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Hydrology & Hydraulic Report
27431 Enterprise Circle West Temecula, CA 92590 -4833 Tel. (909) 676 -7000 I%lk Fax (909) 699,7324 e -mail tpc'Fpe.nct Trans - Pacific C 0 NS U I TA N TS HYDROLOGY AND HYDRAULIC REPORT 't FOR TRACT NO. 23064 10 & 100 YEAR �OQaoFESS /o,�l ��Q- oN SANG yo F2 � o c� F � No, 26457 A p. 3 -31 -04 Won. S. Yoo, R.C.E. sTA eOFCAL \F��P Prepared by: TRANS- PACIFIC CONSULTANTS, INC. 27431 ENTERPRISE CRICLE WEST TEMECULA, CA 92590 ' Professional Engineering Services Since 1976 I 1 1 RANlPAC ENGINEERING CORPORATION 77�5 rei".T hw L �revC 1 TRACT NO. 23064 a .: •. -. i c�S i:f 1.. REDHAWK PHASE T230G4., 10_ & 1.0 0 YE AR ^ Hydrology & Hydraulic Report a j - //a / /,?/ J1mJW. Chunc Eeezewed bv- CALL. 7) p4c 27447 Enterprise Circle West • Temecula, CA 92390 USA • TEL 714 676 -7000 • FAX 714 676 -8527 RI I TABLE OF CONTENTS I. HYDROLOGY REPORT • RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY REF. MATERIALS : INSTRUCTIONS AND DESIGN CHART • BASIN #500 HYDROLOGY CALCULATION - 10 YEAR - 100 YEAR • BASIN #600 HYDROLOGY CALCULATION - 10 YEAR - 100 YEAR II. HYDRAULIC REPORT • HYDRAULIC GRADE LINES - LINE 'IF-,, - LINE F!I * CATCH BASIN SIZING * DESIGN CHARTS III. HYDROLOGY MAP 3 I I Coen Couwenberg /Flood Control Dale 2cice =son /Flood Control Mike Call /RAN ?AC Richard vajdez /R'A -N ?AC i:aveh Haghighi /RANPAC A. CONDITIONS OF APPROVAL -RCFC ++=TT:.R 6/22/88 C.O.A. $1 - 9°chanca Creek 3 =eakout -d Lotz was consulted recarc_ng RC_ -C's objet _?ves when w= _ ta this X_. 1:0-m- stated was i <lows =rcm Redhac:k T =act 2306 balance _Ze act_ _ona_ r -ao__ - =-cM ?°c:ancz Creek. w el_.__nating the 100 CFS - reakout __ M -__ ?- Couwenb e =g stztzc t^•zt a w =itten agreenenz :__m the .L_- CWne =saip, ac =eeine to our c_vers:cn /coacea' -=a n o_== _ remade tae recu_=enent of coa =z_ni. ^ -c the rezkou= ?echanca C ==_ek. =-cm RVAD 154 shcwi:. Ranpac is =o =rcvice an acZi�' °- _-ovements associate al; C^ ^eat, size and extent or c=a.nzce ...- _ witn -_he upccainc su =plemental zssessme. ^.t =or R'vAD 155. C.O.A. a2 - GOLF CCLRSI.DRAIN"AGDWA`_'S R!PAC rocs -jooc Control proteC ad _ =0m the 100 –vear stc — event. �. =_spons_ble .e: cs; need cecumentatcen retarding tae e^t_ty r o. co=e =c=al col: course, c:.c_ C.O.A. t3 - D =az 'ace ?aseaents Stancarc RCFC recd -,:renenz c_:ce the cec_caicn Or _..a ' Outside easements where drain ace facilities area -0c ecen y ac p= De =tmert as _ r_= -vay. The Road =a road cat -o= ce a all c =a;:-.ace easements 1 "?"O=NDL- OF TN,-ERST;,:�:::G fee= wide. We should tze easema ^- -1ocd Ccnt =ol��re =ers =c_= cTING TRACT 23064 DATE. A=ril 25, 1°-- °0 _7::? =aces -se �- ie Wes: Teaec�iz. C:. MCO L'S:. : ,; 6: b:000 =.�X 77; b:o -o537 R`ve =S'de COL`n=v rood Ccnt=ol D'_strict _��C�• I I Coen Couwenberg /Flood Control Dale 2cice =son /Flood Control Mike Call /RAN ?AC Richard vajdez /R'A -N ?AC i:aveh Haghighi /RANPAC A. CONDITIONS OF APPROVAL -RCFC ++=TT:.R 6/22/88 C.O.A. $1 - 9°chanca Creek 3 =eakout -d Lotz was consulted recarc_ng RC_ -C's objet _?ves when w= _ ta this X_. 1:0-m- stated was i <lows =rcm Redhac:k T =act 2306 balance _Ze act_ _ona_ r -ao__ - =-cM ?°c:ancz Creek. w el_.__nating the 100 CFS - reakout __ M -__ ?- Couwenb e =g stztzc t^•zt a w =itten agreenenz :__m the .L_- CWne =saip, ac =eeine to our c_vers:cn /coacea' -=a n o_== _ remade tae recu_=enent of coa =z_ni. ^ -c the rezkou= ?echanca C ==_ek. =-cm RVAD 154 shcwi:. Ranpac is =o =rcvice an acZi�' °- _-ovements associate al; C^ ^eat, size and extent or c=a.nzce ...- _ witn -_he upccainc su =plemental zssessme. ^.t =or R'vAD 155. I C.O.A. a2 - GOLF CCLRSI.DRAIN"AGDWA`_'S .. ac�zcen= :o the aol= course need to be Elevated E: rocs -jooc Control proteC ad _ =0m the 100 –vear stc — event. �. =_spons_ble .e: cs; need cecumentatcen retarding tae e^t_ty r o. co=e =c=al col: course, c:.c_ C.O.A. t3 - D =az 'ace ?aseaents Stancarc RCFC recd -,:renenz c_:ce the cec_caicn Or _..a ' Outside easements where drain ace facilities area -0c ecen y ac p= De =tmert as _ r_= -vay. The Road =a road cat -o= ce a all c =a;:-.ace easements 1 a -ec^.:- -enent :at -� —_-- _ Tae R also use CPC czar= fee= wide. We should tze easema ^- -1ocd Ccnt =ol��re =ers =c_= easement width. - a �• 1 of 1i• ^•e- conta_ ed wita_n one jot and not s-:=-ad--- i _7::? =aces -se �- ie Wes: Teaec�iz. C:. MCO L'S:. : ,; 6: b:000 =.�X 77; b:o -o537 I ?=°- Des•_ -_ A= =.l 26. •1570 Page Two C.O.A. 4,5,6 - Ot °_Site Drainage _ .ts TLC t - - ' and 100 -Year -low De=th Standard qr-C mooC%:__enenzs c.O.a.'+ 7 - -=GQ,= DEA7NAGE ESCA ?_ _nergencv escape rouses are needed to prevent house They don't necessarily need to be lined unless t`.ey are cn steep slope. Flood Control will allow grouted =_p -rap in lieu o= con -, =et lining. Emergency escapes need to be designed for 4,o c higher since car-Ch hasirs never clog 100:. and 9 - Concen at'or /D;ve=siOZ "ase =eats and 0100 7sic Standard RCFC Recu_renents C.O.a.T 10 - E=osior ? =otection ' .- For projects graced during =a ==v season tasperary erosion control aeast =es will need to be des_cn= and constructed. - .Unobstructed Wate=ways Standard 3CFC 3ecu'_reren= c.o.a.z 12 - °4 sti=c'"ood mlPins - - -- Althouc'r. there are no manned °'_cocp_a_ ,-s . -_- in T =act 23064 Gane is advisable to contact ',—v Co -s and ish and detar=J ne the; r ra=G-, =everts B. DSSCEARGE TO H=Y The stor- drain outlet at - -he northwest corner of Tracw 2306; wi �� ?rope °:. Fed'aawk wi'_1 construct an ene= onto e �Surcy cut'_et diss t_atcr (pre_ °drably a 5t. ntho- =a_'_s ty ?e) and a :de - - ?ed ^a apron to spread the flow be -ere enter_,--, `Su =cv's proper=-. ` of =provenen ' and Mu,=dv are c'-=P=--n--Iv necot_at_ng details -e � a=itte� ?-r=e= a aloe their co.-.mon p=cperty l'ne. -_.._ 5 ; ll -- r c their acce�= ^e c._ Agreement will be obtained and r_cv:de _ asked at fed awk the drainace .'_ow. '"_ . Ccuwenbe h,. s ease -E `- = ecorded drainace easeaent at ;s lccat•on - w Flood Cont =c: aca_ car. ,-ot be obtain we ..ill nee? =eet th 5 r __ Meezin= _ ?ace Three C. RO`! STREET The tentative caps s'cw p= Roy Stree- along = e eas -e =' et`e vdra_racewav =osed (Q -'700 C S) C=csses 10 of race 2306:. cajor lz. e zlic cent o= Rov St=eet, `_`.us -ems :r.nc ns=z_:a__en o_ z ,e -e .l --• su_t.-c I. _ d=zinace culvert. _` we can size �.e c _�e — so that =nzt 6" (o" ucstream water s'-=face elevation does not increase core 'lccd Control w--- 1 not -eet:_re easements might be O.K.) drainage oonding. Drainage easecents will be needed for physical =_ac =eras outside of the road - icht -of-way. The upstr prove should be considered fully developed. watershed D. DESIGN CRZTERZA rThere was some discussion about the c=-iter_a for catch basin :" -. Anderson indicated that he would need to do some interception. call L`s back On Monday, ADr -I 30• 1090. researC:l and ^ him we were given the In a sunsecuent tele ?hone conversation wit -. following criteria: r- small amounts or Quo flow by are per�iss ale as long as _t is kept t=ack Of - 100a of Q.a needs to be picked -up at tie Tract bOL'nda =�._ We shau'_d review the Assessae ^.t D'_s - =c - ec -2 calculzt_ons ^ _ val�_es. __i cudhness drainage t- ='Ouch the col` Course; and use s a= r - R. *Sichael Call Coen Couwezberc ?:OOD C -127TROL D=STR_CT =NGSN = =R -TRIG COR?O.RAT =O`1 cc: ueet'_ng Attendees _ _ .,orn Ocnsner /W« DZA-N ASSOC_AT.S ^- DaVld Chrat_an /rvri D =A:7 fi ASSOC =A+aS r r 6 bans- Pacific to x S U TA N T S I r 1 LI 1 i 1 1 1 1 1 27431 Enterprisu Circle \Kest Temecula, CA 92590 -4633 Tel. (909) 676 -70N Fax ON) 690-71324 e -mail tpcPpe.ner REPORT Professional Engineering Services Since 1976 -)C o;q 301v s 7 1 �i i 1 a RANPAC �u v ENGINEERING CORPORATION Land Planning' Civil Engineering' Surveying HYDROLOGY 27557 Enterprise Circle West Temecula, CA 92390 USA TEL 714 676 -7000 FAX 714 676 -8527 Formerly Rancho Pacific Engineering Corporation INSTRUCTIONS, Ai'll) J J PERRIS IO v. ALSE I Gv+ *.. O SUN l� uR CITY I r.) 7, , I SAN .;AC:NTO PEMET J R]I WINC}4EST °_R V c� 19 OLD_ L NOnE r� '1 _ AK -• I- 17-1 ��� - --' Ir —� � Q.rii�P'10 - -.. .tea{ � C Q�K�i��� ��..1�•� ; _. Q.IL.... '•...._ .,c[K .'. CAMP P°_NDLETON t ' 5� C+LE i t p V/ RAINBOW ..may. /�O•NCILL Ll.KC \ V �4 KA C O R DEVELOPMENT COMPANY :-- _PROJECT SIT------ \� PALA 1 +f� I } •• 1 PALWAA VALLEY ,O S % ` S0I! THERE ARE APPROX. .107, avera - — c So.l vs used {or the Whole Traci ,S';nce fhe [vi w ;/l be Graded. I - - - (Based on the .ia'_cnal ^ =- •t'-a. Q Ca) - 1. . =am of dra_nsge area, draw d_-aiige system and .block o.- a•._aseas - i2:utary to it :.!= �_�a the 4-4 tial . t4 -6 of concen_a_cn , "T" us plate D-3. - _f < _ia'_ area should 2-..e less than 10 acres, ha-,e a w path c_ less tha. -+ 1,000 _`eat, and be the =at upstrea subarea. the =.e of ccrce.- iz=a``' -on. dete ^_tee ', tc-sit Of d•_at:ea - -'_ is inches per hour. = =cm the apprc== -ate .te:s :t-f- C--"e =or the ca=ticala= area under st•_dy. ?c= areas where star- d_d c_ res are a�a- fable, use Plates D-4.1 and D-4.2 to = ep� -cduce '.have bee_^ blished .e sc=Ida=d c --:e. For areas where c•_:as not _: the District, use Plates D-4.3 t'• =cuch D-4.7 to develop a suit- acle _ _ ^si- :- curation curve. 4. Dete =-Line "e ", the coer :ic -e.-it of Z' nof., using the Of! coax-:!'- which corresponds as closely as possible with the soil, , c :e_ ^t c-_-re ever type and development of the drainace area. Standard a - ^yea (plates D_ :.l t!7__ugh D-5.4) have been developed by _he District --- - cc---=n case o£ urban landscapi^.g type cove=. :.•he =e these c --,•es are not applicable, curves may be developed usi.•ig Plates :- =.5 t2arough D-5.9. �. .et = —ze "a ", t e area Of the subarea im aces. o. C=__te Q - C77. for the subarea. i. treasure the length of =' -w to the poi-.t o °_ = f'' Ow o' the next sub- =lcr+ is t':' =each _cr area der..s` -ear. Deter=:.ze the velocity o_° -s t-._ peak Q.4-- the t-rpe of conveyance be-4 -9 cc:sidered (nat•_al . --a:.,-el p =?e, or open char= el) , ls_.g t`.e ta'�li-.g aids = = c ' ?later ice" -'- --ouch D -9. . length and reloci y der r- .ed above, cmute the reach p the =ravel tine, and add this tine to the _e of fc= the - -_ acus subarea to dete= -ze a new time of c ^c_ trat_cn- 8. Calc_l -ate Q for the new subarea, us4ng steps 3 through o and the "Qa ", the peak Q for all sub new tdime o: concentration. Detee_^_ -.e eseas .r'.�.uta =y to the system to �^.is po_ t _-v add_.g Q for the new subarea to the s,_a-.'on of Q``_c= all u=s_e= suba eas. Det° - 1 � he t_e o: co ac: i for the nex= sv^ ^area dwnstrea- us-.q Step 7. Cc -t'bue tabling downstream Ln s=J1_ar fashion untill a ;•_.ction with a lateral d=ain . is reached. R C F C B WC D RAT IONAL MF7HOD � HYDROLOGY MANUAL INS I RUCTIONS PLATE D-i (I c ' I 1 1 t 1 1 i 9. star_ a= '' =e _ppc: e-= of tie ar? :icl• i:.a Q d_cvl. to the j:=:c-_cti wit'."t`.e =a_. l'se, ca' -g the = e_4od3 ec-__.ed _m the prnr_c� s=ets. 10. C—_at: the peak Q at the ;.:.._a ^. :.at Q a a, TA, _ cc°esxad to the _.`'t: -J &rea • +!t4 :.4e lo::se= '_.'_ -e of ccncen_i ='_cn, and Q3, :B, .s cc_^ --spc: d to the .:'..: c=a.-t area with the s`.cr =e_ =e c_ coree —a``_a a-.d Q-:, r Tp cot= espe-_ to the peak Q a d t =e Of c c=c ==--a t-' cm . a, the __ ta:j areas have the sa=e t• -. of the tL-?� =a=y Q's &=e added erect y to ebcaiz the c =`_.ed Peak Q. Qo. - Q:. T Qg Tp Tx - T3 b. __ the _'_ arf areas have ci__er_ _ ..es c: coarz_at'_ca, the rte" Of the mast be cot =ecred as `Q12.cws: (1) The usual case is where the _ibutz= jr area with the 1on- ger t_ the lancer Q. T= t`?s case, the s=' Q -s co —ec-ed by a ratio e: the =.tens__es and added to the la=ce= Q to cbta_. the c_thi_ed peak Q. The l_.c is _.er, lc-ce-- Q,- Qa +Q3 =a =3 . (2) L. some cases, the area wit`. .=.e srcr_s= __.e c'_ r_rc_._atic: has _.e la=ce= Q. t`?s case -, the s.zlle= Q is ccrrected by a ratio c: the t--es c_° cc: c_.- _atio:: a:.d acted to the lance= Q to obtain peak Q. The t3b1L.c is the.-: coati-:--ed domsteaa using the she =ter `'Ze'e= c=acenm=aticz. 4p - Q3 1 QA T3 1: - T3 Ta RCFC 8 WCD HYDROLOGY MANUAL RATIONAL METHOD INS T RUCTIONS PLATE D -I (2 of 2 ) 13 .r i 1\ 1 L IGOO 900 B00 700 600 •e c 400 ° 350 0 - 300 0 250 J 200 ee —ICo 90 80 70 C E 50 c 0 0 a '5 n a 30 ° 25 C E e 20 19 IS 17 r i6 c 15 2 14 13 12 8 _11 O V _ 0 9 e' 8 7 6 5 L- 4 RCFC S WCD HYDROLOGY MANUAL 1. Maximum ler;1.i =1CCO' 2. Maximum crea x 10 Acres a H u —500 s eF C zoo C � O 0 0 _ N 'C^ 100 o _ a0 ° = Ao 50 E e c 30 2 or zo m 1=6 K Ai (1) a Undevaioped _0 3 0 Good Cover z Undeveloped cl- 1e Fair Cover ::=. 6 Undeveloped 0 c 3 Z Pear Cover T o c single Family�� o (1/4 Acre) I • e O Tc 6-4-- Q P rA C B c 0 0 9 0 10 II � 0 12 c° �4 164c, 17�c 1e c 19 u 20 e 0 O C 25 K EY u L'= 'f- is -K -Tc - 30 EXAMPLE; E (1)L =550, H = 5. 0, K = S in g le Fc m i ly (1/4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550'7 H =5.0', K= Commercial 40 Development , Tc = 9.7 min. _ Reference: Bibliography ihrm Nm 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 /V i 1 r ��,.. ='^_•� - .fir,:_ L r r':� `., _ -- �'��`=� 'J= - -" .r'...1 1 I -.IAN L 7 i e,x {•?CU:G GG�ti;- r2t? �n� =F. =- /»il0 vF_vf� �i� � Ccrr,��_'� i� Z ?> ✓�> ma.? U�u„�::. �:",�_ >ZaTIC.s l`,tl� n:c; c„- -Hv� == I ;72-, I IG i C .S- 11� C i �� i�TI ti � LV IT= (� 'r % v C I �^c � r I.��.� � � �... C+�L.I ti cr I ... � �t �: I jZ•� -.c.. � �: .� i I'.r � �`L.^ -. 1�.. r .�G Lc —% T�a3a�� Z4 �M I \ \A " tl 7 a I I 1 � to ,�• �\ \� 5 \� `� � "7 r. a ce. •y ♦ ♦ ♦ ` .• \\ ` • 1 /l /\,oJEcT 5 /TE \ • lw 1.G 'I 9 ' 8 ' .7 ' .6 .4 .3 .2 0 2 3 4 5 1.0 E7 .8 .7 IM .5 .4 .3 .2 0 6 DI LTG fl -S 0 1 ' �-�CY�st747� I /�V�G7 • — r��rsr�sr��i� WA /A �— I- ■�aw� • ■ La��� r�nAMWvA� ss�rr� ml assr✓� • mm ■f��7 go 1v ■mss=/ ■t�9 ■dal ItAPERVIOUS • ■m mm mm ■a _ _ D ii AWE HYDROLOGY a ■ RUNOFF COEFFICIENT SOIL GROUP-C COVER TYPE-URBAN LANDSCAPING ■ (RUNOFF INDEX i ■ ■ ■ ■ ■ ■ r r I RAINFALL INTENSITY IN INCHES PER HOUR 2 3 4 5 1.0 E7 .8 .7 IM .5 .4 .3 .2 0 6 DI LTG fl -S 0 1 ' 2 3 4 5 1.0 E7 .8 .7 IM .5 .4 .3 .2 0 6 DI LTG fl -S r v I ., ti • • n Z� �r a Cb ^� V 2 R/W R/W 601 4(�0' MIN, ` MIN, fv MAr II. PER CO K $I OI( A.C.FNVIMlNr 1 %1 A. i If I / �.