subarea runoff = 1.925(CFS) for 0.800(AC.) Total runoff = 4.838(CFS) Total area = 1.800(Ac.) Street flow at end of street = 4.838(CFS) Half street flow at end of street = 4.838(CFS) Depth of flow = 0.378(Ft.), Average velocity = 2.653(Ft/s) Flow width (from curb towards crown)= 13.066(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 349.000 to Point/Station 349.000 *~~~ CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.800(AC.) Runoff from this stream = 4.838(CFS) Time of concentration = 15.38 min. Rainfall intensity = 2.749(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Largest . 4P = QP = 16.125 13.80 4.838 15.38 stream flow has longer 16.125 + sum of Qa Tb/Ta 4.838 * 0.897 = 20.466 Rainfall Intensity (In/Hr) 2.918 2.749 or shorter time 4.341 Total of 2 streams to confluence: Flow rates before confluence point: 16.125 4.838 Area of streams before confluence: 5.960 1.800 Results of confluence: Total flow rate = 20.466(CFS) Time of concentration = 13.796 min. Effective stream area after confluence = of concentration 7.760(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 7 Runoff from this stream = Time of concentration = • Rainfall intensity = Summary of stream data: Main Stream is listed: .760(AC.) 20.466(CFS) 13.80 min. 2.918(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) /v f{-oo 1 2 . La 4P 4P 404.514 21.59 20.466 13.80 rgest stream flow has longer = 404.514 + sum of Qb Ia/Ib 20.466 * 0.782 = = 420.511 2.281 2.918 time of concentration 15.997 Total of 2 main streams to confluence: Flow rates before confluence point: 404.514 20.466 Area of streams before confluence: 203.080 7.760 Results of confluence: Total flow rate = 420.511(CFS) Time of concentration = 21.593 min. Effective stream area after confluence = 210.840(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 63.800(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 100.00(Ft.) Manning's N= 0.013 • No. of pipes = 1 Required pipe flow = 420.511(CFS) Nearest computed pipe diameter 66.00(In.) Calculated individual pipe flow = 420.511(CFS) Normal flow depth in pipe = 58.50(In.) Flow top width inside pipe = 41.89(In.) Critical depth could not be calculated. Pipe flow velocity = 18.88(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 21.68 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the • Pl I' E. 354.04 (AC.) same area. Area averaged pervious area fraction(Ap) = 0.488 Area averaged RI index number = 56.7 '?~°3 4 so • ~ ~ ~ 100 ~ 451 Riverside County Rational Hydrology Program . CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/12/O1 File:305D.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "D" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Study COntr01 InfOrmatiOn ********** English (in-lb) Units used in input data file ~ LJ • ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the ( Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year stornt 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 140.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 40.000(Ft.) Slope = 0.13793 s(percent)= 13.79 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.609 min. Rainfall intensity = 4.048(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 0~- ~ 3~ 452 Initial subarea runoff = 3.000(CFS) Total initial stream area = 0.900(Ac.) . Pervious area fraction = 1.000 ~ L. J . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 401.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning~s N-in gutter_= 0.0150 Manning's N from gutter to grade break = 0.0150 Top of street segment elevation = 89.000(Ft.) End of street segment elevation = 84.500(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft. Distance from crown to crossfall grade break = 18 Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.302(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.248(Ft.) group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 z = 0.100; Impervious 3.737(In/Hr) for a 0.000(CFS) for 0. Total runoff = 3.000(CFS) Total area = Street flow at end of street = 3.000(CFS) Half street flow at end of street = 3.000(CFS) Depth of flow = 0.302(Ft.), Average velocity = Flow width (from curb towards crown)= 9.248(Ft.) Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio Rainfall intensity = Subarea runoff = Flow velocity = 3.09(Ft/s) Travel time = 1.19 min. TC = 8.80 min. Adding area flow to street COhIINERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 = 0.900 year storm 900(AC.) 087(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0. Runoff from this stream = Time of concentration = Rainfall intensity = 3 1 in normal stream number 1 900 (Ac. ) 3.000(CFS) 8.80 min. .737(In/Hr) 000(Ft.) 3.000(CFS) 3.087(Ft/s) 5T~ E ~~-. ~j' fraction 100.0 000(Ac.) 0 ~ 453 . . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** ZNITIAL AREA EVALUATION **** 0 year storm *~ ,"i - I Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.377(CFS) Total initial stream area = 2.200(AC.) Pervious area fraction = 0.500 Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.5o0(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00865 s(percent)= 0.87 TC = k(0.390)*[(length~3)/(elevation change)]"0.2 Initial area time of concentration = 12.303 min. Rainfall intensity = 3.108(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nornlal stream number 2 Stream flow area = 2.200(AC.) Runoff from this stream = 5.377(CFS) Time of concentration = 12.30 min. Rainfall intensity = 3.108(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 3.000 8.80 3.737 2 5.377 12.30 3.108 Largest stream flow has longer time of concentration Qp = 5.377 + sum of Qb Ia/Ib 3.000 * 0.831 = 2.494 4P = 7.872 Total of 2 streams to confluence: Flow rates before confluence point: 3.000 5.377 Area of streams before confluence: 0.900 2.200 ~ Results of confluence: Total flow rate = 7.872(CES) Time of concentration = 12.303 min. Effective stream area after confluence = 3.100(Ac.) ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4 5~{ Process from Point/Station 401.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 84.500(Ft.) End of street segment elevation = 82.000(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.872(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.305(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.160 (Ft. ) ~;~,'c_ c_=-j- Flow velocity = 2.31(Ft/s) Travel time = 3.47 min. TC = 15.77 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.711(In/Hr) for a 100.0 year stoxin Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 7.872(CFS) Total area = 3.100(AC.) Street flow at end of street = 7.872(CFS) Half street flow at end of street = 7.872(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.305(Ft/s) Flow width (from curb towards crown)= 18.160(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 7.872(CFS) Time of concentration = 15.77 min. Rainfall intensity = 2.711(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** INITIAL AREA EVALUATION **** ~,ip Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 87.500(Ft.) 4 55 Bottom (of initial area) elevation = 82.000(Ft.) Difference in elevation = 5.500(Ft.) . Slope = 0.00714 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.958 min. Rainfall intensity = 2.791(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious initial subarea runoff = 8.242(CFS) Total initial stream area = 3.800(Ac Pervious area fraction = 0.500 0 year stozm ^,_ i, .-- ~. fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.800(AC.) Runoff from this stream = 8.242(CFS) Time of concentration = 14.96 min. Rainfall intensity = 2.791(In/Hr) . Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.872 15.77 2.711 2 8.242 14.96 2.791 Largest stream flow has longer or shorter time of concentration Qp = 8.242 + sum of Qa Tb/Ta 7.872 * 0.948 = 7.465 Qp = 15.707 Total of 2 streams to confluence: Flow rates before confluence point: 7.872 8.242 Area of streams before confluence: 3.100 3.800 Results of confluence: Total flow rate = 15.707(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 6.900(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.900(AC.) Runoff from this stream = 15.707(CFS) 45~ Time of concentration = 14.96 min. Rainfall intensity = 2.791(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length'3)/(elevation change)]"0.2 Initial area time of concentration = 15.007 min. Rainfall intensity = 2.786(In/Hr) for a 100.0 year storm SINGLE FAMZLY (1/4 Acre Lot) Runoff Coefficient = 0.777 J' a Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 8.009(CFS) Total initial stream area = 3.700(AC.) Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.000(Ft.) End of street segment elevation = 82.000(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.122(CFS) Depth of flow = 0.543(Ft.), Average velocity = 2.607(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. . Distance that curb overflow reaches into property = 2,13(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) D-~- Flow velocity = 2.61(Ft/s) Travel time = 2.24 min. TC = 17.25 min. ~10 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) 4s~ Runoff Coefficient = 0.770 Decimal fraction soil group A= 0.000 . Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 (~ -.~. Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.581(In/Hr) for a 100.0 year storm Subarea runoff = 7.552(CFS) for 3.800(AC.) Total runoff = 15.561(CFS) Total area = 7.500(Ac.) Street flow at end of street = 15.561(CFS) Half street flow at end of street = 15.561(CFS) Warning: depth of Plow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 406.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 15.561(CFS) Time of concentration = 17.25 min. Rainfall intensity = 2.581(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.707 14.96 2,'7g1 2 15.561 17.25 2.581 Largest stream flow has longer or shorter time of concentration Qp = 15.707 + sum of Qa Tb/Ta 15.561 * 0.867 = 13.498 4P = 29.205 Total of 2 streams to confluence: Flow rates before confluence point: 15.707 15.561 Area of streams before confluence: 6.900 7.500 Results of confluence: Total flow rate = 29.205(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 14.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 4.020 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.000(Ft.) Downstream point/station elevation = 69.500(Ft.) \ Pipe length = 610.00(Ft.) Manning~s N= 0.013 ~'~ ~ ~~'1 No. of pipes = 1 Required pipe flow = 29.2p5(CFS) 458 Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 29.205(CFS) • Normal flow depth in pipe = 19.13(In.) ,'(pE Flow top width inside pipe = 24.54(In.) Critical Depth = 22.51(In.) Pipe flow velocity = 9.70(Ft/s) Travel time through pipe = 1.05 min. Time of ConCentration (TC) = 16.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.400(Ac.) Runoff from this stream = 29.205(CFS) Time of Concentration = 16.01 min. Rainfall intensity = 2.689(In/Hr) Program is now starting with Main Stream No. 2 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.104(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio User specified values TC = 25.00 min. Rain Total area = 118 group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 n = 0.500; Impervious are as follows: ,q~- l5q -;-~2 ~3oGa-'! fraction = 0.500 intensity = 2.10(In/Hr) .00(AC.) Total runoff = 293.20(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.200(Ft.) Downstream point/station elevation = 70.200(Ft.) Pipe length = 750.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 293.200(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 293.200(CFS) Normal flow depth in pipe = 53.06(In.) Flow top width inside pipe = 45.93(In.) • Critical Depth = 56.45(In.) Pipe flow velocity = 15.07(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 25.83 min. ++++++++ 4.010 PIPF 3.~ti ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4s9 • • • Process from Point/Station 4.010 to Point/Station 4.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 118.000(AC.) Runoff from this stream = 293.200(CFS) Time of concentration = 25.83 min. Rainfall intensity = 2.067(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.400(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00775 s(percent)= 0.77 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.960 min. Rainfall intensity = 3.312(In/Hr) for a 100. CONID7ERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stornt (J - 5 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.909(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.909(CFS) Time of concentration = 10.96 min. Rainfall intensity = 3.312(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 293.200 25.83 2 2.909 10.96 Largest stream flow has longer Qp = 293.200 + sum of Qb Ia/Ib 2.909 * 0.624 = Qp = 295.015 2.067 3.312 time of concentration 1.815 Total of 2 streams to confluence: Flow rates before confluence point: ~13 4~0 293.200 2.909 Area of streams before confluence: • 118.000 1.000 Results of confluence: Total flow rate = 295.015(CFS) Time of conCentration = 25.829 min. Effective stream area after confluence = 119.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** PIPEFLOW TRAVSL TIME (User specified size) **** Upstream point/station elevation = 70.200(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 130.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 295.015(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 295.015(CFS) Normal flow depth in pipe = 55.97(In.) PIP E Flow top width inside pipe = 59.91(In.) Critical Depth = 56.31(In.) Pipe flow velocity = 12.51(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 26.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 119.000(Ac.) Runoff from this stream = 295.015(CFS) Time of concentration = 26.00 min. Rainfall intensity = 2.059(In/Hr) Su~nary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 29.205 16.01 2.689 2 295.015 26.00 2.059 Largest stream flow has longer time of concentration Qp = 295.015 + sum of Qb Ia/Ib 29.205 * 0.766 = 22.365 Qp = 317.380 Total of 2 main Flow rates befo • 29.205 Area of streams 14.400 streams to confluence: re confluence point: 295.015 before confluence: 119.000 Results of confluence: ~~~ Total flow rate = 317.380(CFS) 461 Time of concentration = 26.003 min. Effective stream area after confluence = 133.400(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.030 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 66.600(Ft.) Pipe length = 540.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 317.380(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 317.380(CFS) Nortnal flow depth in pipe = 54.05(In.) ~~(~r` Flow top width inside pipe = 71.96(In.) Critical Depth = 57.40(In.) Pipe flow velocity = 12.94(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 26.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.030 **** CONFLUENCE OF MINOR STREAMS **~~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 133.400(AC.) • Runoff from this stream = 317.380(CFS) Time of concentration = 26.70 min. Rainfall intensity = 2.029(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 79.100(Ft.) Bottom (of initial area) elevation = 76.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300)*((length"3)/(elevation change)7~0.2 Initial area time of concentration = 11.184 min. Rainfall intensity = 3.275(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 D _~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Initial subarea runoff = 2.157(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 410.000 462 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in nozmal stream number 2 Stream flow area = 0.750(AC.) Runoff from this stream = 2.157(CFS) Time of concentration = 11.18 min. Rainfall intensity = 3.275(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 317.380 26.70 2.029 2 2.157 11.18 3.275 Largest stream flow has longer time of concentration Qp = 317.380 + sum of Qb Ia/Ib 2.157 * 0.620 = 1.337 Qp = 318.717 Total of 2 streams to confluence: Flow rates before confluence point: 317.380 2.157 Area of streams before confluence: 133.400 0.750 Results of confluence: Total flow rate = 318.717(CFS) • Time of concentration = 26.698 min. Effective stream area after confluence = 134.150(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.600(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 120.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 318.717(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 318.717(CFS) Norn1a1 flow depth in pipe = 55 . 73 ( In. ) r' ~ P~ Flow top width inside pipe = 70.45(In.) Critical Depth = 57.53(In.) Pipe flow velocity = 12.56(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 26.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 134.150(Ac.) ~~(p Runoff from this stream = 318.717(CFS) Time of concentration = 26.86 min. Rainfall intensity = 2.023(In/Hr) 463 r1 L J • Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION **** SINGLS FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 8.879(CFS) Total initial stream area = 4.200(Ac Pervious area fraction = 0.500 Slope = 0.00706 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.599 Rainfall intensity = 2.727(In/Hr) for a Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 80.000(Ft Difference in elevation = 6.000(Ft.) "0.2 min. 100.0 year storm ~~~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 412.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 2 in nozmal stream number 1 200(AC.) 8.879(CFS) 15.60 min. .727(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** Difference in elevation = 6.600(Ft.) Slope = 0.00880 s(percent)= 0.88 TC = k(0.390)*[(length"3)J(elevation change)] Initial area time of concentration = 14.197 Rainfall intensity = 2.872(In/Hr) for a Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 86.600(Ft.) Bottom (of initial area) elevation = 80.000(Ft "0.2 min. 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 . Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ~J- g Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.510(CFS) ~~~ 4~4 u Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.800(AC.) Runoff from this stream = 8.510(CFS) Time of concentration = 14.20 min. Rainfall intensity = 2.872(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 8.879 15.60 2.727 2 8.510 14.20 2.872 Largest stream flow has longer time of concentration Qp = 8.879 + sum of Qb Ia/Ib 8.510 * 0.950 = 8.081 Qp = 16.959 Total of 2 streams to confluence: • Flow rates before confluence point: 8.879 8.510 Area of streams before confluence: 4.200 3.800 Results of confluence: Total flow rate = 16.959(CFS) Time of concentration = 15.599 min. Effective stream area after confluence = 8.000(AC.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 4.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 67.300(Ft.) Pipe length = 660.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 16.959(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.959(CFS) Normal flow depth in pipe = 17.04(In.) Flow top width inside pipe = 16.43(In.) Critical Depth = 18.13(In.) Pipe flow velocity = 8.11(Ft/s) Travel time through pipe = 1.36 min. Time of concentration (TC) = 16.95 min. ~IP~ ~1'~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.040 **** CONFLUENCE OF MINOR STREAMS **** 4~5 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.000(Ac.) • Runoff from this stream = 16.959(CFS) Time of concentration = 16.95 min. Rainfall intensity = 2.605(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 83.5oo(Ft.) Bottom (of initial area) elevation = 76.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00680 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)7~0.2 Initial area time of concentration = 16.771 min. Rainfall intensity = 2.621(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm D-Q Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.524(CFS) • Total initial stream area = 5.700(AC.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 11.524(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.621(In/Hr) Summary of stream data: 1 ` L~ Stream Flow rate TC No. (CFS) (min) 1 16.959 16.95 2 11.524 16.77 Largest stream flow has longer Qp = 16.959 + sum of Qb Ia/Ib 11.524 * 0.994 = Qp = 28.415 Rainfall Intensity (In/Hr) 2.605 2.621 time of concentration 11.456 ~~~ Total of 2 streams to confluence: Flow rates before confluence point: 16.959 11.524 Area of streams before confluence: 5.000 5.700 46~ u Results of confluence: Total flow rate = 28.415(CFS) Time of concentration = 16.955 min. Effective stream area after confluence = 13.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.050 **** pIpEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.300(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 100.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Reguired pipe flow = 28.415(CFS) Nearest computed pipe diameter = 27.00(in.) Calculated individual pipe flow = 28.415(CFS) Normal flow depth in pipe = 18.35(In.) ri!-i~ Flow top width inside pipe = 25.20(In.) Critical Depth = 22.25(In.) Pipe flow velocity = 9.88(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 17.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.700(AC.) Runoff from this stream = 28.415(CFS) Time of concentration = 17.12 min. Rainfall intensity = 2.591(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 318.717 26.86 2.023 2 28.415 17.12 2.591 Largest stream flow has longer time of concentration Qp = 318.717 + sum of Qb Ia/Ib 28.415 * 0.781 = 22.184 Qp = 340.901 Total of 2 main streams to confluence: Flow rates before confluence point: 318.717 28.415 Area of streams before confluence: 134.150 13.700 • Results of confluence: Total flow rate = 340.901(CFS) Time of concentration = 26.858 min. Effective stream area after confluence = 147.850(AC.) ~ 4~7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 4.050 to Point/Station 4.060 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.000(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length = 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 340.901(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 340.901(CFS) Normal flow depth in pipe = 58.03(In.) Flow top width inside pipe = 68.08(In.) Critical Depth = 59.41(In.) Pipe flow velocity = 12.87(Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 27.61 min. ~'~P~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 147.850(Ac.) Runoff from this stream = 340.901(CFS) Time of concentration = 27.61 min. Rainfall intensity = 1.992(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 72.700(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00508 s(percent)= 0.51 TC = k(0.300)*L(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.368 min. Rainfall intensity = 3.246(In/Hr) for a CO[~7ERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 100.0 year stornt ~ - ~o Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.280(CFS) Total initial stream area = 0.800(AC.) Pervious area fraction = 0.100 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 418.000~~ **** CONFLUENCE OF MINOR STRfiAMS **** Along Main Stream number: 1 in normal stream number 2 468 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.280(CFS) ~ Time of concentration = 11.37 min. Rainfall intensity = 3.246(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 340.901 27.61 1.992 2 2.280 11.37 3.246 Largest stream flow has longer time of concentration Qp = 340.901 + sum of Qb Za/Ib 2.280 * 0.614 = 1.399 Qp = 342.300 Total of 2 streams to confluence: Flow rates before confluence point: 340.901 2.280 Area of streams before confluence: 147.850 0.800 Results of confluence: Total flow rate = 342.300(CFS) Time of concentration = 27.609 min. Effective stream area after confluence = 148.650(Ac.) ~ +++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (USer specified size) **** Upstream point/station elevation = 63.000(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 342.300(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 342.300(CFS) Normal flow depth in pipe = 57.00(In.) Flow top width inside pipe = 69.20(In.) ~~P~ Critical Depth = 59.54(In.) Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 27.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 148.650(AC.) ~ Runoff from this stream = 342.300(CFS) Time of concentration = 27.75 min. Rainfall intensity = 1.987(In/Hr) ~.~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 46~ **** USER DEFINED FLOW INFORMATION AT A POINT **** • Rainfall intensity = 2.276(In/Hr) for a 100.0 year stoxm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ~~° M' ''t~ RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 21.68 min. Rain intensity = 2.28(in/Hr) Total area = 354.04(AC.) Total runoff = 420.51(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 354.040(AC.) Runoff from this stream = 420.510(CFS) Time of concentration = 21.68 min. Rainfall intensity = 2.276(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ~ No. (CFS) (min) (In/Hr) 1 342.300 27.75 1.987 2 420.510 21.68 2.276 Largest stream flow has longer or shorter time of concentration Qp = 420.510 + s um of Qa Tb/Ta 342.300 * 0.781 = 267.444 Qp = 687.954 Total of 2 streams to confluence: Flow rates before confluence point: 342.300 420.510 Area of streams before confluence: 148.650 354.040 Results of confluence: Total flow rate = 687.954(CFS) Time of concentration = 21.680 min. Effective stream area after confluence = 502.690(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.080 **** IMPROVED CHANNEL TRAVEL TIME **** • Covered channel Upstream point elevation = 62.400(Ft.) Downstream point elevation = 59.200(Ft.) ~7j Channel length thru subarea = 638.000(Ft.) ~ Channel base width = 9.500(Ft.) ~'1('E Slope or ~Z~ of left channel bank = 0.000 4 7a Slope or ~Z~ of right channel Manning's 'N' = 0.015 • Maximum depth of channel = Flow(q) thru subarea = 687 Depth of flow = 5.524(Ft.), Channel flow top width = 9 Flow Velocity = 13.11(Ft/s) Travel time = 0.81 min. Time of concentration = 22. bank = 0.000 6.000(Ft.) 954(CFS) Average velocity = 500(Ft.) 13.109(Ft/s) !~(~'~_ 49 min. Sub-Channel No. 1 Critical depth = 5.438(Ft.) ' ' ' Critical flow top width = 9.500(Ft.) ' ' ' Critical flow velocity= 13.318(Ft/s) ~ ' ~ Critical flow area = 51.657(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 502.690(Ac.) Runoff from this stream = 687.954(CFS) Time of concentration = 22.49 min. Rainfall intensity = 2.230(In/Hr) Program is now starting with Main Stream No. 2 r 1 LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 82.000(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00652 s(percent)= 0.65 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.536 min. Rainfall intensity = 3.575(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 D-~~ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.981(CFS) Total initial stream area = 0.630(AC.) Pervious area fraction = 0.100 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** ~~ Along Main Stream number: 2 in normal stream number 1 ~-~i Stream flow area = 0.630(AC.) Runoff from this stream = 1.981(CFS) . Time of concentration = 9.54 min. Rainfall intensity = 3.575(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00690 s(percent)= 0.69 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.082 min. Rainfall intensity = 3.139(In/Hr) for a 100.0 year stox~n COMMERCIAL subarea type Runoff Coefficient = 0.877 D-12 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.030(CFS) Total initial stream area = 1.100(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.100(AC.) Runoff from this stream = 3.030(CFS) Time of concentration = 12.08 min. Rainfall intensity = 3.139(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 1.981 9.54 3.575 2 3.030 12.08 3.139 Largest stream flow has longer time of concentration Qp = 3.030 + sum of Qb Ia/Zb 1.981 * 0.878 = 1.739 Qp = 4.769 . Total of 2 streams to confluence: Flow rates before confluence point: 1.981 3.030 _/ Area of streams before confluence: aG'i~ 0.630 1.100 l Results of confluence: 472 . ~ . Total flow rate = 4.769(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = 1.730(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 79.000(Ft.) End of street segment elevation = 69.100(Ft.) Length of street segment = 1980.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 35.000(Ft.) Distance from crown to crossfall grade break = 33.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.353(CFS) Depth of flow = 0.493(Ft.), Average velocity = 2.303(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.729(Ft.) ~_13 Flow velocity = 2.30(Ft/s) Travel time = 14.33 min. TC = 26.41 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.042(In/Hr) for a 100.0 year stoxm Subarea runoff = 4.615(CFS) for 2.600(Ac.) Total runoff = 9.384(CFS) Total area = 4.330(AC.) Street flow at end of street = 9.384(CFS) Half street flow at end of street = 9.384(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 20.00(Ft.) Flow width (from curb towards crown)= 35.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.330(AC.) ~ Runoff from this stream = 9.384(CFS) Time of concentration = 26.41 min. Rainfall intensity = 2.042(In/Hr) 4 73 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 72.100(Ft.) Bottom (of initial area) elevation = 69.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00492 s(percent)= 0.49 TC = k(0.300)*((length"'3)/(elevation change)]"0.2 Initial area time of concentration = 11.295 min. Rainfall intensity = 3.257(In/Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious fraction Initial subarea runoff = 2.574(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 year storm T%- ~~ = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 224.000 to Point/Station 224.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 2 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.574(CFS) Time of concentration = 11.30 min. Rainfall intensity = 3.257(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 9.384 26.41 2 2.574 11.30 Largest stream flow has longer Qp = 9.384 + sum of Qb Ia/Ib 2.574 * 0.627 = 4P = 10.998 Rainfall Intensity (In/Hr) 2.042 3.257 time of concentration 1.613 Total of 2 streams to confluence: Flow rates before confluence point: 9.384 2.574 • Area of streams before confluence: 4.330 0.900 Results of confluence: Total flow rate = 10.998(CFS) Time of concentration = 26.409 min. Effective stream area after confluence = 5.230(AC.) ~~~ 474 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 424.000 to Point/Station 424.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.230(Ac.) Runoff from this stream = 10.998(CFS) Time of concentration = 26.41 min. Rainfall intensity = 2.042(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 687.954 22.49 2.230 2 10.998 26.41 2.042 Largest stream flow has longer or shorter time of concentration Qp = 687.954 + sum of Qa Tb/Ta 10.998 * 0.852 = 9.366 Qp = 697.320 Total of 2 main streams to confluence: Flow rates before confluence point: 687.954 10.998 • Area of streams before confluence: 502.690 5.230 Results of confluence: Total flow rate = 697.320(CFS) Time of concentration = 22.491 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of = 507.920(AC.) 507.92 (AC.) the same area. Area averaged pervious area fraction(Ap) = 0.495 Area averaged RI index number = 56.0 • '/~p~ 5 Sc~ • • u ~ ~~0 ~~~ 55! Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/08/O1 File:305E.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "E" 100 YEAR STORM JN 30001 ********* HydrOlOgy Stlldy COntr01 IIIfOrmatiOII ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,2tnc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) ~ 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year stoxm 60 minute intensity = 1.300(In/xr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **~* INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.000(Ft.) Bottom (of initial area) elevation = 59.0oo(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.516 min. Rainfall intensity = 3.223(In/Hr) for a 100.0 year stortn CO[~IERCIAL subarea type . Runoff Coefficient = 0.878 ~ _I Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ~~p RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 552 Initial subarea runoff = 21.502(CFS) Total initial stream area = 7.600(Ac.) ~ Pezvious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.000(Ft.) Downstream point/station elevation = 53.100(Ft.) Pipe length = 60.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 21.502(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.502(CFS) Nozmal flow depth in pipe = 15.89(In.) Flow top width inside pipe = 22.70(In.) ~~~~. Critical Depth = 19.89(In.) ` Pipe flow velocity = 9.74(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 11.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 775.000(Ft.) • Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 56.o00(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00774 s(percent)= 0.77 TC = k(0.323)*[(length~3)/(elevation change)]"0.2 Initial area time of concentration = 12.222 min. Rainfall intensity = 3.119(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A= 0.000 E-`~ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 12.654(CFS) Total initial stream area = 4.700(AC.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDZTION **** Top of street segment elevation = 56.000(Ft.) • End of street segment elevation = 53.000(Ft.) Length of street segment 400.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) ~A~ Slope from gutter to grade break (v/hz) = 0.078 / Slope from grade break to crown (v/hz) = 0.020 ~--3 553 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) • Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.250(CFS) Depth of flow = 0.595(Ft.), Average velocity = 3.257(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.75(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.26(Ft/s) Travel time = 2.05 min. TC = 14.27 min. ~._e. Adding area flow to street v APARTMENT subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction = 0.800 Rainfall intensity = 2.864(In/Hr) for a 100.0 year stoxm Subarea runoff = 12.080(CFS) for 4.900(AC.) ~ Total runoff = 24.734(CFS) Total area = 9.600(AC.) Street flow at end of street = 24.734(CFS) Half street flow at end of street = 24.734(CFS) Depth of flow = 0.642(Ft.), Average velocity = 3.476(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 7.08(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 5.010 ***'~ PIPEFLOW TRAVEL TIMS (Program estimated size) **** Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.734(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.734(CFS> Nornial flow depth in pipe = 18.23(In.) Flow top width inside pipe = 25.29(In.) ~,~~,` Critical Depth = 20.86(In.) Pipe flow velocity = 8.65(Ft/s) Travel time through pipe = 0.64 min. • Time of concentration (TC) = 14.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 q~ **** CONFLUfiNCE OF MINOR STREAMS **** ~ 554 Along Main Stream flow Stream number area = • Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 .600(AC.) 24.734(CFS) 14.90 min. 2.796(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 506.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 925.000(Ft.) Top (of initial area) elevation = 54.300(Ft.) Bottom (of initial area) elevation = 48.800(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00595 s(percent)= 0.59 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.698 min. Rainfall intensity = 2.627(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.795 - Decimal fraction soil group A= 0.000 ~ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.233(CFS) ~ Total initial stream area = 4.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 5.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 45.100(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 45.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 10.233(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.233(CFS) Normal flow depth in pipe = 12.76(In.) Flow to width inside c~o= p pipe = 20.51(In.) ;i;,~ Critical Depth = 14.29(In.) Pipe flow velocity = 6.69(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 16.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 4.900(AC.) Runoff from this stream = 10.233(CFS) Time of concentration = 16.81 min. ~'~ Rainfall intensity = 2.617(In/Hr) Summary of stream data: 555 Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) Total of 2 streams to confluence: Flow rates before confluence point: 24.734 10.233 Area of streams before confluence: 9.600 4.900 Results of confluence: Total flow rate = 33.806(CFS) Time of concentration = 14.905 min. Effective stream area after confluence = 14.500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 44.700(Ft.) Downstream point/station elevation = 42.300(Ft.) Pipe length = 40.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 33.806(CFS) Nearest computed pipe diameter - 21.00(In.) Calculated individual pipe flow = 33.806(CFS) Normal flow depth in pipe = 15.16(In.) ~IP~ Flow top width inside pipe = 18.81(In.) Critical depth could not be calculated. Pipe flow velocity = 18.18(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.94 min. 1 24.734 14.90 2.796 2 10.233 16.81 2.617 Largest stream flow has longer or shorter time of concentration Qp = 24.734 + sum of Qa Tb/Ta 10.233 * 0.887 = 9.073 Qp = 33.806 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01056 s(percent)= 1.06 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.391 min. Rainfall intensity = 2.966(In/Hr) for a 100.0 vear storm SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.804 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 ~-5 ~~~ 55~ RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impexvious fraction = 0.500 . Initial subarea runoff = 3.293(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 1 Runoff from this stream = Time of concentration = Rainfall intensity = • 1 in normal stream number 1 380(Ac.) 3.293(CFS) 13.39 min. .966(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 535.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00748 s(percent)= 0.75 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 12.813 Rainfall intensity = 3.039(In/xr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 2.744(CFS) Total initial stream area = 1.120(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year storm fraction = 0.500 ^ ~ ` -lo ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 2 Stream flow area = 1.120(Ac.) Runoff from this stream = 2.744(CFS) Time of concentration = 12.81 min. Rainfall intensity = 3.039(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 3.293 13.39 2.966 2.744 12.81 3.039 ~~~ s57 Largest stream flow has longer time of concentration Qp = 3.293 + sum of ~ Qb ia/Ib 2.744 * 0.976 = 2.678 Qp = 5.971 Total of 2 streams to confluence: Flow rates before confluence point: 3.293 2.744 Area of streams before confluence: 1.380 1.120 Results of confluence: Total flow rate = 5.971(CFS) Time of concentration = 13.391 min. Effective stream area after confluence = 2.500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.500(Ac.) Runoff from this stream = 5.971(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.966(In/Hr) Program is now starting with Main Stream No. 2 ~ LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 50.500(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 14.385 min. Rainfall intensity = 2.852(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 ~ _7 Decimal fraction soil group A= 0.000 l Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.885(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.500 • +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +o+~ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 1 S58 Stream flow area = 1.700(Ac.) Runoff from this stream = 3.885(CFS) • Time of concentration = 14.38 min. Rainfall intensity = 2.852(In/Hr) • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Difference in elevation = 3.800(Ft.) Slope = 0.00731 s(percent)= 0.73 TC = k(0.390)*[(length"3)/(elevation change)] initial area time of concentration = 12.727 Rainfall intensity = 3.050(In/Hr) for a Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 43.000(Ft SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 3.198(CFS) Total initial stream area = 1.300(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year storm ` -~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.300(AC.) Runoff from this stream = 3.198(CFS) Time of concentration = 12.73 min. Rainfall intensity = 3.050(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.885 14.38 2 3.198 12.73 Largest stream flow has longer Qp = 3.885 + sum of Qb ia/Ib 3.198 * 0.935 = Qp = 6.875 2.852 3.050 time of concentration 2.990 Total of 2 streams to confluence: Flow rates before confluence point: 3.885 3.198 Area of streams before confluence: 1.700 1.300 Results of confluence: ~q,1 $5q Total flow rate = 6.875(CFS) Time of concentration = 14.385 min. • Effective stream area after confluence = 3.000(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 6.875(CFS) Time of concentration = 14.38 min. Rainfall intensity = 2.852(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.971 13.39 2.966 2 6.875 14.38 2.852 Largest stream flow has longer time of concentration Qp = 6.875 + sum of Qb Ia/Ib 5.971 * 0.961 = 5.740 Qp = 12.615 • Total of 2 main streams to confluence: Flow rates before confluence point: 5.971 6.875 Area of streams before confluence: 2.500 3.000 Results of confluence: Total flow rate = 12.615(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 5:500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 5.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.600(Ft.) Downstream point/station elevation = 37.000(Ft.) Pipe length = 60.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 12.615(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 12.615(CFS) Normal flow depth in pipe = 11.53(In.) • Flow top width inside pipe = 12.65(In.) ~~o F Critical depth could not be calculated. Pipe flow velocity = 12.46(Ft/s) Travel time through pipe = 0.08 min. ~~~ Time of concentration (TC) = 14.47 min. 5Go • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 775.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft Difference in elevation = 5.000(Ft.) Slope = 0.00645 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.306 Rainfall intensity = 2.756(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 3.038(CFS) Total initial stream area = 1.380(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year storm fraction = 0.500 ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 516.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 40.100(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft. Distance from crown to crossfall grade break = 18 Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(Zn.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = Manning's N from grade break to crown = 000(Ft 0.020 0.0150 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.394(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.885(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 2.96 min. TC = 18.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio~ 000(Ft.) 3.918(CFS) 1.916(Ft/s) group A = 0.000 group B = 0.500 group C = 0.500 group D = 0.000 2) = 62.50 z= 0.500; Impervious fraction = 0.500 ~- ~o ~~~ 5`l Rainfall intensity = 2.501(In/Hr) for a 100.0 year storm Subarea runoff = 1.582(CFS) for 0.800(AC.) ~ Total runoff = 4.620(CFS) Total area = 2.180(AC.) Street flow at end of street = 4.620(CFS) Half street flow at end of street = 4.620(CFS) Depth of flow = 0.413(Ft.), Average velocity = 1.994(Ft/s) Flow width (from curb towards crown)= 14.833(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 ***~ CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.180(AC.) Runoff from this stream = 4.620(CFS) Time of concentration = 18.26 min. Rainfall intensity = 2.501(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 516.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 40.1oo(Ft.) Difference in elevation = 4.100(Ft.) • Slope = 0.00683 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.658 min. Rainfall intensity = 2.934(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.804 ~ _(~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.281(CFS) Total initial stream area = 2.240(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(AC.) Runoff from this stream = 5.281(CFS) Time of concentration = 13.66 min. • Rainfall intensity = 2.934(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ~~ No. (CFS) (min) (In/Ar) SG2 1 4.620 18.26 2.501 2 5.281 13.66 2.934 . Largest stream flow has longer or shorter time of concentration Qp = 5.281 + sum of Qa Tb/Ta 4.620 * 0.748 = 3.455 4P = 8.737 Total of 2 streams to confluence: Flow rates before confluence point: 4.620 5.281 Area of streams before confluence: 2.180 2.240 Results of confluence: Total flow rate = 8.737(CFS) Time of concentration = 13.658 min. Effective stream area after confluence = 4.420(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 5.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.000(Ft.) Downstream point/station elevation = 33.000(Ft.) Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.737(CFS) Nearest computed pipe diameter = 21.00(In.) • Calculated individual pipe flow = 8.737(CFS) i~;~`r-~ Normal flow depth in pipe = 12.64(In.) Flow top width inside pipe = 20.56(In.) Critical Depth = 13.17(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 14.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.420(Ac.) Runoff from this stream = 8.737(CFS) Time of concentration = 14.52 min. Rainfall intensity = 2.836(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 518.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) • Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 E-~Z Fr,t TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ~~ Initial area time of concentration = 15.007 min. Rainfall intensity = 2.786(In/xr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 ~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 ~-~~ Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; impervious fraction = 0.500 Initial subarea runoff = 3.074(CFS) Total initial stream area = 1.380(AC.) Pervious area fraction = 0.500 5~3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 38.600(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 • Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.012(CFS) Depth of flow = 0.425(Ft.), Average velocity = 2.034(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.316(Ft.) Flow velocity = 2.03(Ft/s) Travel time = 5.24 min. TC = 20.25 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 DeCimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.363(In/Hr) for a 100.0 Subarea runoff = 3.232(CFS) for 1.740(AC.) Total runoff = 6.306(CFS) Total area = 3 Street flow at end of street = 6.306(CFS) Half street flow at end of street = 6.306(CFS) • Depth of flow = 0.454(Ft.), Average velocity = Flow width (from curb towards crown)= 16.774(Ft.) r_ ~j = 0.500 year stozm 120(AC.) 2.151(Ft/s) ~p~/ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 519.000 **** CONFLUENCE OF MINOR STREAMS **** 5c4 Along Main Stream number: 1 in nozmal stream number 2 • Stream flow area = 3.120(AC.) Runoff from this stream = 6.306(CFS) Time of concentration = 20.25 min. Rainfall intensity = 2.363(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.737 14.52 2.836 2 6.306 20.25 2.363 Largest stream flow has longer or shorter time of concentration Qp = 8.737 + sum of Qa Tb/Ta 6.306 * 0.717 = 4.522 Qp = 13.259 Total of 2 streams to confluence: Flow rates before confluerice point: 8.73'7 6.306 Area of streams before confluence: 4.420 3.120 Results of confluence: Total flow rate = 13.259(CFS) Time of concentration = 14.524 min. • Effective stream area after confluence = 7.540(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 33.000(Ft.) Downstream point/station elevation = 30.900(Ft.) Pipe length = 575.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.259(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.259(CFS) Noxmal flow depth in pipe = 19.03(In.) Flow top width inside pipe = 19.45(In.) p,,~ _ Critical Depth = 15.73(In.) "~`- Pipe flow velocity = 4.96(Ft/s) Travel time through pipe = 1.93 min. Time of concentration (TC) = 16.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.050 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.540(Ac.) Runoff from this stream = 13.259(CFS) ~'Yj Time of concentration = 16.46 min. Rainfall intensity = 2.648(In/Hr) SG5 • . . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 521.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 38.600(Ft.) Initial subarea runoff = 4.298(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.500 "0.2 min. 100.0 year stornl E-(4 Pervious area fraction = 0.500; Impervious fraction = 0.500 Difference in elevation = 5.600(Ft.) Slope = 0.00651 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.927 Rainfall intensity = 2.696(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** STREET FLOW TRAVEL TIME + SUBARfiA FLOW ADDITION **** Top of street segment elevation = 38.600(Ft.) End of street segment elevation = 35.700(Ft.) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft. Distance from crown to crossfall grade break = 18 Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.400(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.083(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 5.13 min. TC = 21.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio; 000(Ft.) 8.059(CFS) 917(Ft/s) E- 15 group A = 0.000 group B = 0.500 ~ group C = 0.500 group D = 0.000 2) = 62.50 1= 0.500; Impervious fraction = 0.500 7 ~o ~ Rainfall intensity = 2.312(In/Hr) for a 100.0 year storm Subarea runoff = 6.348(CFS) for 3.500(Ac.) . Total runoff = 10.646(CFS) Total area = 5.500(Ac.) Street flow at end of street = 10.646(CFS) Half street flow at end of street = 5.323(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.051(Ft/s) Flow width (from curb towards crown)= 15.740(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 522.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.500(AC.) Runoff from this stream = 10.646(CFS) Time of concentration = 21.06 min. Rainfall intensity = 2.312(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • ~ 1 13.259 16.46 2.648 2 10.646 21.06 2.312 Largest stream flow has longer or shorter time Qp = 13.259 + sum of Qa Tb/Ta 10.646 * 0.782 = 8.321 Qp = 21.580 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 13.259 10.646 Area of streams before confluence: 7.540 5.500 Results of confluence: Total flow rate = 21.580(CFS) Time of concentration = 16.457 min. Effective stream area after confluence = 13.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** P~P~ End of computations, total study area = 40.64 (AC.) Upstream point/station elevation = 30.900(Ft.) Downstream point/station elevation = 28.800(Ft.) Pipe length = 145.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 21.580(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.580(CFS) Normal flow depth in pipe = 16.13(In.) Flow top width inside pipe = 22.54(Zn.) Critical Depth = 19.93(In.) Pipe flow velocity = 9.61(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 16.71 min. ~O~ 5 ~7 The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fraction(Ap) = 0.354 Area averaged RI index number = 61.3 • • ~~~ ~ So • . n U I IDO ~~1 65I Riverside County Rational Hydrology Program ~ CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/16/O1 File:305F.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "F" 100 YEAR STORM JN 30001 • • ------------------------------------------------------------------------ ********* HydrOlOgy Study Contr0l InfOnnatiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stoxm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(Zn/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** 0 year stozm ~' ~ Pervious area fraction = 0.500; Impervious fraction = 0.500 initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 64.600(Ft.) Difference in elevation = 13.900(Ft.) Slope = 0.01390 s(percent)= 1.39 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.537 min. Rainfall intensity = 2.835(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.779 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 G 52 Initial subarea runoff = 13.024(CFS) Total initial stream area = 5.900(Ac.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.600(Ft.) End of street segment elevation = 63.600(Ft.) Length of street segment = 160.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.134(CFS) Depth of flow = 0.546(Ft.), Average velocity = 2.756(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.32(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) r-~ Flow velocity = 2.76(Ft/s) Travel time = 0.97 min. TC = 15.50 min. Adding area flow to street CO[~7ERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.736(In/Hr) for a 100.0 year stonn Subarea runoff = 0.239(CFS) for 0.100(AC.) Total runoff = 13.263(CFS) Total area = 6.000(AC.) Street flow at end of street = 13.263(CFS) Half street flow at end of street = 13.263(CFS) Depth of flow = 0.548(Ft.), Average velocity = 2.763(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance.that curb overflow reaches into property = 2.40(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~O~ Process from Point/Station 602.000 to Point/Station 6.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 58.100(Ft.) ~53 Downstream point/station elevation = 54.600(Ft.) Pipe length = 180.00(Ft.) Manning~s N= 0.013 . No. of pipes = 1 Required pipe flow = 13.263(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 13.263(CFS) Normal flow depth in pipe = 13.43(In.) Flow top width inside pipe = 15.67(In.) Critical Depth = 16.33(In.) Pipe flow velocity = 9.39(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 15.82 min. ~I ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.010 ~*** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 13.263(CFS) Time of concentration = 15.82 min. Rainfall intensity = 2.706(In/Hr) Program is now starting with Main Stream No. 2 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** Pervious area fraction = 0.500 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 10.963(CFS) Total initial stream area = 5.400(Ac Slope = 0.00582 s(percent)= 0.58 TC = k(0.390)*[(length"3)/(elevation change)J"0.2 Initial area time of concentration = 16.658 min. Rainfall intensity = 2.630(In/Ar) for a 100.0 year storm lnitial area tlow distance = 910.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 70.600(Ft.) Difference in elevation = 5.300(Ft.) F- 3 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in nos~nal stream number 1 400 (AC. ) 10.963(CFS) 16.66 min. .630(In/Hr) ~\O ~54 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.000(Ft.) Bottom (of initial area) elevation = 63.200(Ft. Difference in elevation = 15.800(Ft.) Slope = 0.03950 s(percent)= 3.95 TC = k(0.300)*[(length"'3)/(elevation change)]"'0.2 Initial area time of concentration = 6.290 min. Rainfall intensity = 4.495(In/Hr) for a 100 CONII~IERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • r1 LJ 0 year storm F- a- Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.111(CFS) Total initial stream area = 0.280(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.111(CFS) Time of concentration = 6.29 min. Rainfall intensity = 4.495(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.963 16.66 2 1.111 6.29 Largest stream flow has longer Qp = 10.963 + sum of Qb Ia/Ib 1.111 * 0.585 = Qp = 11.614 2.630 4.495 time of concentration 0.650 Total of 2 streams to confluence: Flow rates before confluence point: 10.963 1.111 Area of streams before confluence: 5.400 0.280 Results of confluence: Total flow rate = 11.614(CFS) Time of concentration - 16.658 min. Effective stream area after confluence = ~\\ 5.680(Ac.) GSS ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 605.000 to Point/Station 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.400(Ft.) Length of street segment = 215.OOOtFt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.757(CFS) Depth of flow = 0.473(Ft.), Average velocity = 3.595(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.754(Ft.) ~-5 Flow velocity = 3.60(Ft/s) Travel time = 1.00 min. TC = 17.66 min. Adding area flow to street ~ COMMERCZAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.548(In/Hr) for a 100.0 year stornt Subarea runoff = 0.312(CFS) for 0.140(Ac.) Total runoff = 11.925(CFS) Total area = 5.820(AC.) Street flow at end of street = 11.925(CFS) Half street flow at end of street = 11.925(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.608(Ft/s) Flow width (from curb towards crown)= 17.853(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 606.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 1 Stream flow area = 5.820(AC.) Runoff from this stream = 11.925(CFS) Time of concentration = 17.66 min. . Rainfall intensity = 2.548(In/Hr) ~ ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 608.000 **** INITIAL AREA fiVALUATION **** G SG Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 70.600(Ft.) • Bottom (of initial area) elevation = 60.200(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01095 s(percent)= 1.09 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.938 min. Rainfall intensity = 2.793(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~~ Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.819(CFS) Total initial stream area = 2.220(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.220(AC.) Runoff from this stream = 4.819(CFS) • Time of concentration = 14.94 min. Rainfall intensity = 2.793(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) 1 11.925 17.66 2 4.819 14.94 Largest stream flow has longer Qp = 11.925 + sum of Qb ia/Ib 4.819 * 0.912 = Qp = 16.321 i 2.548 2.793 time of concentration 4.396 Total of 2 streams to confluence: Flow rates before confluence point: 11.925 4.819 Area of streams before confluence: 5.820 2.220 Results of confluence: Total flow rate = 16.321(CFS) Time of concentration = 17.655 min. Effective stream area after confluence = 8.040(AC.) ~\~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: ~57 In Main Stream number: 2 Stream flow area = • Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting 8.040(Ac.) = 16.321(CFS) 17.66 min. 2.548(In/Hr) with Main Stream No ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.400(Ft.) Bottom (of initial area) elevation = 63.200(Ft Difference in elevation = 16.200(Ft.) Slope = 0.04050 s(percent)= 4.05 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 6.258 Rainfall intensity = 4.507(In/Hr) for a CONIINERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 "0.2 min. 100.0 year storni ~-7 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Initial subarea runoff = 1.353(CFS) Total initial stream area = 0.340(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity 3 in normal stream number 1 .340(AC.) 1.353(CFS) 6.26 min. 4.507(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 70.800(Ft.) Bottom (of initial area) elevation = 63.2o0(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01013 s(percent)= 1.01 • TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ~~c Initial area time of concentration = 13.802 min. Rainfall intensity = 2.917(In/Hr) for a 100.0 year stozm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 ~-$ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 G58 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 . RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 4.101(CFS) Total initial stream area = 1.800(Ac Pervious area fraction = 0.500 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.800(AC.) Runoff from this stream = 4.101(CFS) Time of concentration = 13.80 min. Rainfall intensity = 2.917(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.353 6.26 4.507 2 4.101 13.80 2.917 Largest stream flow has longer time of concentration Qp = 4.101 + sum of . Qb Ia/Ib 1.353 * 0.647 = 0.876 4P = 4.977 Total of 2 streams to confluence: Flow rates before confluence point: 1.353 4.101 Area of streams before confluence: 0.340 1.800 Results of confluence: Total flow rate = 4.977(CFS) Time of concentration = 13.802 min. Effective stream area after confluence = 2.