(j( I I.Y I (5(01f 6A SE COVR5C' SECTION 14 so `coA#wrro P06RAPC w 601 4(`01 1 MIN 1 f MIN. 1 I SI/A.Ctl I 11 Si /..a.l 114 (SR /OOT A.CMKMENr I l,4 PERr , SLOPE CLIffe ' OASC COME crw x**"of SL SECTION "A" j CCWMNCD M/CA71fU oF0AMAND.SU"CETOO[ OCl WINCDCr SOIL 1LTT •}7iC MVMMCM MNAY yw-xww r0 R[ r Asivw cavow .. ALL CWe AMO GVTTIA b Of 1110 A- 6, VNL ESS mHeRHSf SF'fCIFI(D. SEE STD. NO. 212 FOR A.C. DIKC DETAIL 1 1 1 1 1 1 1 1 1 1 1 1 1 �1 1 1 1 1 1 BASIN #500 Hydrology Calculation LINE OE's" 11 j 522.000 1.000 10& 100 HYDROLOGY YEAR FLOW CHART 522.000 1.000 CONFLUENCE 12 13 531.000 532.000 INITI_AL AREA STREET FLOW + ' 14 NUMBER UPSTREAM DOWNSTREAM PROCESS (USER IN: 15 533.000 - 1 511.000 512.000 INITIAL AREA STREET FLOW + SUBAREA 2.000 PIPEFLOW TIME (USER IN 512.000 513.000 542.000 INITIAL AREA lg 3 512.000 513.000 CONFLUENCE 19' 541.100 ..i 4 512.100 512.200 513.000 INITIAL AREA TRAP. CHANNEL TIME 5 512.200 512.200 513.000 CONFLUENCE 22 551.000 6 513.000 514.000 STREET FLOW + SUBAREA 552.000 Confluence g 514.000 1.000 PIPEFLOW TIME (USER IN? 25 '9 514.000 1.000 CONFLUENCE AREA 26 561.000 562.000 10 521.000 522.000 INITIAL 563.000 j ao 522.000 1.000 PIPEFLOW TIME (USER I3 11 522.000 1.000 CONFLUENCE 12 13 531.000 532.000 INITI_AL AREA STREET FLOW + SUBARED 14 532.000 533.000 1.000 PIPEFLOW TIME (USER IN: 15 533.000 - 1.000 CONFLUENCE 16 533.000 2.000 PIPEFLOW TIME (USER IN 17 1.000 541.000 542.000 INITIAL AREA lg 541.000 542.000 CONFLUENCE 19' 541.100 542.000 INITIAL AREA 20 2211 ~ M541.100 542.000 Confluence 22 551.000 552.000 Initial Area 23 551.000 552.000 Confluence 24 551.100 552.000 Initial Area 25 551.100 552.000 Confluence 26 561.000 562.000 initial Area 2.7 562.000 563.000 Natural Mount /Valley Ch 2S 562.000 563.000 Confluence 29 562.500 563.000 Initial Area 30 562.500 563.000 Confluence ao I 723064 REDxANK I I I a 0 At I I I ID Y� ' RanPac Engineering Corporation, Temecula, CA - S/M 560 - -- ------------------------------ I I I I .---- - - - - -- ---------------------------------- I..__....._. .... ............................... Project: 0 9 /26 I I Study Date: e: 09/26/90 Moisture Condi tion(ANC ): 2 Page 1 Calculated BY: Checked By: I I I I 1 10.0 Year Starm, rainfall intensity using rainfall data pairs ••••••••••••••••••••••••••••••• R A T 1 0 N A L N Y D R 0 L O G Y - R I V E R S 1 0 E C 0 ••••• "'• [ [Station/ I Soil Type IDevel.I Area I I I C IL EIevI 0 1 0 ISlopelSectiml V I L I T 1 I IPcint xo.1 A,B,C,D ITYpe I(Acres)lin /hl I I(sub)170tal Iv /hz I Ifps I ft.Imin.1 II...._.... t---------------- I------ I------- I...- I------ I ------ I.....i ...... I.. I-------I....l -..1.._.1_....1 ------- I.... I.... I.... I..... I I " "•••••........'•I 1, I Hydraulics min.I or notes [ i ---------- - - - --I I I-- ------- - - - - -- I I II......... I--- ------------- I------ I- ---- -- ------ I------ i..... I------ I [ i......... i---------------- I------ i------- I.... I------ I ------ I._... 1 ------ I..... I ------- I.... I. ...[....1.....1 --------------- I I I 512.001 C -100X1 Comm 1 1.712.84[0.884311262.01 4. 31 ------ I ----- I ------- I ---- I ---- I ---- I 9.01 --------------- I I I --------- I ---------------- I ------ I------- I_...I ------ I ------ I ..... I 4.3210.050IStreet 1 5.81 5301 1.51 ----- I Oavg. 7.34 1 I 11 40.0 wide street I I I I I I I I I- I I I I dn•O.3 Flow hw•12.91 I I I flow to pt.9 I 'I I 1 I I I wdth Ctr -Brk= 10.01 Ix -fall. 0.0170 Ox-fall- 0.0170 I I 1 513.001 C- 100.ISF 1/41 2.412.6110.815911235.51 5. 11 ------ I ----- I ------- I ---- I .... I .... 1 10.51 ............... I I - - ---- i - - -- I - - -- I -- -- I - - - -- I ----- --- -- - - - -- I I I I--- - - - - -- I-------- 1 1 513.001 -- - - - - -- I - - - - -- I- - - - - -- I - - -- I - - - - -- I - - - - -- I - ---- I 1 1 4.112.611 1 1 9.41 ...... I.._..I------- 1 1 1 I I 1 I I------- I.... 1. __.i._..1.....1 10.5IStrem Summary 1 l --------------- i I I I..__..... I ---------------- I ------ I ------- I. ...[ ------ I ------ I.....I II ........ I- --- -- ---- ------ I - - - - -- I- ------ I I------ I - - - - -- I.....1...... I ...I- - - - - -- I I.... I.._. I..... 1 I 512.201 C- 100%lu -fairl 3.512.3810.783311237.41 6. 6I ------ I ----- I ------- I ---- I .... I ---- 1 1 1--- - - ---- Improved channel travel time I 6.5910.OD91b• 1.01 4.71 2201 0.81 1 1 1 1 1 1 1 1 1 1 1 [--- -- -- ----- - -- I I 12.41 --------------- I I ----- Ins 0.02 one 0.61 1 13.ZILZ• 2.0 RZ• 2.01 1 t l l 1 I [ I e ...._------ Conflu 1 I Analysts I 1 513.001 I I I 1 1 •- I---- -- 1 TC91. 10.5 TC-2. 13.2 TC93a 0.0 001= 9.43 092• 6.59 093• 0.00 191= 2.61 192• 2.30 1113= 0.00 ART= 4.1 AR2• 3.5 AR3= 0.0 o1 - 14.7 02 • 0.0 03 = 0.0 1 - --- ---- 1 7C94• 0.0 7[95. 0.0��1 094• 0.00 095• 0.00 Area • 194= 0.00 Is5= 0.001 1 1 AR4a 0.0 AR5= 0.01 1 1 04 • 0.0 05 • 0.01 1 1 - -- I._._. - --- - - - -- -• Largest I I 7.66 1 Confluence I I 1 0. 14.68 1 1 1 1 1 1 I 1 i....__..._..... I I ' ' II._... I------ ---- - - - - -- I - --- -- I- - - - - -- I I - - - - -- I - - - - -- I.._..I ------ I - - - -- I- - - - - -- I - - -- I- I I I --_-_---- I ---------------- I ------ I ------- I'---I------ I ------ I._...I 14.6810.054IStreet 1 7.21 4501 1.01 ----- I 9avga 16.67 1 1 1 1 40.0 wide street I I I I I I I I I I I I I do =0.4 Flow hwa16.81 I I I flow to pt.9 I I I I I I I wdth Ctr -Brk= 10.01 ix-fail- 0.0170 Ox -fall- 0.0170 1 1 1 1 514.001 C- 100.ISF 1/41 2.12.4810.812311211.01 4.21 ------ I ----- I ------- I ---- I ---- I ---- 1 11.51 --------------- i I I Iwo. Pipes x 1 Pipe flow travel tim - -- 'N, = 0.013 ---- -- I ----- I 18.810.09516= 24118.81 951 0.11 11.61h91• 0.7(Ft.) I I II--- - - - - -- I-- -------- - - ---- I - - - - -- I- - - - - -- I - --- I - - - - -- I - - - - -- I - - - -- I -- - - -- I I------- 1....1 I I - - - -- I--- ------ - - - - -- I I 11 1.001 1 1 9.712.471 1 1 18.81 1 I 1 I I 1 11.61Strem Sutmary I I II I---------------- I ------ I ------- I ....I ------ I ------ I....I ------ I I------- I._..1 I -.I... I--...----- - - - - -I I ' I I......_.. 1 ---------------- II....._.. 1- -- --- ---------- II------------------------------------------------------------------------------------------------ 1 ------ 1 ------- I ...1------ I ------ I ...1- I------I- ------I I - - - -- I.... 1....- I------ 1.....1 ------- I I I....I__- ---- -i ...I------- I.... 1. __.I._..I.....I - - - - -- I.....--- -- - --- -I I --- --- ---- - - - - -I I 1 I I Version 2.5 Copyright (c) CiviLCADD /C1vitDESIGN, 1990 I I I I I a 0 At 1 1 t 1 ' 1 I T23064 REDHA1.K II II 1 m RanPac Engineering Corporation, Teecula, CA - S/M 560 _----- ._.._.....- I 1 ...- .._......I 1 Project: •-----_-•-••-•__•• ................•__••-__-_•-__-....-.-_....____......_ B600.rry Page 2 Calculated By: I I Study Date: 09 /26/90 Moisture Condition(AMC): 2 Checked By: I 1 1 10.0 year Storm, rainfall intensity using rainfall data pairs I I ............................... R A T I O N A L H T D R 0 L 0 G y - R I V E R S I D E C 0 .......• " " " " " ".......'I I IStation/ I Soil Type IDevel.I Area I I I C It Elevl 0 1 0 1SlopelSecti onl V I L I T I Tc I Hydraulics (Point No.[ ..._..... I---------------- A,B,C,D IType I(Acres)Iin/hI I I(sue)ITQT&t Iv /ht I I ------ I ------- I ..1------ I ------ I . ...1...... I.....1 ------- - - - - -- I....I -- - - -- I - - - - -- I.. _.. I- - ---- I.....1 ------- IFPS I tt.lmin.l 1....1_ .._1..._1.....1 1.._.1.... I.... i _....1--- min.1 or notes I I ...............1 i ------- - - - -.I I I---------------- I....__... i--- 1 522.001 I ------ I- --- ---- - - - - -- i ------ I------- I....I - - ---- i - - - --. I..._. I -- - - -- I..._. ------- I I....1 _...1..._.1......--- C- 100:ISF 1/41 0.213.8210.839011206.51 0.71 ------ I ----- i ------- I ---- I .... I ---- 1 --- - -. I I 5.21 --------------- I I IND. pipes a 1 Pipe flow travel Lima - -- 'N' • 0.013 ------ I ----•I 0.710.167ld- - - - - -- 181 9.11 301 0.11 I- --- I - - -- I - - -- I.---- 5.31hg1= 0.1(Ft.) I I I --------------- I I I-- - - - ---- i------- 1 1.001 1.........1...---- -- - - -- - -- I- - - - -- I ------- i - - -- I - - - - -- I -- -'"I - - --- i I.....I------- 1 1 0.213.801 I 1 0.71 1 I ---- - - --- I- - - -.- I. - - - - -- I....I - -. -.- I ------ 1._...1 ------ I..... I ------- 1 I 1 1 1....1....1.... 5.3lStream Sumury I I --------------- I I ...._.... I---------------- 1 532.001 I ------ I ------- I....I ------ I ------ I.._ I-""•I....I ------- C- 10D %ISF 1/41 3.712.2810.80621125S.01 6.71 ------ i ----- I ------- I....I. ...1....1.....1 I ---- I ---- I ---- 1 --------------- I I 13.51 --------------- I I --------- I ---------------- I------ I------- 1....1._....1------ (..__.1 6.7310.0561Street 1 6.51 8501 2.21 ----- I Qav9- 10.10 1 I 1 40.0 wide street I I I I I I I I I I I I I dn=0.4 Flow hw =14.31 I 1 flow to Pt.9 I I I I I I I wdth Ctr -Brk- 10.01 Ix -fall= 0.0170 ox -fall= 0.0170 1 533.001 C- 100.ISF 1/41 3.712.0910.799911207.51 6. 21 ...... I ..... I ------- I'--- I .... I ---- 1 15.61 --------------- I I INC. Pipes = 1 Pipe flow travel Lien - -- 'N' a 0.013 -- -- -- 1•---•1 12.910.1941 d= ------ -. - - -- ------ I ----- I------- 24121.91 251 0.01 I---- I-- -- I - - -- I. 15.61hg1= 0.5(Ft.) I I -. -. I --------------- I I I-----...- I--- ---- --- - - - - -- I ------ I ----- ..I - - -- I I I.....I I Confluence TC91- 11.6 TC92- 5.3 TC43= 15.6 TC94- 0.0 TC95- 0.01 1 1 1 Largest 1 I I I Analysis 091- 18.85 092= 0.71 003= 12.88 004= 0.00 095= 0.00 Area • 17.29 1 Confluence I I 1 191= 2.47 192= 3.80 193= 2.09 194• 0.00 195= 0.001 1 1 1 Q. 29.96 I I 1 1 1.001 We 9.7 AR2= 0.2 AR3- 7.3 AR4- 0.0 AR5- 0.01 .1 1 1 i I I I 1 01 - 30.0 02 . 0.0 03 = 0.0 04 = 0.0 05 - 0.01 1 1 ---- 1 I I - - "' I---- ---. - ---- -- I I II._..... I ---------------- INC. pipes = II ......- I---------------- I ------ I ------- I ---- I-"'-- I. - - - -. I I"'• -• i----- I------- 1 Pipe flow travel time - -- 'N' = 0.013 ------ 1-- -- -I 30.010.0581d- I ------ I ------- I....I ------ I------ I I------ I.._..I ------- I I---- I I 30117.71 7801 0.71 I....I.. I ...1. 12.41h91- 0.9(Ft.) I I --------------- I I II ...... I---------------- 1 1 542.001 I ------ I ------- I... I ------ I ------ I.....1------ I..- ------- I .1....1_...1.. C- 100--ISF 1/41 1.412.7710.820011163.11 3.11 ------ I ----- I ------- I ---- I .... I ---- 1 ....I • - - - - -- I.... I - - -- I- - -- I----- --------------- I I 9.41 --------------- I 1 I --------------- I I II --------- I---- I I 542.001 II...._...- I-- -- ---- - - - --- I. -. - -- I ------- I - - -- I - - ---- I ------ I ----- I...'-- I 1 I 1.412.771 I 1 3.11 1 1 -------- •-----1 -• •-- .I. - - - - -- I ------ I ------ I ------ I....- I. 1 1 1 - - - - -- I 1 9.4IStream Suonery I I --------------- I I II ......- I--------.....--- 1 1 542.001 I - ----- I ------- I.... I"' - -- I ------ I..... I ------ I ... I ------- I....I.__. I.._.I._._.I C- 10001ISF 1/41 1.412.5010.813011163.11 2. 61 ------ I ----- I ------- I ---- I .... I .... ---- ------ I -- --- I ------ I ----- I ------- I - - -- I.... I ---- ...............I I 1 11.41 ............... I I I - - - -- I............... I I II- .. - - - - -- I --' I Confluence ....... . ..... I- - - --- I ------- I - --- I-- I TC91- 9.4 TC.-2- 11.4 TCO= 0.0 TC94- 0.0 TC95= 0.01 1 1 I Largest I I I Analysis Dol- 3.07 092= 2.84 093= 0.00 094= 0.00 095= 0.00 Area = 2.75 I Confluence I I 11 191= 2.77 192= 2 -50 193 = 0.00 194= 0.00 195= 0.001 1 I I 0- 5 -G2 I I I 1 542.001 ARi= 1.4 AR2= 1.4 AR3- 0.0 AR4- 0.0 AR5= 0.01 1 1 1 1 I I I I I-- -------I- Ii ..._.. I---------------- al - 5.4 02 = 0.0 03 = 0.0 04 - 0.0 ---- ---- - -- -- I ------ i------- I ---- I------ 1- ----- I ----- I ------ I ----- I ------- I------ I------- I ------ ------ ------ ------- - - - --- I-- C5 = 0.01 1 I ---- I ---- I ---- I ...I_...I.....I---------- - - -- I I ...1. 1 1 I I I ----- I --------------- I I - - ---I i 1 --------------- II....._... 1---------------- I------ I------- I.. I- ---- -I- -....I t II ..... .1 .. ..............I......1••""' ------ ------ I.... 1------ 1._...I------- --------------------------- I I Version 2.5 Copyright (c) CivitCADO /CiviIDESIGN, 1990 ....................................... ............................... ........................... I....I.... I._.. ------ -- ............................... I..... i----- .---- . -...I I --- ---------- -- -- -- ---1 i I v I 723064 REDHAVS II ' I I RanPac Engineering Corporation, Temecula, CA - S/N 560 S page 3 723064 REDHAVS II ' I I RanPac Engineering Corporation, Temecula, CA - S/N 560 I I a3 Project: B60D.rry I I Study Date: 09126/90 Moisture Corditi mCAMC): 2 page 3 Calculated By: Checked By: I I I I I 10.0 year Storm, rainfall intensity using rainfall data pairs I i .•e•••• ....................... R A T I O N A L H T 0 R 0 L 0 G T • R I V E R S I D E C 0 ..................• "•••••••1 I IStatiMV I I (point No.I II......_.. I ----- Sail Type IDevel.l Area I I I C IL Elevl 0 1 0 ISlopelSectionl A,B,C,D IType I(Acres)lin/hl I I(sub)ITOtat Iv /hz I --- •- - - - --- I - - - - -- I- - - - - -- I I - - - - -- I - - - - -- I I - - - - -- I I-- V I L I T I IFps I ft.lmin.l - - - -- I.... l .1.._.1.....1 TC I Hydraulics I I min.( or notes I --------- - - - - -- I I ' I---------------- I i......... I---------------- I I 552.001 I-- - - -- I- - - ---- I I------ 1 - ---•- I...._ I ------ I ------- I....I ------ I ------ I C•100:I Comm I 0.413.1710.885711164.31 I - - I ------ 1. 21 ------ ------ - - -- I..... i------- I.....I ------- I ----- I ------- ------- I.... 1.._.1....1 .1.....1---------- I ---- I ---- I ---- 1 I ---- I ---- I ---- I --------------- I I - - - --I I 7.31•••--- ••-- - - -••I ----- I --------------- I I II --------- I ---------------- 1 I 552.001 I ------ I ------- I ---- I ------ I ------ I ----- 1 1 0.413.171 I 1 I 1.21 1.._ i 1 I I I 1 1 7.3IStream Sammy I I --------------- I I II..__..... I ---------------- II ---------------- 1 1 552.001 I.. ...,I ------- I....I ------ I------ I. ....1 I -- - - -- I- - - - - -- I I• - - - -- I ------ I- ....I C•100:ISF 1/41 1.612.5310.813911163.11 -- -1 - - ------ - -- 2.91 ------ - -- ------ 1.....I ------- - -- I I •--• I ----- I ------- - - - -- I- - I....1 .._ - -- I...- I .1....1....- I.... I .... I .... 1 - - - -- I ---- I - - -- I.... I I- -------- - - - --- I I 11.71 --------------- I I ----- I---- ----- - - - - -- I I II--- - - - - -- I ---------------- I I Confluence Analysis I ------ I- -- - - -- I - - -- I - - - - -- I--- TC51= 7.3 TC52- 11.1 TC*3- 051- 1.24 052- 2.89 06'3= I 0.0 0.00 1 TC54- 0.0 a"- 0.00 TC55- 0.01 1 1 055- 0.00 Area • 1 Largest I i 1.84 I Confluence I I I 151- 3.17 152= 2.53 153= 0.00 154- 0.00 I55- 0.001 I I I a• 3.87 I I I 1 552.001 AR1- 0.4 AR2= 1.4 AR3- 0.0 AR4- 0.0 AR5= 0.01 1 1 I I I 1 I 1 I I I......_.. I---------------- II......... i------ al • 0.0 02 = 3.9 03 = I------ I------- I.... I------ I------ i.....I------ ---------- I -- ---- I------- I...- I -•---• I - - - - -- I 0.0 I------ 04 . 0.0 I.....I------- I... I - - ---- ------.1....1 05 - 0.01 1 1 1....1....1....1. - - -- .1....1.._.1 _ i.....1--------- ....1....1.....1-- 1 i I 1------ ---- - --•-I I - - - - -- I I ---.--- - - - - -- I I II ...... I- ------- -------- ------ I- - - - - -- I...- I- - - - -• I ------ I.._.. I 1 562.001 C•100%IU -fairl 0.912.5410.789911165.01 I I ---- - - - - - I Natural Channel travel time . subarea flow addition I-- 1.81 ...... I ------ I..... I I ..... I ------- I ---- I ---- I ---- 1 I..'.. I ------- I ---- I ---- I ---- I 11-01 --------------- I ----- I --------------- 1 I I--------- I ---------------- I ------ I ------- I ---- I ------ I --- _-- I - - - - - I 1.77I0.059INat Ch 1 4.11 2301 0.91 ----- I 9av9- 1.77 I I I 563.001 C•100%ly -fairl 0.012.4310.785511151.51 0. 01 ------ I ----- I ------- I ---- I ---- I ---- 1 11.91 ............ .