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 612.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.000(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street F~ Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) / ~~7 ~sq Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 • Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.140(CFS) Depth of flow = 0.367(Ft.), Average velocity = 3.098(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.414(Ft.) Flow velocity = 3.10(Ft/s) ~- 9 Travel time = 1.16 min. TC = 14.96 min. Adding area flow to street COPM9ERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.791(In/Hr) for a 100.0 year storm Subarea runoff = 0.342(CFS) for 0.140(AC.) Total runoff = 5.319(CFS) Total area = 2.280(AC.) Street flow at end of street = 5.319(CFS) Aalf street flow at end of street = 5.319(CFS) Depth of flow = 0.370(Ft.), Average velocity = 3.123(Ft/s) Flow width (from curb towards crown)= 12.590(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 612.000 to Point/Station 612.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.280(Ac.) Runoff from this stream = 5.319(CFS) Time of concentratiOn = 14.96 min. Rainfall intensity = 2.791(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 13.263 15.82 2.706 2 16.321 17.66 2.548 3 5.319 14.96 2.791 Largest stream flow has longer time of concentration Qp = 16.321 + sum of Qb Ia/Ib 13.263 * 0.942 = 12.488 Qb Ia/Ib 5.319 * 0.913 = 4.856 Qp = 33.665 • Total of 3 main streams to confluence: Flow rates before confluence point: 13.263 16.321 5.319 Area of streams before confluence: 6.000 8.040 2.280 Rainfall Intensity (In/Hr) ~`~ GGo Results of confluence: • Total flow rate = 33.665(CFS) - Time of concentration = 17.655 min. Effective stream area after confluence - 16.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.600(Ft.) Downstream point/station elevation = 53.000(Ft.) Pipe length = 270.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Reguired pipe flow = 33.665(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.665(CFS) Normal flow depth in pipe = 27.00(In.) p(pi~ Flow top width inside pipe = 18.00(In.) Critical Depth = 23.70(In.) Pipe flow velocity = 7.23(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 18.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.020 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.320(Ac.) Runoff from this stream = 33.665(CFS) Time of concentration = 18.28 min. Rainfall intensity = 2.500(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 465.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 12.200(Ft.) Slope = 0.02624 s(percent)= 2.62 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.250 min. Rainfall intensity = 4.157(In/Hr) for a 100.0 year storm COPM7ERCIAL subarea type Runoff Coefficient = 0.882 ~-(p Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 bc~1 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.246(CFS) Total initial stream area = 0.340(Ac.) GG~ Pervious area fraction = 0.100 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.246(CFS) Time of concentration = 7.25 min. Rainfall intensity = 4.157(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 64.000(Ft. Difference in elevation = 10.100(Ft.) Slope = 0.01507 s(percent)= 1.51 TC = k(0.710)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 22.184 min. Rainfall intensity = 2.247(In/Hr) for a 100 UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.711 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 0 year storm ~'- I f Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.588(CFS) Total initial stream area = 3.500(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615:000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.500(AC.) Runoff from this stream = 5.588(CFS) Time of concentration = 22.18 min. Rainfall intensity = 2.247(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) . 1 1.246 7.25 2 5.588 22.18 Largest stream flow has longer Qp = 5.588 + sum of Qb ia/Ib 1.246 * 0.541 = 4.157 2.247 time of concentration 0.674 ~~ GG2 Qp = 6.262 • Total of 2 streams to confluence: Flow rates before confluence point: 1.246 5.588 Area of streams before confluence: 0.340 3.500 Results of confluence: Total flow rate = 6.262(CFS) Time of concentration = 22.184 min. Effective stream area after confluence = 3.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 616.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.700(Ft.) End of street segment elevation = 59.800(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 • Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.893(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.294(Ft/s) Streetflow hydraulics at midpoint of street travel: r Halfstreet flow width = 18.227(Ft.) ~-~~ Flow velocity = 2.29(Ft/s) Travel time = 5.52 min. TC = 27.71 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.745 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.988(In/Hr) for a 100.0 year stoxm Subarea runoff = 2.962(CFS) for 2.000(AC.) Total runoff = 9.224(CFS) Total area = 5.840(AC.) Street flow at end of street = 9.224(CFS) Half street flow at end of street = 9.224(CFS) • Depth of flow = 0.507(Ft.), Average velocity = 2.362(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.37(Ft.) ~~~ Flow width (from curb towards crown)= 19.456(Ft.) GG3 Process from Point/Station 616.000 to Point/Station 617.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] sidels) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.342(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.382(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.42(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.499(Ft.) F-13 Flow velocity = 2.38(Ft/s) Travel time = 1.61 min. TC = 29.31 min. Adding area flow to street • CONII~7ERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.928(In/Hr) for a 100.0 year storm Subarea runoff = 0.251(CFS) for 0.150(AC.) Total runoff = 9.475(CFS) Total area = 5.990(AC.) Street flow at end of street = 9.475(CFS) Half street flow at end of street = 9.475(CFS) Depth of flow = 0.511(Ft.), Average velocity = 2.383(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.55(Ft.) Flow width (from curb towards crown)= 19.634(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 617.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.990(AC.) . Runoff from this stream = 9.475(CFS) Time of concentration = 29.31 min. Rainfall intensity = 1.928(In/Hr) 1~ ~'C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 619.000 6L4 **** INITIAL AREA EVALUATION **** ~ Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) sottom (of initial area) elevation = 59.80o(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.01066 s(percent)= 1.07 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.762 min. Rainfall intensity = 2.811(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 F `:~. Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.981(CFS) Total initial stream area = 3.650(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) . End of street segment elevation = 58.600(Ft.) Length of street segment 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.145(CFS) Depth of flow = 0.486(Ft.), Average velocity = 2.326(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.393(Ft.) Flow velocity = 2.33(Ft/s) Travel time = 1.65 min. TC = 16.41 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 2.652(In/Hr) for a 100.0 Subarea runoff = 0.348(CFS) for 0. 150(AC.) 4=-15 ~~ = 0.900 year stoxm GGS Total runoff = 8.329(CFS) Total Street flow at end of street = 8 • Half street flow at end of street = Depth of flow = 0.489(Ft.), Average Flow width (from curb towards crown)= area = 3.800(AC.) .329(CFS) 8.329(CFS) velocity = 2.339(Ft/s) 18.554(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.800(AC.) Runoff from this stream = 8.329(CFS) Time of concentration = 16.41 min. Rainfall intensity = 2.652(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.475 29.31 1.928 2 8.329 16.41 2.652 Largest stream flow has longer time of concentration Qp = 9.475 + sum of Qb Ia/Ib 8.329 * 0.727 = 6.054 ~ 4P = 15.528 Total of 2 streams to confluence: Flow rates before confluence point: 9.475 8.329 Area of streams before confluence: 5.990 3.800 Results of confluence: Total flow rate = 15.528(CFS) Time of concentration = 29.315 min. Effective stream area after confluence = 9.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 9 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: 790(Ac.) 15.528(CFS) 29.31 min. .928(In/Hr) . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ti 1 33.665 18.28 2.500 ~ti 2 15.528 29.31 1.928 Largest stream flow has longer or shorter time of concentration ~~~ Qp = 33.665 + sum of Qa Tb/Ta • 15.528 * 0.623 = 9.682 Qp = 43.347 Total of 2 main streams to confluence: Flow rates before confluence point: 33.665 15.528 Area of streams before confluence: 16.320 9.790 Results of confluence: Total flow rate = 43.347(CFS) Time of concentration = 18.277 min. Effective stream area after confluence = 26.110(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 53.000(Ft.) Downstream point/station elevation = 52.600(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 43.347(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 43.347(CFS) • Noxmal flow depth in pipe = 27.19(In.) ~!~ ~ Flow top width inside pipe = 30.96(In.) Critical Depth = 25.73(In.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 18.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 26.110(Ac.) Runoff from this stream = 43.347(CFS) Time of concentration = 18.45 min. Rainfall intensity = 2.486(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 622.000 **** INITIAL AREA EVALUATION **** • initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 15.400(Ft.) Slope = 0.01711 s(percent)= 1.71 `~j TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ~2 Initial area time of concentration = 13.369 min. F-~(D G~7 • • Rainfall intensity = 2.969(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 = 0.500; Impervious = 6.622(CFS) Total initial stream area = 2.850(Ac Pervious area fraction = 0.500 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Initial subarea runoff 100.0 year storm F I~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Runoff from this stream = 6.622(CFS) Time of concentration = 13.37 min. Rainfall intensity = 2.969(In/Hr) Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.850(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.784 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 3.868(CFS) Total initial stream area = 1.950(Ac Pervious area fraction = 1.000 Difference in elevation = 16.200(Ft.) Slope = 0.01820 s(percent)= 1.82 TC = k(0.530)*((length"3)/(elevation change)] Initial area time of concentration = 17.865 Rainfall intensity = 2.531(In/Hr) for a Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 71.800(Ft "'0.2 min. 100.0 year storm OFI fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 622.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 63.100(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) ~ Width of half street (curb to crown) = 20.000(Ft.) 6C,~' Distance from crown to crossfall grade break = 18.000(Ft.) c ~a Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 . Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.388(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.497(Ft.) Flow velocity = 2.22(Ft/s) Travel time = 0.98 min. TC = 18.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.458(In/Hr) for a 100.0 Subarea runoff = 0.828(CFS) for 0.440(AC.) Total runoff = 4.696(CFS) Total area = 2 • Street flow at end of street = 4.696(CFS) Half street flow at end of street = 4.696(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 13.980(Ft.) 4.304(CFS) 219(Ft/s) F- ~7 = 0.500 year stoxm 390 (AC. ) 265(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 2.390(AC.) Runoff from this stream = 4.696(CFS) Time of concentration = 18.84 min. Rainfall intensity = 2.458(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.622 13.37 2.969 2 4.696 18.84 2.458 Large st stream flow has longer or shorter time of concentration Qp = 6.622 + sum of Qa Tb/Ta • 4.696 * 0.710 = 3.332 Qp = 9.953 Total of 2 streams to confluence: ~ Flow rates before confluence point: ~ 6.622 4.696 ~~9 Area of streams before confluence: 2.850 2.390 • Results of confluence: Total flow rate = 9.953(CFS) Time of concentration = 13.369 min. Effective stream area after confluence = 5.240(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 623.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 770.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 • Estimated mean flow rate at midpoint of street = 12.328(CFS) Depth of flow = 0.544(Ft.), Average velocity = 2.640(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.18(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) ~ ~~ Flow velocity = 2.64(Ft/s) Travel time = 4.86 min. TC = 18.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.503(In/Hr) for a 100.0 year storm Subarea runoff = 4.801(CFS) for 2.500(Ac.) Total runoff = 14.755(CFS) Total area = 7.740(AC.) Street flow at end of street = 14.755(CFS) Half street flow at end of street = 14.755(CFS) Depth of flow = 0.572(Ft.), Average velocity = 2.768(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.62(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 623.000 to Point/Station 623.000 G7~ **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.740(Ac.) Runoff from this stream = 14.755(CFS) Time of concentration = 18.23 min. Rainfall intensity = 2.503(In/Hr) ~J ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 624.000 to Point/Station 625.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 63.100(Ft.) Bottom (of initial area) elevation = 58.6oo(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00584 s(percent)= 0.58 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.571 min. Rainfall intensity = 2.730(In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Initial subarea runoff = 3.640(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.500 year stornt L~ ~~ = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norntal stream number 2 Stream flow area = 1.720(AC.) Runoff from this stream = 3.640(CFS) Time of concentration = 15.57 min. Rainfall intensity = 2.730(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.755 18.23 2.503 2 3.640 15.57 2.730 Largest stream flow has longer time of concentration Qp = 14.755 + sum of Qb Ia/Ib 3.640 * 0.917 = 3.338 4P = 18.092 Total of 2 streams to confluence: A~1 Flow rates before confluence point: 14.755 3.640 671 Area of streams before confluence: 7.740 1.720 • Results of confluence: Total flow rate = 18.092(CFS) Time of concentration = 18.230 min. Effective stream area after confluence = 9.460(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 9 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .460(AC.) 18.092(CFS) 18.23 min. 2.503(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 2 Largest 4P = ~ QP = 43.347 18.45 18.092 18.23 stream flow has longer 43.347 + sum of Qb Ia/Ib 18.092 * 0.993 = 61.318 Rainfall Intensity (In/Hr) 2.486 2.503 time of concentration 17.972 Total of 2 main streams to confluence: Flow rates before confluence point: 43.347 18.092 Area of streams before confluence: 26.110 9.460 Results of confluence: Total flow rate = 61.318(CFS) Time of concentration = 18.454 min. Effective stream area after confluence = 35.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.600(Ft.) Downstream point/station elevation = 49.500(Ft.) Pipe length = 460.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 61.318(CFS) • Nearest computed pipe diameter =- 39.00(In.) Calculated individual pipe flow 61.318(CFS) Nonnal flow depth in pipe = 29.06(In.) Flow top width inside pipe = 33.99(In.) j°(~ F` Critical Depth = 29.95(In.) ~~j Pipe flow velocity = 9.25(Ft/s) Travel time through pipe = 0.83 min. G72 Time of concentration (TC) = 19.28 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.570(AC.) Runoff from this stream = 61.318(CFS) Time of concentration = 19.28 min. Rainfall intensity = 2.427(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 626.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 62.100(Ft.) Bottom (of initial area) elevation = 57.100(Ft Difference in elevation = 5.000(Ft.) Slope = 0.00704 s(percent)= 0.70 TC = k(0.390)*[(length'3)/(elevation change)] Initial area time of concentration = 14.522 Rainfall intensity = 2.837(In/Hr) for a . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.779 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; impervious Initial subarea runoff = 4.417(CFS) Total initial stream area = 2.000(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year stozm _- ~o fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in normal stream number 1 .000(AC.) 4.417(CFS) 14.52 min. 2.837(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 627.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 985.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) ~ Bottom (of initial area) elevation = 57.100(Ft.) Difference in elevation = 5.900(Ft.) ~73 Slope = 0.00599 s(percent)= 0.60 TC = k(0.390)*[(length~3)/(elevation change)]"0.2 • Initial area time of concentration = 17.098 min. Rainfall intensity = 2.593(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 F?I Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.852(CFS) Total initial stream area = 3.930(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornial stream number 2 Stream flow area = 3.930(Ac.) Runoff from this stream = 7.852(CFS) Time of concentration = 17.10 min. Rainfall intensity = 2.593(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.417 14.52 Z,g3'7 2 7.852 17.10 2.593 Largest stream flow has longer time of concentration Qp = 7.852 + sum of Qb Ia/Ib 4.417 * 0.914 = 4.038 Qp = 11.890 Total of 2 streams to confluence: Flow rates before confluence point: 4.417 7.852 Area of streams before confluence: 2.000 3.930 Results of confluence: Total flow rate = 11.890(CFS) Time of concentration = 17.098 min. Effective stream area after confluence = 5.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 630.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 57.100(Ft.) End of street segment elevation = 55.800(Ft.) Length of street segment = 255.000(Ft.) ~ Height of curb above gutter flowline = 6.0(In.) ~ Width of half street (curb to crown) = 20.000(Ft.) G14 Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 . Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.561(CFS) Depth of flow = 0.557(Ft.), Average velocity = 2.523(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.86(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) F ~,~ Flow velocity = 2.52(Ft/s) Travel time = 1.68 min. TC = 18.78 min. Adding area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.462(In/Hr) for a 100.0 year stonn Subarea runoff = 1.263(CFS) for 0.670(AC.) Total runoff = 13.153(CFS) Total area = 6.600(Ac.) Street flow at end of street = 13.153(CFS) Half street flow at end of street = 13.153(CFS) Depth of flow = 0.565(Ft.), Average velocity = 2.554(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.24(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.600(Ac.) Runoff from this stream = 13.153(CFS) Time of concentration = 18.78 min. Rainfall intensity = 2.462(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 629.000 to Point/Station 630.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) \ Bottom (of initial area) elevation = 55.800(Ft.) ~1j Difference in elevation = 3.300(Ft.) G75 Slope = 0.00717 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)]~0.2 ~ Initial area time of concentration = 12.162 min. Rainfall intensity = 3.127(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.787 ~-~_; Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.904(CFS) Total initial stream area = 1.180(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.180(Ac.) Runoff from this stream = 2.904(CFS) Time of concentration = 12.16 min. Rainfall intensity = 3.127(In/Hr) Summary of stream data: ~ Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.153 18.78 2.462 2 2.904 12.16 3.127 Largest stream flow has longer time of concentration Qp = 13.153 + sum of Qb Ia/Ib 2.904 * 0.787 = 2.287 Qp = 15.440 Total of 2 streams to confluence: Flow rates before confluence point: 13.153 2.904 Area of streams before confluence: 6.600 1.180 Results of confluence: Total flow rate = 15.440(CFS) Time of concentration = 18.783 min. Effective stream area after confluence = 7.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 ~ **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.780(AC.) Runoff from this stream = 15.440(CFS) f~,~~ Time of concentration = 18.78 min. ~~~ Rainfall intensity = 2.462(In/Hr) Program is now starting with Main Stream No. 3 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 61.600(Ft.) Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00609 s(percent)= 0.61 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.584 min. Rainfall intensity = 2.637(In/Hr) for a 100.0 year SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0 Initial subarea runoff = 5.130(CFS) Total initial stream area = 2.520(AC.) Pervious area fraction = 0.500 storm ~ 2~ 500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 632.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 3 Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .520(AC.) 5.130(CFS) 16.58 min. 2.637(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 61.318 19.28 2.427 2 15.440 18.78 2.462 3 5.130 16.58 2.637 Largest stream flow has longer time of concentration Qp = 61.318 + sum of Qb Ia/Ib 15.440 * 0.986 = 15.219 Qb Ia/Ib . 5.130 * 0.920 = 4.722 4P = 81.259 Total of 3 main streams to confluence: Flow rates before confluence point: 61.318 15.440 5.130 ~~~ Area of streams before confluence: c~7 35.570 7.780 2.520 • Results of confluence: Total flow rate = 81.259(CFS) Time of concentration = 19.282 min. Effective stream area after confluence = 45.870(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 49.500(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 560.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 81.259(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 81.259(CFS) Normal flow depth in pipe = 36.00(In.) Flow top width inside pipe = 29.39(In.) ~IP C Critical Depth = 33.76(In.) Pipe flow velocity = 9.26(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 20.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 6.050 to Point/Station 6.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.870(AC.) Runoff from this stream = 81.259(CFS) Time of concentration = 20.29 min. Rainfall intensity = 2.360(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 634.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 475.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00695 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.399 min. Rainfall intensity = 3.094(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.786 ~ ~ S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ^~ RI index for soil(AMC 2) = 56.00 ~,,~` Pervious area fraction = 0.500; Impervious fraction = 0.500 c,~a Initial subarea runoff = 2,433(CFS) Total initial stream area = 1.000(Ac.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 55.800(Ft.) End of street segment elevation = 53.200(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.734(CFS) Depth of flow = 0.396(Ft.), Average velocity = 1.824(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 13.890(Ft.) r.', Flow velocity = 1.82(Ft/s) ~ e Travel time = 5.25 min. TC = 17.65 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.769 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious Rainfall intensity = 2.548(In/Hr) for a Subarea runoff = 2.096(CFS) for 1. Total runoff = 4.529(CFS) Total area = Street flow at end of street = 4.529(CFS) Half street flow at end of street = 4.529(CFS) Depth of flow = 0.418(Ft.), Average velocity = Flow width (from curb towards crown)= 15.007(Ft.) = 0.500 year storm 070(Ac.) 910(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.070(Ac.) Runoff from this stream = 4.529(CFS) Time of concentration = 17.65 min. fraction 100.0 070(AC.) 2 Rainfall intensity = 2.548(In/Hr) ~ ~t, G7q • ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 ~=~7 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impezvious fraction = 0.900 Initial subarea runoff = 4.126(CFS) Total initial stream area = 1.470(AC.) Pervious area fraction = 0.100 Initial area time of concentration = 11.682 min. Rainfall intensity = 3.197(In/xr) for a 100.0 year storm Initial area flow distance = 7~0.000(Ft.) Top (of initial area) elevation = 58.100(Ft.) Bottom (of initial area) elevation = 53.000(Ft Difference in elevation = 5.100(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k(0.300)*((length~3)/(elevation change)]"0.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCB OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.470(AC.) Runoff from this stream = 4.126(CFS) Time of concentration = 11.68 min. Rainfall intensity = 3.197(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.529 17.65 2.548 2 4.126 11.68 3.197 Largest stream flow has longer time of concentration Qp = 4.529 + s um of Qb Ia/ib 4.126 * 0.797 = 3.288 Qp = 7.816 Total of 2 streams Flow rates before 4.529 to confluence: confluence point: 4.126 Area of streams before confluence: 2.070 1.470 . Results of confluence: Total flow rate = 7.816(CFS) Time of concentration = 17.654 min. Effective stream area after confluence = 3.540(Ac.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~80 C~ ~ . Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .540(Ac.) 7.816(CFS) 17.65 min. 2.548(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 81.259 20.29 2 7.816 17.65 Largest stream flow has longer Qp = 81.259 + sum of Qb Ia/Ib 7.816 * 0.926 = Qp = 88.500 Rainfall Intensity (In/Hr) 2.360 2.548 time of concentration 7.240 Total of 2 main streams to confluence: Flow rates before confluence point: 81.259 7.816 Area of streams before confluence: 45.870 3.540 Results of confluence: Total flow rate = 88.500(CFS) Time of concentration = 20.290 min. Effective stream area after confluence = 49.410(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.060 **** pIpEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 43.500(Ft.) Pipe length = 415.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Reguired pipe flow = 88.500(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 88.500(CFS) Norn1a1 flow depth in pipe = 34.17(In.) Flow top width inside pipe = 38.47(In.) Critical Depth = 34.73(In.) ~fP E Pipe flow velocity = 9.84(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 20.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 6.060 **** CONFLUENCE OF MAIN STREAMS *~** The following data inside Main Stream is listed• ~~1. In Main Stream number: 1 G81 Stream flow area = 49.410(AC.) Runoff from this stream = 88.500(CFS) • Time of concentration = 20.99 min. Rainfall intensity = 2.316(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 638.000 **** INITZAL AREA EVALUATION **** Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 53.500(Ft.) Bottom (of initial area) elevation = 52.000(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 6.940 min. Rainfall intensity = 4.258(In/Hr) for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year stornl ~ 7g Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.254(CFS) . Total initial stream area = 0.600(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 'rop of street segment elevation = 52.000(Ft.) End of street segment elevation = 50.700(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = • Depth of flow = 0.349(Ft.), Average velocity = 1 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.541(Ft.) Flow velocity = 1.77(Ft/s) Travel time = 2.30 min. TC = 9.24 min. Adding area flow to street COMMERCIAL subarea type 000(Ft 2.573(CFS) 774(Ft/s) q ~?l ~~" G82 Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~ ~~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.637(In/xr) for a 100.0 year storm Subarea runoff = 0.544(CFS) for 0.170(AC.) Total runoff = 2.798(CFS) Total area = 0.770(Ac.) Street flow at end of street = 2.798(CFS) Half street flow at end of street = 2.798(CFS) Depth of flow = 0.357(Ft.), Average velocity = 1.809(Ft/s) Flow width (from curb towards crown)= 11.949(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 639.