•-( I II--------- I ---------------- 11 563.001 II.... I- •----- I ------ I ------- 1 ---- I ------ I ------ I ----- I 1 0.912.431 I I -- ------- I ------ I -- - - - - - I I------ I - - - - - - I I ------ 1.81 I------ I..... I ------- 1 I I.....I------- I ---- I ---- I ---- I I I I 1 I I ...1 _..I ----- I --------------- I I 11.91strem Summary I I ...1---------- - - - - -I I ' II I------------ 1 1 563.001 II--- - - - - -- I---------- I I Confluence --- - I ------ I -- - - - - - I I-- - - -• I - --- - - I C- 100 %IU - fairl 8.812.0610.767711151.51 - - - - -- I --- - -- I- - - - - -- I - - -- I - - - - -- I - - - - -- I - TC51- 11.9 TC52. 16.2 TC53= I------ I....-I ------- I I....1._..I 13. 91 ------ I ----- I ------- I ---- I ---- I ---- - - -- I ---- -- I - - - -- I- - - - - -- I - - -- I -- -- I - - -- 0.0 TC54- 0.0 TC95- 0.01 1 --------------- I I 1 16.21 --------------- I I I - - - -- I --------------- 1 1 I I Largest I I I I Analysis 051= 1.77 052= 13.92 053• 0.00 054= 0.00 055: 0.00 Area = 9.70 I Confluence I I t I 1 I 1 563.001 151= 2.43 152- 2.06 Is'3- AR1- 0.9 AR2= 8.8 AR3- 0.00 0.0 154= 0.00 AR4= 0.0 155= 0.001 1 AR5- 0.01 I I 1 as 15.42 1 1 1 1 1 I I 01 = 0.0 C2 - 15.4 03 • I ------ I ------- I i------ I ------ I.....I------ 0.0 04 0.0 I I------ 05 - 0.01 1 I I ..1....1... I 1 1 I --------------- I I II._....._ I---------------- II-........ 1---------------- I I II -...... I---------------- I ------ I ------- I I---- -- I - - - - - -I Total study area = 9.70 I ------ I ------- I I------ I - - - - - - I I------ 1._...I------- 1....1. _..1._..1.....1--------------- (Ac.) Peak flow ' rate 15.418 ....I- - - -- -I I - - - --- 1 ...1....1 I I (CFS) I I I --------------- I I II......... I---------------- I I......... I---------------- II ._...... I- --------•---- II.._._.... i- --- I ------ I ------- I.... I ------ I.--- ---I.....1 1 ------ I ------- I I--- -•- I - - - - - - I --I ------ I ------- I I------ 1 ------ I.....I ----- ----•-- I ------ I ------- I I------ I ------ I.....I ------ 1------ ------ ------ 1.....1 ------- I.....I ------- I.....I ------- 1....- I ------- I ...1.. 1 1..._1. _..1....1.....1--------------- I ._.1 ...I .1.....1--•------ I.._.1 .._1....1... --------------- I I I I - - - - --I I---- --•--- - - - - -I I I Version 2.5 Copyright Cc) CiviICADD /CiviLDESIGN, 1990 I I I I a3 Riverside County Rational Hydrology Program CivilCADD /C1vilDESIGN Engineering Software, (c) 1990 Version 2.5 Rational Hydrology Study Date: 09/26/90 T23064 REDHAWK ' l0 YR. -3,45 W .500 --------------------------------------------- ••••••••• Hydrology Study Control Information `•••••••`• ' RanPac Engineering Corporation, Temecula, CA SIN S /N - -- 560------- - - - - -. Rational Method Hydrology Program based on 1 Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year).- 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = O. (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity - 1.000 (in. /hr.) ' Slope of intensity duration curve - 0.5500 Process from Point /Station 512.000 to Point /Station 513.000 ' •••• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `••' Top of street segment elevation - 1262.000(Ft.) End of street segment elevation = 1235.500(Ft.) I 2T + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++++++++++++++++++++++++++++++++++++ Process from Point /Station 511.000 to Point /Station 512.000 •••• INITIAL AREA EVALUATION ••`• Initial area flow distance 880.000(Ft.) " Top (of initial area) elevation = 1290.500(Ft.) Bottom (of initial area) elevation = 1262.000(Ft.) Difference in elevation = 28.500(Ft.) ' Slope 0.03239 s(percent)= 3.24 r TC = k(0.300) *((length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 8.971 min. Rainfall intensity - 2.843(In/Hr) for a 10.0 year storm 4 COMMERCIAL subarea type Runoff Coefficient = 0.884 -- 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 ' Initial subarea runoff - 4.324(CFS) Total initial stream area - 1.720(AC.) Pervious area fraction - 0.100 Process from Point /Station 512.000 to Point /Station 513.000 ' •••• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `••' Top of street segment elevation - 1262.000(Ft.) End of street segment elevation = 1235.500(Ft.) I 2T I I 1 IJ I L� I Length of street segment m 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 - 10.000(Ft.) Slope from gutter to grade break (v /hz) - 0.017 Slope from grade break to crown (v /hz) - 0.017 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 - 7.341(CFS) Depth of flow - 0.322(Ft.) Average velocity - 5.775(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 11.616(Ft.) Flow velocity 5.77(Ft /s) Travel time - 1.53 min. TC = 10.50 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.816 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 Rainfall intensity = 2.607(In /Hr) for a 10.0 year storm Subarea runoff 5.105(CFS) for 2.400(AC.) Total runoff - 9.429(CFS) ,Total area - 4.120(Ac.) Street flow at end of street - 9.429(CFS) Half street flow at end of street = 9.429(CFS) Depth of flow - 0.343(Ft.) Average velocity - 6.138(Ft /s) Flow width (from curb towards crown)- 12.888(Ft.) ++++a+++++.++++++++++++++++++++++++++++ + + + +. + + + + + + + + + ++ + + +. + + + + + + + + + ++ Process from Point /Station 512.000 to Point /Station 513.000 •••• CONFLUENCE OF MINOR STREAMS ••^ Along Main Stream number: 1 in normal stream number 1 Stream flow area - 4.120(Ac.) Runoff from this stream = 9.429(CFS) Time of concentration = 10.50 min. Rainfall intensity - 2.607(In /Hr) +++++++++++++++++++++++++++.++..+..++++ . ++. + +.. + + + +..... + +. + + +. + + + + + ++ Process from Point /Station 512.100 to Point /Station 512.200 •••• INITIAL AREA EVALUATION •••• Initial area flow distance 540.000(Ft.) Top (of initial area) elevation - 1334.000(Ft.) Bottom (of initial area) elevation = 1237.400(Ft.) Difference in elevation - 96.600(Ft.) Slope = 0.17889 s(percent)= 17.89 TC - k(0.710)•[(length -3) /(elevation change))-0.2 Initial area time of concentration = 12.408 min. Rainfall intensity = 2.378(In /Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.783 M R 9V Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 ' Decimal fraction soil group C - 1.000 _ Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) - 79.00 Initial subarea runoff - 6.595(CFS) ' Total initial stream area - 3.540(AC.) Pervious area fraction = 1.000 ' +......+...+ ......................+.... ............................... Process from Point /Station 512.200 to Point /Station 513.000 * * ** IMPROVED CHANNEL TRAVEL TIME * *'* ' Upstream point elevation - 1237.40(Ft.) Downstream point elevation = 1235.50(Ft.) Channel length thru subarea = 220.00(Ft.) Channel base width - 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' - 0.015 = Maximum depth of channel 2.000(Ft.) ' Flow(q) thru subarea - 6.595(CFS) Depth of flow - 0.621(Ft.) Average velocity - 4.734(Ft/s) •- Channel flow top width - 3.485(Ft.) ' Flow Velocity = 4.73(Ft /9) Travel time = 0.77 min. Time of concentration = 13.18 min. ' Critical.depth = 0.711(Ft.) - .++++++++....+++..+++++++++.++.....+++. . + +..... +...... +........ +...... Process from Point /Station 512.200 to Point /Station 513.000 ** ** CONFLUENCE OF MINOR STREAMS * * ** Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 3.540(AC.) Runoff from this stream - 6.595(CFS) Time of concentration = 13.18 min. Rainfall intensity - 2.301(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.429 10.50 2.607 2 6.595 13.18 2.301 Largest stream flow has shorter time of concentration Qp = 9.429 + sum of Qa Tb /Ta 6.595 0.797 5.253 op = 14.683 Total of 2 streams to confluence: Flow rates before confluence point: ' 9.429 6.595 Area of streams before confluence: 4.120 3.540 Results of confluence: Total flow rate - 14.683(CFS) Time of concentration - 10.501 min. Effective stream area after confluence = 7.660(AC.) R 9V ' +++++.++++++++++++++.+++++++++++..+.+ ........ + + + + + + + + +. + +. +.__..... +_+ Process from Point /station 513.000 to Point /Station 514.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *_ ** v /hz) 0.017 ' _ Slope from grade break to crown (v /hz) 0.017 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 - 16.667(CFS) Depth of flow = 0.396(Ft.) Average velocity - 7.241(Ft /9) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 16.005(Ft.) Flow velocity 7.24(Ft /9) Travel time - 1.04 min. TC = 11.54 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.812 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 ' Rainfall intensity - 2.476(In /Hr) for a 10.0 year storm Subarea runoff = 4.163(CFS) for 2.070(Ac.) Total runoff = 18.846(CFS) Total area - 9.730(Ac.) Street flow at end of street = 18.846(CFS) Half street flow at end of street 18.846(CFS) Depth of flow = 0.410(Ft.) Average velocity - 7.446(Ft/s) Flow width (from curb towards crown)= 16.827(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 514.000 to Point /Station .1.000 ' * * +• CONFLUENCE OF MINOR STREAMS • *�* Along Main Stream number: 1 in normal stream number 1 Stream flow area - 9.730(Ac.) .917 Process from Point /Station 514.000 to Point /Station 1.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) Upstream point /station elevation = 1206.52(Ft.) Downstream point /station elevation - 1197.50(Ft.) ' Pipe length 95.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 18.846(CFS) Given pipe size = 24.00(ln.) ' _ Calculated individual pipe flow 18.846(CFS) Normal flow depth in pipe 8.53(In.) Flow top width inside pipe = 22.97(In.) Critical Depth - 18.73(In.) Pipe flow velocity - 18.85(Ft /s) Travel time through pipe = 0.08 min. Time of concentration ('IC) = 11.62 min. Process from Point /Station 514.000 to Point /Station .1.000 ' * * +• CONFLUENCE OF MINOR STREAMS • *�* Along Main Stream number: 1 in normal stream number 1 Stream flow area - 9.730(Ac.) .917 I } } +ii ♦. + + ♦i ♦ +.t♦ iii + + ♦4 ♦i ♦i } + } + +. +i + + +i ♦i. + .................tit +i4. ♦ ++ Process from Point /Station 522.000 to Point /Station 1.000 •••• CONFLUENCE OF MINOR STREAMS *••• Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 0.220(AC.) Runoff from this stream = 0.705(CFS) Time of concentration = 5.30 min. Rainfall intensity - 3.798(In /Hr) Process from Point /Station 531.000 to Point /Station 532.000 •••• INITIAL AREA EVALUATION •••• - Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) ag Runoff from this stream 18.846(CFS) Time of concentration 11.62 min. ' Rainfall intensity - 2.466(ln /Hr) i+iri♦+ii♦it 4i♦iiiiri }ii .......................iii.. i ................. Process from Point /Station 521.000 to Point /Station 522.000 •••• INITIAL AREA EVALUATION •••- Initial area flow distance - .130.000(Ft.) Top (of initial area) elevation = 1211.500(Ft.) Bottom (of initial area) elevation - 1206.500(Ft.) Difference in elevation = 5.000(Ft.) Slope - 0.03846 a(percent)- 3.85 TC = k(O.390)•((length-3) /(elevation change))'0.2 Initial area time of concentration - 5.244 min. Rainfall intensity - 3.820(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient - 0.839 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(AHC 2) 69.00 Initial subarea runoff - 0.705(CFS) Total initial stream area - 0.220(Ac.) _ Pervious area fraction - 0.500 Process from Point /Station 522.000 to Point /Station 1.000 ... • PIPEFLOW TRAVEL TIME (User specified size) •••• • Upstream point /station elevation - 1203.00(Ft.) Downstream point /station elevation - 1198.00(Ft.) Pipe length 30.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Rewired pipe flow = 0.705(CFS) Given pipe size = 18.00(In.) ' Calculated individual pipe flow 0.705(CFS) Normal flow depth in pipe 1.61(In.) Flow top width inside pipe = 10.27(In.) Critical Depth = 3.74(In.) ' Pipe flow velocity = 9.06(Ft /s) Travel time through pine 0.06 min. Time of concentration (TC) = 5.30 min. I } } +ii ♦. + + ♦i ♦ +.t♦ iii + + ♦4 ♦i ♦i } + } + +. +i + + +i ♦i. + .................tit +i4. ♦ ++ Process from Point /Station 522.000 to Point /Station 1.000 •••• CONFLUENCE OF MINOR STREAMS *••• Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 0.220(AC.) Runoff from this stream = 0.705(CFS) Time of concentration = 5.30 min. Rainfall intensity - 3.798(In /Hr) Process from Point /Station 531.000 to Point /Station 532.000 •••• INITIAL AREA EVALUATION •••• - Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) ag i 1 1 1 1 1 i 1 1 Bottom (of initial area) elevation - 1255.000(Ft.) Difference in elevation - 8.30O(Ft.) Slope - 0.01122 s(percent)- 1.12 TC - k(0.390)•((length'3) /(elevation change))'0.2 Initial area time of concentration - 13.452 min. Rainfall intensity - 2.275(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 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 Initial subarea runoff - 6.731(CFS) Total initial stream area - 3.670(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++ ++++ ++ + + + + + + + + + + + + + + + ++ + ++ + + + ++ ++ ++ Process from Point /Station 532.000 to Point /Station 533.000 -• -- STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •••' Top of street segment elevation = 1255.000(Ft.) End of street segment elevation - 1207.500(Ft.) Length of street segment - 850.000(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 - 10.000(Ft.) Slope from gutter to grade break (v /hz) - 0.017 Slope from grade break to crown (v /hz) 0.017 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 = 10.097(CFS) Depth of flow - 0.345(Ft.) Average velocity - 6.509(Ft /9) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.957(Ft.) Flow velocity 6.51(Ft /5) Travel time = 2.18 min. TC 15.63 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 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 Rainfall intensity = 2.095(In /Hr) for a 10.0 year storm Subarea runoff = 6.150(CFS) for 3.670(Ac.) Total runoff - 12.882(CFS) Total area - 7.340(Ac.) Street flow at end of street = 12.862(CFS) Half street flow at end of street = 12.882(CFS) Depth of flow = 0.368(Ft.) Average velocity - 6.893(Ft /s) Flow width (from curb towards crown)- 14.326(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ J M I [l Upstream point /station elevation = 1198.00(Ft.) Downstream point /station elevation = 1152.50(Ft.) Pipe length = 780.