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 • Stream flow area = 0.770(Ac.) Runoff from this stream = 2.798(CFS) Time of concentration = 9.24 min. Rainfall intensity = 3.637(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** INITIAL AREA EVALUATION **** 0 year storm c 30 ~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 11.872(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.100 Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 56.000(Ft.) Bottom (of initial area) elevation = 51.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00581 s(percent)= 0.58 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.532 min. Rainfall intensity = 3.076(In/Hr) for a 100. CONIMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.400(AC.) Runoff from this stream = 11.872(CFS) ~ Time of concentration = 12.53 min. G 83 • • • Rainfall intensity = 3.076(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.798 9.24 3.637 2 11.872 12.53 3.076 Largest stream flow has longer time of concentration Qp = 11.872 + sum of Qb Ia/Ib 2.798 * 0.846 = 2.366 4P = 14.239 Total of 2 streams to confluence: Flow rates before confluence point: 2.798 11.872 Area of streams before confluence: 0.770 4.400 Results of confluence: Total flow rate = 14.239(CFS) Time of concentration = 12.532 min. Effective stream area after confluence = 5.170(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 5 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Stream is listed: .170(AC.) 14.239(CFS) 12.53 min. 3.076(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 88.500 20.99 2 14.239 12.53 Largest stream flow has longer Qp = 88.500 + sum of Qb Za/Ib 14.239 * 0.753 = QP = 99.221 Rainfall Intensity (In/Hr) 2.316 3.076 time of concentration 10.721 Total of 2 main streams to confluence: Flow rates before confluence point: 88.500 14.239 Area of streams before confluence: 49.410 5.170 Results of confluence: Total flow rate = 99.221(CFS) Time of concentration = 20.993 min. ~4~ GB~ fiffective stream area after confluence = 54.580(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIMfi (Program estimated size) **** Upstream point/station elevation = 43.500(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 60.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 99.221(CFS) Nearest computed pipe diameter = 36.00(Zn.) Calculated individual pipe flow = 99.221(CFS) Normal flow depth in pipe = 27.75(In.) ~'~ r Flow top width inside pipe = 30.26(In.) Critical depth could not be calculated. Pipe flow velocity = 16.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 21.05 min. End of computations, total study area = 54.58 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.489 Area averaged RI index number = 57.6 n U ~ ~~ ~sa ~ ~ , G loO ~v 75 I Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/16/O1 File:305G.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "G" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydYOlOgy Study COntY01 IrifOnndtiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) . 100 year storm 60 minute intensity = 1.300(In/Hr) Stox-m event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Ar) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 68.500(Ft.) Difference in elevation = 57.500(Ft.) Slope = 0.06534 s(percent)= 6.53 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.773 min. Rainfall intensity = 2.921(In/Hr) for a 100. UNDEVELOPED (poor cover) subarea • Runoff Coefficient = 0.797 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 0 year stornl OC?- ~ oC'~ Pervious area fraction = 1.000; Impervious fraction = 0.000 752 Initial subarea runoff = 6.404(CFS) Total initial stream area = 2.750(Ac.) • Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 71.000 to Point/Station 72.000 **** STREST FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***~ Top of street segment elevation = 60.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.567(CFS) Depth of flow = 0.421(Ft.), Average velocity = 2.724(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 15.142(Ft.) C7-2 Flow velocity = 2.72(Ft/s) Travel time = 2.02 min. TC = 15.79 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.709(In/Hr) for a 100.0 year storm Subarea runoff = 0.332(CFS) for 0.140(AC.) Total runoff = 6.735(CFS) Total area = 2.890(AC.) Street flow at end of street = 6.735(CFS) Half street flow at end of street = 6.735(CFS) Depth of flow = 0.424(Ft.), Average velocity = 2.740(Ft/s) Flow width (from curb towards crown)= 15.296(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.890(Ac.) Runoff from this stream = 6.735(CFS) Time of concentration = 15.79 min. Rainfall intensity = 2.709(In/Hr) „ `_ D~ 753 r1 LJ ~ • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station **** INITIAL AREA EVALUATION **** Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.698(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 59.500(Ft. Difference in elevation = 66.500(Ft.) Slope = 0.13300 s(percent)= 13.30 TC = k(0.530)*((length"3)/(elevation change)~"0.2 Initial area time of concentration = 9.530 min. Rainfall intensity = 3.576(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.814 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 OC~-~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 2 Stream flow area = 2.300(AC.) Runoff from this stream = 6.698(CFS) Time of concentration = 9.53 min. Rainfall intensity = 3.576(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ar) 1 6.735 15.79 2 6.698 9.53 Largest stream fl ow has longer Qp = 6.735 + sum of Qb ia/Ib 6.698 * 0.757 = Qp = 11.809 2.709 3.576 time of concentration 5.074 Total of 2 streams to confluence: Flow rates before confluence point: 6.735 6.698 Area of streams before confluence: 2.890 2.300 Results of confluence: Total flow rate = 11.809(CFS) Time of concentration = 15.792 min. Effective stream area after confluence = 5.190(AC.) ~z.ooo 0 year stozm ~L+~`J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 754 Process from Point/Station 72.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 57.000(Ft.) End of street segment elevation = 53.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.800(CFS) Depth of flow = 0.584(Ft.), Average velocity = 2.458(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.21(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) C~-3 Flow velocity = 2.46(Ft/s) Travel time = 6.10 min. TC = 21.89 min. • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.263(In/Hr) for a 100.0 year storm Subarea runoff = 3.001(CFS) for 1.750(AC.) Total runoff = 14.810(CFS) Total area = 6.940(Ac.) Street flow at end of street = 14.810(CFS) Half street flow at end of street = 14.810(CFS) Depth of flow = 0.597(Ft.), Average velocity = 2.504(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.83(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 7.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 47.800(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length 325.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.810(CFS) Nearest computed pipe diameter = 24.00(In.) 6~,~~ Calculated individual pipe flow = 14.810(CFS) ~~~~ Norntal flow depth in pipe = 17.88(In.) 755 Flow top width inside pipe = 20.92(In.) Critical Depth = 16.63(In.) ~ Pipe flow velocity = 5.90(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 22.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.940(Ac.) Runoff from this stream = 14.810(CFS) Time of concentration = 22.81 min. Rainfall intensity = 2.213(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 5s.500(Ft.) sottom (of initial area) elevation = 52.800(Ft.) Difference in elevation = 5.700(Ft.) . Slope = 0.00633 s(percent)= 0.63 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.309 min. Rainfall intensity = 2.661(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 G -~- Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.883(CFS) Total initial stream area = 2.860(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS *~** Along Main Stream number: Stream flow area = 2 r-~ L~ Runoff from this stream = Time of concentration = Rainfall intensity = 2 in norntal stream number 1 860(AC.) 5.883(CFS) 16.31 min. .661(In/Hr) ~p~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** 75~ Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 56.400(Ft.) . Bottom (of initial area) elevation = 52.80o(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00692 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 initial area time of concentration = 12.865 min. Rainfall intensity = 3.032(In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 year storm ~~' S Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.211(CFS) Total initial stream area = 1.350(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 3.211(CFS) • Time of concentration = 12.86 min. Rainfall intensity = 3.032(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.883 16.31 2.661 2 3.211 12.86 3.032 Largest stream flow has longer time of concentration Qp = 5.883 + sum of Qb Ia/Ib 3.211 * 0.878 = 2.818 Qp = 8.701 Total of 2 streams to confluence: Flow rates before confluence point: 5.883 3.211 Area of streams before confluence: 2.860 1.350 Results of confluence: Total flow rate = 8.701(CFS) Time of concentration = 16.309 min. Effective stream area after confluence = 4.210(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ~~ Top of street segment elevation = 52.800(Ft.) 757 LJ • End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.513(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 20.000(Ft.) 18.000(Ft.) 9.476(CFS) 2.355(Ft/s) Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: xalfstreet flow width = 19.752(Ft.) Flow velocity = 2.35(Ft/s) Travel time = 1.95 min. TC = 18.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index fOr soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.501(In/Hr) for a 100.0 Subarea runoff = 1.439(CFS) for 0.750(AC.) Total runoff = 10.140(CFS) Total area = 4 Street flow at end of street = 10.140(CFS) Half street flow at end of street = 10.140(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.67(Ft.) ~7 -~ = 0.500 year storm 960(Ac.) 383(Ft/s) 1.22(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.960(Ac.) Runoff from this Stream = 10.140(CFS) Time of concentration = 18.26 min. Rainfall intensity = 2.501(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 ~~q **** INITIAL AREA EVALUATION **** ~"~\ Initial area flow distance = 690.000(Ft.) 758 Top (of initial area) elevation = 56.800(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) . Difference in elevation = 4.000(Ft.) Slope = 0.00580 s(percent)= 0.58 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 initial area time of concentration = 14.927 min. Rainfall intensity = 2.794(in/Hr) for a 100. SINGLFs FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~'t - ? Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.491(CFS) Total initial stream area = 4.370(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1J side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.338(CFS) Depth of flow = 0.527(Ft.), Average velocity = 2.396(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.36(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) CT-$ Flow veloCity = 2.40(Ft/S) Travel time = 1.91 min. TC = 16.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ~~'~ Rainfall intensity = 2.615(In/Hr) for a 100.0 year storm Subarea runoff = 1.573(CFS) for 0.780(Ac.) l59 Total runoff = 11.064(CFS) Total area = 5.150(Ac.) Street flow at end of street = 11.064(CFS) • Half street flow at end of street = 11.064(CFS) Depth of flow = 0.537(Ft.), Average velocity = 2.439(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.87(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 2 Stream flow area = 5.150(AC.) Runoff from this stream = 11.064(CFS) Time of concentration = 16.84 min. Rainfall intensity = 2.615(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.140 18.26 2.501 2 11.064 16.84 2.615 Largest stream flow has longer or shorter time of concentration • Qp = 11.064 + sum of Qa Tb/Ta 10.140 * 0.922 = 9.354 Qp = 20.418 Total of 2 streams to confluence: Flow rates before confluence point: 10.140 11.064 Area of streams before confluence: 4.960 5.150 Results of confluence: Total flow rate = 20.418(CFS) Time of concentration = 16.840 min. Effective stream area after confluence = 10.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 10 Runoff from this stream = Time of concentration = • Rainfall intensity = Summary of stream data: Main Stream is listed: .110(AC.) 20.418(CFS) 16.84 min. 2.615(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~5~ ~~o 1 14.810 22.81 2.213 2 20.418 16.84 2.615 ~ Largest stream flow has longer or shorter time of concentration Qp = 20.418 + sum of Qa Tb/Ta 14.810 * 0.738 = 10.932 Qp = 31.350 Total of 2 main streams to confluence: Flow rates before confluence point: 14.810 20.418 Area of streams before confluence: 6.940 10.110 Results of confluence: Total flow rate = 31.350(CFS) Time of concentration = 16.840 min. Effective stream area after confluence = 17.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 630.00(Ft.) Manning's N= 0.013 . No. of pipes = 1 Required pipe flow = 31.350(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow = 31.350(CFS) Normal flow depth in pipe = 23.30(In.) Flow top width inside pipe = 24.99(in.) ~I~ r`, Critical Depth = 22.90(In.) Pipe flow velocity = 7.67(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 18.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.050(AC.) Runoff from this stream = 31.350(CFS) Time of concentration = 18.21 min. Rainfall intensity = 2.505(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 55.200(Ft.) Bottom (of initial area) elevation = 47.800(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0. 00747 s (percent) = 0.75 ~7 - ~ ~~1/ TC = k(0.390)*[(length"3)/(elevation change)]"0.2 7~ I Initial area time of concentration = 16.391 min. Rainfall intensity = 2.654(In/Hr) for a 100.0 year storm • SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.~73 Decimal fraction soil group A= 0.000 ~~_q Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.265(CFS) Total initial stream area = 2.080(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 711.000 **** CONFLUENCE OF MINOR STREAMS ~*** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.080(Ac.) Runoff from this stream = 4.265(CFS) Time of concentration = 16.39 min. Rainfall intensity = 2.654(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 31.350 18.21 2.505 2 4.265 16.39 2.654 Largest stream flow has longer time of concentration Qp = 31.350 + sum of Qb Ia/Ib 4.265 * 0.944 = 4.025 Qp = 35.375 Total of 2 streams to confluence: Flow rates before confluence point: 31.350 4.265 Area of streams before confluence: 17.050 2.080 Results of confluence: Total flow rate = 35.375(CFS) Time of concentration = 18.209 min. Effective stream area after confluence = 19.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 39.700tFt.) Pipe length = 320.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 35.375(CFS) Nearest computed pipe diameter = 30.00(In.) ~ Calculated individual pipe flow = 35.375(CFS) ~~~~ Normal flow depth in pipe = 25.08(In.) 7~ 2 Flow top width inside pipe = 22.22(in.) Critical Depth = 24.21(In.) • Pipe flow velocity = 8.07(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 18.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.030 **** CONFLUENCE OF MAIN STRfiAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.130(Ac.) Runoff from this stream = 35.375(CFS) Time of concentration = 18.87 min. Rainfall intensity = 2.456(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 53.200(Ft. Difference in elevation = 1.300(Ft.) • Slope = 0.00481 s(percent)= 0.48 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.187 min. Rainfall intensity = 3.888(In/Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~ - ~0 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.685(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 715.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 53.200(Ft.) End of street segment elevation = 47.600(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) . Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street ~-f~ Distance from curb to property line = 10.000(Ft.) ~7~ Slope from curb to property line (v/hz) = 0.020 163 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) • Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.452(CFS) Depth of flow = 0.390(Ft.), Average velocity = 2.262(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.600(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 5.78 min. TC = 13.97 min. Adding area flow to street ~~_ ~~ SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.898(In/Hr) for a 100.0 year storm Subarea runoff = 4.976(CFS) for 2.200(AC.) Total runoff = 5.661(CFS) Total area = 2.400(Ac.) Street flow at end of street = 5.661(CFS) Half street flow at end of street = 5.661(CFS) Depth of flow = 0.418(Ft.), Average velocity = 2.397(Ft/s) Flow width (from curb towards crown)= 14.978(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 ****. CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.400(AC.) Runoff from this stream = 5.661(CFS) Time of concentration = 13.97 min. Rainfall intensity = 2.898(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA fiVAI,UATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 47.600(Ft Difference in elevation = 6.900(Ft.) Slope = 0.00784 s(percent)= 0.78 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 15.488 Rainfall intensity = 2.738(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious "0.2 min. 100.0 year storm ~-~~ Qc~~ fraction = 0.500 7~ 4 Initial subarea runoff = 5.096(CFS) Total initial stream area = 2.400(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS ***+ Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.400tAC.) Runoff from this stream = 5.096(CFS) Time of concentration = 15.49 min. Rainfall intensity = 2.738(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.661 13.97 2.898 2 5.096 15.49 2.738 Largest stream flow has longer or shorter time Qp = 5.661 + sum of Qa Tb/Ta 5.096 * 0.902 = 4.597 Qp = T0.257 . Total of 2 streams to confluence: Flow rates before confluence point: 5.661 5.096 Area of streams before confluence: 2.400 2.400 Results of confluence: Total flow rate = 10.257(CFS) Time of concentration = 13.971 min. Effective stream area after confluence = of concentration 4.800(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.600(Ft.) 8nd of street segment elevation = 46.300(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) • Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 716.000 C~ - I3 10.439(CFS) ~~ 765 Depth of flow = 0.529(Ft.), Average velocity = 2.403(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.43(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1.77 min. TC = 15.74 min. Adding area flow to street ~~-13 COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.714(In/Hr) for a 100.0 year storm Subarea runoff = 0.404(CFS) for 0.170(AC.) Total runoff = 10.661(CFS) Total area = 4.970(AC.) Street flow at end of street = 10.661(CFS) Half street flow at end of street = 10.661(CFS) Depth of flow = 0.532(Ft.), Average velocity = 2.416(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.59(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.970(Ac.) Runoff from this stream = 10.661(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.714(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 718.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 58.800(Ft.) Bottom (of initial area) elevation = 51.100(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00875 s(percent)= 0.87 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.152 min. Rainfall intensity = 2.771(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~ - r~- Pervious area fraction = 0.500; Impervious fraction = 0.500 ~~~ ~Gc Initial subarea runoff = 3.981(CFS) Total initial stream area = 1.850(AC.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **~* Top of street segment elevation = 51.100(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 920.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.757(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.138(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 16.046(Ft.) G_(~j Flow velocity = 2.14(Ft/s) Travel time = 7.17 min. TC = 22.32 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.239(In/Hr) for a 100.0 year storm Subarea runoff = 2.795(CFS) for 1.650(AC.) Total runoff = 6.777(CFS) Total area = 3.500(AC.) Street flow at end of street = 6.777(CFS) Half street flow at end of street = 6.777(CFS) Depth of flow = 0.461(Ft.), Average velocity = 2.224(Ft/s) Flow width (from curb towards crown)= 17.113(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in noxmal stream number 2 Stream flow area = 3.500(AC.) Runoff from this stream = 6.777(CFS) Time of concentration = 22.32 min. Rainfall intensity = 2.239(In/Hr) Summary of stream data: ~~j vw 767 Stream Flow rate TC No. (CFS) (min) Stream is listed: • 1 10.661 15.74 2.714 2 6.777 22.32 2.239 Largest stream flow has longer or shorter time Qp = 10.661 + sum of Qa Tb/Ta 6.777 * 0.705 = 4.778 Qp = 15.439 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 10.661 6.777 Area of streams before confluence: 4.970 3.500 Results of confluence: Total flow rate = 15.439(CFS) Time of concentration = 15.740 min. Effective stream area after confluence = 8.470(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside • In Main Stream number: 2 Stream flow area = 8 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Rainfall Intensity (In/Hr) .470(Ac.) 15.439(CFS) 15.74 min. 2.714(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 35.375 18.87 2 15.439 15.74 Largest stream flow has longer Qp = 35.375 + sum of Qb Ia/Ib 15.439 * 0.905 = 4A = 49.348 Rainfall Intensity (In/Hr) 2.456 2.714 time of concentration 13.973 Total of 2 main streams to confluence: Flow rates before confluence point: 35.375 15.439 Area of streams before confluence: 19.130 8.470 • Results of confluence: Total flow rate = 49.348(CFS) Time of concentration = 18.870 min. Effective stream area after confluence = 27.600(AC.) 719.000 ~ 76 8 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Time of concentration (TC) = 19.27 min. Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 49.348(CFS) Normal flow depth in pipe = 26.86(In.) Flow top width inside pipe = 31.34(In.) Critical Depth = 27.42(In.) Pipe flow velocity = 8.73(Ft/s) Travel time through pipe = 0.40 min. Upstream point/station elevation = 39.700(Ft.) Downstream point/station elevation = 38.300(Ft.) Pipe length = 210.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 49.348(CFS) (~I('~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 7.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main Stream number: 1 Stream flow area = 27.600(AC.) Runoff from this stream = 49.348(CFS) Time of concentration = 19.27 min. Rainfall intensity = 2.428(In/Hr) Program is now starting with Main Stream No. 2 r r~rrrrrrrTTTtrrtrttttt*++++++++++++++}}}}}}}}tt+-F++~F}}}}}.}}.Ft++++~F++t Process from Point/Station 720.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Rainfall intensity = 2.590(In/Hr) for a 100.0 year storm SINGLF FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.770 ~ _'~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00562 s(percent)= 0.56 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 17.138 min. Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.187(CFS) Total initial stream area = 2.600(AC.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCB OF MINOR STREAMS **** ~(~ ~~~ Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.600(Ac.) • Runoff from this stream = 5.187(CFS) Time of concentration = 17.14 min. Rainfall intensity = 2.590(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) sottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00568 s(percent)= 0.57 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 17.030 min. Rainfall intensity = 2.599(in/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ~? - ~7 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.908(CFS) • Total initial stream area = 2.950(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.950(AC.) Runoff from this stream = 5.908(CFS) Time of concentration = 17.03 min. Rainfall intensity = 2.599(In/Hr) Summaxy of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.187 17.14 2.590 2 5.908 17.03 2,599 Largest stream flow has longer or shorter time of concentration 4p = 5.908 + sum of Qa Tb/Ta 5.187 * 0.994 = 5.155 • Qp = 11.063 Total of 2 streams to confluence: Flow rates before confluence point: 5.187 5.908 Area of streams before confluence: 2.600 2.950 ~~ ~ ~d Results of confluence: Total flow rate = 11.063(CFS) ~ Time of concentration = 17.030 min. Effective stream area after confluence = 5.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 723.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 46.100(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 225.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.203(CFS) Depth of flow = 0.530(Ft.), Average velocity = 2.564(Ft/s) ~ Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.49(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) G_~g Flow velocity = 2.56(Ft/s) Travel time = 1.46 min. TC = 18.49 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.484(In/Hr) for a 100.0 year storm Subarea runoff = 0.304(CFS) for 0.140(AC.) Total runoff = 11.367(CFS) Total area = 5.690(AC.) Street flow at end of street = 11.367(CFS) Half street flow at end of street = 11.367(CFS) Depth of flow = 0.532(Ft.), Average velocity = 2.573(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.60(Ft.) . Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 723.000 ~,y **** CONFLUENCE OF MAIN STREAMS **** ?7f The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 5.690(AC.) Runoff from this stream = 11.367(CFS) Time of concentration = 18.49 min. Rainfall intensity = 2.484(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 49.348 19.27 2.428 2 11.367 18.49 2.484 Largest stream flow has longer time of concentration Qp = 49.348 + sum of Qb Ia/Ib 11.367 * 0.978 = 11.112 Qp = 60.460 Total of 2 main streams to confluence: Flow rates before confluence point: 49.348 11.367 Area of streams before confluence: 27.600 5.690 Results of confluence: . Total flow rate = 60.460(CFS) Time of concentration = 19.271 min. Effective stream area after confluence = 33.290(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 38.300(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 60.460(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 60.460(CFS) Noxmal flow depth in pipe = 21.28(In.) Flow top width inside pipe = 27.24(In.) Critical depth could not be calculated. Pipe flow velocity = 16.25(Ft/s) ~°IP [_ Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.32 min. End of computations, total study area = 33.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.568 Area averaged RI index number = 59.3 ~63 ~°$o . • • H~oo ~~ B51 Riverside County Rational Hydrology Program . CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/16/O1 File:305H.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "H" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy StUdy COIItT'O1 InfOnn3tion ******~*** English (in-lb) Units used in input data file • • ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNOrco 7 area used. 10 year stonn 10 minute intensity = 2.360(in/Hr) 10 year stoxm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year stozm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** 0 year storm N-I / ~~~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 65.400(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.02816 s(percent)= 2.82 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 5.532 min. Rainfall intensity = 4.823(In/Hr) for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 852 Initial subarea runoff = 0.725(CFS) Total initial stream area = 0.170(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **~* Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.170(AC.) Runoff from this stream = 0.725(CFS) Time of concentration = 5.53 min. Rainfall intensity = 4.823(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station SO1.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 66.000(Ft Difference in elevation = 8.100(Ft.) Slope = 0.01473 s(percent)= 1.47 TC = k(0.710)*[(length"3)/(elevation change)] Initial area time of concentration = 20.596 Rainfall intensity = 2.341(In/Hr) for a • UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.717 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 4.193(CFS) TOtdl initidl StY2dm dY2d = 2.500(AC Pervious area fraction = 1.000 "0.2 min. 100.0 year stozm H-2 fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 2 Stream flow area = 2.500(AC.) Runoff from this stream = 4.193(CFS) Time of concentration = 20.60 min. Rainfall intensity = 2.341(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 0.725 5.53 4.823 2 4.193 20.60 2.341 ~(o Largest stream flow has longer time of concentration ~C Qp = 4.193 + sum of 853 C~ ~ ~ Qb ia/Ib 0.725 * 0.485 = 0.352 Qp = 4.545 Total of 2 streams to confluence: Flow rates before confluence point: 0.725 4.193 Area of streams before confluence: 0.170 2.500 Results of confluence: Total flow rate = 4.545(CFS) Time of concentration = 20.596 min. Effective stream area after confluence = 2.670(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 804.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Top of street segment elevation = 65.400(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 405.000(Ft.) Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.349(Ft.), Average velocity = 3 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.512(Ft.) Flow velocity = 3.50(Ft/s) Travel time = 1.93 min. TC = 22.52 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pezvious area fraction = 0.100; Impervious fraction Rainfall intensity = 2.228(In/Hr) for a 100.0 Subarea runoff = 1.165(CFS) for 0.600(AC.) Total runoff = 5.710(CFS) Total area = 3 Street flow at end of street = 5.710(CFS) Half street flow at end of street = 5.710(CFS) 5.056(CFS) 502(Ft/S) {~~ - j = 0.900 year storm 270(Ac.) Depth of flow = 0.360(Ft.), Average velocity = 3.604(Ft/s) Flow width (from curb towards crown)= 12.107(Ft.) ~,\ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ gs~ Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.270(Ac.) Runoff from this stream = 5.710(CFS) Time of concentration = 22.52 min. Rainfall intensity = 2.228(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 804.000 **** INITIAL AREA EVALUATION **** ~ Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 55.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00753 s(percent)= 0.75 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.489 min. Rainfall intensity = 3.082(In/Hr) for a 100. COhIMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm i-I-4 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 15.004(CFS) Total initial stream area = 5.550(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.550(AC.) Runoff from this stream = 15.004(CFS) Time of concentration = 12.49 min. Rainfall intensity = 3.082(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Largest • 4P = 4P = 5.710 22.52 15.004 12.49 stream flow has longer 15.004 + sum of Qa Tb/Ta 5.710 * 0.554 = 18.170 Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/xr) 2.228 3.082 or shorter time 3.166 of concentration ~~ 855 5.710 15.004 Area of streams before confluence: • 3.270 5.550 Results of confluence: Total flow rate = 18.170(CFS) Time of concentration = 12.489 min. Effective stream area after confluence = C~ • 8.820(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 50.000(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 18.170(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.170(CFS) Nozmal flow depth in pipe = 16.78(In.) Flow top width inside pipe = 16.83(In.) ~~P ~ Critical Depth = 18.59(In.) Pipe flow velocity = 8.82(Ft/s) Travel time through pipe = 1.10 min. Time of concentration (TC) = 13.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 1 Stream flow area = 8.820(AC.) Runoff from this stream = 18.170(CFS) Time of concentration = 13.59 min. Rainfall intensity = 2.943(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.313(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 G•OG RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 21.05 min. Rain intensity = 2.31(In/Hr) Total area = 54.58(AC.) Total runoff = 99.22(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** ~6~ 85~ Along Main Stream number: Stream flow area = 54 • Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: • r 1 LJ 1 in noxmal stream number 2 .580(Ac.) 99.220(CFS) 21.05 min. 2.313(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 18.170 13.59 2.943 2 99.220 21.05 2.313 Largest stream flow has longer time of concentration Qp = 99.220 + sum of Qb Ia/Ib 18.170 * 0.786 = 14.281 Qp = 113.501 Total of 2 streams to confluence: Flow rates before confluence point: 18.170 99.220 Area of streams before confluence: 8.820 54.580 Results of confluence: Total flow rate = 113.501(CFS) Time of concentration = 21.050 min. Effective stream area after confluence = 63.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station S.O10 to Point/Station 8.010 **** CONFLUENCE OF MAIN STREAMS **** In Main Stream number: 1 Stream flow area = 63.400(AC.) Runoff from this stream = 113.501(CFS) Time of concentration = 21.05 min. Rainfall intensity = 2.313(In/Hr) Program is now starting with Main Stream No. 2 The following data inside Main Stream is listed: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 63.100(Ft. Difference in elevation = 9.200(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k(0.300)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.116 min. Rainfall intensity = 3.665(In/Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 0 year storm ~~-`> ~~o 857 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.515(CFS) Total initial stream area = 0.780(AC.) Pervious area fraction = 0.100 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 808.000 **** STREfiT FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 54.100(Ft.) Length of street segment = 440.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(in.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.354(CFS) Depth of flow = 0.312(Ft.), Average velocity = 3.167(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.698(Ft.) Flow velocity = 3.17(Ft/s) Travel time = 2.32 min. TC = 11.43 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.236(In/Hr) for a 100.0 year storm Subarea runoff = 1.484(CFS) for 0.520(AC.) Total runoff = 4.000(CFS) Total area = 1.300(Ac.) Street flow at end of street = 4.000(CFS) Half street flow at end of street = 4.000(CFS) Depth of flow = 0.328(Ft.), Average velocity = 3.298(Ft/s) Flow width (from curb towards crown)= 10.461(Ft.) ~'~ ~ L J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.300(AC.) x,~~ Runoff from this stream = 4.000(CFS) /~t- Time of concentration = 11.43 min. 858 • ~ Rainfall intensity = 3.236(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 807.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** 0 year storni N-7 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.574(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.200 initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 54.500(Ft. Difference in elevation = 7.500(Ft.) Slope = 0.010~1 s(percent)= 1.07 TC = k(0.323)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.996 min. Rainfall intensity = 3.306(In/Hr) for a 100 APARTMENT subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.600(Ac.) Runoff from this stream = 4.574(CFS) Time of concentration = 11.00 min. Rainfall intensity = 3.306(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.000 11.43 3.236 2 4.574 11.00 3.306 Largest stream flow has longer or shorter time of concentration Qp = 4.574 + sum of Qa Tb/Ta 4.000 * 0.962 = 3.848 4P = 8.422 Total of 2 streams to confluence: Flow rates before confluence point: • 4.000 4.574 Area of streams before confluence: 1.300 1.600 Results of confluence: Total flow rate = 8.422(CFS) Time of concentration = 10.996 min. Effective stream area after confluence = 2.900(Ac.) ~~v 85q . n U . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 510.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 54.100(Ft.) End of street segment elevation = 50.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.046(CFS) Depth of flow = 0.461(Ft.), Average velocity = 2.963(~t/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.130(Ft.) K-$ Flow velocity = 2.96(Ft/s) Travel time = 2.25 min. TC = 13.25 min. Adding area flow to street COPM7ERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 9. group A = 0.000 group B = 0.500 group C = 0.500 group D = 0.000 2) = 62.50 = 0.100; Impervious fraction 2.984(In/Hr) for a 100.0 1.130(CFS) for 0.430(AC.) 552(CFS) Total area = 3 Street flow at end of street = 9.552(CFS) Half street flow at end of street = 9.552(CFS) Depth of flow = 0.468(Ft.), Average velocity = Flow width (from curb towards crown)= 17.501(Ft.) = 0.900 year stoxm 330 (Ac. ) 3.003(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nozmal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream = 9.552(CFS) Time of concentration = 13.25 min. Rainfall intensity = 2.984(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~,13 Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** 860 Initial area flow distance = 660.000(Ft.) ~ Top (of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01152 s(percent)= 1.15 TC = k(0.323)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.587 min. Rainfall intensity = 3.375(In/Hr) for a 100. APARTMENT subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 8.618(CFS) Total initial stream area = 2.950(AC.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station **** CONFLUENCFs OF MINOR STREAMS **** N- ~ 810.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.950(Ac.) . Runoff from this stream = 8.618(CFS) Time of concentration = 10.59 min. Rainfall intensity = 3.375(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.552 13.25 2.984 2 8.618 10.59 3.375 Largest stream flow has longer time of concentration Qp = 9.552 + sum of Qb Ia/Ib 8.618 * 0.884 = 7.619 Qp = 17.171 Total of 2 streams to confluence: Flow rates before confluence point: 9.552 8.618 Area of streams before confluence: 3.330 2.950 Results of confluence: Total flow rate = 17.171(CFS) Time of concentration = 13.246 min. • Effective stream area after confluence = 6.280(Ac.) 0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to POint/Station 810.000 ~, **** CONFLUENCE OF MAIN STREAMS **** Gt~ 8G1 The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 6.280(AC.) Runoff from this stream = 17.171(CFS) Time of concentration = 13.25 min. Rainfall intensity = 2.984(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/Hr) 1 113.501 21.05 2.313 2 17.171 13.25 2.984 Largest stream flow has longer time of concentration Qp = 113.501 + sum of Qb Ia/Ib 17.171 * 0.775 = 13.309 Qp = 126.810 Total of 2 main streams to confluence: Flow rates before confluence point: 113.501 17.171 Area of streams before-confluence: 63.400 6.280 Results of confluence: . Total flow rate = 126.810(CFS) Time of concentration = 21.050 min. Effective stream area after confluence = 69.680(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 126.810(CFS) Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 126.810(CFS) Normal flow depth in pipe = 38.63(In.) Flow top width inside pipe = 43.73(In.) Critical Depth = 40.24(In.) Pipe flow velocity = 10.99(Ft/s) Travel time through pipe = 1.19 min. Time of concentration (TC) = 22.24 min. • ~I~E ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 69 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 .680(AC.) ~ 126.810(CFS) ~~ 22.24 min. 2.244(In/Hr) ~6 Z • **********+++++++**+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.425(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 7~d Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: ~ • TC = 19.32 min. Rain intensity = 2.42(In/Hr) Total area = 33.29(AC.) Total runoff = 60.46(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 33.290(AC.) Runoff from this stream = 60.460(CFS) Time of concentration = 19.32 min. Rainfall intensity = 2.425(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 126.810 22.24 2.244 2 60.460 19.32 2.425 Largest stream flow has longer time of concentration Qp = 126.810 + sum of Qb Ia/Ib 60.460 * 0.926 = 55.956 Qp = 182.766 Total of 2 streams to confluence: Flow rates before confluence point: 126.810 60.460 Area of streams before confluence: 69.680 33.290 Results of confluence: Total flow rate = 182.766(CFS) Time of concentration = 22.240 min. Effective stream area after confluence = 102.970(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ~t~(o Upstream point/station elevation = 36.800(Ft.) Downstream point/station elevation = 34.600(Ft.) ~G3 Pipe length = 500.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 182.766(CFS) • Nearest computed pipe diameter =_ 60.00(In.) Calculated individual pipe flow 182.766(CFS) ~IP E Normal flow depth in pipe = 53.25(In.) Flow top width inside pipe = 37.92(In.) Critical Depth = 46.45(In.) Pipe flow velocity = 9.93(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 23.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 102.970(Ac.) Runoff from this stream = 182.766(CFS) Time of concentration = 23.08 min. Rainfall intensity = 2.199(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 811.000 to Point/Station 813.000 **** INITIAL ARE:A EVALUATION **** • Initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 55.700(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01010 s(percent)= 1.01 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 initial area time of concentration = 9.212 min. Rainfall intensity = 3.644(In/Hr) for a 100.0 year stoxm COMMERCIAL subarea type Runoff Coefficient = 0.880 N_~' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.340(CFS) Total initial stream area = 0.730(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.340(CFS) Time of concentration = 9.21 min. ~.~'~ Rainfall intensity = 3.644(In/Hr) 8Gh ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 812.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 53.200(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00549 s(percent)= 0.55 TC = k(0.300)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.286 min. Rainfall intensity = 3.429(In/Ar) for a 100.0 COhIINERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 1.055(CFS) Total initial stream area = 0.350(AC.) Pervious area fraction = 0.100 • ~ LJ year stornt N-12 = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 2 in noxmal stream number 2 .350(AC.) 1.055(CFS) 10.29 min. 3.429(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 2.340 9.21 2 1.055 10.29 Largest stream flow has longer or Qp = 2.340 + sum of Qa Tb/Ta 1.055 * 0.896 = Qp = 3.285 Rainfall Intensity (In/Hr) 3.644 3.429 shorter time 0.945 Total of 2 streams to confluence: Flow rates before confluence point: 2.340 1.055 Area of streams before confluence: 0.730 0.350 Results of confluence: Total flow rate = 3.285(CFS) Time of concentration = 9.212 min. Effective stream area after confluence = of concentration 1.080(AC.) p~1`~ 865 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 50.400(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.049(CFS) Depth of flow = 0.406(Ft.), Average velocity = 2.304(Ft/s) Streetflow hydraulics at midpoint of street travel: i i Halfstreet flow width = 14.399(Ft.) h-~3 Flow velocity = 2.30(Ft/s) Travel time = 5.86 min. TC = 15.07 min. Adding area flow to street CONIINERCZAL subarea type • Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.779(In/Hr) for a 100.0 year storm Subarea runoff = 2.822(CFS) for 1.160(AC.) Total runoff = 6.107(CFS) Total area = 2.240(AC.) Street flow at end of street = 6.107(CFS) Half street flow at end of street = 6.107(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.412(Ft/s) Flow width (from curb towards crown)= 15.535(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS ***~ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.240(AC.) Runoff from this stream = 6.107(CFS) Time of concentration = 15.07 min. Rainfall intensity = 2.779(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** INITIAL AREA EVALUATION **** ~`~~ Initial area flow distance = 225.000(Ft.) B~6 Top (of initial area) elevation = 46.100(Ft.) Bottom (of initial area) elevation = 44.8oo(Ft.) ~ Difference in elevation = 1.300(Ft.) Slope = 0.00578 s(percent)= 0.58 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 7.339 min. Rainfall intensity = 4.129(In/Hr) for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 • ~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.510(CFS) Total initial stream area = 0.140(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** I'1' ~~ 815.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.510(CFS) Time of concentration = 7.34 min. Rainfall intensity = 4.129(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 6.107 15.07 2.779 2 0.510 7.34 4.129 Largest stream flow has longer time of concentration Qp = 6.107 + sum of Qb Ia/Ib 0.510 * 0.673 = 0.343 Qp = 6.451 Total of 2 streams to confluence: Flow rates before confluence point: 6.107 0.510 Area of streams before confluence: 2.240 0.140 Results of confluence: Total flow rate = 6.451(CFS) Time of concentration = 15.071 min. Effective stream area after confluence = 2.380(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.800(Ft.) End of street segment elevation = 42.600(Ft.) 0 year stonn ~ SG~ Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.494(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.114(Ft/s) Streetflow hydraulics at midpoint of street travel: ~ Halfstreet flow width = 18.513(Ft.) j-~-{~J Flow velocity = 2.11(Ft/s) Travel time = 4.06 min. TC = 19.13 min. Adding area flow to street CONIINERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.438(In/Hr) for a 100.0 year storm Subarea runoff = 1.647(CFS) for 0.770(AC.) Total runoff = 8.098(CFS) Total area = 3.150(AC.) Street flow at end of street = 8.098(CPS) Half street flow at end of street = 8.098(CFS) Depth of flow = 0.500(Ft.), Average velocity = 2.154(Ft/s) Flow width (from curb towards crown)= 19.081(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.150(AC.) Runoff from this stream = 8.098(CFS) Time of concentration = 19.13 min. Rainfall intensity = 2.438(In/Ar) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 817.000 to Point/Station 819.000 • **** INITIAL AREA EVALUATION **** Initial area flow distance = 455.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 47.000(Ft.) {~-~(o ~$~ Difference in elevation = 2.700(Ft.) Slope = 0.00593 s(percent)= 0.59 8~a TC = k(0.300)*[(length"3)/(elevation change)~~0.2 Initial area time of concentration = 9.675 min. • Rainfall intensity = 3.547(In/Hr) for a 100.0 year storm CONIINERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 ~-~(, Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.692(CFS) Total initial stream area = 0.540(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.540(AC.) Runoff from this stream = 1.692(CFS) Time of concentration = 9.68 min. Rainfall intensity = 3.547(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 818.000 to Point/Station 819.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 51.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 4~.oo0(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.06471 s(percent)= 6.47 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 4-?- l7 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 8.984(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in noxmal stream number 2 ~$?i Stream flow area = 2.100(AC.) 8~4 Runoff from this stream = 8.984(CFS) Time of concentration = 5.00 min. . Rainfall intensity = 5.099(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.692 9.68 3.547 2 8.984 5.00 5.099 Largest stream flow has longer or shorter time Qp = 8.984 + sum of Qa Tb/Ta 1.692 * 0.517 = 0.874 4P = 9.858 Total of 2 streams to confluence: Flow rates before confluence point: 1.692 8.984 Area of streams before confluence: 0.540 2.100 Results of confluence: Total flow rate = 9.858(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = of concentration 2.640(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.000(Ft.) End of street segment elevation = 42.500(Ft.) Length of street segment = 835.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope.from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.725(CFS) Depth of flow = 0.547(Ft.), Average velocity = 2.456(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.36(Ft.) Streetflow hydraulics at midpoint of street travel: . Halfstreet flow width = 21.446(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 5.67 min. TC = 10.67 min. Adding area flow to street COMM£RCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 N-l8 ~c~ g~o Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~_~$ . Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.361(In/Hr) for a 100.0 year stornt Subarea runoff = 2.967(CFS) for 1.000(Ac.) Total runoff = 12.825(CFS) Total area = 3.640(AC.) Street flow at end of street = 12.825(CFS) Half street flow at end of street = 12.825(CFS) Depth of flow = 0.562(Ft.), Average velocity = 2.493(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.12(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 820.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.640(AC.) Runoff from this stream = 12.825(CFS) Time of concentration = 10.67 min. Rainfall intensity = 3.361(In/Hr) Summary of stream data: • • Stream Flow rate TC No. (CFS) (min) 1 182.766 23.08 2 8.098 19.13 3 12.825 10.67 Largest stream flow has longer Qp = 182.766 + sum of Qb Ia/Zb 8.098 * 0.902 = Qb Ia/Ib 12.825 * 0.654 = Qp = 198.459 Rainfall Intensity (In/Hr) 2.199 2.438 3.361 time of concentration 7.304 8.389 Total of 3 main streams to confluence: Flow rates before confluence point: 182.766 8.098 12.825 Area of streams before confluence: 102.970 3.150 3.640 Results of confluence: Total flow rate = 198.459(CFS) Time of concentration = 23.079 min. Effective stream area after confluence = 109.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~~ Process from Point/Station 8.030 to Point/Station 8.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** s7i Upstream point/station elevation = 34.600(Ft.) . Downstream point/station elevation = - 30.000(Ft.) Pipe length 810.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 198.459(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 198.459(CFS) Norntal flow depth in pipe = 49.78(In.) (=~r ~ Flow top width inside pipe = 45.11(In.) Critical Depth = 48.23(In.) Pipe flow velocity = 11.39(Ft/s) Travel time through pipe = 1.19 min. Time of concentration (TC) = 24.26 min. ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 109.760(Ac.) Runoff from this stream = 198.459(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.139(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 822.000 **** INITIAL AREA EVALUATION **** Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm CONIIdERCIAL subarea type Runoff Coefficient = 0.881 u_'~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.717(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 42.500(Ft.) Bottom (of initial area) elevation = 38.000(Ft. Difference in elevation = 4.500(Ft.) Slope = 0.00545 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.484 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 822.000 . **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nornial stream number 2 Stream flow area = 1.000(AC.) Runoff from this stream = 2.717(CFS) ~~ Time of concentration = 12.48 min. Rainfall intensity = 3.083(In/Hr) 872 . ~ • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 Largest 4P = 4P 198.459 24.26 2.139 2.717 12.48 3.083 stream flow has longer time of concentration 198.459 Qb 2.717 200.345 sum of Ia/Ib 0.694 = 1.885 Total of 2 streams to confluence: Flow rates before confluence point: 198.459 2.717 Area of streams before confluence: 109.760 1.000 Results of confluence: Total flow rate = 200.345(CFS) Time of concentration = 24.264 min. Effective stream area after confluence = 110.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Nornial flow depth in pipe = 38.25(In.) Flow top width inside pipe = 32.14(In.) Critical depth could not be calculated. Pipe flow velocity = 20.04(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 24.34 min. Upstream point/station elevation = 30.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 85.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 200.345(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 200.345(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 39.500(Ft.) Bottom (of initial area) elevation = 37.500(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.777 min. Rainfall intensity = 3.742(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 100.0 year storm N-2o ~ ~~ 813 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.753(CFS) Ir ~ o Total initial stream area = 0.530(AC.) n- Pervious area fraction = 0.100 End of computations, total study area = 111.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.448 Area averaged RI index number = 57.0 r 1 U ~ LJ ~~ yso ~ ~ ~ ~ l~ ~a qs( Riverside County Rational Hydrology.Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 06/12/O1 File:305I.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "I" 100 YEAR STORM JN 30001 ********* HydrOlOgy Study COntr01 InfOrntatiOn ********** English (in-lb) Units used in input data file Lohr + Associates, Inc., Temecula, California - S/N 773 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stoxzn event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the ( Murrieta,'Itnc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stornl 60 minute intensity = 0.880(In/Hr) . 100 year stoxiri 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 900.000 to Point/Station 901.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 38.800(Ft.) Bottom (of initial area) elevation = 32.100(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00812 s(percent)= 0.81 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 14.987 min. Rainfall intensity = 2.788(In/Hr) for a 100.0 year stornt SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.800 I_~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~ Decimal fraction soil group D= 0.000 ~~ RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 ~SL Initial subarea runoff = 8.828(CFS) Total initial stream area = 3.960(Ac.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 30.400(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.497(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.422(Ft/s) Warning: depth of flow exceeds top of curb . Distance that curb overflow reaches into property = 0.41(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.495(Ft.) - Flow velocity = 2.42(Ft/s) ~ Travel time = 2.17 min. TC = 17.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A= 0,000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.588(In/Hr) for a 100.0 year storm Subarea runoff = 1.233(CFS) for 0.600(AC.) Total runoff = 10.061(CFS) Total area = 4.560(AC.) Street flow at end of street = 10.061(CFS) Half street flow at end of street = 10.061(CFS) Depth of flow = 0.519(Ft.), Average velocity = 2.430(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.95(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 9.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** a~0 Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) 95~ Pipe length = 380.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 10.061(CFS) • Nearest computed pipe diameter =_ 21.00(In.) Calculated individual pipe flow 10.061(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 20.33(In.) - Critical Depth = 14.18(In.) ~- Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 18.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 37.700(Ft.) Bottom (of initial area) elevation = 32.700(Ft. Difference in elevation = 5.000(Ft.) Slope = 0.00685 s(percent)= 0.68 TC = k(0.390)*[(length'3)/(elevation change)]"0.2 Initial area time of concentration = 14.766 min. Rainfall intensity = 2.811(In/Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 • Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.548(CFS) Total initial stream area = 3.800(AC.) Pervious area fraction = 0.500 r ~ ~ ' :~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.700(Ft.) End of street segment elevation = 27.200lFt.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) . Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 ~ -~ Estimated mean flow rate at midpoint of street = 12.147(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.859(Ft/s) Warning: depth of flow exceeds top of curb 0 year stonn ~~` 954 Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.21(Ft.) . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.86(Ft/s) Travel time = 4.37 min. TC = 19.14 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.789 ' ' Decimal fraction soil group A= 0.000 `~ Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.437(In/Hr) for a 100.0 year stosm Subarea runoff = 6.152(CFS) for 3.200(AC.) Total runoff = 14.700(CFS) Total area = 7.000(Ac.) Street flow at end of street = 14.700(CFS) Half street flow at end of street = 14.700(CFS) Depth of flow = 0.553(Ft.), Average velocity = 3.006(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.67(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.000(AC.) Runoff from this stream = 14.700(CFS) Time of concentration = 19.14 min. Rainfall intensity = 2.437(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 905.000 to Point/Station 906.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00596 s(percent)= 0.60 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.800 min. Rainfall intensity = 2.618(In/Hr) for a 100. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 0 year stoxm `-7 t Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.139(CFS) ~~`~ Total initial stream area = 2.470(Ac.) ys5 Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 906.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 . Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.428(CFS) Depth of flow = 0.443(Ft.), Average velocity = 2.700(Ft/s) Streetflow hydraulics at midpoint of street travel: r_~ Aalfstreet flow width = 16.224(Ft.) : Flow velocity = 2.70(Ft/s) • Travel time = 5.18 min. TC = 21.98 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.258(In/Hr) for a 100.0 year storm Subarea runoff = 3.886(CFS) for 2.200(AC.) Total runoff = 9.026(CFS) Total area = 4.670(AC.) Street flow at end of street = 9.026(CFS) Half street flow at end of street = 9.026(CFS) Depth of flow = 0.469(Ft.), Average velocity = 2.832(Ft/s) Flow width (from curb towards crown)= 17.519(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.670(AC.) • Runoff from this stream = 9.026(CFS) Time of concentration = 21.98 min. Rainfall intensity = 2.258(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ~~~ No. (CFS) (min) (In/Hr) . 