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 29.958(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.958(CFS) Normal flow depth in pipe = 11.32(ln.) M1i Process from Point /Station 533.000 to Point /station 1.000 ' .... PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point /station elevation - 1202.86(Ft.) Downstream point /station elevation - 1198.00(Ft.) Pipe length - 25.00(Ft.) Manning's N - 0.013 ' No. of pipes = 1 Required pipe flow = 12.8B2(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.882(CFS) Normal flow depth in pipe 5.82(In.) ' Flow top width inside pipe = 20.58(In.) Critical Depth - 15.49(In.) Pipe flow velocity - 21.87(Ft /s) Travel time through pipe = 0.02 min. ' Time of concentration (TC) - 15.65 min. Process from Point /Station 533.000 to Point /Station 1.000 ... CONFLUENCE OF MINOR STREAMS •... Along Main Stream number: 1 in normal stream number 3 ' Stream flow area - 7.340(AC.) Runoff from this stream = 12.882(CFS) Time of concentration 15.65 min. Rainfall intensity = 2.094(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 18.846 11.62 2.466 2 0.705 5.30 3.798 ' 3 12.882 15.65 2.094 Largest stream flow has shorter time of concentration Qn = 18.846 + sum of ' .. Qa Tb /Ta 0.705 - 2.193 - 1.546 12.882 * 0.743 - 9.566 Qp 29.958 ' - Total of 3 streams to confluence: Flow rates before confluence point: 18.846 0.705 12.882 Area of streams before confluence: 9.730 0.220 7.340 - Results of confluence: Total flow rate = 29.95B(CFS) ' Time of concentration - 11.620 min. Effective stream area after confluence = 17.290(AC.) Process from Point /Station 1.000 to Point /Station 2.000 •... PIPEFLOW TRAVEL TIME (User specified size) •... I [l Upstream point /station elevation = 1198.00(Ft.) Downstream point /station elevation = 1152.50(Ft.) Pipe length = 780.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 29.958(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.958(CFS) Normal flow depth in pipe = 11.32(ln.) M1i ME Flow top width inside pipe 29.OB(In.) ' Critical Depth - 22.38(In.) Pipe flow velocity - 17.68(Ft /s) Travel time through pipe - 0.74 min. ' Time of concentration (TC) = 12.36 min. ...+..+..........+ ..................... ............................... Process from Point /Station 541.000 to Point /Station 542.000 •••• INITIAL AREA EVALUATION •• Initial area flow distance - 970.000(Ft.) Top (of initial area) elevation - 1275.000(Ft.) ' Bottom (of initial area) elevation - 1163.100(Ft.) Difference in elevation - 111.900(Ft.) Slope - 0.11536 s(percent)- 11.54 ' TC - k(0.390)•[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.405 min. Rainfall intensity - 2.770(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient.- 0.820 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 Initial subarea runoff = 3.066(CFS) Total initial stream area - 1.350(AC.) ' Pervious area fraction = 0.500 ..................+.................... ............................... Process from Point /Station 541.000 to Point /Station 542.000 ' • •••• CONFLUENCE OF MINOR STREAMS •••• Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 1.350(AC.) ' Runoff from this stream = 3.066(CFS) Time of concentration - 9.41 min. Rainfall intensity = 2.770(In /Y.r) .................................. . ...................... .....r....... Process from Point /Station 541.100 to Point /Station 542.000 ' •••• INITIAL AREA EVALUATION •••• Initial area flow distance - 740.000(Ft.) Top (of initial area) elevation = 1182.500(Ft.) Bottom (of initial area) elevation = 1163.100(Ft.) Difference in elevation - 19.400(Ft.) Slope - 0.02622 s(percent)= 2.62 TC - k(0.390)•((length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 11.351 min. Rainfall intensity - 2.498(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.813 Decimal fraction soil group A - 0.000 I 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 ' Initial subarea runoff - 2.843(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = O.SOO ME I +++++++++++++++++++++++++++++++++++++++ + +.. + + + +. +.. + + + +. + + + + +. + + + + + +.. Process from Point /Station 551.000 to Point /Station 552.000 *•.. INITIAL AREA EVALUATION .. *. Initial area flow distance - 710.000(Ft.) Top (of initial area) elevation - 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(Ft.) Difference in elevation - 40.740(Ft.) Slope - 0.05738 s(percent)- 5.74 TC - k(0.300)•[(length-3) /(elevation change))'0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 3.174(In /P.r) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient - 0.886 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(A.MC 2) = 69.00 Initial subarea runoff = 1.237(CFS) Total initial stream area = 0.440(Ac.) Pervious area fraction = 0.100 .........+....++ .............+......... ...+..................... ++. +.. Process from Point /Station 551.000 to Point /Station 552.000 •... CONFLUENCE OF MINOR STREAMS ..•• f 1 3;L .................................?..... ..........................•.... Process from Point /Station 541.100 to Point /Station 532.000 •..• CONFLUENCE OF MINOR STREAMS ... ' Along Main Stream number: 1 in normal stream number 2 Stream flow area - 1.400(Ac.) Runoff from this stream 2.843(CFS) Time of concentration 11.35.min. ' Rainfall intensity - 2.498(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) - 1 3.066 9.41 2.770 ' 2 2.843 11.35 2.498 Largest stream flow has shorter time of concentration op = 3.066 + sum of Qa Tb /Ta ' 2.843 • 0.829 2.355 Qp - 5.422 Total of 2 streams to confluence: Flow rates before confluence point: 3.066 2.843 Area of streams before confluence: 1.350 1.400 ' Results of confluence: Total flow rate - 5.422(CFS) Time of concentration - 9.405 min. ' . Effective stream area after confluence 2.750(Ac.) +++++++++++++++++++++++++++++++++++++++ + +.. + + + +. +.. + + + +. + + + + +. + + + + + +.. Process from Point /Station 551.000 to Point /Station 552.000 *•.. INITIAL AREA EVALUATION .. *. Initial area flow distance - 710.000(Ft.) Top (of initial area) elevation - 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(Ft.) Difference in elevation - 40.740(Ft.) Slope - 0.05738 s(percent)- 5.74 TC - k(0.300)•[(length-3) /(elevation change))'0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 3.174(In /P.r) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient - 0.886 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(A.MC 2) = 69.00 Initial subarea runoff = 1.237(CFS) Total initial stream area = 0.440(Ac.) Pervious area fraction = 0.100 .........+....++ .............+......... ...+..................... ++. +.. Process from Point /Station 551.000 to Point /Station 552.000 •... CONFLUENCE OF MINOR STREAMS ..•• f 1 3;L 3) Along Hain Stream number: 1 in normal stream number 1 Stream flow area - 0.440(AC.) ' Runoff from this stream - 1.237(CFS) Time of concentration = 7.34 min. Rainfall intensity = 3.174(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ +.. + .......... + + ...... ......... Process from Point /Station 551.100 to Point /Station 552.000 ' .... INITIAL AREA EVALUATION Initial area flow distance - 710.000(Ft.) Top (of initial area) elevation - 1182.500(Ft.) Bottom (of initial area) elevation = 1163.100(Ft.) ' Difference in elevation - 19.400(Ft.) S1oP - 0.02732 a(percent)- 2.73 TC = k(0.390) *[(length "3) /(elevation change))'0.2 Initial area time of concentration - 11.073 min. ' Rainfall intensity - 2.532(ln /Hr) for a 10.0 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(AHC 2) - 69.00 ' Initial subarea runoff - 2.885(CFS) Total initial stream area - 1.400(AC.) ' Pervious area fraction - 0.500 ' - ++.....++++++++++++++++++++++++++++++++ + + + + + +. + + + + + + + + + + + + + + + + + + +. + + ++ Process from Point /Station 551.100 to Point /Station 552.000 .... CONFLUENCE OF MINOR STREAMS .... Along Hain Stream number: 1 in normal stream number 2 Stream flow area - 1.400(AC.) Runoff from this stream 2.885(CFS) ' Time of concentration 11.07 min. Rainfall intensity = 2.532(ln/Hr) Summary of stream data: ' = Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr) 1 1.237 7.34 3.174 2 2.885 11.07 2.532 Largest stream flow has longer time of concentration QP = 2.885 + sum of Qb Ia /Ib 1.237 ' 0.798 = 0.987 QP = 3.872 Total' of 2 streams to confluence: Flow rates before confluence point: 1.237 2.885 ' Area of streams before confluence: 0.440 1.400 Results of confluence: ' Total flow rate .= 3.872(CFS) Time of concentration - 11.073 min. Effective stream area after confluence 1.840(Ac.) 3) 1 Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q ^.352)(slope ^0.5) Velocity using mean channel flow = 4.06(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0587 Corrected /adjusted channel slope = 0.0587 Travel time = 0.94 min. TC = 11.92 min. Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.785 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) - 79.00 Rainfall intensity = 2.431(In /Hr) for a 10.0 year storm Subarea runoff 0.000(CFS) for 0.000(Ac.) Total runoff - 1.768(CFS) Total area = 0.880(Ac.) Process from Point /Station 562.000 to Point /Station 553.000 •••• CONFLUENCE OF MINOR STREAMS •. Along Hain Stream number: 1 in normal stream number 1 39 Process from Point /Station 561.000 to Point /Station 562.000 •••• INITIAL AREA EVALUATION Initial area flow distance = 460.000(Ft.) ' Top (of initial area) elevation - 1275.000(Ft.) Bottom (of initial area) elevation - 1165.000(Ft.) Difference in elevation 130.000(Ft.) Slope - 0.23913 s(percent)- 23.91 ' TC - k(0.710)•((length ^3) /(elevation change)) ^0.2 Initial area time of concentration - 10.981 min. Rainfall intensity - 2.544(In /Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.790 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) = 79.00 Initial subarea runoff - 1.768(CFS) Total initial stream area - 0.880(AC.) ' Pervious area fraction - 1.000 +++++++++++++++++++++++++++++i+++++++++ + ++ + ++ +++ + + + + ++ + + ++ + ++ + +++ + + + ++ ' Process from Point /Station 562.000 to Point /Station 563.000 ` •••• NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ••'• Top of natural channel elevation - 1165.000(Ft.) ' End of natural channel elevation - 1151.500(Ft.) Length of natural channel 230.000(Ft.) Estimated mean flow rate at midpoint of channel = 1.768(CFS) 1 Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q ^.352)(slope ^0.5) Velocity using mean channel flow = 4.06(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0587 Corrected /adjusted channel slope = 0.0587 Travel time = 0.94 min. TC = 11.92 min. Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.785 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) - 79.00 Rainfall intensity = 2.431(In /Hr) for a 10.0 year storm Subarea runoff 0.000(CFS) for 0.000(Ac.) Total runoff - 1.768(CFS) Total area = 0.880(Ac.) Process from Point /Station 562.000 to Point /Station 553.000 •••• CONFLUENCE OF MINOR STREAMS •. Along Hain Stream number: 1 in normal stream number 1 39 - Total of 2 streams to confluence: Flow rates before confluence point: 1.768 13.923 Area of streams before confluence: 0.880 8.820 Results of confluence: Total flow rate - 15.418(CFS) Time of concentration - 16.167 min. Effective stream area after confluence = End of computations, total study area = The following figures may 9.700(AC.) 31.58 (Ac.) 33 Stream flow area = 0.880(Ac.) Runoff from this stream 1.768(CFS) ' Time of concentration = 11.92 min. Rainfall intensity = 2.431(In /Hr) ' + aa++ a+ +a++ +a+a+a ++ ++ + +a++ + +a +++ +a ++ ++ +aaaa +a++a + ++++ +aaaa++ ++ +.+aaaa+ Process from Point /Station 562.500 to Point /Station 563.000 •• *• INITIAL AREA EVALUATION •••• Initial area flow distance 990.000(Ft.) Top (of initial area). elevation - 1330.000(Ft.) Bottom (of initial area) elevation = 1151.500(Ft.) Difference in elevation = 158.500(Ft.) ' Slope - 0.16010 s(percent)- 16.01 TC - k(0.710)•((length'3) /(elevation change))'0.2 Initial area time of concentration - 16.167 min. Rainfall intensity - 2.056(ln /Hr) for a 10.0 year storm ' UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.768 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) - 79.00 Initial subarea runoff = 13.923(CFS) ' Total initial stream area = 8.820(Ac.) Pervious area fraction = 1.000 ' +++++ i+a++++++++++++++++ a+ a++++ a++++ a+i + +ta + +a ++ + + + + +a + ++ + + + +a +a + + ++ ++ Process from Point /Station 562.500 to Point /Station 563.000 •••* CONFLUENCE OF MINOR STREAMS * ... Along Hain Stream number: 1 in normal stream number 2 Stream flow area - 8.820(AC.) Runoff from this stream = 13.923(CFS) Time of concentration = 16.17 min. ' ..v Rainfall intensity = 2.056(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1.768 11.92 2.431 ' 2 13.923 16.17 2.056 Largest stream flow has longer time of concentration Qp = 13.923 + sum of Qb Ia /Ib ' 1.768 • 0.846 1.496 Qp = 15.418 - Total of 2 streams to confluence: Flow rates before confluence point: 1.768 13.923 Area of streams before confluence: 0.880 8.820 Results of confluence: Total flow rate - 15.418(CFS) Time of concentration - 16.167 min. Effective stream area after confluence = End of computations, total study area = The following figures may 9.700(AC.) 31.58 (Ac.) 33 be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) - 0.682 Area averaged RI index number - 73.2 1 i i M 3� I 1 1 1 t ..-------------------------------------- I ••--------------------- •••• - -- ----------........-----.--------- 723064 REDHAwK •..•-------- ._... - - - - -- .. I Ii 1 II II l00 YR. BA51AJ 500 II RanPRC Engineering Corporation, Temecula, CA - S/N 56D _____________ __ ___ I __________ _____________I Project: 6600.rry Page 1 Calculated By: Study Date: 09/26/90 Moisture Corditi on(AMC): 2 Checked By: I 1 1 100.0 year Storm, rainfall intensity using rainfall data pairs I I .... *** *... R A T 10 N A L H T D R 0 L 0 G T - R I V E R S I D E C 0 " " " " " " " " " " " " "'.I IStati on/ I Soil Type IDevel.l Area I I I C IL Elevl 0 1 0 ISlopelSectionl V I L I T I Tc I Hydraulics (Point No.I II ........I---- A,B,C,D IType I(ACres)Iin /hI I I(sub)ITotal Iv /ht I IFps I ft.Imin.l min.( or notes I I ---- --• •- - -- i------ I- - - - - -- I I ------ I- - ----1 I--- --- I I------- I.... I I ..1._... I --------------- I I ------ -I l._..I._...I ------- -- - --- -I I II I- II I•--- I I 512.ODI ---------------I---- _- I -- - - - -- I I- •---- I - - - - - -I I------I --- -- ---- --- ------ I•- --- -- I ...I------ I ------ I I- - - ---I I-- - - -- -I ..I_...1 C -100X1 Comm 1 1.714.55IO.B89511262.01 7.01 ------ I ----- I ------- I.... I ---- I ---- I --------------- I I 1 9.01 --------------- I I I I --------- I ---------------- I ------ I ------- I.___I ------ I ------ I ----- I 6.9610.050IStreet 1 6.51 5301 1.41 ----- I gavg- 11.82 I I 1 1 40.0 wide street I I I I I I I I I I I I I d.0.4 Flow hwa15.81 I I I flow to pt.# 1 .1 1 '1 1 1 1 wdth Ctr -Brk= 10.01 Ix•fall= 0.0170 Ox -fall= 0.0170 1 1 1 1 513.001 C-100XISF 1/41 2.414.2110.843911235.51 8. 51 ------ I ----- I ------- I ---- I ---- I ---- 1 10.31 --------------- I I --- - - - -- - ----- I I- - - - --- I ...I I I - - - -- I--------- - - -- -- I I II --------- I ---------------- 1 1 513.001 II I-- I ------ I- ------ I ---- I - - - - -- I - - - I I 1 I 4.114.211 1 1 15.51 1 1 1 I I -•--------- --- I - --•--I-- - - - - - I I------ I - - - - - - I 1- -- - - -I 1-- - - - - -I I i 1 10.3IStream Summary I I I --------------- I I II I--- 512.201 ---•---•----- I - - - - -- I- ------ I I- - - - -- I --- --- I I------ I I- - - - --- I... I 1 C- 100%IU -fairl 3.513.8110.823311237.41 11 .11 ------ I ----- I ------- I ---- I "° I•• 1 1--------- - - - - -- I I - -1 12.41 --------------- I I l I--- - - - - -- Improved charnel travel time 111.1010.009lb= 1.01 5.41 2201 0.71 ----- In= 0.02 dew 0.81 1 I I I I I I I I I I I I I I I 1 13.1112. 2.0 R2. 2.01 1 I I.._._...