1 14.700 19.14 2.437 2 9.026 21.98 2.258 Largest stream flow has longer or shorter time of concentration Qp = 14.700 + sum of Qa Tb/Ta 9.026 * 0.871 = 7.857 4P = z2-557 Total of 2 streams to confluence: Flow rates before confluence point: 14.700 9.026 Area of streams before confluence: 7.000 4.670 Results of confluence: Total flow rate = 22.557(CFS) Time of concentration = 19.138 min. Effective stream area after confluence = 11.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.670(Ac.) . Runoff from this stream = 22.557(CFS) Time of concentration = 19.14 min. Rainfall intensity = 2.437(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 908.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 67.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.06269 s(percent)= 6.27 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 ~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 2.490(CFS) Total initial stream area = 0.550(Ac.) Pervious area fraction = 0.100 is assuming the year stoxm t -, = 0.900 ~k ~SG ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 909.000 to Point/Station 911.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.000(Ft.) End of street segment elevation = 34.100(Ft.) Length of street segment = 755.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.665(CFS) Depth of flow = 0.516(Ft.), Average velocity = 2.373(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.79(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.870(Ft.) ^_x Flow velocity = 2.37(Ft/s) • Travel time = 5.30 min. TC = 10.30 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.426(In/Hr) for a 100.0 year storm Subarea runoff = 8.850(CFS) for 3.170(AC.) Total runoff = 11.339(CFS) Total area = 3.720(AC.) Street flow at end of street = 11.339(CFS) Half street flow at end of street = 11.339(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.468(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.01(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.720(AC.) Runoff from this stream = 11.339(CFS) ~ Time of concentration = 10.30 min. ~~ Rainfall intensity = 3.426(In/Hr) 957 • ~_~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 910.000 to Point/Station 911.000 **** INITIAL AREA EVALUATION **** 0 year storm '-9 r Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.010(CFS) Total initial stream area = 1.000(AC.) Pervious area fraction = 0.100 Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 34.100(Ft. Difference in elevation = 8.100(Ft.) Slope = 0.01095 s(percent)= 1.09 TC = k(0.300)*[(length"3)/(elevation change)]~0.2 Initial area time of concentration = 10.398 min. Rainfall intensity = 3.409(In/Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** A1ong Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(AC.) Runoff from this stream = 3.010(CFS) Time of concentration = 10.40 min. Rainfall intensity = 3.409(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.339 10.30 3.426 2 3.010 10.40 3.409 Largest stream flow has longer or shorter time of concentration Qp = 11.339 + sum of Qa Tb/Ta 3.010 * 0.991 = 2.9g2 Qp = 14.321 Total of 2 streams to confluence: Flow rates before confluence point: 11.339 3.010 Area of streams before confluence: • 3.720 1.000 Results of confluence: Total flow rate = 14.321(CFS) Time of concentration = 10.303 min. Effective stream area after confluence = 4.720(AC.) ~p`(O ~58 • . • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 000(Ft 15.945(CFS) 202(Ft/s) 2.86(Ft.) _ - '~~ = 0.500 year stoxm 790(AC.) Depth of flow = 0.565(Ft.), Average velocity = 3.243(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.26(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.557(Ft.), Average velocity = 3 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.20(Ft/s) Travel time = 4.37 min. TC = 14.67 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraCtion Rainfall intensity = 2.820(In/Hr) for a 100.0 Subarea runoff = 2.416(CFS) for 1.070(AC.) Total runoff = 16.737(CFS) Total area = 5 Street flow at end of street = 16.737(CFS) Half street flow at end of street = 16.737(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noxmal stream number 1 Stream flow area = 5.790(Ac.) Runoff from this stream = 16.737(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) ~~1 ~5~ • Process from Point/Station 912.000 to Point/Station 913.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 32.1oo(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.390)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 14.490 min. Rainfall intensity = 2.840(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 7.281(CFS) Total initial stream area = 3.200(Ac Pervious area fraction = 0.500 • • T- ~~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 913.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 705.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.492(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.681(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 4.33 min. TC = 18.82 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 9.783(CFS) 2.711(Ft/s) l-IL ~ \~ 9~n Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.459(In/Hr) for a 100.0 year storm • Subarea runoff = 4.272(CFS) for 2.200(AC.) Total runoff = 11.553(CFS) Total area = 5.400(Ac.) Street flow at end of street = 11.553(CFS) Half street flow at end of street = 11.553(CFS) Depth of flow = 0.521(Ft.), Average velocity = 2.766(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.03(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ~ ir ~-~_ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.400(Ac.) Runoff from this stream = 11.553(CFS) Time of concentration = 18.82 min. Rainfall intensity = 2.459(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 2 • 1 Largest 4P = 4P = 16.737 14.67 11.553 18.82 stream flow has longer 16.737 + sum of Qa Tb/Ta 11.553 * 0.780 = 25.743 Rainfall Intensity (In/Hr) 2.820 2.459 or shorter time 9.006 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 16.737 11.553 Area of streams before confluence: 5.790 5.400 Results of confluence: Total flow rate = 25.743(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 11.190(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 11.190(Ac.) Runoff from this stream = 25.743(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ~~~ ~~i No. (CFS) (min) ~ 1 22.557 19.14 2 25.743 14.67 Largest stream flow has longer Qp = 25.743 + sum of Qa Tb/Ta 22.557 * 0.767 = Qp = 43.039 2.437 2.820 or shorter time 17.296 Total of 2 main streams to confluence: Flow rates before confluence point: 22.557 25.743 Area of streams before confluence: 11.670 11.190 (In/Hr) of concentration Results of confluence: Total flow rate = 43.039(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 22.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 22.860(AC.) Runoff from this stream = 43.039(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.509(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 18.15 min. Rain intensity = 2.51(In/Hr) Total area = 4.56(Ac.) Total runoff = 10.06(CFS) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.560(AC.) c~~ Runoff from this stream = 10.060(CFS) qG2 C~ • • Time of concentration = 18.15 min. Rainfall intensity = 2.509(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.039 14.67 2,g2p 2 10.060 18.15 2.509 Largest stream flow has longer or shorter time of concentration Qp = 43.039 + sum of Qa Tb/Ta 10.060 * 0.808 = 8.134 Qp = 51.173 Total of 2 streams to confluence: Flow rates before confluence point: 43.039 10.060 Area of streams before confluence: 22.860 4.560 Results of confluence: Total flow rate = 51.173(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 27.420(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ~~~'C End of computations, total study area = 31.98 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.800(Ft.) Pipe length = 115.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 51.173(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 51.173(CFS) Normal flow depth in pipe = 25.59(In.) Flow top width inside pipe = 27.54(In.) Critical Depth = 28.18(In.) Pipe flow velocity = 10.35(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 14.86 min. Area averaged pervious area fraction(Ap) = 0.481 Area averaged RI index number = 62.5 ~~\ (o So • • • J~oo ~nv ~osl Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305J.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "J" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* xydrology Study Control InfOnn3tiOn ********** English (in-lb) Units used in input data file ~ U u ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,'Itnc,Rnch CaNorco ] area used. 10 year stonn 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Stornt event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1001.000 **** ZNITIAL AREA EVALUATION **** 0 year storm T ~ . Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 48.200(Ft.) Bottom (of initial area) elevation = 38.200(Ft. Difference in elevation = 10.000(Ft.) Slope = 0.01130 s(percent)= 1.13 TC = k(0.390)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.429 min. Rainfall intensity = 2.847(In/Hr) for a 100 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ~p~ Io52 Initial subarea runoff = 9.649(CFS) Total initial stream area = 4.230(Ac.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.200(Ft.) Downstream point/station elevation = 31.500(Ft.) Pipe length = 330.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 9.649(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.649(CFS) Normal flow depth in pipe = 12.96(In.) Flow top width inside pipe = 16.16(Zn.) Critical Depth = 14.39(In.) Pipe flow velocity = 7.09(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 15.20 min. 10.010 Pfi ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is liste • In Main Stream number: 1 Stream flow area = 4.230(Ac.) Runoff from this stream = 9.649(CFS) Time of concentration = 15.20 min. Rainfall intensity = 2.766(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change))"'0.2 Initial area time of concentration = 14.977 min. Rainfall intensity = 2.789(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 . Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 5.197(CFS) Total initial stream area = 2.330(AC.) Pervious area fraction = 0.500 T_~ ~ ~ ~~ \ Ib53 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ Process from Point/Station 1003.000 to Point/Station 1003.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.330(Ac.) Runoff from this stream = 5.197(CFS) Time of concentration = 14.98 min. Rainfall intensity = 2.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1004.000 to Point/Station 1005.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00836 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 14.190 Rainfall intensity = 2.873(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 • Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 5.484(CFS) Total initial stream area = 2.380(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year stonn J-~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MINOR STREAMS **** AlOng Main Stream number: 2 in norntal stream number 2 Stream flow area = 2.380(AC.) Runoff from this stream = 5.484(CFS) Time of concentration = 14.19 min. Rainfall intensity = 2.873(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.197 14.98 2-789 . 2 5.484 14.19 2.873 Largest stream flow has longer or shorter time of concentration Qp = 5.484 + sum of Qa Tb/Ta ~ 5.197 * 0.947 = 4.924 / Qp = 10.408 fj 1~~4 Total of 2 streams to confluence: Flow rates before confluence point: • 5.197 5.484 Area of streams before confluence: 2.330 2.380 Results of confluence: Total flow rate = 10.408(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 4.710(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.710(AC.) Runoff from this stream = 10.408(CFS) Time of concentration = 14.19 min. Rainfall intensity = 2.873(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 . 2 Largest 4P = 4P = 9.649 15.20 10.408 14.19 stream flow has longer or 10.408 + sum of Qa Tb/Ta 9.649 * 0.933 = 19.413 Rainfall Intensity (In/Hr) 2.766 2.873 shorter time 9.005 Total of 2 main streams to confluence: Flow rates before confluence point: 9.649 10.408 Area of streams before confluence: 4.230 4.710 Results of confluence: Total flow rate = 19.413(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = of concentration 8.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 31.500(Ft.) • Downstream point/station elevation = 29.500(Ft.) Pipe length 375.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 19.413(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.413(CFS) _f„ Norntal flow depth in pipe = 19.27(In.) ~IP~ ~Ur~ Flow top width inside pipe = 24.41(In.) ~os5 Critical Depth = 18.50(In.) Pipe flow velocity = 6.39(Ft/s) P~P~ • Travel time through pipe = 0.98 min. - Time of concentration (TC) = 15.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.940(Ac.) Runoff from this stream = 19.413(CFS) Time of concentration = 15.17 min. Rainfall intensity = 2.770(In/Hr) Program is now starting with Main Stream No. 2 ~ U • +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1007.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.500(Ft Difference in elevation = 6.300(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change))"0.2 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.821(CFS) Total initial stream area = 2.230(Ac.) Pervious area fraction = 0.500 Initial area time of concentration = 15.772 min. Rainfall intensity = 2.711(In/Hr) for a 100.0 year sto~ ,j-4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1009.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) ~'~ Slope from curb to property line (v/hz) = 0.020 ~ Gutter width = 2.000(Ft.) Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 35.200(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 ~-~l ~ns~ Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 • Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.438(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.964(Ft.) Flow velocity = 2.01(Ft/s) Travel time = 2.32 min. TC = 18.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio Rainfall intensity = Subarea runoff = T tal runoff - 5 group C = 0.500 group D = 0.000 2) = 62.50 z = 0.500; Impervious fraction 2.514(In/Hr) for a 100.0 0.995(CFS) for 0.500(Ac.) p _ .815(CFS) Total area = Z Street flow at end of street = 5.815(CFS) Half street flow at end of street = 5.815(CFS) Depth of flow = 0.448(Ft.), Average velocity = Flow width (from curb towards crown)= 16.486(Ft.) 5.361(CFS) O10(Ft/s) = 0.500 year stoxm 730(Ac.) 2.050(Ft/s) ,r- 5 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.730(Ac.) Runoff from this stream = 5.815(CFS) Time of concentration = 18.09 min. Rainfall intensity = 2.514(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1008.000 to Point/Station 1009.000 **** INITIAL AREA FsVALUATION **** Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 38.200(Ft.) Bottom (of initial area) elevation = 35.200(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00517 s(percent)= 0.52 TC = k(0.390)*[(length"3)/(elevation change)~"0.2 Initial area time of concentration = 14.246 min. Rainfall intensity = 2.867(In/Hr) for a 100.0 year stozm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 . Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.655(CFS) ~'~ ~~ /05] Total initial stream area = 2.460(AC.) Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 5.655(CFS) Time of concentration = 14.25 min. Rainfall intensity = 2.867(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.815 18.09 2.514 z 5.655 14.25 z-86~ Largest stream flow has longer time of concentration Qp = 5.815 + sum of Qb Za/Ib 5.655 * 0.877 = 4.958 Qp = 10.773 Total of 2 streams to confluence: ~ Flow rates before confluence point: 5.815 5.655 Area of streams before confluence: 2.730 2.460 Results of confluence: Total flow rate = 10.773(CFS) Time of concentration = 18.093 min. Effective stream area after confluence = 5.190(AC.) \ J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.200(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.773(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.773(CFS) Normal flow depth in pipe = 13.28(In.) Flow top width inside pipe = 20.25(In.) Critical Depth = 14.68(In.) Pipe flow velocity = 6.72(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 18.29 min. ~`f~~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 _ **** CONFLUENCE OF MAIN STREAMS **** °~j~ J~ io s8 The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 5.190(AC.) Runoff from this stream = 10.773(CFS) Time of concentration = 18.29 min. Rainfall intensity = 2.499(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 35.100(Ft Difference in elevation = 4.600(Ft.) Slope = 0.00708 s(percent)= 0.71 TC = k(0.390)*[(length"3)/(elevation change)] Initial area time of concentration = 14.004 Rainfall intensity = 2.894(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 • Pervious area fraction = 0.500; Impervious Initial subarea runoff = 6.782(CFS) Total initial stream area = 2.920(Ac Pervious area fraction = 0.500 "0.2 min. 100.0 year storm ~~~ fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/StatiOn 1012.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 1012.000 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 6.782(CFS) Time of concentration = 14.00 min. Rainfall intensity = 2.894(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1011.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 38.400(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 3.300(Ft.) . Slope = 0.00673 s(percent)= 0.67 o TC = k(0.390)*[(length"3)/(elevation change)]"0.2 J-p Initial area time of concentration = 12.632 min. Rainfall intensity = 3.063(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ~~~ Runoff Coefficient = 0.807 Decimal fraction soil group A= 0.000 Io59 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 J_~ • Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 62.50 Pexvious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.265(CFS) Total initial stream area = 2.940(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 3 in nornlal stream number 2 .940(Ac.) 7.265(CFS) 12.63 min. 3.063(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 6.782 14.00 2 7.265 12.63 Largest stream flow has longer • Qp = 7.265 + sum of Qa Tb/Ta 6.782 * 0.902 = Qp = 13.382 Rainfall Intensity (In/Hr) 2.894 3.063 or shorter time of concentration 6.117 Total of 2 streams to confluence: Flow rates before confluence point: 6.782 7.265 Area of streams before confluence: 2.920 2.940 Results of confluence: Total flow rate = 13.382(CFS) Time of concentration = 12.632 min. Effective stream area after confluence = 5.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.100(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.382(CFS) Nearest computed pipe diameter = 21.00(In.) • Calculated individual pipe flow = 13.382(CFS) Normal flow depth in pipe = 14.79(in.) Flow top width inside pipe = 19.17(In.) Critical Depth = 16.32(In.) ('{P F Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 0.14 min. ~~~ Time of concentration (TC) = 12.77 min. ~ fn~o • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.860(Ac.) Runoff from this stream = 13.382(CFS) Time of concentration = 12.77 min. Rainfall intensity = 3.045(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) . 1 19.413 15.17 2 10.773 18.29 3 13.382 12.77 Largest stream flow has longer or Qp = 19.413 + sum of Qa Tb/Ta 10.773 * 0.829 = Qb Ia/Ib 13.382 * 0.910 = Qp = 40.518 2.770 2.499 3.045 shorter time 8.933 12.172 Total of 3 main streams to confluence: Flow rates before confluence point: 19.413 10.773 13.382 Area of streams before confluence: 8.940 5.190 5.860 Results of confluence: Total flow rate.= 40.518(CFS) Time of concentration = 15.168 min. Effective stream area after confluence = of concentration 19.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 29.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 315.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 40.518(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 40.518(CFS) Normal flow depth in pipe = 25.55(In.) . Flow top width inside pipe = 32.68(In.) ~~~ E Critical Depth = 24.89(In.) Pipe flow velocity = 7.55(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 15.86 min. 5\v lo6f C~ . • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream flow Stream number area = 19 Runoff from this stream = Time of concentration = Rainfall intensity = 2 1 in no~mal stream number 1 990(AC.) 40.518(CFS) 15.86 min. .702(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1014.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 38.100(Ft.) Bottom (of initial area) elevation = 33.300(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.764 min. Rainfall intensity = 2.811(in/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.448(CFS) Total initial stream area = 4.200(AC.) Pervious area fraction = 0.500 ,J- 9 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 28.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.448(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.448(CFS) Normal flow depth in pipe = 12.80(In.) Flow top width inside pipe = 20.49(In.) ~p C Critical Depth = 13.73(in.) P Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 14.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 c~~`n~ Stream flow area = 4.200(AC.) ~/ ~o ~~ Runoff from this stream = 9.448(CFS) Time of concentration = 14.98 min. . Rainfall intensity = 2.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.518 15.86 2.702 2 9.448 14.98 2.789 Largest stream flow has longer time of concentration Qp = 40.518 + sum of Qb Ia/Ib 9.448 * 0.969 = 9.156 Qp = 49.674 Total of 2 streams to confluence: Flow rates before confluence point: 40.518 9.448 Area of streams before confluence: 19.990 4.200 Results of confluence: Total flow rate = 49.674(CFS) Time of concentration = 15.863 min. Effective stream area after confluence = 24.190(AC.) ~ r 1 LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 11.020 **** PIPFsFLOW TRAVEL TIME (Program estimated size) **** ~~tP~ ~ ~ End of computations, total study area = 24.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Upstream point/station elevation = 27.900(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 175.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 49.674(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 49.674(CFS) Normal flow depth in pipe = 23.13(In.) Flow top width inside pipe = 25.21(In.) Critical Depth = 27.54(In.) Pipe flow velocity = 12.23(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 16.10 min. Area averaged penrious area fraction(Ap) = 0.500 Area averaged RI index number = 62.5 ~~~ (I>o • ~ -._J ~ ~f i \ f 00 ~ti~ 1151 Riverside County Rational Hydrology Program ~ L_J • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305K.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY AREA "K" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********~ HydrOlOgy Study COntr01 InfOrnt3tiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves For the [ Murrieta,Tmc,Rnch CaNorco 10 year storm 10 minute intensity = 10 year storm 60 minute intensity = 100 year storm 10 minute intensity 100 year storni 60 minute intensity data (Plate D-4.1) 7 area used. 2.360(In/Hr) 0.880(In/Hr) = 3.480(Zn/Hr) = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1100.000 to Point/Station 1101.000 **** INITIAL AREA EVALUATION **** Znitial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 43.600(Ft. Difference in elevation = 6.100(Ft.) Slope = 0.01220 s(percent)= 1.22 TC = k(0.3D0)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.698 min. Rainfall intensity = 3.760(In/Hr) for a 100 CONID7ERCIAL subarea type . Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm K-I Pervious area fraction = 0.100; Impervious fraction = 0.900 5~`° i~sz Initial subarea runoff = 6.290(CFS) Total initial stream area = 1.900(AC.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 1101.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 43.600(Ft.) Downstream point elevation = 32.000(Ft.) Channel length thru subarea = 1220.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.643(CFS) Depth of flow = 1.554(Ft.), Average velocity = Channel flow top width = 3.108(Ft.) Flow Velocity = 6.48(Ft/s) Travel time = 3.14 min. Time of concentration = 11.84 min. Sub-Channel No. 1 Critical depth = 1.719(Ft ~ ' ' Critical flow top width = ' ' ' Critical flow velocity= • ' ' ' Critical flow area = Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 15.643(CFS) 6.479(Ft/s) 3.438(Ft 5.295(Ft/s) 2.954(Sq.Ft) Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm Subarea runoff = 15.741(CFS) for 5.650(Ac.) Total runoff = 22.031(CFS) Total area = 7.550(AC.) ~-~ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 7. Runoff from this stream = Time of concentration = Rainfall intensity = 3 1 in normal stream number 1 550(AC.) 22.031(CFS) 11.84 min. .174(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) ~ ~1 1~53 Top (of initial area) elevation = 45.500(Ft.) Bottom (of initial area) elevation = 39.000(Ft.) • Difference in elevation = 6.500(Ft.) Slope = 0.00760 s(percent)= 0.76 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.850 min. Rainfall intensity = 3.172(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.877(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.100 ~ ~ -~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1103.000 to Point/Station 1104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.877(CFS) . Nearest computed pipe diameter =- 15.00(In.) Calculated individual pipe flow 6.877(CFS) Normal flow depth in pipe = 11.74(In.) ~i~, E Flow top width inside pipe = 12.37(In.) Critical Depth = 12.62(In.) Pipe flow velocity = 6.67(Ft/s) Travel time through pipe = 1.25 min. Time of concentration (TC) = 13.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norntal stream number 2 Stream flow area = 2.470(AC.) Runoff from this stream = 6.577(CFS) Time of concentration = 13.10 min. Rainfall intensity = 3.002(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1133.000 to Point/Station 1104.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01400 s(percent)= 1.40 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 ~/ 1 `Cb Initial area time of concentration = 8.462 min. i`' , ~ I Ih4 Rainfall intensity = 3.818(In/Hr) for a CONII~7ERCIAL subarea type • Runoff Coefficient = 0.881 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 9.414(CFS) Total initial stream area = 2.800(AC. Pervious area fraction = 0.100 100.0 year stornt ~- ~ fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 2 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: ~ • 1 in normal stream number 3 800(Ac.) 9.414(CFS) 8.46 min. .818(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 22.031 11.84 2 6.877 13.10 3 9.414 8.46 Largest stream flow has longer Qp = 22.031 + sum of Qa Tb/Ta 6.877 * 0.904 = Qb Ia/Ib 9.414 * 0.831 = Qp = 36.073 Rainfall Intensity (Zn/Hr) 3.174 3.002 3.818 or shorter time of concentration 6.214 7.827 Total of 3 streams to confluence: Flow rates before confluence point: 22.031 6.877 9.414 Area of streams before confluence: 7.550 2.470 2.800 Results of confluence: Total flow rate = 36.073(CFS) Time of concentration = 11.836 min. Effective stream area after confluence = 12.820(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated Size) **** Upstream point/station elevation = 27.80o(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 75.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 36.073(CFS) Nearest computed pipe diameter = 30.00(In.) ~`~ 1155 Calculated individual pipe Normal flow depth in pipe = • Flow top width inside pipe Critical Depth = 24.45(In Pipe flow velocity = 10 Travel time through pipe = Time of concentration (TC) 36.073(CFS) .) flow 20.34(In = 28.03(In.) .> .18(Ft/s) 0.12 min. = 11.96 min. ~(P~.. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 12.820(AC.) Runoff from this stream = 36.073(CFS) Time of concentration = 11.96 min. Rainfall intensity = 3.156(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 48.400(Ft.) Bottom (of initial area) elevation = 40.400(Ft.) Difference in elevation = 8.000(Ft.) ~ Slope = 0.01270 s(percent)= 1.27 TC = k(0.710)*[(length"3)/(elevation change)7"0.2 Initial area time of concentration = 22.400 min. Rainfall intensity = 2.235(In/Hr) for a 100.0 year stornt UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.710 K-~j Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.042(CFS) Total initial stream area = 5.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.500(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.042(CFS) ~ Nearest computed pipe diameter =_ 18.00(In.) Calculated individual pipe flow 9.042(CFS) Normal flow depth in pipe = 13.34(In.) `,I~ E Flow top width inside pipe = 15.77(In.) Critical Depth = 13.96(In.) Pipe flow velocity = 6.44(Ft/s) ~~ Travel time through pipe = 2.15 min. 115~ Time of concentration (TC) = 24.55 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 9.042(CFS) Time of concentration = 24.55 min. Rainfall intensity = 2.125(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 36.073 11.96 2 9.042 24.55 Largest stream flow has longer Qp = 36.073 + sum of Qa Tb/Ta 9.042 * 0.487 = Qp = 40.478 3.156 2.125 or shorter time 4.405 of concentration Total of 2 streams to confluence: Flow rates before confluence point: • 36.073 9.042 Area of streams before confluence: 12.820 5.700 Results of confluence: Total flow rate = 40.478(CFS) Time of concentration = 11.959 min. Effective stream area after confluence = 18.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 26.900(Ft.) Downstream point/station elevation = 26.200(Ft.) Pipe length = 70.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 40.478(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 40.478(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 23.64(In.) p~G Critical Depth = 25.66(In.) I!~ ~ Pipe flow velocity = 9.53(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.08 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.010 **** CONFLUENCE OF MINOR STREAMS **** ~~ Along Main Stream number: 1 in normal stream number 1 ri57 Stream flow area = 18.520(Ac.) Runoff from this stream = 40.478(CFS) • Time of concentration = 12.08 min. Rainfall intensity = 3.139(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1108.000 to Point/Station 1109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 49.000(Ft.) Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00893 s(percent)= 0.89 TC = k(0.300)*((length"3)/(elevation change)] Initial area time of concentration = 9.688 Rainfall intensity = 3.544(In/Hr) for a COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 2.306(CFS) Total initial stream area = 0.740(Ac . Pervious area fraction = 0.100 "0.2 min. 100.0 year storm K-~ fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1109.000 to Point/Station 1110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~*** Top of street segment elevation = 44.000(Ft.) End of street segment elevation = 38.300(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In. Width of half street (curb to crown) = 22.000(Ft Distance from crown to crossfall grade break = Slope from gutter to grade break (v/hz) _ Slope from grade break to crown (v/hz) _ Street flow is on [1] side(s) of the street Distance from curb to property line = 11. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = Manning's N from grade break to crown = 0.079 0.020 000(Ft 0.020 0.0150 0.0150 20.000(Ft.) Estimated mean flow rate at midpoint of street = Depth of flow = 0.338(Ft.), Average velocity = • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.977(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 4.33 min. TC = 14.02 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.876 3.054(CFS) 308(Ft/s) K-7 ~2ti 1158 Decimal fraction soil Decimal fraction soil • Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractio Rainfall intensity = Subarea runoff = group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 1 = 0.100; Impervious 2.892(In/Hr) for a 1.216lCFS) for 0. Total runoff = 3.523(CFS) Total area = Street flow at end of street = 3.523(CFS) Half street flow at end of street = 3.523(CFS) Depth of flow = 0.351(Ft.), Average velocity = Flow width (from curb towards crown)= 11.652(Ft.) K-7 = 0.900 year storm 220(AC.) 2.387(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1110.000 to Point/Station 1111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.300(Ft.) End of street Segment elevation = 32.000(Ft.) Length of street segment = 645.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street • Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.453(CFS) Depth of flow = 0.415(Ft.), Average velocity = 2.787(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.823(Ft.) K-g Flow velocity = 2.79(Ft/s) Travel time = 3.86 min. TC = 17.88 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.530(In/Hr) for a 100.0 year storm Subarea runoff = 4.487(CFS) for 2.030(AC.) Total runoff = 8.010(CFS) Total area = 3.250(Ac.) • Street flow at end of street = 8.010(CFS) Half street flow at end of street = 8.010(CFS) Depth of flow = 0.441(Ft.), Average velocity = 2.937(Ft/s) Flow width (from curb towards crown)= 16.153(Ft.) 2~ 5 fraction 100.0 480(Ac.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ f~59 Process from Point/Station 1111.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 250(AC.) 8.010(CFS) 17.88 min. .530(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 40.478 12.08 2 8.010 17.88 Largest stream flow has longer Qp = 40.478 + sum of Qa Tb/Ta 8.010 * 0.676 = Qp = 45.891 Rainfall Intensity (In/Hr) 3.139 2.530 or shorter time 1111.000 of concentration 5.413 Total of 2 streams to confluence: Flow rates before confluence point: 40.478 8.010 Area of streams before confluence: 18.520 3.250 Results of confluence: . Total flow rate = 45.891(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = 21.770(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.200(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 45.891(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.891(CFS) Normal flow depth in pipe = 21.33(In.) Flow top width inside pipe = 35.38(In.) ~~~ E Critical Depth = 26.47(In.) Pipe flow velocity = 10.52(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 . **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.770(AC.) ~~ Runoff from this stream = 45.891(CFS) Time of concentration = 12.26 min. Rainfall intensity = 3.114(In/Hr) 116a ~ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.680(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 l0.03 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 16.10 min. Rain intensity = 2.68(In/Hr) Total area = 24.19(AC.) Total runoff = 49.67(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 24 Runoff from this stream = Time of concentration = ~ Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .190(AC.) 49.670(CFS) 16.10 min. 2.680(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 45.891 12.26 3.114 2 49.670 16.10 2.680 Largest stream flow has longer time of concentration Qp = 49.670 + sum of Qb Ia/Ib 45.891 * 0.861 = 39.497 4P = 89.167 Total of 2 streams to confluence: Flow rates before confluence point: 45.891 49.670 Area of streams before confluence: 21.770 24.190 Results of confluence: Total flow rate = 89.167(CFS) Time of concentration = 16.100 min. Effective stream area after confluence = 45.960(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (USer specified size) **** ~~ Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) (~61 Pipe length = 424.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 89.167(CFS) • Given pipe size = 48.00(In.) - Calculated individual pipe flow 89.167(CFS) Normal flow depth in pipe = 30.66(In.) ~I~~ Flow top width inside pipe = 46.12(In.) Critical Depth = 34.35(In.) Pipe flow velocity = 10.52(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 16.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.030 **** CONFLUENCE OF MAZN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.960(AC.) Runoff from this stream = 89.167(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.621(In/Hr) Program is now starting with Main Stream No. 2 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1112.000 to Point/Station 1113.000 **** INITIAL AREA EVALUATION **** 0 year storm ~-( Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.527(CFS) Total initial stream area = 0.900(AC.) Pervious area fraction = 0.100 Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 35.600(Ft. Difference in elevation = 6.600(Ft.) Slope = 0.00776 s(percent)= 0.78 TC = k(0.300)*((length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.772 min. Rainfall intensity = 3.184(In/Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1113.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 35.600(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 700.000(Ft.) ~ Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) nGz Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 • Street flow is on [1] side(s) of the street Distance from curb to property line 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.282(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.040(Ft/s) Streetflow hydraulics at midpoint of street travel: '/ Halfstreet flow width = 14.073(Ft.) f~'`'-~ Flow velocity = 2.04(Ft/s) Travel time = 5.72 min. TC = 17.49 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.561(In/Hr) for a 100.0 year stornt Subarea runoff = 2.812(CFS) for 1.250(Ac.) Total runoff = 5.340(CFS) Total area = 2.150(AC.) ~ Street flow at end of street = 5.340(CFS) Half street flow at end of street = 5.340(CFS) Depth of flow = 0.426(Ft.), Average velocity = 2.152(Ft/s) Flow width (from curb towards crown)= 15.372(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.150(Ac.) Runoff from this stream = 5.340(CFS) Time of concentration = 17.49 min. Rainfall intensity = 2.561(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1114.000 to Point/Station 1115.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 37.600(Ft.) Bottom (of initial area) elevation = 34.500(Ft.) Difference in elevation = 3.100(Ft.) • Slope = 0.00554 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.660 min. Rainfall intensity = 3.362(In/Hr) for a 100.0 year storm COhIl~[ERCIAL subarea type Runoff Coefficient = 0.883 ~-'~ Decimal fraction soil group A= 0.000 ~ y1 11~3 Decimal fraction soil group Decimal fraction soil group ~ Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = 0 Initial subarea runoff = Total initial stream area = Pervious area fraction = 0. ~ U B = 0.500 c = o.soo D = 0.000 62.50 .100; Impervious 1.484(CFS) 0.500(Ac 100 K-iI fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1115.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Slope from gutter to grade break (v/hz) _ Slope from grade break to crown (v/hz) _ Street flow is on [1] side(s) of the street Distance from curb to property line = 11. Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Top of street segment elevation = 34.500(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Slope from curb to property line (v/hz) Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown = 2.137(CFS) 1.734(Ft/S) ~-12 Adding area flow to street COPM~IERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.740(In/Hr) for a 100.0 year storm Subarea runoff = 1.061(CFS) for 0.440(AC.) Total runoff = 2.545(CFS) Total area = 0.940(Ac.) Street flow at end of street = 2.545(CFS) Half street flow at end of street = 2.545(CFS) Depth of flow = 0.346(Ft.), Average velocity = 1.806(Ft/s) Flow width (from curb towards crown)= 11.360(Ft.) 0.079 0.020 000(Ft 0.020 = 0.0150 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.329(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.554(Ft.) Flow velocity = 1.73(Ft/s) Travel time = 4.81 min. TC = 15.47 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.00 ~~ **** CONFLUENCE OF MINOR STREAMS **** rJ Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 0.940(Ac.) ( I 64 L~ ~ LJ Runoff from this stream = 2.545(CFS) Time of concentration = 15.47 min. Rainfall intensity = 2.740(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 5.340 17.49 2.561 z 2.545 15.47 2.740 Largest stream flow has longer time of concentration Qp = 5.340 + sum of Qb Ia/Ib 2.545 * 0.935 = 2.378 4P = 7.718 Total of 2 streams to confluence: Flow rates before confluence point: 5.340 2.545 Area of streams before confluence: 2.150 0.940 Results of confluence: Total flow rate = 7.718(CFS) Time of concentration = 17.491 min. Effective stream area after confluence = 3.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27. Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning~s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.491(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Aalfstreet flow width = 18.610(Ft.) Flow velocity = 2.29(Ft/s) Travel time = 3.34 min. TC = 20.83 min. • Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 000(Ft.) 8.217(CFS) 294(Ft/s) K-t3 ~~ `~ u~s Decimal fraction soil group D= 0.900 (~-(~ RI index for soil(AMC 2) = 73.75 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.326(In/Ar) for a 100.0 year stoxm Subarea runoff = 0.823(CFS) for 0.400(AC.) Total runoff = 8.541(CFS) Total area = 3.490(Ac.) Street flow at end of street = 8.541(CFS) Half street flow at end of street = 8.541(CFS) Depth of flow = 0.496(Ft.), Average velocity = 2.316(Ft/s) Flow width (from curb towards crown)= 18.893(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.490(AC.) Runoff from this stream = 8.541(CFS) Time of concentration = 20.83 min. Rainfall intensity = 2.326(In/Hr) ~ LJ • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1117.000 to Point/Station 1118.000 **** INITIAL AREA EVALUATION **** CONID7ERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.093(CFS) Total initial stream area = 0.340(Ac Pervious area fraction = 0.100 Difference in elevation = 1.900(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 9.242 Rainfall intensity = 3.637(In/Hr) for a Initial area flow distance = 375.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.400(Ft "0.2 min. 100.0 year storm fraction = 0.900 K-l4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.093(CFS) Time of concentration = 9.24 min. Rainfall intensity = 3.637(In/Hr) ~~ Summary of stream data: Stream Flow rate TC Rainfall Intensity 1IGG r1 L J No (CFS) (min) (In/Hr) • C~ 1 8.541 20.83 2.326 2 1.093 9.24 3.637 Largest stream flow has longer time of concentration Qp = 8.541 + sum of Qb Ia/Ib 1.093 * 0.640 = 0.699 Qp = 9.240 Total of 2 streams to confluence: Flow rates before confluence point: 8.541 1.093 Area of streams before confluence: 3.490 0.340 Results of confluence: Total flow rate = 9.240(CFS) Time of concentration = 20.832 min. Effective stream area after confluence = 3.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.830(AC.) Runoff from this stream = 9.240(CFS) Time of concentration = 20.83 min. Rainfall intensity = 2.326(In/Hr) Program is now starting with Main Stream No. 3 1118.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1119.000 to Point/Station 1120.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 31.700(Ft. Difference in elevation = 6.600(Ft.) Slope = 0.00930 s(percent)= 0.93 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.567 min. Rainfall intensity = 3.379(In/Hr) for a 100 CONII~IERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.138(CFS) Total initial stream area = 0.720(AC.) Pervious area fraction = 0.100 K-15 j3~ t~67 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1120.000 to Point/Station 1122.000 . **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 15.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.820(CFS) Depth of flow = 0.361(Ft.), Average velocity = 1.772(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.137(Ft.) K-~Co Flow velocity = 1.77(Ft/s) Travel time = 4.33 min. TC = 14.89 min. Adding area flow to street COMMERCIAL subarea type • Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.798(In/Hr) for a 100.0 year stoxzn Subarea runoff = 1.132(CFS) for 0.460(AC.) Total runoff = 3.270(CFS) Total area = 1.180(Ac.) Street flow at end of street = 3.270(CFS) Half street flow at end of street = 3.270(CFS) Depth of flow = 0.376(Ft.), Average velocity = 1.836(Ft/s) Flow width (from curb towards crown)= 12.896(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.180(AC.) Runoff from this stream = 3.270(CFS) Time of concentration = 14.89 min. Rainfall intensity = 2.798(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1121.000 to Point/Station 1122.000 ,L **** INITIAL AREA EVALUATION **~* ~'1j Initial area flow distance = 378.000(Ft.) I IGS Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.400(Ft.) • Difference in elevation = 1.900(Ft.) Slope = 0.00503 s(percent)= 0.50 TC = k(0.300)*[(length"3)/(elevation change)7"0.2 Initial area time of concentration = 9.287 min. Rainfall intensity = 3.627(In/Hr) for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ~- ~7 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.218(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.218(CFS) Time of concentration = 9.29 min. • Rainfall intensity = 3.627(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) 1 3.270 14.89 2,79g 2 1.218 9.29 3.627 Largest stream flow has longer time of concentration Qp = 3.270 + sum of Qb Ia/Ib 1.218 * 0.771 = 0.939 Qp = 4.209 Total of 2 streams to confluence: Flow rates before confluence point: 3.270 1.218 Area of streams before confluence: 1.180 0.380 Results of confluence: Total flow rate = 4.209(CFS) Time of concentration = 14.893 min. Effective stream area after confluence = 1.560(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MAIN STREAMS **** ~3'J The following data inside Main Stream is listed: In Main Stream number: 3 I I6q Stream flow area = 1.560(Ac.) Runoff from this stream = 4.209(CFS) • Time of concentration = 14.89 min. Rainfall intensity = 2.798(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 89.167 16.77 2.621 2 9.240 20.83 2.326 3 4.209 14.89 2.79g Largest stream flow has longer or shorter time of concentration Qp = 89.167 + sum of Qa Tb/Ta 9.240 * 0.805 = 7.439 Qb Ia/Ib 4.209 * 0.937 = 3.943 Qp = 100.549 Total of 3 main streams to confluence: Flow rates before confluence point: 89.167 9.240 4.209 Area of streams before confluence: 45.960 3.830 1.560 • Results of confluence: Total flow rate = 100.549(CFS) Time of concentration = 16.772 min. Effective stream area after confluence = 51.350(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.040 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 696.00(Ft.) Manning~s N= 0.013 No. of pipes = 1 Required pipe flow = 100.549(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 100.549(CFS) Norntal flow depth in pipe = 38.06(In.) Flow top width inside pipe = 71.88(In.) ('(~'(= Critical Depth = 32.43(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 1.75 min. Time of concentration (TC) = 18.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 11.040 to Point/Station 11.04 ~ **** CONFLUENCE OF MAIN STREAMS **** ~ `, The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 51.350(Ac.) Runoff from this stream = 100.549(CFS) ~~1p Time of concentration = 18.52 min. Rainfall intensity = 2.481(In/Hr) ~ Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1123.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 3.766(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 ~'-~S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.999(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(AC.) Runoff from this stream = 0.999(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.766(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1124.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.6oo(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 3.600(In/Hr) for a 100.0 year stoxm . COMMERCIAL subarea type r/ Runoff Coefficient = 0.884 r~'~~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 ~~~ Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 ~~7~ r ~ LJ • Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.145(CFS) Total initial stream area = 0.360(Ac Pervious area fraction = 0.100 fraction = 0.900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS ~*** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.145(CFS) Time of concentration = 9.42 min. Rainfall intensity = 3.600(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 0.999 8.67 3.766 2 1.145 9.42 3.600 Largest stream flow has longer time of concentration Qp = 1.145 + sum of Qb Ia/Ib 0.99.9 * 0.956 = 0.955 Qp = 2.100 Total of 2 streams to confluence: Flow rates before confluence point: 0.999 1.145 Area of streams before confluence: 0.300 0.360 Results of confluence: Total flow rate = 2.100(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.660(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MAIN STREAMS **** In Main Stream number: Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting The following data inside Main Stream is listed: ~ 0.660(Ac.) = 2.100(CFS) 9.42 min. 3.600(In/Hr) with Main Stream No. 3 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1126.000 to Point/Station 1128.00~ **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) f(72 Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 • TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 3.766(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.884 ~_2~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.132(CFS) Total initial stream area = 0.340(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.340(AC.) Runoff from this stream = 1.132(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.766(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1127.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)j"0.2 Znitial area time of concentration = 9.417 min. Rainfall intensity = 3.600(In/Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient = 0.884 K' 2~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.272(CFS) Total initial stream area = 0.400(AC.) Pervious area fraction = 0.100 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 ***~ CONFLUENCE OF MINOR STREAMS **** ~3~ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.400(AC.) 1173 Runoff from this stream = 1.272(CFS) Time of concentration = 9.42 min. • Rainfall intensity = 3.600(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.132 8.67 3.766 2 1.272 9.42 3.600 Largest stream flow has longer time of concentration Qp = 1.272 + sum of Qb Ia/Ib 1.132 * 0.956 = 1.082 Qp = 2.355 Total of 2 streams to confluence: Flow rates before confluence point: 1.132 1.272 Area of streams before confluence: 0.340 0.400 Results of confluence: Total flow rate = 2.355(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.740(AC.) • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 3 Stream flow area = 0 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: Main Stream is listed: .740(AC.) 2.355(CFS) 9.42 min. 3 . 600 ( Iri/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 100.549 18.52 2.481 2 2.100 9.42 3.600 3 2.355 9.42 3.600 Largest stream flow has longer time of concentration Qp = 100.549 + sum of Qb Ia/Ib 2.100 * 0.689 = 1.448 Qb Ia/Ib 2.355 * 0.689 = 1.623 Qp = 103.620 Total of 3 main streams to confluence: Flow rates before confluence point: ~3$ 100.549 2.100 2.355 Area of streams before confluence: 51.350 0.660 0.740 ~~~ a. • Results of confluence: Total flow rate = 103.620(CFS) Time of concentration = 18.523 min. Effective stream area after confluence • • 52.750(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 29.600(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 103.620(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 103.620(CFS) Normal flow depth in pipe = 23.48(In.) Flow top width inside pipe = 67.51(In.) ~~~ ~ Critical Depth = 32.91(In.) Pipe flow velocity = 12.95(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 19.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1129.000 to Point/Station 1130.000 **** INITIAL AREA EVALUATION **** Pervious area fraction = 0.100 COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 1.360(CFS) Total initial stream area = 0.450(Ac Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)] Initial area time of concentration = 10.316 Rainfall intensity = 3.424(In/Hr) for a Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft Difference in elevation = 2.600(Ft.) "0 min. 100.0 year storm K- 22 fraction = 0.900 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1130.000 to Point/Station 1130.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0. Runoff from this stream = Time of concentration = Rainfall intensity = 3 1 in normal stream number 1 450(AC.) 1.360(CFS) L'h~ 10.32 min. J~ .424(In/Hr) II7 5 • ~ L J . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1131.000 to Point/Station 1132.000 **** INITIAL AREA EVALUATZON **** 0 year storm . ~ -Z~ Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.522(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.100 Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) sottom (of initial area) elevation = 29.1o0(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length~3)/(elevation change)]"0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 3.424(In/Hr) for a 100. CONID7ERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.75 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1132.000 to Point/Station 1132.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.500(AC.) Runoff from this stream = 1.522(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.424(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.360 10.32 2 1.522 10.32 Largest stream flow has longer Qp = 1.522 + sum of Qb Ia/Ib 1.360 * 1.000 = 4p = 2.882 3.424 3.424 time of concentration 1.360 Total of 2 streams to confluence: Flow rates before confluence point: 1.360 1.522 Area of streams before confluence: 0.450 0.500 Results of confluence: Total flow rate = 2.882(CFS) Time of concentration = 10.316 min. Effective stream area after confluence = End of computations, total study area = 0.950(AC.) ~~ 53.70 (Ac.) i I.7 G The following figures may be used for a unit hydrograph study of the same area. . Area averaged pervious area fraction(Ap) = 0.196 Area averaged RI index number = 58.4 . LJ LD~,~ / 12 50 . ~~ ~ • PR~oa 5°~2 1251 Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305PR.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY "PALA ROAD" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydYOlOgy Stlldy COritY01 InfOrmatiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,'Itnc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) • 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Stornt event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1200.000 to Point/Station 1201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.5oo(Ft.) Bottom (of initial area) elevation = 125.ooo(Ft.) Difference in elevation = 13.500(Ft.) Slope = 0.01350 s(percent)= 1.35 TC = k(0.300)*[(length"'3)/(elevation change))~0.2 Initial area time of concentration = 11.247 min. Rainfall intensity = 3.265(In/Hr) for a 100. COhII~7ERCiAL subarea type • Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 0 year storm ,L~~ J Pervious area fraction = 0.100; Impervious fraction = 0.900 IZ52 Initial subarea runoff = 4.071(CFS) Total initial stream area = 1.420(AC.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1201.000 to Point/Station 1202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.000(Ft.) End of street segment elevation = 72.400(Ft.) Length of street segment = 3875.000(Ft.) Aeight of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 - Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.525(CFS) Depth of flow = 0.468(Ft.), Average velocity = 3.634(Ft/s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 17.473(Ft.) Flow velocity = 3.63(Ft/s) Travel time = 17.77 min. TC = 29.02 Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious Rainfall intensity = 1.938(In/Hr) for Subarea runoff = 8.754(CFS) for 5 min. fraction = 0.900 a 100.0 year storm .200(AC.) Total runoff = 12.825(CFS) Total area = Street flow at end of street = 12.825(CFS) Half street flow at end of street = 12.825(CFS) Depth of flow = 0.483(Ft.), Average velocity = Flow width (from curb towards crown)= 18.220(Ft.) 6.620(AC.) 3.730(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.620(Ac.) Runoff from this stream = 12.825(CFS) Time of concentration = 29.02 min. ~ Rainfall intensity = 1.938(In/Hr) (253 • ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POZNT **** TC = 15.00 min. Rain intensity = 2.79(In/Hr) Total area = 87.00(Ac.) Total runoff = 108.00(CFS) Rainfall intensity = 2.787(In/Ar) for a 100.0 year stoxzn COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0. 000 ~ rl <; t~, J RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 87 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .000(Ac.) 108.000(CFS) 15.00 min. 2.787(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 12.825 29.02 2 108.000 15.00 Largest stream flow has longer Qp = 108.000 + sum of Qa Tb/Ta 12.825 * 0.517 = Qp = 114.629 Rainfall Intensity (In/Hr) 1.938 2.787 or shorter time 6.629 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 12.825 108.000 Area of streams before confluence: 6.620 87.000 Results of confluence: Total flow rate = 114.629(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 93.620(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1203.000 to Point/Station 1204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) ~ Top (of initial area) elevation = 71.400(Ft.) !