- I ---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I ----- I ------- 1 ---- I ---- I I I Confluence TC 01= 10.3 TC92- 13.1 TC-3= 0.0 TC:4a 0.0 7C#5- 0.01 1 ---- I ----- I --------------- 1_ I 1 1 Largest I I Analysis o #1= 15.49 0 -2= 11.10 0:3= 0.00 01= 0.00 C#5= 0.00 Area = 7.66 1 Confluence I I 1 101= 4.21 I #2= 3.70 1.-3= 0.00 1:4= 0.00 14'5= 0.001 1 1 1 0= 24.25 I I 1 1 513.001 AR1= 4.1 AR2- 3.5 AR3a 0.0 AR4- 0.0 AR5- 0.01 1 1 1 I I I 01 a 24.3 02 = 0.0 03 = 0.0 04 = 0.0 05 = 0.01 1 1 1 I I -- - - - - - -- I I II I---------- j--------- j - - - - -- ------ I- - ----- I I--- - -- I - - - - -- I I - - - --- I----- I ------- I .... I - - -- I ---------------- 1------ 1------- 1____I------ I------ I - -• -'I 24.2510.054IStreet 1 8.11 4501 I----- I------ 0.91 ----- I Oavg= 27.53 40.0 wide street I I I 1 1 I 1 1 1 1 1 1 1 dnaO.5 Flow hw -20.0 flow to pt.# I I I 1 1 I I wdth Ctr -Brk= 10.01 Ix -fall= 0.0170 Ox-fall= 0.0170 I I 514.001 C- 100%I5F 1/41 2.114.0210.841611211.01 7.01 ------ I ----- I ------- I .... I ---- I ---- 1 11.31 --------------- 1 I I INo. Pipes = 1 Pipe flow travel time - -- 'N' : 0.013 --- -- •I• - ---I 31.210.095Ida 24121.61 951 I ------- I .... I ---- I 0.11 11.31hgle 0.9(Ft.) I I ---- I ----- I --------------- I I 11 --------- I 11 1.001 II I----- II... I---------------- ---------------- 1 ------ I ------- I 1 - - ---• I ------ I•-•••• I... 1 1 9.714.001 1 1 31.21 1 1 1 1 1 ----- - - - - -- I -- - - -- I- - - - - -- I I - ----- I------ I ------ I 1- - --- -- I ...I.... I I ------ I ------- 1....1 ------ I------I I-----• I... 1- ••- -- -I I ...I 1 11.31Stream Summary I I I I---------- - - --• I I I --------------- I I I I I I _._ .................................... ---------------- I -- _-- _I -- - - - - -I I------- I------ I 1- - - - - -I I ------- l.._.I.. l Version 2.5 Copyright (C) CiVUCADD /CiVitDESIGN, 1990 ............................... ......................... ............................... I...._1---- •--- :- - - -• -1 1 - --- I I I I .. 1 1 1 1 1 1 II ---------------------------- - - - - -- --------------------------------------------------- T23064 REDMAta - - - - -I i II RanPac Engineering Corporation. Temecula, CA . 5/N 560 ............... ..............................1 I I 1 Project: 8600.rry Page 2 Calculated By: Study Date: 09/26/90 Moisture Conditi on(AMC): 2 Checked By: I I I 1 1 1 100.0 year Storm, rainfall intensity using rainfall date pairs "•• ".............I ............................... R A T I O N A L M T D R 0 L 0 G T - R I V E R S I D E C 0 •__'• "•' I IStation/ I Soil Type IDevel.I Area I I I C IL Elevl 0 1 0 ISlocelSectiml V I L I T I Tc I Hydraulics I (point Ne.1 A,B,C,D IType I(Acres)Iin /hi I I(sub)ITOtal Iv /hi I I I...._.... I---------------- I ------ I ------- I I------ I -- - - - - I ----- 1 ------ I ----- j ------- I ------ I.._.. I ------ I.....I ------- IFps I ft.lmin.l 1 ---- 1 ---- 1 ---- 1 ..... I....I....I ..1_....I-- min.1 or notes 1 --------------- 1 I -- -- --- -._...I I II .._... t---------------- II ........ I------- I I 522.001 I ------ 1 ------- i I------ --------- i- ----- I- - - - - -- I....1 ------ I - - - - -- I I--- --- I... I------- 1....1.. I....I..... C- 100 %ISF 1/41 0.216.1110.859811206.51 1.21•••• °i ----- I ------- I ---- I ---- I ---- 1 I...............I I 5.21 ............... I I INC. Pipes - 1 Pipe flow travel time ••- 'N' = 0.013 - -••••I ----- i I.ZIO.1671d- I------- 18110.51 301 0.01 I---- I--- -1- ---I----- 5.31hg1• 0.2(Ft.) I I I- ------ ---- - - - -I I II --------- I ---------------- I I 1.001 II ....... I-- -------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I...- 1 .1 0.216.081 1 1 1.21 I I - - - - -- I - - - - -- I- - - - - -- I....I ------ 1------ I I - - - - -- I.....I------- 1 1 1 1 I....I. _..1 _... I. 5.3IStream Summary, I I --------------- I I II ---------------- 1 1 532.001 I - - ---- I- - -- - -- I... I- - - - -- I - - - - -- I ------ I - - C- 100 %ISF 1/41 3.713.6410.836411255.01 11.21 "••••I ----- I ------- - - - -- I-...I.... I ---- I'•" I••••1 --------------- I I 13-51 --------------- I ------ I ------- I..._1 ------ I ------ I.....I 11.1810.0561Street 1 7.31 8501 1.91 ----- I gavg- 16.7) 1 1 I I ......... I ---------------- I I I I I I I I drmO.4 Flow h"17.71 I 1 1.40.0 wide street I I I I I I 1. 1 1 wdth Ctr -Brk• 10.01 Ix-fail. 0.0170 OA•fall= 0.0170 1 1 I I flow to pt.% 1 1 533.001 I I 1 C•100:ISF 1/41 3.713.3810.832311207.51 10. 31 ------ I•• "'I ------- I• "•I ---- I•••-1 15.41•- -- •••••--••--1 1 I INC. Pipes = 1 Pipe flow travel time •-- 'N' • 0.013 ••••••I••--•I 21.510.194Id- - - - - -- -- - -- I - - - - -- I - - - -- I- - 24125.31 251 0.01 - - - -- I - - -- I - - -- I - - -- I--- 15.41hg1= 0.6(Ft.) 1 I -- I- ------------ -- I I II-- - - - - - -- I----- I Confluence ------ - - - -- I - - - - -- I- - - - - -- I - - -- I- - - --- I I TC %1= 11.3 TC %2= 5.3 TC-3= 15.4 TC94- 0.0 TC45• 0.01 1 1 1 Largest I I I I Analysis 0%1= 31.25 0 92= 1.16 U3. 21.51 o%4. 0.00 005= 0.00 Area = 17.29 1 Confluence 1 I I 1 1 01= 4.00 1412= 6.08 1%3. 3.38 194= 0.00 145= 0.001 1 1 1 0= 49.55 I 1 1 1 1,001 ART. 9.7 AR2= 0.2 AR3= 7.3 AR4= 0.0 AR5s 0.01 1 1 1 I 1 1 1 1 01 . 49.6 02 • 0.0 03 = 0.0 04 = O.D 05 - 0.01 1 1 - - -- - - -- I- ...I 1 1 i - - -- I--............ - - 1 I I I........- I------ Iwo. Pipes - 1 II ...__... I--- --- - - - - - -- I - - - - -- I- - - - - -- I....I---- -- I- - - - -- I ... I ------ 1.....1------- Pipe flow travel time - -- 'N' • 0.013 ------ 1•-•••I 49.610.058Id- ------ - - - - --- I - - - --- I- - --- -- I I - -- - -- I------ 1... I - -- - -- I I• - I I 30120.21 7801 0.61 - -- -- (.._.1....1....1. 12.01h91. 1.3(Ft.) I I --------------- I I II. _...._.. I-------- 1 1 542.001 -- ------ I ------ 1- ------ I I- --- -- I - --- -- I ...I - - - - -- I.....I ------- 1....1 _... I.._.1... C•100.ISF 1/41 1.414.4310.846411163.11 5.11 ------ I ----- I ------- I °'•I ---- I .... 1 - - - --- I...._ I- - - - - -- I - - -- I - - -- I ---- I I----- ---- - - - - -- I I 9.41 ............... I I - - - -- I -- -------- --- - - I I 11- ---- - --- I---------- ------ I------ 1------- I •--- I - - - - -- I------ 1-----1 1 1 1.414.431 1 1 5.11 1 1 1 1 1 1 9.4IStream Sucmary I 1 1 542.001 II .. _ ---------------- I - - - - -- I- - - - --- I.... I- ----- I - -- --- I ... I- - - --- I..... i- ------ I ..1...- I 1....- I---------- - - - -- I I II........- I• •--- 1 I 542.001 -------- --- I - - - - -- I- - - - - -- I.... I - - - - -- I ------ 1....- I ------ I I- - - - --- I...- I ...1 ..1 C•100 %ISF 1/41 1.414.ODIO.841411163.11 4. 71 ------ I ----- I ------- I ---- I .... I .... 1 - - ---- I - - - -- I- - - - - -- I - - -- I - - -- I - --- _....1 --------------- I I 1 11.41 ............... I I I - - - -- I ---------- -- --- I I 11--- - - - - -- I---------- I I Confluence - - - - -- I - - -- -- I- - - - --- I - - -- I- - - --- I------ 1----- TCC1= 9.4 TC %2= 11.4 TC43- 0.0 TC94- 0.0 TC95- 0.01 1 1 1 Largest I I I 1 Analysis 0 91. 5.07 0 %2= 4.71 0113. 0.00 094= 0.00 005= 0.00 Area = 2.75 i Confluence 1 1 1 1 1 01= 4.43 1 92= 4.00 193= 0.00 194= 0.00 I05= 0.001 1 1 I 0= 8.97 i 1 1 1 542.001 - ART= 1.4 AR2= 1.4 A43- 0.0 AR4. 0.0 AR5= O.DI I I I 1 I 1 I 1 II ......_ I---------------- I I... ......I ................ at = 9.0 02 - 0.0 03 = 0.0 04 * 0.0 I ------ I ------- I.._.1 ...... I...:_.I.. I------I ....1------- I ------ I I ._..1.__...1_.....1....(.....1. I --- --I I-- 05 = 0.01 1 j.._.j_ ...1_...1_....1 I I ( ..1.....1.._............1 -----I I I 1 1 --------------- I I I I.....I...............I II...__.... I---------------- I ------ 1 ------- I i------ I --- --- I I- II.........I .............. I ...... 1 ------- I I------ I ------ I... I---- --I ....I-- ----------------- I I Version 2.5 Copyright (c) CiviICADD /CivilDESIGN, 1990 .. ..................................... ............................... ......................... - ----I ...1 1 -------------- ............................... ............... I i -------------- I I i . I I_ F 723064 REDMAYK I R-Mac Engineering Corporation, Temecula, • 560 -- - -- Page 3 Calculated BY: I I i project: 8600.rry 1 Study Date: 09/27/90 Moisture Conditi en( AMC). 2 Checked BY: I I I I 1 100.0 Tear Storm, rainfall intensity using rainfall data pairs R A T I O N A L M y D R 0 l 0 G T - 0. I V E R S 1 0 E C 0 ............................ ............................... IStation/ I Soil Type IDevel.l Area I I I C IL Elevi 0 1 0 ISlopelSectionl V I L I T I Tc I Hydraulics I I I I (Point No.1 A,B,C,D I...._.. I ---------------- (Type I(Acres)lin /hi I I(sub)ITotal 1v/ht I I ------ I ------- I....I ------ I ------ I... I" --...I I-- --- Zips I ft.lmin.l -- ---I I I I" --- I.._. I...- I .1..... min.( or notes .I .......... .....I I I--------- - ----- I I I......... I ................ I._.._.... I ................ 1 552.001 I ------ I....... I....I ...... I...... i.....1..._..I._...1- I - . ---- I------- I ------ I- -- - -- I.....I...... I.....1..... C -100.1 Comm I 0.415.0810.890511164.31 2. 01 ..... _I...._j ------- ....... -. I .... I.... I.... I..... j....1....1_... 1 1....I.._.I....I I.. ............. I I 7.31 --------------- I I ----- I --------------- I--------- I ---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I..... I 2.01 1 1 1 I I I SummmarY I I 1 552.001 ................ 1 1 0.415.081 1 1 I ------ I ------- I.._ 1 ...... i...... I.. ...i-- •---I...._I ....... 1... -I" 1._..1.....1.------ ..- . -•. -I I I.._...... I I......... 1 ---------------- 1 552.001 I ------ I ------- I i...... 1...... I... ..I ------ I..__.I ....... C- 100%ISi 1/41 1.414.0510.842111163.11 4.81 ------ I " " " " "I ------- i..._1.. _.1....1..._.1 I ---- I ---- I ---- 1 ...............1( 11.11-----•---• " -" I I I --------- I ................1 Confluence - ---• 1TCd1• 7.3 TCd2. 11.1 TC:3• 0!0 TC04• 0.0 TC 5.1 0.01 1 I....I Largest ( I l Analysis G:1• 1.99 0:2• 4.78 GJS= 0.00 0:4• 0.00 0e5= 0.00 Area = 1.84 1 Cm }luence i 1 6.37 1 We 5.08 192= 4.05 143• 0.00 1 A 0.00 1:5• 0.001 1 l 1 D= 1 552.001 AR1= 0.4 AR2• 1.4 AR3• 0.0 AR4• 0.0 AR5• 0.01 1 1 I I 1.._ ...__.I ................I..__..I 01 = 0.0 02 = 6.4 03 • 0.0 04 = 0.0 _....._ I ---- I ------ 1 ------ 1----- 1 ------ I ----- l ------- 05 • 0.01 1 1---- I ._.I....I.._..1---------------- _.. i I...............1 ..._....- I- --------- II._._..... I---------------- 1 1 562.001 - - - --- I"-- - -- I- - ----- I ...I- --- -- I -.._.. I._...1- -•-..1 _.... I.._.... I.__.1.. _. I. I...._ I...... 1-•----- I. ._.I------ I-_--- .1.....1- -•---I I - -..._ I....I._..I ..I.....I...............i C- 100.IU-fairl 0.914.0710.827911165.01 3.01•••...I -- ° ° I " " """I---- I.._ "I._. "I ----I----I----I---- 11.01 ..... ... I "I " " " " " " " " "" I I I ---- - - - - - I Natural Charnel travel time • subarea flow addition I--•--- I""""" I------" I ------- I ---- I ------ I ------ I ----- I 2.9710.059INat Ch 1 4.51 2301 0.81• - " - -I 9avq• 2.97 1 I-'.._..". i ---------------- 1 1 563.001 I ------ I C- 100.IU -fairl 0.013.9110.825211151.51 0.01 ------ I ----- I ------- _I.--- •I--- I.... I "-- "I " -. "I •-••I....I---- I -...I 11.8 I--•------------ I -- l - II --------- I ... ............. I ...... I•- - --II....-- i"----- I.. i--•-- 3. 0 I I I I I I I ---- tt. B I I stream Sermary I 1 1 563.001 I ---------------- 1 I I3• 91 I 1 I ------ I ------- I I------ I------ I....-I ------ 1 ....1 ------- I.. I --------------- II II --------- 1 1 l 563.001 I.._...I I...- I--• - -- I..._..I.__..I ------ I I ------- C- •- ---•1 1 100.IU•fairl 8. 813. 2910. 812511151.51 23.61 - - - -- _.... I- 1_...1._..1.._.1_.._. ° "I' I' " "I° " --- --- I I I .. I--- ------- - -- --I I 16.21 --------------- I. _... I---------- - ----1 II- -- - - - - -- I ---------------- 1 1 Confluence I ------ I ------- I ---- I ------ I - --- -- I ----- I" I TC %1= 11.8 TCg2= 16.2 TC 3• 0.0 TC#4• 0.0 TCa5• G.D1 I I 1 largest 1 9.70 l Confluence 1 1 l Analysis 051= 2.97 0=2. 23.59 0:3• 0.00 0:4= 0.00 0;5= 0.00 Area = g• 26.08 l 101= 3.91 1:2= 3.29 193= 0.00 1:4• 0.00 Ia5= 0.001 1 1 1 I I 1 1 563.001 AR1• 0.9 AR2= 8.8 AR3• 0.0 AR4= 0.0 AR5= 0.01 1 1 1 1 I I I I ___.... 1---------------- 01 = 0.0 02 = 26.1 03 = 0.0 04 • 0.0 I------ j------- j_.._ j------ j------ j.___. j------ j_.... j------- 05 = 0.01 1 I___. 1 ---- 1_...1 1 1 ----- i --------------- 1 I I II..__..... I ................ 1 I I I__......_ I---------------- II ...... I- ---- ----------- I ------ I------- I._.. 1------ 1------ I.....I------ I.._..1------- I ---- I --•- I Total study area = 9.70 (AC.) Peak flow rate = 26.083 I------ I------- I_.__ I------ I------ 1__ _._1------ 1...__i------- I..._1. .__1.1._...1--------------- I...-- -I"-- - ---I I------ I------ 1.....1...... 1... I - - -•-- I... -I - I I I I-- ---I- --•-••-- --- ---I (CES) I 1 --------------- I --------------- II.........I.. .. - -- l..__..I.._....I---- I---- -•I- -- ...1_..._1...__.(._...1.._.. I j..__..... 1---------------- 1...--- I""-- -- I ..I.._...I.._...I_...- I- ••- --I I- ..... I I.._....I-- •- I""--- •I- -•-- I ..._1..._..1.....1.._... I 1 Version 2.5 Copyright (c) CiviICADD /CiviIDESIGN, 1990 •-- -..I._..I .i....I_..._l------ -1 ...1 1....1_..._1 ---- - - - --I ............... 11 ■ I' Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.5 Rational Hydrology Study Date: 09/26/90 ------------------------------------------------------------------------ t T23064 R -DHAWK 1 IQs YR. -8 A51AJ 500 ------------------------------------------------------------------------ ••••• +• +* Hydrology Study Control Information +- •••••••• RanPac- Engineering Corporation, Temecula, CA - = -SIN -- 560--------- - - - - - -- 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 2 year, 1 hour precipitation - 0.580 (Inches) 100 year, 1 hour precipitation - 1.600 (Inches) Storm event vear - 100.0 Calculated rainfall intensity data: - 1 hour intensity - 1.600 (in. /hr.) Slope of intensity duration curve = 0.5500 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ +a + ++ + + + + +++ Process from Point /Station 512.000 to Point /Station 513.000 •• ++ STREET FLOW, TRAVEL TITLE + SUBAREA FLOW ADDITION • +•+ '�- Top of street segment elevation = 1262.000(Ft.) End of street segment elevation = 1235.500(Ft.) i - y/ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 511.000 to Point /Station 512.000 + +•+ INITIAL AREA EVALUATION •••• Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation - 1290.500(Ft.) Bottom (of initial area) elevation = 1262.000(7t.) Difference in elevation - 28.500(Ft.) Slone = 0.03239 s(percent)- 3.24 TO = k(0.300)•[(length ^3) /(elevation change)]-0.2 Initial area time of concentration = 8.971 min. Rainfall intensity = 4.550(In /Hr) for a 100.0 year storm � COMMERCIAL subarea type Runoff Coefficient = 0.890 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 Initial subarea runoff - 6.962(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction - 0.100 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ +a + ++ + + + + +++ Process from Point /Station 512.000 to Point /Station 513.000 •• ++ STREET FLOW, TRAVEL TITLE + SUBAREA FLOW ADDITION • +•+ '�- Top of street segment elevation = 1262.000(Ft.) End of street segment elevation = 1235.500(Ft.) i - y/ t Length of street segment 530.b00(Ft.) Height of curb above gutter £lowline = 6.0(In.) .Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break 10.000(Ft.) Slope from gutter to grade break (v /h a 0.017 Slope from grade break to crown (v /hz) 0.017 =) 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 = 11.819(CFS) Depth of flow - 0.365(Ft.) Average velocity 6.474(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.147(Ft.) Flow velocity 6.47(Ft /s) Travel time - 1.36 min. TC 10.34 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.844 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 -� Rainfall intensity = 4.209(In /Hr) for a 100.0 year storm Subarea runoff = 8.526(CFS) for 2.400(AC.) Total runoff - 15.488(CFS) Total area - 4.120(Ac.) Street flow at end of street = 15.488(CFS) Half street flow at end of street 15.488(CFS) Depth of flow - 0.393(Ft.) Average velocity = 6.891(Ft /s) Flow width (from curb towards crown)= 15.805(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + ++ Process from Point /Station 512.000 to Point /Station 513.000 • - ++ CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 1 Stream flow area - 4.120(AC.) Runoff from this stream 15.488(CFS) Time of concentration 10.34 min. Rainfall intensity 4.209(In /P.r) +++++++++++++++++++++++++++++++++++++++ +. + + + + + +- + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 512.100 to Point /Station 512.200 .... INITIAL AREA EVALUATION •... Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation - 1334.000(Ft.) Bottom (of initial area) elevation = 1237.400(Ft.) Difference in elevation - 96.600(Ft.) Slope - 0.17889 s(percent)= 17.89 TC = k(0.710),[(length'3) /(elevation change))'0.2 Initial area time of concentration - 12.408 min. Rainfall intensity = 3.807(In /Hr) for a 100.0 year storm. UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.823 I2� �J r I .r Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 79.00 Initial subarea runoff - 11.096(CFS) Total initial stream area - 3.540(Ac Pervious area fraction - 1.000 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + ++ +♦ +++ + ++ + + + ++ ++ + + ++ Process from Point /Station 512.200 to Point /Station 513.000 :w "e IMPROVED CHANNEL TRAVEL TIME • "" Upstream point elevation 1237.40(Ft.) Downstream point elevation = 1235.50(Ft.) Channel length thru subarea 20.00(Ft.) 1.000 Channel base width = ) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank 2.000 - Manning's 'N' - 0.015 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 11.096(CFS) Depth of flow - 0.793(Ft.) Average velocity - 5.414(Ft /5) Channel flow top width - 4.171(Ft.) Flow Velocity = 5.41(Ft /s) Travel time = 0.68 min. Time of concentration - 13.09 min. Critical depth - 0.922(Ft.) +++++++++++++++++++ ++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ Process from Point /Station 512.200 to Point /Station 513.000 " " "" CONFLUENCE OF MINOR STREAMS '" " Along Main Stream number: 1 in normal stream number 2 Stream flow area - 3.540(Ac.) Runoff from this stream = 11.096(CFS) Time of concentration 13.09 min. Rainfall intensity - 3.697(In /P.r) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr) 1 15.488 10.34 4.209 2 11.096 13.09 3.697 Largest stream flow has shorter time of concentration Qp - 15.488 + sum of Qa Tb /Ta 11.096 • 0.790 = 8.764 op = 24.252 Total of 2 streams to confluence: Flow rates before confluence point: 15.488 11.096 Area of streams before confluence: 4.120 3.540 Results of confluence: Total flow rate - 24.252(CFS) Time of concentration = 10.335 min. Effective stream area after confluence = 7.660(Ac.) 413 +++++++++++++++++++++#+++++++++++++++++ + +++ + +++ + +4 ++ + + +++ + ++ + + + + + + + +T+ Process from Point /Station 514.000 to Point /Station 1.000 ii+++++++++++++++++++++++++++++++++++++ ++. + + + +++ +++..+. + + .... + + +..... " Process from Point /Station 513.000 to Point /Station 514.000 ••.. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •••• Top of street segment elevation - 1235.500(Ft.) End of street segment elevation - 1211.000(Ft.) Length of street segment - 450.000(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 10.000(Ft.) Slope from gutter to grade break (v /hz) - 0.017 Slope from grade break to crown (v /hz) - 0.017 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 - 27.529(CFS) Depth of flow - 0.458(Ft.) Average velocity = 8.109(Ft /s) Streetflow, hydraulics at midpoint of street travel: Halfstreet flow width = 19.616(Ft.) Flow velocity = 8.11(Ft /s) _ Travel time - 0.92 min. TC = 11.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.842 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 Rainfall intensity 4.016(In /Hr) for a 100.0 year storm Subarea runoff = 6.995(CFS) for 2.070(Ac.) Total runoff - 31.247(CFS) Total area = 9.730(Ac.) Street flow at end of street - 31.247(CFS) Half street flow at end of street = 31.247(CFS) Depth of flow - 0.475(Ft.) Average velocity - 8.380(Ft /s) _. Note: depth of flow exceeds top of street crown. i Flow width (from curb towards crown )= 20.000(Ft.) +++++++++++++++++++++#+++++++++++++++++ + +++ + +++ + +4 ++ + + +++ + ++ + + + + + + + +T+ t14 Process from Point /Station 514.000 to Point /Station 1.000 .... PIPEFLOW TRAVEL TIME (User specified size) •... " Upstream point /station elevation = 1206.52(Ft.) Downstream point /station elevation - 1197.50(Ft.) ' Pipe length - 95.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Rewired pipe flow 31.247(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 31.247(CFS) Normal flow depth in pipe = 11.26(in.) Flow top width inside pipe = 23.95(In.) Critical Depth - 22.56(In.) Pipe flow velocity = 21.58(Ft /s) Travel time through pipe - 0.07 min. Time of concentration (TC) = 11.33 min. t14 1 1 4 s ++ ............................................... + .......... +.+- +. -+.+ Process from Point /Station 514.000 to Point /Station 1.000 " •••• CONFLUENCE OF MINOR STREAMS •••' Along Main Stream number: 1 in normal stream number 1 flow area - 9.730(Ac.) Stream Runoff from this stream = 31.247(CFS) Time of concentration = 11.33.min. Rainfall intensity = 4.001(In /Hr) +++++++++++++++++++++.+.+.++.++.+++++.+ ++. + + +. .............. Process from Point /Station 521.000 to Point /Station 522.000 �- '••• INITIAL AREA EVALUATION ••" Initial area flow distance 130.000(Ft.) Top (of initial area) elevation - 1211.500(Ft.) Bottom (of initial area) elevation = 1206.500(Ft.) Difference in elevation - 5.000(Ft.) Slope - 0.03846' s(percent)- 3.85 TC - k(0.390)'((length^3) /(elevation change)) ^0.2 Initial area time of concentration - 5.244 min. Rainfall intensity = 6.114(In /Hr) for a 100.0 year storm • - SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.860 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 - Initial subarea runoff - 1.156(CFS) " Total initial stream area - 0.220(Ac.) Pervious area fraction = 0.500 . +++..+.+++++...++...+.+...++++..+++. ..+ +. +. +............ + +... +.... + +.. Process from Point /Station 522.000 to Point /Station 1.000 '•'• PIPEFLOW TRAVEL TIME (User specified size) '•" Upstream point /station elevation - 1203.00(Ft.) Downstream point /station elevation = 1198.00(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.156(CFS) Given pipe size 18.00(In.) _ Calculated individual pipe flow 1.156(CFS) Normal flow depth in pipe 2.03(In.) Flow top width inside pipe = 11.40(in.) Critical Depth = 4.81(In.) . Pipe flow velocity = 10.51(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.29 min. +++++++++++++++++++++.++++++.+++++.+.................................. Process from Point /Station 522.000 to Point /Station 1.000 •••• CONFLUENCE OF MINOR STREAMS "'• Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 1.156(CFS) Time of concentration 5.29 min. Rainfall intensity = 6.083(In /Hr) a 1 4 s /4 & +++++++++.+++.++.++..++.++++++++++++++ . ............. ♦.......__..._..__ Process from Point /Station 531.000 to Point /Station 532.000 •.•• INITIAL AREA EVALUATION .... Initial area flow distance - 740.000(Ft.) - 1263.300(Ft.) Top (of initial area) elevation Bottom (of initial area) elevation - 1255.000(Ft.) Difference in elevation = 8.300(Ft.) Slope - 0.01122 a(percent)- 1.12 TC = k(0.390)- [(length'3) /(elevation change))'0.2 Initial area time of concentration - 13.452 min. Rainfall intensity - 3.641(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.836 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) - 69.00 Initial subarea runoff - 11.178(CFS) Total initial stream area - 3.670(Ac.) Pervious area fraction - 0.500 . ++++++++++.+++.++++.++++++.+++++++++++. + + + + + +.... + + + + + + +.... + + +. +.. + ++ 533.000 Process from Point /Station 532.000 to Point/Station* .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1255.000(Ft.) = 1207.500(Ft.) End of street segment elevation Length of street segment = 850.000(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 = 10.000(Ft.) - Slope from gutter to grade break (v /hz) = 0.017 Slope from grade break to crown (v /hz) = 0.017 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 = 16.767(CFS) Depth of flow = 0.396(Ft.) .- Average velocity = 7.324(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 15.959(Ft.) Flow velocity = 7.32(Ft /s) = Travel time 1.93 min. TC 15.39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff_ Coefficient - 0.832 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 Rainfall intensity - 3.382(In /Y.r) for a 100.0 year storm. Subarea runoff = 10.330(CFS) for 3.670(Ac.) Total runoff 21.509(CFS) Total area = 7.340(Ac.) /4 & Street flow at end of street - - 21.509(CFS) Ralf street flow at end of street 21.509(CFS) Depth of flow - 0.425(Ft.) Average velocity = 7.749(Ft /s) Flow width (from curb towards crown)= 17.661(Ft.) 2 306 47 ++++++++++++++++++++++++++ ++ + + ++ + +++ + + + + ++++ + + ++ ++ ++ +� + -+- Process from Point /Station 533.000 to Point /Station 1.000 •••. PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point /station elevation = 1202.86(Ft.) Downstream point /station elevation - 1198.00(Ft.) Pipe length - 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.509(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 21.509(CFS) Normal flow depth in pipe 7.57(In.) Flow top width inside pipe 22.30(in.) Critical Depth - 19.89(In.) Pipe flow velocity .= 25.32(Ft/s) . Travel time through pipe - 0.02 min. Time of concentration (TC) = 15.40 min. Process from Point /Station 533.000 to Point /Station 1.000 ... • CONFLUENCE OF MINOR STREAMS •••. Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.340(Ac.) Runoff from this stream = 21.509(CFS) Time of concentration = 15.40 min. Rainfall intensity = 3.380(In /Mr) t -k Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /5r) 1 31.247 11.33 4.001 2 1.156 5.29 6.083 3 21.509 15.40 3.380 Largest stream flow has shorter time of concentration Qp = 31.247 + sum of Qa Tb /Ta 1.156 * 2.142 = 2.477 21.509 • 0.736 = 15.827 Qp = 49.551 Total of 3 streams to confluence: _ Flow rates before confluence point: - 31.247 1.156 21.509 Area of streams before confluence: 9.730 0.220 7.340 Results of confluence: Total flow rate = 49.551(CFS) Time of concentration = 11.334 min. Effective stream area after confluence = 17.290(AC.) +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 ••* PIPEFLOW TRAVEL TIME (User specified size) ) 2 306 47 1' i I t Upstream point /station elevation - 1198.00(7t.) Downstream point /station elevation - 1152.50(Ft.) Pipe length = 780.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 4P.551(CFS) Given pipe sire = 30.00(In.) Calculated individual pipe flow = 49.551(CFS) Normal flow depth in pipe 15.00(In.) Flow top width inside pipe = 30.00(In.) Critical Depth - 27.54(In.) Pipe flow velocity - 20.18(Ft /5) Travel time through pipe - 0.64 min. Time of concentration (TC) = 11.98 min. +++++}}+++++++++i+++++i++++++++++++++++ + ++ + + + ++ + + + ++ + ++ + + + + + + + + + +++ + ++ Process from Point /Station 541.000 to Point /Station 542.000 •... INITIAL AREA EVALUATION •... Initial area flow distance - 970.000(Ft.) Top (of initial area) elevation - 1275.000(Ft.) Bottom (of initial area) elevation = 1163.100(Ft.) Difference in elevation = 111.900(Ft.) Slope - 0.11536 a(percent)- 11.54 TC = k(0.390)•((length ^3) /(elevation change)] ^0.2 Initial area time of concentration - 9.405 min. Rainfall intensity = 4.434(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.846 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 Initial subarea runoff = 5.066(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 541.000 to Point /Station 542.000 •... CONFLUENCE OF MINOR STREAMS • "• Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 1.350(Ac.) Runoff from this stream -= 5.066(CFS) Time of concentration = 9.41 min. Rainfall intensity - 4.434(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + +++ + ++ + + + + + ++++ Process from Point /Station 541.100 to Point /Station 542.000 •... INITIAL AREA EVALUATION •... Initial area flow distance - 740.000(Ft.) Top (of initial area) elevation = 1182.500(Ft.) Bottom (of initial area) elevation - 1163.100(Ft.) Difference in elevation - 19.400(Ft.) Slone - 0.02622 s(percent)- 2.62 TC - k(0.390)- ((length ^3) /(elevation change)]-0.2 Initial area time of concentration - 11.351 min. Rainfall intensity = 3.998(ln /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 'Y D ' - - - Decimal - fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 1 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 69.00 Initial subarea runoff - 4.709(CFS) Total initial stream area - 1.400(AC.) u Pervious area fraction = 0.500 ++++++++++++.+++++++++++++++.++++ a+++++ ++..++a+........... +......... +. Process from Point /Station 541.100 to Point /Station 542.000 .... CONFLUENCE OF MINOR STREAMS • ... .. Along Main Stream number: 1 in normal stream number 2 - Stream flow area = 1.400(AC.) - Runoff from this stream = 4.709(CFS) Time of concentration = 11.35 min. Rainfall intensity = 3.998(In /Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity �. No. (CFS) (min) (In /Hr) 1 5.066 9.41 4.434 2 4.709 11.35 3.998 Largest stream flow has shorter time of concentration Qp = 5.066 + sum of Qa Tb /Ta 4.709 0.829 = 3.902 Qp = 8.968 Total of 2 streams to confluence: Flow rates before confluence point: - 5.066 4.709 -" Area of streams before confluence: 1.400 Results of eonf luence: of co . Total flow rate = 8.968(CFS) Time of concentration = 9.405 min. _ Effective stream area after confluence 2.750(Ac.) +++++++++++++*+++++++++++++++++++++++++ +++ + + + +a + + + ++ ++ + + + + ++ + + ++ + + + + ++ Process from Point /Station 551.000 to Point /Station 552.000 �i •... INITIAL AREA EVALUATION .... Initial area £low distance = 710.000(Ft.) Top (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(7t.) Difference in elevation = 40.740(Ft.) _ Slope - 0.05738 s(percent)- 5.74 TC = k(0.300)- ((length-3) /(elevation change)]-0.2 Initial area time of concentration - 7.343 min. Rainfall intensity - 5.080(in /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 . Decimal fraction soil group C - 1.000 . Decimal fraction soil group D = 0.000 RI index for scil(AMC 2) 69.00 Initial subarea runoff = 1.991(CFS) I 10 50 -Total initial stream area - - O.44O(AC.) Pervious area fraction - 0.100 +.+...+..++++.+. a+++.+....+..+.++ a.+ ........... + +a.++ ......... aa..++.+ Process from Point /Station 551.000 to Point /Station 552.000 *' *' CONFLUENCE OF MINOR STREAMS "'• Along Main Stream number: 1 in normal stream number 1 Stream flow area - O.44O(AC.) Runoff from this stream 1.991(CFS) Time of concentration = 7.34 min. Rainfall intensity - 5.O8O(In /Hr) a. a..+...+.++ +.. +. +.. +..... +..... +a.. + + + + +.+ + ......... .++.+.+......+.+ Process from Point /Station 551.100 to Point /Station 552.000 * * *' INITIAL AREA EVALUATION * *•' Initial area flow distance - 71O.00O(Ft.) Top (of initial area) elevation - 1182.5OO(Ft.) Bottom (of initial area) elevation = 1163.1OO(Ft.) Difference in elevation - 19.4OO(Ft.) Slope - 0.02732 s(percent)= 2.73 TC - k(O.39O) *[(length'3) /(elevation change))'O.2 Initial area time of concentration - 11.073 min. Rainfall intensity - 4.O53(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.842 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 Initial subarea runoff - 4.778(CFS) Total initial stream area - 1.4OO(AC.) Pervious area fraction = 0.500 +.. +. +.. + + + + + + +. +...+ ++++.++++++.+++++++++++++++++++++++++++ .. +. +.. + + + Process from Point /Station 551.100 to Point /Station 552.000 ' * ** CONFLUENCE OF MINOR STREAMS * *" Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 1.4OO(AC.) Runoff from this stream= 4.778(CFS) Time of concentration = 11.07 min. Rainfall intensity = 4.O53(in /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr) 1 1.991 7.34 5.080 2 4.778 11.07 4.053 Largest stream flow has longer time of concentration QP = 4.778 + sum of Qb Ia /Ib 1.991 * 0.798 = 1.588 Qp = 6.366 Total of 2 streams to confluence: Flow rates before confluence point: t 50 1.991 4.778 1 area of streams before confluence: 0.440 1.400 Results of confluence: Total flow rate - 6.366(CFS) \� Time of concentration - 11.073 min. Effective stream area after confluence 1.840(AC.) Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.825 + + + + + ++ + ++++++ + + ++ + ++ + +. .....++ . + + + ........................... fraction soil Process from Point /Station 561.000 to Point /Station 562.000 Decimal ...... • INITIAL AREA EVALUATION ` Initial area flow distance = 460.000(Ft.) fraction soil Top (of initial area) elevation - 1275.000(Ft.) Decimal Bottom (o£ initial area) elevation = 1165.000(Ft.) Difference in elevation = 110.000(Ft.) for soil(A.4C Slope - 0.23913 s(percent)- 23.91 Rainfall TC - k(0.710)•((length'3) /(elevation change)j'0.2 Initial area time of concentration - 10.981 min. runoff = Rainfall intensity - 4.071(In /Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.828 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) 79.00 Initial subarea runoff - 2.966(CFS) Total initial stream area - 0.880(AC.) Pervious area fraction = 1.000 .++++..++++++++.+...+.+..+++.++++++.+++ +.... ++ + ++ +...+. +. + +......... +. Process from Point /Station 562.000 to Point /Station 563.000 ... t NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ••`• Top of natural channel elevation = 1165.000(Ft.) ' End of natural channel elevation = 1151.500(Ft.) Length of natural channel 230.000(Ft.) Estimated mean flow rate at midpoint of channel 2.966(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity - (7 + 8(q- .352)(slope ^0.5) Velocity using mean channel flow - 4.54(Ft /s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.0587 Corrected /adjusted channel slope = 0.0587 Travel time = 0.84 min. TC 11.83 min. Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.825 1 group A = 0.000 group B - 0.000 group C = 1.000 group D = 0.000 2) = 79.00 3.909(ln /Hr) for 0.000(CFS) for 100.0 year storm 000(AC.) 5J Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(A.4C Rainfall intensity = Subarea runoff = i 1 group A = 0.000 group B - 0.000 group C = 1.000 group D = 0.000 2) = 79.00 3.909(ln /Hr) for 0.000(CFS) for 100.0 year storm 000(AC.) 5J 1. i I El a A Total runoff = 2.966(CTS) Total area O.S80(AC.) ++++++.+.+...+.....+ .+ +.....+ ...................... I ........ .......... Process from Point /Station 562.000 to Point /Station 563.000 .••. CONFLUENCE OF MINOR STREAMS .... Along Hain Stream number: 1 in normal stream number 1 Stream flow area - . 0.880(AC.) Runoff from this stream = 2.966(CFS) Time of concentration = 11.83 min. Rainfall intensity = 3.909(In /Hr) ++++ ........................................... * ...... + ............. ++ Process from Point /Station 562.500 to Point /Station $63.000 •••• INITIAL AREA EVALUATION ...• Initial area flow distance - 990.000(Ft.) Top (of initial area) elevation = 1310.000(Ft.) Bottom (of initial area) elevation - 1151.500(Ft.) Difference in elevation - 158.500(Ft.) Slope - 0.16010 a(percent)- 16.01 TC = k(0.710)•((length^3) /(elevation change)) ^0.2 Initial area time of concentration - 16.167 min. Rainfall intensity = 3.291(In /Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.813 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 9oll(AMC 2) = 79.00 Initial subarea runoff = 23.586(CFS) Total initial stream area = 8.820(AC.) Pervious area fraction = 1.000 ++++++++++..++++.+++++++++++..+++++++++ + + + + + + +. + + + + + + +. + +.. +.. + + + +. + +. Process from Point /Station 562.500 to Point /Station 563.000 + *^ CONFLUENCE OF MINOR STREAMS Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 8.820(AC.) Runoff from this stream 23.586(CFS) Time of concentration = 16.17 min. Rainfall intensity - 3.291(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.966 11.83 3.909 2 23.586 16.17 3.291 Largest stream flow has longer time of concentration QP = 23.586 + sum of Qb Ia /Ib 2.966 0.842 2.498 QP = 26.083 Total of 2 streams to confluence: Flow rates before confluence point: 2.966 23.586 5.1 i . t 1 r Area of streams before confluence: 0.880 8.820 Results of confluence: Total flow rate - 26.083(CFS) Time of concentration - 16.167 min. Effective stream area after confluence 9.700(Ac.) End of computations, total study area = 31.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pery ious area fraction(Ap) = 0.682 Area averaged RI index number - 73.2 53 BASIN #600 Hydrology . Calculation LINE F� r ti V v t Area averaged pervious area fraction(Ap) 0.262 N Area averaged AI index number 69.0 � yn°a3o�s� 265 1 1 ' � yn°a3o�s� 265 1 1 � - --I --------- -------------- - - -- -T230- - - ---- -- 6. REDNAUC I I ii /QQ yR. BASIN X00 RanPac Engineering Corporation, Temecula, CA - S/M $60 ____________________________ __________ ___ __ _________ _______1 1 1 .................................. 1 Project: ..... ... ..... ...... ...... ... ... 8500 -rry Page 1 Calculated By: Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: 100.0 year Storm, rainfall intensity using rainfall data pairs •• ......•••••`..•••• R A T I O N A L N T D R 0 L 0 G T - R I V E R S I D E C 0 ............ " " " "• "'••••� 1 Station/ 1 Soil Type 1Devel.l Area 1 1 1 C 1L Elev1 0 1 0 1SlopelSection l V 1 L 1 T 1 Tc 1 Hydraulics ' 1 1Pcint No.1 --------- --------- A,B,C,D IType 1(Acres)1in/h1 1 1(sub)1Total 1v /ht 1 --- ---- 1------1---- ---1 ... ------ 1 ------ 1....- ------ 1 ------- ------ ------ 1..... ------- 1Fpc 1 ft.lmin.1 I ..�.. �....� I ..... ...�_...�._...�--------------- mina ...�--- or rotes 1 1 ------- - -- - -1 1 1 1 �._.......�---------------- �... ----- 1 612.001 1 ------ 1 ------- 1 ------ I ------ ----- 1------1-- -----1 ------ 1 ------ 1._... ------ 1..... ------- C -100X1 Comm 1 3.614.7710.890011190.01 14.31 ------ 1 ----- 1 ------- ------- 1----. ...�..._�.....� 1 ---- 1 .... 1 .... 1 ---- 1 ---- 1 ---- 1 8.21 1----- 1---------- --------------- I --------------- - - - -- I I 1 1-- -------1--------------- 1 1 612.001 -1 --- - -- i ------- 1 ---- 1 ------ 1 ------ 1 ----- 1 ------ 1.....1 1 1 3.414.771 1 1 14.31 1 1 ------- 1 1 1 I.._1 ...1...1.....1 1 8.21stream sumary 1 1 ............... 11 ..._.. I---------------- I I ..... I----- 1 1 612.001 1 ------ 1 ------- 1...-I ------ 1 ------ 1... I------ 1....- I ---------- : 1---- -- 1-------1....1- -----1- - - - --1 _...1------1.....1. - - - - -- 1....1....1 C- 100'1SF 1/41 2.313.8210.839011190.01 7.41 ------ 1 ----- 1 ------- 1 ---- 1 ---- 1 ---- 1----- 1------ 1----- 1------- 1---- 1- -- -1---- 1 1--- 12.3 1 1------ 1-----1---------- ---......_..1 1 --- - - -` -1 1 --- --1 I II----- ----1-- ----- -- - - -- --- I------ 1------- 1---- 1------ 1------ 1 1 Confluence TC 01= 8.2 TC #2= 12.3 TC-3- 0.0 TC94- 0.0 TC -5= 0.01 1 1 1 Largest 1 1 1 1 Analysis 1 1 0 #1= 14.29 0#2= 7.3B o#3= 0.00 094= 0.00 1 #1= 4.77 1 02= 3.82 1#3= 0.00 I#4= 0.00 045= 0.00 Area = 1°5= 0.001 1 5.67 1 1 1 Confluence 1 1 0- 19.23 1 1 1 1 612.001 AR1- 3.4 AR2= 2.3 AR3- 0.0 AR4- 0.0 AR5- 0.01 1 1 1 1 1 0i = 19.2 02 = 0.0 03 : 0.0 o4 = 0.0 05 - 0.01 1 1 1 1 1 1 1 1 ------ II ....... 1 ---------------- ----- - ---- I -- ---- I- ---- -- I I - - - --- I -- ---- I ...I-- ---- 1....- t-- I------ I------- 1....1------ 1------ 1 ..1._....1_....1 - ---_.1....1 _...1 .1... - - - -- 1....1 ..1....1.....1--- 1--------- - --- -- I I ------- - -- - -I I 1 1 Total study area = 5.67 (Ac.) Peak flow raze 19.233 - .1.._.1.....1-- (CFS) 1 1 -------- - - -- -I I f II._....... 1---------------- I1......... I---------------- ---- II....._..- I---------------- I------ I------- t....i------ I------ I ..t...... 1.....1------- I------ I------- I I--- --- I- -- - -.1.. _..1......1.__..1.... -- ---------- I - - - - -- I- ------ I.... I ------ I ------1.....1 - - - -- .1..._.1..._...1.. I ------ I------- I I--- --- I--- --- I 1------1.....1- 1....1 - -- 1....1....1 ..1_..._1...............11 1....1.._.1.. -----.1....1...- I -...1.__..1.._............ _..1.._............I I I I ' 1 1._....... I---------------- 1 1.__....._ 1---------------- II ..... I---------------- I------ I------- I I------I----- -I ------ I--- 1------ 1------- .... 1------ 1------ 1.. __.1------ 1___..1------- I------ I------- I....1------ I------ I I--- ---I ....I- I------ I------- I....1------ I------ i I------ I._...1 ------- --- 1....1 ..1.._.1.... 1__..1. .._1_...1__...1--------------- ----- I ..1....1_...1 I ...1. 1..._1.....1-- ...1_------ 1----- ..........I I 1 1 -- - - - - --I I -------- - - - --I I II......... 1---------------- 1 1....._... I---------------- I I I-- 1 1..... I---------------- I------ I------- I...- I------ I------ I ... I- --- --i ...- I --- ------ ----- -- -I----- -I-------I I--- -- -I--- --- 1.....1---- --I... I - I------ I------- �....1------ I------ I I---- --I.._..I-- I------ I------- I I------ I------ I.....1------ I.....I------- --- 1....1..- .1.._.1.... -- - -- t I ...1.__.1..._.1_.... - --- I ...1.. 1 ...1.....1_...._....._...1 1.._.1_...1 ..1.....1- 1----- --- ---- - - -I I ...._.....1 I 1 -- ---- --- - - ---i I II ..... I---------------- II I---------------- II ....... I---------------- I------ i------- 1....1------ I------ I ..I------ I.....I------- I------ I------- I. ...I------ 1------ I- ....I------ I ...1- 1990 I ...1._ _.1..._1.....1---- - - - -- 1....1. _..1.._.1.....1--- ---- --- - - --I I ------ - - - - --I I 1 1 1 1 i ..... .................. Version 2.5 Copyright (c) CiviICADD /CiviIDESIGN, ..................__......_...........__..._.......... ...._.........................1 1 I I Riverside County Rational Hydrology Program CivilCADD /CivilD -sSIGN Engineering Software, (c) 1990 Version 2.5 Rational Hydrology Study Date: 09/26/90 - -------- ------ - - - - - -- - -- T23064 REDHAWK 16D YA. -EA61AJ 666 - - ------------------------------------------------- ......•.� Hydrology Study Control Information .......... i -- ---- ------------ ------------- ---------- ------ --- ------ ------------- RanPac Engineering Corporation, Temecula, CA - SIN 560 --------------------------------------------------------------------- . 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 2 year, 1 hour precipitation - 0.580 (Inches) 100 year, 1 hour precipitation - 1.600 (Inches) Storm event year - 100.0 Calculated rainfall intensity data: 1 hour intensity - 1.600 (in. /hr.) Slope of intensity duration curve - 0.5500 j }}}}}}}}++++++}}}}}}}}}}}}}+++}+}++}}}} { } } } + + + ++ + } } } } + } }} + + }+} } } } } } } }} - Process from Point /Station 611.000 to Point /Station 612.000 ..* INITIAL AREA EVALUATION • - *- Initial area flow distance = 980.000(Ft.) Top (o£ initial area) elevation - 1250.000(Ft.) Bottom (of initial area) elevation - 1190.000(Ft.) ' Difference in elevation - 60.000(Ft.) Slope = 0.06122 s(percent)- 6.12 TC - k(0.300)•((length ^3) /(elevation change)) ^0.2 Initial area time of concentration - 8.246 min. 1 Rainfall intensity - 4.766(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 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 Initial subarea runoff - 14.295(CFS) Total initial stream area = 3.370(AC.) Pervious area fraction - 0.100 Process from Point /Station 611.000 to Point /Station 612.000 ... • CONFLUENCE OF MINOR STREAMS .... Along Hain Stream number: 1 in normal stream number 1 4 Stream flow area = 3.370(AC.) 5$ 1 Runoff from this stream = 14.295(CFS) Time of concentration = 8.25 min. Rainfall intensity - 4.766(In /Hr) .+.++++..+..++.+...+.+++.+....+..++.++. . + ........................ +. + +. 612.000 Process from Point /Station 611.500 to Point /Station " " "" INITIAL AREA EVALUATION " " "" Initial area flow distance - 800.000(Ft.) - 1206.300(Ft.) Top (of initial area) elevation Bottom (of initial area) elevation - 1190.000(Ft.) Difference in elevation - 16.300(Ft.) Slope - 0.02037 s(percent)- 2.04 TC - k(0.390) "((length ^3) /(elevation change))'0.2 Initial area time of concentration - 12.316 min. Rainfall intensity - 3.822(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.839 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 Initial subarea runoff - 7.376(CFS) Total initial stream area - 2.300(Ac.) Pervious area fraction - 0.500 1 ++.......... ........................................................ 612.000 Process from Point /Station 611.500 to Point /Station "" "" CONFLUENCE OF MINOR STREAMS " " "• ,R Along Hain Stream number: 1 in normal stream number 2 Stream flow area - 2.300(Ac.) Runoff from this stream = 7.376(CFS) Time of concentration = 12.32 min. Rainfall intensity - 3.822(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) 1 14.295 8.25 4.766 i 2 7.376 12.32 3.822 Largest stream flow has shorter time of concentration Qp = 14.295 . sum of Qa Tb /Ta 7.376 " 0.669 = 4.938 Qp - 19.233 Total of 2 streams to confluence: ' Flow rates before confluence point: 14.295 7.376 Area of streams before confluence: 3.370 2.300 Results of confluence: Total flow rate = 19.233(CFS) Time of concentration = 8.246 min. Effective stream area after confluence = 5.670(AC.) End of computations, total study area 5.