~~ Bottom (of initial area) elevation = 58.300(Ft.) ~j Difference in elevation = 13.100(Ft.) 12ti4 . • . Slope = 0.01310 s(percent)= 1.31 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.315 min. Rainfall intensity = 3.254(In/Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 3.800(CFS) Total initial stream area = 1.330(Ac Pervious area fraction = 0.100 0 year storm fraction = 0.900 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1204.000 to Point/Station 1205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 58.300(Ft.) End of street segment elevation = 36.500(Ft.) Length of street segment = 2275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [17 side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning~s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.115(CFS) Depth of flow = 0.460(Ft.), Average velocity = 3.009(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.062(Ft.) Flow velocity = 3.01(Ft/s) Travel time = 12.60 min. TC = 23.92 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.156(In/Hr) for a 100.0 year stoxm Subarea runoff = 6.982(CFS) for 3.720(AC.) Total runoff = 10.782(CFS) Total area = 5.050(Ac.) Street flow at end of street = 10.782(CFS) Half street flow at end of street = 10.782(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.135(Ft/s) Flow width (from curb towards crown)= 18.224(Ft.) 5~° 12 55 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 5.050(AC.) Runoff from this stream = 10.782(CFS) Time of concentration = 23.92 min. Rainfall intensity = 2.156(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.741(In/Hr) for a 100.0 year stox~n COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 8.78 min. Rain intensity = 3.74(In/Hr) Total area = 0.53(AC.) Total runoff = 1.75(CFS) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nozmal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.750(CFS) Time of concentration = 8.78 min. Rainfall intensity = 3.741(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 10.782 23.92 2.156 2 1.750 8.78 3.741 Largest stream flow has longer time of concentration Qp = 10.782 + sum of Qb Ia/Ib 1.750 * 0.576 = 1.008 Qp = 11.790 • Total of 2 streams to confluence: Flow rates before confluence point: 10.782 1.750 Area of streams before confluence: s.oso o.sao ,~ Results of confluence: dJ~ Total flow rate = 11.790(CFS) (25~ • . r 1 LJ Time of concentration = 23.918 min. Effective stream area after confluence = 5.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 29.000(Ft.) Length of street segment = 895.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning~s N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.533(Ft.), Average velocity = 3. Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.740(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 4.91 min. TC = 28.82 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 1.946(In/Hr) for a 100.0 Subarea runoff = 2.771(CFS) for 1.640(AC.) Total runoff = 14.562(CFS) ToCal area = 7. Street flow at end of street = 14.562(CFS) Half street flow at end of street = 14.562(CFS) Depth of flow = 0.547(Ft.), Average velocity = 3. Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 21.410(Ft.) End of computations, total study area = 100. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 13.523(CFS) 041(Ft/s) 1.66(Ft.) = 0.900 year storni 220(AC.) 062(Ft/s) 2.33(Ft.) 84 (AC.) `J~ 1350 • • • C N ~oo ~ 135( Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 10/17/O1 File:305CH.out ------------------------------------------------------------------------ TR 29305 HYDROLOGY "GRASS LINED CHANNEL" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* HydrOlOgy Stlldy COntY01 InfOrntatiOn ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 --------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) . 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Stozzn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.538(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 1.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 • User specified values are as follows: TC = 17.78 min. Rain intensity = 2.54(In/Hr) Total area = 600.00(Ac.) Total runoff = 1420.00(CFS) ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 (35Z **** IMPROVED CHANNEL TRAVEL TIME **** . Upstream point elevation = 127.800(Ft.) Downstream point elevation = 113.600(Ft.) Channel length thru subarea = 1122,000(Ft.) Channel base width = 24.000(Ft.) Slope or ~Z' of left channel bank = 4.000 Slope or ~Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning~s 'N~ = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1423.668(CFS) Depth of flow = 3.443(Ft.), Average velocity = Channel flow top width = 51.546(Ft.) Flow Velocity = 10.95(Ft/s) Travel time = 1.71 min. Time of concentration = 19.49 min. 1423.668(CFS) 10.946(Ft/s) Sub-Channel No. 1 Critical depth = 3.844(Ft.) ' ' ' Critical flow top width = 54.750(Ft.) ' ' ' Critical flow velocity= 9.407(Ft/s) ' ' ' Critical flow area = 151.348(Sq.Ft) Adding area flow to channel UNDE~7ELOPED (good cover) subarea Runoff Coefficient = 0.665 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 . Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.413(In/Hr) for a 100.0 Subarea runoff = 4.975(CFS) for 3.100(AC.) Total runoff = 1424.975(CFS) Total area = 603 C H-f = 0.000 year storm 100(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 81.000 **** CONFLUENCE OF MINOR STREAMS **** wlong tnain Stream number: 1 in normal stream number 1 Stream flow area = 603.100(Ac.) Runoff from this stream = 1424.975(CFS) Time of concentration = 19.49 min. Rainfall intensity = 2.413(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.675(In/Hr) for a 100.0 year storm . UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 ~L>\ Decimal fraction soil group C= 0.500 ~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 74.00 ~353 • • Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 16.16 min. Rain intensity = 2.67(In/Hr) Total area = 40.85(Ac.) Total runoff = 81.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 40.850(Ac.) Runoff from this stream = 81.500(CFS) Time of concentration = 16.16 min. Rainfall intensity = 2.675(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1424.975 19.49 2 81.500 16.16 Larg est stream flow has longer Qp = 1424.975 + sum of Qb Ia/Ib 81.500 * 0.902 = Qp = 1498.498 Effective stream area after confluence = 643.950(AC.) 2.413 2.675 time of concentration 73.523 Total of 2 streams to confluence: Flow rates before confluence point: 1424.975 81.500 Area of streams before confluence: 603.100 40.850 Results of confluence: Total flow rate = 1498.498(CFS) Time of concentration = 19.488 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 ***~ IMPROVED CHANNEL TRAVEL TIME **** uYs~ream point elevation = 113.200(Ft.) Downstream point elevation = 102.800(Ft.) Channel length thru subarea = 590.000(Ft.) Channel base width = 38.000(Ft.) Slope or ~Z~ of left channel bank = 4.000 Slope or ~Z~ of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning~s ~N' = 0.028 Maximum depth of channel = 6.000(Ft.) • Flow(q) thru subarea = 1501.523(CFS) Depth of flow = 2.960(Ft.), Average velocity = Channel flow top width = 61.677(Ft.) Flow Velocity = 10.18(Ft/s) Travel time = 1.46 min. Time of concentration = 20.95 min. 1501.523(CFS) 10.180(Ft/s) ~+-i-Z ~2 135~ Sub-Channel No. 1 Critical depth = 3.250(Ft.) ' ' ' Critical flow top width = 64.000(Ft.) ' ' ' Critical flow velocity= 9.059(Ft/s) • ' ' ' Critical flow area = 165.750(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.658 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RZ index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.319(In/Hr) for a 100.0 Subarea runoff = 3.968(CFS) for 2.600(Ac.) Total runoff = 1502.466(CFS) Total area = 646 ~°N-7 ~ = 0.000 year stonn 550 (AC . ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 82.000 **** CONFLUENCE OF MINOR STREAMS **** atong Main Stream number: 1 in normal stream number 1 Stream flow area = 646.550(Ac.) Runoff from this stream = 1502.466(CFS) Time of concentration = 20.95 min. Rainfall intensity = 2.319(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.581(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 17.24 min. Rain intensity = 2.58(In/Hr) Total area = 27.00(AC.) Total runoff = 59.45(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 • Stream flow area = 27.000(Ac.) Runoff from this stream = 59.450(CFS) Time of concentration = 17.24 min. Rainfall intensity = 2.581(In/Hr) Summary of stream data: ~'~ Stream Flow rate TC Rainfall Intensity 135~ No. (CFS) (min) (In/Hr) ~ 1 1502.466 20.95 2.319 2 59.450 17.24 2.581 Largest stream flow has longer time of concentration Qp = 1502.466 + sum of Qb Za/Ib 59.450 * 0.898 = 53.413 Qp = 1555.879 Total of 2 streams to confluence: Flow rates before confluence point: 1502.466 59.450 Area of streams before confluence: 646.550 27.000 Results of confluence: Total flow rate = 1555.879(CFS) Time of concentration = 20.946 min. Effective stream area after confluence = 673.550(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 83.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 102.800(Ft.) Downstream point elevation = 79.200(Ft.) . Channel length thru subarea = 1360.000(Ft.) Channel base width 38.000(Ft.) Slope or ~Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1560.499(CFS) Depth of flow = 2.709(Ft.), Average velocity = Channel flow top width = 59.668(Ft.) Flow Velocity = 11.80(Ft/s) Travel time = 1.92 min. Time of concentration = 22.87 min. Sub-Channel No ~ ~ 1 Critical depth = 3.313(Ft ~ 1560.499(CFS) 11.798(Ft/s) ~~ -3 Critical flow top width = 64.500(Ft.) ' Critical flow velocity= 9.192(Ft/s) ' Critical flow area = 169.766(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.649 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.210(In/Hr) for a 100.0 year storm ~ Subarea runoff = 5.741(CFS) for 4.000(Ac.) ~ Total runoff = 1561.620(CFS) Total area = 677.550(Ac.) f35= ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 83.000 to Point/Station 83.000 **~* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 677.550(AC.) Runoff from this stream = 1561.620(CFS) Time of concentration = 22.87 min. Rainfall intensity = 2.210(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** USER DEFINED FLOW INFORMATION AT A POINT **** xaintail intensity = 2.382(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pexvious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.95 min. Rain intensity = 2.38(In/Hr) Total area = 30.90(Ac.) Total runoff = 59.63(CFS) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 ***~ CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 30.900(AC.) Runoff from this stream = 59.630(CFS) Time of concentration = 19.95 min. Rainfall intensity = 2.382(In/Hr) Summaxy of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1561.620 22.87 2.210 2 59.630 19.95 2,3g2 Largest stream flow has longer time of concentration Qp = 1561.620 + sum of 4b Ia/Ib 59.630 * 0.928 = 55.319 Qp = 1616.938 • Total of 2 streams to confluence: Flow rates before confluence point: 1561.620 59.630 ~ Area of streams before confluence: 677.550 30.900 Results of Confluence: Total flow rate = 1616.938(CFS) 1357 • r ~ U Time of concentration = 22.867 min. Effective stream area after confluence = 708.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 84.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.200(Ft.) Downstream point elevation = 59.600(Ft.) Channel length thru subarea = 1300.000(Ft.) Channel base width = 38.000(Ft.) Slope or ~Z' of left channel bank = 4.000 Slope or 'Z~ of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 1621.389(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1621.389(CFS) Depth of flow = 2.878(Ft.), Average velocity = 11.381(Ft/s) Channel flow top width = 61.020(Ft.) Flow Velocity = 11.38(Ft/s) Travel time = 1.90 min. Time of concentration = 24.77 min. C N-4 Sub-Channel No. 1 Critical depth = 3.375(Ft.) ' ' ' Critical flow top width = 65.000(Ft.) ' ' ' Critical flow velocity= 9.328(Ft/s) ' ' ' Critical flow area = 173.813(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.641 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.115(In/Hr) for a 100.0 year stonn Subarea runoff = 5.290(CFS) for 3.900(Ac.) Total runoff = 1622.229(CFS) Total area = 712.350(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** along Main Stream number: 1 in normal stream number 1 Stream flow area = 712.350(AC.) Runoff from this stream = 1622.229(CFS) Time of concentration = 24.77 min. Rainfall intensity = 2.115(In/Hr) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** USER DEFINED FLOW INFORMATION AT A POINT **** ~~ Rainfall intensity = 2.817(In/Hr) for a 100.0 year stoxm APARTMENT subarea type 1358 Runoff Coefficient = 0.851 Decimal fraction soil group A= 0.000 • Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 User specified values are as follows: TC = 14.71 min. Rain intensity = 2.82(In/Hr) Total area = 19.10(AC.) Total runoff = 47.36(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 19.100(AC.) Runoff from this stream = 47.360(CFS) Time of concentration = 14.71 min. Rainfall intensity = 2.817(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ar) 1 1622.229 24.77 2.115 • 2 47.360 14.71 2.817 Largest stream flow has longer time of concentration Qp = 1622.229 + sum of Qb Ia/Ib 47.360 * 0.751 = 35.558 Qp = 1657.786 Total of 2 streams to confluence: Flow rates before confluence point: 1622.229 47.360 Area of streams before confluence: 712.350 19.100 Results of confluence: Total flow rate = 1657.786(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 731.450(Ac.) ***+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUfiNCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 731.450(AC.) Runoff from this stream = 1657.786(CFS) . Time of concentration = 24.77 min. Rainfall intensity = 2.115(In/Hr) L1 ~~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 135q Rainfall intensity = 2.787(In/Hr) for • COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious User specified values are as follows: r1 LJ a 100.0 year storm ~~5lc~td -~ F'~-2 fraction = 0.900 TC = 15.00 min. Rain intensity = 2.79(In/Hr) Total area = 93.62(AC.) Total runoff = 114.63(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 93.620(Ac.) Runoff from this stream = 114.630(CFS) Time of concentration = 15.00 min. Rainfall intensity = 2.787(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1657.786 24.77 2 114.630 15.00 Largest stream flow has longer Qp = 1657.786 + sum of Qb Ia/Ib 114.630 * 0.759 = Qp = 1744.779 2.115 2.787 time of concentration 86.993 Total of 2 streams to confluence: Flow rates before confluence point: 1657.786 114.630 Area of streams before Confluence: 731.450 93.620 Results of confluence: Total flow rate = 1744.779(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 825.070(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** ~ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 825.070(Ac.) Runoff from this stream = 1744.779(CFS) ~~ Time of concentration = 24.77 min. Rainfall intensity = 2.115(In/Ar) I 3 60 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 • **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.230(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pexvious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 22.49 min. Rain intensity = 2.23(In/Hr) Total area = 507.92(AC.) Total runoff = 697.32(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 507.920(AC.) Runoff from this stream = 697.320(CFS) Time of concentration = 22.49 min. Rainfall intensity = 2.230(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1744.779 24.77 2.115 2 697.320 22.49 2.230 Largest stream flow has longer time of concentration Qp = 1744.779 + sum of Qb Za/Ib 697.320 * 0.948 = 661.243 Qp = 2406.023 Total of 2 streams to confluence: Flow rates before confluence point: 1744.779 697.320 Area of streams before confluence: 825.070 507.920 Results of confluence: Total flow rate = 2406.023(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 1332.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 84.000 to Point/Station 85.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 59.000(Ft.) !~ Downstream point elevation = 53.100(Ft.) J? Channel length thru subarea = 590.000(Ft.) Channel base width = 40.000(Ft.) I3ci ~ ~ Depth of flow = 3.910(Ft.), Average velocity = 11.067(Ft/s) Channel flow top width = 71.279(Ft.) Flow Velocity = 11.07(Ft/s) Travel time = 0.89 min. Time of concentration = 25.66 min. ~~-`7 Sub-Channel No. 1 Critical depth = 4.188(Ft.) ' ' ' Critical flow top width = 73.500(Ft.) ' ' ' Critical flow velocity= 10.131(Ft/s) ' ' ' Critical flow area = 237.641(Sq.Ft) Slope or ~Z~ of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2407.530(CFS) Manning's 'N~ = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 2407.530(CFS) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.638 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.074(In/Hr) for a 100.0 year storm Subarea runoff = 2.209(CFS) for 1.670(AC.) Total runoff = 2408.232(CFS) Total area = 1334.660(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in noxmal stream number 1 Stream flow area = 1334.660(Ac.) Runoff from this stream = 2408.232(CFS) Time of concentration = 25.66 min. Rainfall intensity = 2.074(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 ***~ USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.207(In/Hr) for a 100.0 year storm COMMERCIAL subarea type RunoEf Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ~ RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 11.62 min. Rain intensity = 3.21(In/Hr) ~~ Total area = 7.60(Ac.) Total runoff = 21.50(CFS) 1362 . . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.600(AC.) Runoff from this stream = 21.500(CFS) Time of concentration = 11.62 min. Rainfall intensity = 3.207(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 408.232 25.66 2 21.500 11.62 Largest stream flow has longer Qp = 2408.232 + s um of Qb Ia/Ib 21.500 * 0.647 = Qp = 2422.139 Rainfall Intensity (In/Hr) 2.074 3.207 time of concentration 13.907 Total of 2 streams to confluence: Flow rates before confluence point: 2408.232 21.500 Area of streams before confluence: 1334.660 7.600 Results of confluence: Total flow rate = 2422.139(CFS) Time of concentration = 25.659 min. Effective stream area after confluence = 1342.260(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 53.100(Ft.) Downstream point elevation = 42.300(Ft.) Channel length thru subarea = 1070.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z~ of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 2424.891(CFSJ Depth of flow = 3.915(Ft.), Average velocity =. Channel flow top width = 71.322(Ft.) Flow Velocity = 11.13(Ft/s) Travel time = 1.60 min. Time of concentration = 27.26 min. • Sub-Channel No. 1 Critical depth = 4.188(Ft.) ' ' ' Critical flow top width = ' ' ' Critical flow velocity= 10 ' ' ~ Critical flow area = 237. 2424.891(CFS) 11.127(Ft/s) l, tl'~ 73.500(Ft.) .204(Ft/S) !~~ 641(Sq.Ft) ~j Adding area flow to channel (3~3 UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.682 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 67.50 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.006(In/Hr) for a 100.0 Subarea runoff = 4.172(CFS) for 3.050(Ac.) Total runoff = 2426.311(CFS) Total area = 1345 CH-~ = 0.000 year storm 310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nornial stream number 1 Stream flow area = 1345.310(AC.) Runoff from this stream = 2426.311(CFS) Time of concentration = 27.26 min. Rainfall intensity = 2.006(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.020 to Point/Station 5.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** • Rainfall intensity = 2.793(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.200;.Impervious fraction = 0.800 User specified values are as follows: TC = 14.94 min. Rain intensity = 2.79(In/Hr) Total area = 14.50(AC.) Total runoff = 33.81(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.020 to Point/Station 5.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nornlal stream number 2 Stream flow area = 14.500(AC.) Runoff from this stream = 33.810(CFS) Time of concentration = 14.94 min. Rainfall intensity = 2.793(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2426.311 27.26 2.006 ~(p~ 2 33.810 14.94 2.793 Largest stream flow has longer time of concentration I 3 6¢ C~ ~ ~ . Qp = 2426.311 + sum of Qb Ia/Ib 33.810 * 0.718 = Qp = 2450.598 24.288 Total of 2 streams to confluence: Flow rates before confluence point: 2426.311 33.810 Area of streams before confluence: 1345.310 14.500 Results of confluence: Total flow rate = 2450.598(CFS) Time of concentration = 27.262 min. Effective stream area after confluence = 1359.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 42.300(Ft.) Downstream point elevation = 37.000(Ft.) Channel length thru subarea = 530.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z~ of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning~s 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 2451.995(CFS) Depth of flow = 3.949(Ft.), Average velocity = Channel flow top width = 71.592(Ft.) Flow Velocity = 11.13(Ft/s) Travel time = 0.79 min. Time of concentration = 28.06 min. 2451.995(CFS) 11.128(Ft/s) C.~"7 Sub-Channel No. 1 Critical depth = 4.219(Ft.) ~ ' ' Critical flow top width = 73.750(Ft.). ' ' ' Critical flow velocity= 10.219(Ft/s) ' ' ' Critical flow area = 239.941(Sq.Ft) Adding area flow to channel UNDEt7ELOPED (good cover) subarea Runoff Coefficient = 0.679 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.975(In/Hr) for a 100.0 year stozm Subarea runoff = 2.079(CFS) for 1.550(Ac.) Total runoff = 2452.677(CFS) Total area = 1361.360(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 87.000 ~ **** CONFLUENCE OF MINOR STREAMS **** r~0 Along Main Stream number: 1 in nornlal stream number 1 1365 Stream flow area = 1361.360(AC.) Runoff from this stream = 2452.677(CFS) • Time of concentration = 28.06 min. Rainfall intensity = 1.975(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.030 to Point/Station 5.030 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.842(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 14.47 min. Rain intensity = 2.84(In/Hr) Total area = 5.50(Ac.) Total runoff = 12.62(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.030 to Point/Station 5.030 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 12.620(CFS) Time of concentration = 14.47 min. Rainfall intensity = 2.842(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2452.677 28.06 1.975 2 12.620 14.47 2.842 Largest stream flow has longer time of concentration Qp = 2452.677 + sum of Qb Ia/Ib 12.620 * 0.695 = 8.768 Qp = 2461.445 Total of 2 streams to confluence: Flow rates before confluence point: 2452.677 12.620 Area of streams before confluence: 1361.360 5.500 Results of confluence: Total flow rate = 2461.445(CFS) . Time of concentration = 28.056 min. Effective stream area after confluence = 1366.860(AC.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 i~~c **** IMPROVED CFIANNEL TRAVEL TIME **** ~ Upstream point elevation = -37.o00(Ft.) Downstream point elevation = 28.500(Ft.) Channel length thru subarea 860.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z~ of left channel bank = 4.000 Slope or 'Z~ of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 2463.669(CFS) Depth of flow = 3.972(Ft.), Average velocity = Channel flow top width = 71.774(Ft.) Flow Velocity = 11.10(Ft/s) Travel time = 1.29 min. Time of concentration = 29.35 min. Sub-Channel No. 1 Critical depth = 4.250(Ft.) ~ ~ ~ Critical flow top width = 74.000(Ft ~ ~ ~ Critical flow velocity= 10.170(Ft/s) ~ ~ ' Critical flow area = 242.250(Sq.Ft) ~t1-2~ Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.675 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 . Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.926(In/Hr) for a 100.0 year stozm Subarea runoff = 3.212(CFS) for 2.470(Ac.) Total runoff = 2464.657(CFS) Total area = 1369.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1369.330(Ac.) Runoff from this stream = 2464.657(CFS) Time of concentration = 29.35 min. Rainfall intensity = 1.926(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.060 to Point/Station 5.060 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2. ~ SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) _ 626(In/Hr) for a A = 0.000 B = 0.500 C = 0.500 D = 0.000 62.50 100.0 year storm 2463.669(CFS) 11.099(Ft/s) ~~ I367 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: . TC = 16.71 min. Rain intensity = 2.63(In/Hr) Total area = 13.04(AC.) Total runoff = 21.58(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.060 to Point/Station 5.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.040(AC.) Runoff from this stream = 21.580(CFS) Time of concentration = 16.71 min. Rainfall intensity = 2.626(In/Hr) Sucmnary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 464.657 29.35 2 21.580 16.71 Largest stream flow has longer Qp = 2464.657 + sum of Qb Ia/Ib 21.580 * 0.734 = Qp = 2480.489 Rainfall Intensity (In/Hr) 1.926 2.626 time of concentration 15.832 . Total of 2 streams to confluence: Flow rates before confluence point: 2464.657 21.580 Area of streams before confluence: 1369.330 13.040 Results of confluence: Total flow rate = 2480.489(CFS) Time of concentration = 29.347 min. Effective stream area after confluence = 1382.370(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProCess from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1382.370(Ac.) Runoff from this stream = 2480.489(CFS) Time of concentration = 29.35 min. Rainfall intensity = 1.926(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.050 to Point/Station 8.050 • **** USER DEFINED FLOW INFORMATZON AT A POINT ***+ Rainfall intensity = 2.139(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ~~ Runoff Coefficient = 0.778 ~ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 136$ Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 • RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 24.26 min. Rain intensity = 2.14(In/Hr) Total area = 110.76(AC.) Total runoff = 200.35(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.050 to Point/Station 8.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nornlal stream number 2 Stream flow area = 110.760(Ac.) Runoff from this stream = 200.350(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.139(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2480.489 29.35 1.926 2 200.350 24.26 2-139 Largest stream flow has longer time of concentration Qp = 2480.489 + sum of Qb Ia/Ib • 200.350 * 0.901 = 180.435 Qp = 2660.924 Total of 2 streams to confluence: Flow rates before confluence point: 2480.489 200.350 Area of streams before confluence: 1382.370 110.760 Results of confluence: Total flow rate = 2660.924(CFS) Time of concentration = 29.347 min. Effective stream area after confluence = 1493.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 89.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 28.100(Ft.) Downstream point elevation = 20.600(Ft.) Channel length thru subarea = 920.000(Ft.) Channel base width = 44.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 . Estimated mean flow rate at midpoint of channel = 2663.330(CFS) Manning's 'N' = 0.028 Maximum depth of channel 6.000(Ft.) ~ N-~ Flow(g) thru subarea = 2663.330(CFS) 'R„~ Depth of flow = 4.183(Ft.), Average velocity = 10.484(Ft/s) ~~~' Channel flow top width = 77.463(Ft.) Flow Velocity = 10.48(Ft/s) I? 6Q Travel time = 1.46 min. Time of concentration = 30.81 min. • Sub-Channel No. 1 Critical depth = 4.250(Ft.) ~ ' ' Critical flow top width = 78.000(Ft ~ ~ ' Critical flow velocity= 10.273(Ft/s) ~ ~ ~ Critical flow area = 259.250(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.671 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.876(In/Hr) for a 100.0 year storm Subarea runoff = 3.396(CFS) for 2.700(Ac.) Total runoff = 2664.319(CFS) Total area = 1495.830(AC.) ~ N-9 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1495.830(Ac.) • Runoff from this stream = 2664.319(CFS) Time of concentration = 30.81 min. Rainfall intensity = 1.876(In/Hr) \ J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** TC = 14.86 min. Rain intensity = 2.80(In/Hr) Total area = 31.98(Ac.) Total runoff = 51.17(CFS) Rainfall intensity = 2.801(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 31 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 2 .980(Ac.) ~ 51.170 (CFS) ,L,(p 14.86 min. / 2.801(In/Hr) 13~0 Suc~¢nary of stream data: Stream Flow rate TC Rainfall Intensity . No. (CFS) (min) (In/Hr) 1 2 664.319 30.81 1.876 2 51.170 14.86 2.801 Largest stream flow has longer time of concentration Qp = 2664.319 + s um of Qb Ia/Ib 51.170 * 0.670 = 34.265 Qp = 2698.584 Total of 2 streams to confluence: Flow rates before confluence point: 2664.319 51.170 Area of streams before confluence: 1495.830 31.980 Results of confluence: Total flow rate = 2698.584(CFS) Time of concentration = 30.809 min. Effective stream area after confluence = 1527.810(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1527.810(Ac.) Runoff from this stream = 2698.584(CFS) Time of concentration = 30.81 min. Rainfall intensity = 1.876(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1206.000 to Point/Station 1206.000 **** USER DEFINED FLOW INFORMATION AT A POINT *+** Rainfall intensity = 1.946(In/Hr) for a 100.0 year stornt COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ~R_s Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 28.82 min. Rain intensity = 1.95(In/Hr) Total area = 7.22(Ac.) Total runoff = 14.56(CFS) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1206.000 to Point/Station 1206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.220(AC.) ~~ ; rs7r Runoff from this stream = 14.560(CFS) Time of concentration = 28.82 min. . Rainfall intensity = 1.946(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2698.584 30.81 1.876 2 14.560 28.82 1.946 Largest stream flow has longer time of concentration Qp = 2698.584 + sum of Qb Ia/Ib ~ ~ 14.560 * 0.964 = 14.035 Qp = 2712.619 Total of 2 streams to confluence: Flow rates before confluence point: 2698.584 14.560 Area of streams before confluence: 1527.810 7.220 Results of confluence: Total flow rate = 2712.619(CFS) Time of concentration = 30.809 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of = 1535.030(Ac.) 1535.03 (Ac the same area. Area averaged pervious area fraction(Ap) = 0.487 Area averaged RI index number = 64.7 ~~0