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. r Area averaged pervious area :raction(Ap( - 0.262 Area averaged ZZ index number - 69.0 I U. I 1� i 1 1 I I I I I &1) 27431 Enterprise Circle West Temecula, CA 92590 -4833 Tel. (909) 676 -7000 Fax (909) 699 -7324 e -mail tpc ®pe.net Trans- Pacific C0 N S O LT A N TS I 1 ' HYDRAULIC REPORT 1 1 1 1 1 1 1 1 1 1 Professional Engineering Services Since 1976 &I 1 I i HYDRAULIC � REPORT I I 1 ,1 I I RANPAC 1 Temecula, CA 92390 USA ENGINEERING CORPORATION 1 FAX 714 676 -8527 Land Planning' Civil Engineering' Surveying 1 I i HYDRAULIC � REPORT I I 1 ,1 I I Formerly Rancho Pacific Engineering Corporation 0 27447 Enterprise Circle West Temecula, CA 92390 USA TEL 714 676 -7000 ' FAX 714 676 -8527 Formerly Rancho Pacific Engineering Corporation 0 1 1 l r� 1 t HYDRAULIC GRADE LINE LINE "E" -re 013 0 la �/ �y ti 0 FOS ISP WATER SURFACE PROFILE LISTING TRACT 23064 MGL CALCS ON LINE E ' STATION INVERT 10 -22-90 FN -644LE U.S. 0 VEL VEL ENERGY SUPER CRITICAL DEPTH MGT/ DIA ;.Si/ ID NO. 2L PIER NO AVe: ELEV Of F FLOW iIOW ELEV NERD SF AVE LRD.EI. MF ELEV NORM DEPTH 2R L /ELEV SO •...«.....« .......................................... ............................... 1000.00 1152.50 1.396 1153.896 49.3 17.49 4.749 1158.645 .00 2.291 2.50 .00 .00 0 .0 1.01 1.450 .00 ' 24.76 .03554 .040941 2.291 2.50 .00 .00 0 .0 1024.76 1153.38 1.378 1154.758 49.3 17.77 4.905 1159.662 .00 8.55 .03570 .042136 -36 1.650 .00 1033.31 1153.69 1.371 1155.056 49.3 17.88 4.965 1160.021 .00 2.291 2.50 .00 .00 0 .0 46.27 .03570 .045308 2.10 1.450 .00 1079.58 1155.34 1.319 1156.656 49.3 18.75 5.460 1162.116 .00 2.291 2.50 .00 .00 0 .0 31.73 .03570 .051390 1.63 1.450 .00 -,-! 1111.31 1156.47 1.271 1157.741 49.3 19.67 6.010 1163.751 .00 2.291 2.50 .00 .00 0 .0 4.93 .055264 .27 1.444 .00 1116.24 .03590 1156.65 1.262 1157.909 49.3 19.84 6.112 1164.021 .00 2.291 2.50 .00 .00 0 .0 23.76 .059681 1.42 t.GU .00 1140.00 .03590 1157.50 1.216 1158.716 49.3 20.80 6.719 1165.435 .00 2.291 2.50 .00 .00 0 .0 16.68 .064343 1.07 1.256 .00 .05657 1156.68 1158.0 1.206 1159.650 49.3 21.01 6.857 1166.507 .00 2.291 2.50 .00 .00 0 .t 49.05 .05657 .069655 3.42 1.256 .00 t 1205.73 1161.22 1.162 1162.380 49.3 22.04 7.542 1169.922 .00 2.291 2.50 .00 .00 0 .0 31.50 .05657 .079213 2.50 1.256 .00 ' 1237.23 1163.00 1.121 1164.121 49.3 23.12 8.303 1172.424 .00 2.291 2.50 .00 .00 0 4.67 .08566 .084322 .39 1.114 .00 1241.90 1163.40 1.121 1164.S21 49.3 23.12 8.303 1172.824 .00 2.291 2.50 .00 .00 0 . 16.22 .08387 .084170 1.37 1.121 .00 F0515P PACE 2 - WATER SURFACE PROFILE LISTING TRACT 23064 NGL CALCS ON LINE E STATION INVERT 10-22-90 FN.644LE DEPTH W.S. p VEL VEL ENERGY SUPER CRITICAL DEPTH MGT/ DIA BASE/ ID N0. 2L PIER IE AVe" EIEV OF FLOW EIEV HEAD GRD.Et. SF AVE xF EIEV NORM DEPTH = l /EIEM 50 ................................................................ ............................... 1258.12 1164.76 1.122 1165.882 49.3 23.09 8.280 1174.162 .00 2.291 2.50 .00 .0 11.36 1.121 .00 143.98 .08387 .078924 2.291 2.50 .00 .00 0 .0 1402.10 1176.83 1.163 1177.998 49.3 22.02 7.528 1185.526 .00 3.07 1.121 .00 44.24 .08387 .069397 2.291 2.50 .00 .00 0 .0 1446.34 1180.55 1.207 1181.753 49.3 20.99 6.840 1188.593 .00 1.54 1.121 •00 25.28 .08387 .061083 2.291 2.50 .00 .Do 0 .0 1471.62 1182.67 1.253 1183.919 49.3 20.02 6.221 1190.140 .00 .93 1.121 .00 - .:- --� -, 17.21 .08387 .053797 2.291 2.50 .00 .00 0 .0 1488.83 1184.11 1.301 1185.410 49.3 19.08 5.652 1191.062 .00 .60 1.121 .00 12.70 .08387 .047423 1501.53 1185.17 1.352 1186.526 49.3 18.19 5.139 1191.665 .00 2.291 2.50 .00 .00 0 .0 9.85 .041847 .41 1.121 .00 .08387 ' 1511.38 1186.00 1.405 1187.405 49.3 17.35 4.673 1192.078 .00 2.291 2.50 .00 .00 0 .0 .039150 .18 1.366 .00 4.67 .04282 ' - 1516.05 1186.20 1.408 1187.608 49.3 17.32 4.656 1192.264 .00 2.291 2.50 .00 .00 0 .0 4.19 1.404 .00 107.71 .03920 .038878 1623.76 1190.42 1.411 1191.833 49.3 17.26 4.624 1196.457 .00 2.291 2.50 .00 .00 0 .0 132.34 .03920 .036454 4.82 1.404 .OD ' 1756.10 1195.61 1.468 1197.078 49.3 16.45 4.202 1201.280 .00 2.291 2.50 .00 .00 0 .1 35.35 .03932 ' AT art d L�1 o C499I.3 .03280e 1.16 1.403 .00 1791.45 1197.00 1.509 1198.509 15.91 3.932 1202.441 .00 2.291 2.50 .00 .00 0 .I JUNCT SIR .05000 .062666 .63 .00 1 �0 5 ' Fo515P PAGE 3 PATER SURFACE PROFILE LISTING TRACT 23064 BGL CALLS ON LINE E 10.22.90 FN =644LE STATION INVERT ELEV DEPTH OF FLOW V.S. ELEV 0 VEL VEL HEAD ENERGY GRD.EL. SUPER ELEV CRITICAL DEPTH MGT/ DIA BASE! IO NO. ZL NO ..: PIER L /ELEM SO SF AVE HF NORM DEPTH ............................... ZR .................................................................................................... 1801.45 1197.50 .645 1198.145 15.6 17.81 4.924 1203.069 .00 1.424 2.00 .00 .00 0 .. 2.80 .10381 .093465 .26 .630 .00 1804.25 1197.79 .646 1198.437 15.6 17.75 4.891 1203.328 .00 1.424 2.00 .00 .00 0 .0 25.41 .10381 .087210 2.22 .630 .00 ' 1829.66 1200.43 .669 1201.097 15.6 16.92 4.K5 1205.542 .00 1.424 2.00 .00 .00 0 .0 13.89 .10381 .076430 1.06 .630 .00 ' 1843.55 1201.87 .693 1202.563 15.6 16.13 4.041 1206.604 .00 1.424 2.00 .00 .00 0 .0 ' 9.32 .10381 .066971 .62 .630 .00 1852.87 1202.84 .717 1203.555 15.6 15.38 3.675 1207.230 .00 1.424 2.00 .00 .00 0 .0 '- 6.83 .10381 .058698 .40 .630 .00 1859.70 1203.55 .743 1204.290 15.6 14.68 3.344 1207.634 .00 1.424 2.00 .00 .00 0 .[ 5.29 .10381 .051492 .27 .630 .00 ' 1864.99 1204.10 .770 1204.866 15.6 13.99 3.040 1207.906 .00 1.424 2.00 .00 .00 0 .0 4.24 .10381 .045183 .19 .630 .00 ' 1869.23 1204.54 .798 1205.334 15.6 13.33 2.761 1208.094 .00 1.424 2.00 .00 .00 0 .. 3.46 .10381 .039655 .14 .630 .00 ' 1208.232 1.424 2.00 0 .! 1872.69 1204.90 .827 1205.722 15.6 12.71 2.510 .00 .00 .00 2.87 .10381 .034812 .10 .630 .00 1875.56 1205.19 .857 1206.050 15.6 12.12 2.281 1208.331 .00 1.424 2.00 .00 ..00 0 2.40 .10381 .030579 .07 .630 .00 ' 1.424 2.00 0 1877.96 1205.44 .889 1206.331 15.6 11.56 2.073 1208.404 .00 .00 .00 2.02 .026878 .05 .630 .00 .10381 bb 1 1 F0515P I PAGE 4 WATER SURFACE PROFILE LISTING TRACT 23064 MGL CALCS ON LIKE E 10.22 -90 EM =644LE - STATION INVERT DEPTH O.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL KO A-'S: ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH CIA 10 90. PIER L /ELEM SO SF AVE HF NORM DEPTH 21 .................................................................................................... ............................... 1879.98 1205.65 .922 1206.574 15.6 11.02 1.887 1208.461 .00 1.424 2.00 .00 .00 0 .0 1.71 .10381 .023629 .04 .630 .00 1881.69 1205.83 .956 1206.786 15.6 10.51 1.714 1208.500 .00 1.424 2.00 .00 .00 0 .0 1.44 .10381 .020792 .03 .630 .00 1883.13 1205.98 .993 1206.972 15.6 10.02 1.559 1208.531 .00 1.424 2.00 .00 .00 0 .0 1.21 .10381 .018315 .02 .630 .00 1884.34 1206.10 1.031 1207.136 15.6 9.55 1.417 1208.553 .00 1.424 2.00 .00 .00 0 .0 1.01 .10381 .016140 .02 .630 .00 1885.35 1206.21 1.071 1207.281 15.6 9.11 1.288 1208.569 .00 1.424 2.00 .00 .00 0 .0 .85 .10381 .014231 .01 .630 .00 1886.20 1206.30 1.112 1207.410 15.6 8.69 1.172 1208.582 .00 1.424 2.00 .00 .00 0 .0 ,68 ,10381 .012563 .01 .630 .00 1886.88 1206.37 1.157 1207.525 15.6 8.28 1.065 1208.590 .00 1.424 2.00 .00 .00 0 .0 .54 .10381 .011106 .01 .630 .00 1887.42 1206.43 1.203 1207.628 15.6 7.89 .968 1208.596 .00 1.424 2.00 .00 .00 0 .0 .41 .10381 .009829 .00 .630 .00 1887.83 1206.47 1.253 1207.720 15.6 7.53 .880 1208.600 .00 1.424 2.00 .00 .00 0 .0 ,28 ,10381 .008717 .00 .630 .00 1888.11 1206.50 1.306 1207.802 15.6 7.18 .800 1208.602 .00 1.424 2.00 .00 .00 0 .1 .18 .10381 .00774 .00 .630 .00 1888.29 1206.51 1.362 1207.876 15.6 6.84 .727 1208.603 .00 1.424 2.00 .00 .00 0 A .05 .10381 .006892 .00 .630 .00 FOS15P 9Z:f ` PATER SURFACE PROFILE LISTING TRACT 23064 MGL CALLS ON LINE E 10.22-90 FN =644LE VEL ENERGY SUPE0. CRITICAL MGT/ IASE/ 2l 1I A•: i• ' STATION INVERT DEPTH U.S. Q VEL MEAD GRO.EL. ELEV DEPTH DIA ID N0. PIER ELEV OF FLOW ELEV NORM DEPTH ZR LIELEM SO .......................................... SF AVE . NF .............................00 .. ... 1888.34 1206.52 1.424 1207.944 15.6 6.52 .660 1208 -604 .00 1.424 2 -00 .00 0 •0 -DO WALL ENTRANCE 1888,34 1206.52 2.215 1208.735 15.6 .53 '004 1208.739 .00 .350 4.00 13.29 .00 0 .0 2.00 .00000 .000011 .00 .000 .00 1890.34 1206.52 2.215 1208.735 15.6 .53 .0% 1208.739 .00 .350 4.00 13.29 .00 0 .0 1 w 1 7. 1 1 r 2 FOSISP LATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE CARD SECT CHN NO OF AVE PIER HEIGHT 1 SASE 2L 2R INV T(1) T(2) T(3) Y(4) Y(5) T(6) T(7) T(S) Y(9) 1(!C: CODE NO TYPE PIERS UIDTH DIAMETER WIDTH DROP Co 1 4 2.50 CD 2 4 2.00 co 3 4 1.50 co 4 4 2.00 CD 5 3 0 .00 4.00 13.29 .00 .00 .00 F 0 5 1 5 P PACE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - NOL CALLS ON LINE E HEADING LINE NO 3 IS - 10 -22 -90 FN.644LE , F 0 5 1 5 P PAGE NO 2 LATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT W S ELEV 1000.00 1152.50 1 1154.50 ELEMENT NO 2 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1024.76 1153.38 1 .013 .00 31.31 .00 C ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT H RADIUS ANGLE ANG PT MAN 1111.31 1156.47 1 .013 .00 .00 .00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT IAN 1140.00 1157.50 - 1 .013 .00 .00 .00 C ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1237.23 1163.00 1 .013 .00 23.34 .00 1 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT IAN 1241.90 1163.40 1 .013 .00 .00 .00 ( ELEMENT N0 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1511.38 1186.00 1 .013 .00 51.19 .00 ELEMENT NO 8 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1516.05 1186.20 1 _ .013 .00 .00 .00 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1756.10 1195.61 1 .D13 .00 .00 .00 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1791.45 1197.00 1 .013 .00 90.00 .00 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAY -1 LAT -2 H 03 04 INVERT -3 INVERT-4 PHI 3 PHI 4 1801.45 1197.50 4 2 3 .013 22.6 11.1 1198.00 1198.00 30.00 30.00 ELEMENT NO 12 LS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MN 1888.34 1206.52 4 .013 .00 50.04 .00 ELEMENT NO 13 IS A WALL ENTRANCE ` U/S DATA STATION INVERT SECT FP - 1888.34 1206.52 5 .200 1 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH • • - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1890.34 1206.52 5 .013 .00 .00 .00 2 1 ELEMENT NO 15 IS A SYSTEM NEADUORRS U/S DATA STATION INVERT SECT 1870.14 1206.52 5 U S ELEV 1206.52 70 11 TRACT 23064 T2 NGL CALCS ON LINE E T3 10.22 -90 FN.644LE 50 1000.001152.50 1 1154.50 R 1024.761153.38 1 .013 31.31 .00 0 0. 1111.311156.47 1 .013 .00 .00 0 0. 1140.001157.50 1 .013 .00 .00 0 R 1237.231163.00 1 .013 23.34 .00 1 0. 1241.901163.40 1 .013 .00 .00 0 R 1511.381186.00 1 .013 51.19 .00 1 R 1516.051186.20 1 .013 .00 .00 0 R 1756.101195.61 1 .013 .00 .00 0 R 1791.451197.00 1 .013 90.00 .00 1 ix 1801.451197.50 4 2 3.013 22.6 11.11198.001198.00 30.00 30.00 R 1888.341206.52 4 .013 50.04 .00 0 WE 1888.341206.52 5 .200 R 1890.341206.52 5 .013 .00 .00 0 SR 1890.341206.52 5 1206.52 CD 1 4 0 .00 2.50 .00 .00 .00 .00 CD 2 4 0 .00 2.00 .00 .00 .00 .00 CD 3 4 0 .00 1.50 .00 :00 .00 .00 CD 4 4 0 .00 2.00 .00 .00 .00 .00 CD 5 3 0 .00 4.OD 13.29 .00 .00 .00 0 15.6 .0 'rb 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 HYDRAULIC GRADE LINE LATERAL "E -I IL ; I /p- FOS15P PALE 1 PATER SURFACE PROFILE LISTING TRACT 23064 LAY E1 HGL CALCS FN.64CU.S. ' INVERT DEPTH .STATION 0 VEL VEL ENERGY SUPER CRITICAL XL: / 64SE/ 2L .c . NO ' ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L /ELEM 50 SF AVE HF NORM DEPTH 2R .............................................................................................. ..............................a ...... 1004.17 1198.00 .856 1198.856 22.6 17.60 4.811 1203.667 .00 1.694 2.00 .00 .0 ' 7.05 .02527 .072135 .51 1.150 .00 1011.22 1198.18 .833 1199.011 22.6 18.23 5.158 1204.169 .00 1.694 2.00 .00 .00 0 .0 8.78 .02527 .080761 .71 1.150 .00 1020.00 1198.40 .805 1199.205 22.6 19.10 5.667 1204.872 .00 1.694 2.00 .00 .00 0 .0 ' .17 1.10304 .064067 .01 .420 .00 1020.17 119838 .814 1199.398 22.6 18.79 5.480 1204.878 .00 1.694 2.00 .00 .00 0 .0 .45 1.103D4 .077090 .03 .420 .00 1020.62 1199.09 .844 1199.932 22.6 17.92 4.988 1204.920 .00 1.694 2.00 .00 .00 0 .0 t .41 1.103D4 .067710 .03 .420 .00 1021.03 1199.54 .875 1200.413 22.6 17.08 4.531 1204.944 .00 1.694 2.00 .00 .00 0 .0 ' .36 1.10304 .059506 .02 .420 .00 1021.39 1199.94 .908 1200.846 22.6 16.28 4.117 1204.963 .00 1.694 2.00 .00 .00 0 .0 .33 1.10304 .052330 .02 .420 .00 1021.72 1200.30 .942 1201.238 22.6 15.53 3.746 1204.984 .00 1.694 2.00 .00 .00 0 .0 t.29 1.10304 .046024 .01 .420 .00 1022.01 1200.61 .977 1201.591 22.6 14.81 3.406 1204.997 .00 1.694 2.00 .00 .00 0 .0 ' .25 1.10304 .040515 .01 .420 .00 1022.26 1200.90 1.015 1201.911 22.6 14.12 3.094 1205.005 .DO 1.694 2.00 .00 .00 0 .0 ' .23 1.10304 .035702 .01 .420 .00 1022.49 1201.15 1.054 1202.201 22.6 13.46 2.813 1205.014 .00 1.694 2.00 .00 .00 0 .E ' .20 1.10304 .031475 .01 .420 .00 1 1 1 73 i i i r i �1 r i- i 1 FOS ISP WATER SURFACE PROFILE LISTING PAGE 2 TRACT 2306E LAY E1 MGL CALCS FN•644LE1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NIT/ BASE/ 2l NO 4�5 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L /ELEM 50 SF AVE NF NORM DEPTH 2R ..................................................................... ............................... 1022.69 1201.37 1.095 1202.463 22.6 12.83 2.557 1205.021 .00 1.694 2.00 .00 .00 0 .0 .18 1.10304 .027773 .00 .420 .00 1022.87 1201.56 1.138 1202.700 22.6 12.24 2.325 1205.025 .00 1.694 2.00 .00 .00 0 .0 .15 1.10304 .024538 .00 .420 .00 1023.02 1201.73 1.184 1202.915 22.6 11.67 2.114 1205.029 .00 1.694 2.00 .00 .00 0 .0 .13 1.10304 .021708 .00 .420 .00 1023.15 1201.88 1.232 1203.111 22.6 11.12 1.921 1205.032 .00 1.694 2.00 .00 .00 0 .0 .12 1.10304 .019228 .00 .420 .00 1023.27 1202.00 1.283 1203.287 22.6 10.61 1.746 1205.034 .00 1.694 2.00 .00 .00 0 .0 .09 1.10304 .017066 .00 .420 .00 1023.36 1202.11 1.338 1203.448 22.6 10.11 1.588 1205.036 .00 1.694 2.00 .00 .00 0 .L .O8 1.10304 .015186 .00 .420 .00 1023.44 1202.20 1.397 1203.593 22.6 9.64 1.443 1205.036 .00 1.694 2.00 .00 .00 0 .1 .06 1.10304 .013548 .00 .420 .00 1023.50 1202.27 1.460 1203.726 22.6 9.19 1.313 1205.039 .00 1.694 2.00 .00 .00 0 .05 1.10304 .012130 .00 .420 .00 1023.55 1202.32 1.529 1203.845 22.6 8.77 1.193 1205.038 .00 1.694 2.00 .00 .00 0 .03 1.10304 _010921 .00 .420 .00 1023.58 1202.35 1.606 1203.954 22.6 B_36 1.085 1205.039 .00 1.694 2.00 .00 .00 0 .01 1.10304 .009909 .00 .420 .00 1023.59 1202.36 1.694 1204.054 22.6 7.97 .985 1205.039 .00 1.694 2.00 .00 .00 0 .00 WALL ENTRANCE 7y I F0515P PAGE 3 �. PATER SURFACE PROFILE LISTING TRACT 23064 LAY E1 NGl GUS Fu.644LE1 ' STATION INVERT DEPTH U.S. D VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL 60 A' +>r ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH OIA 10 NO. PIER L /ELEM 50 SF AVE NF WORM DEPTH ZR 1 ...................................................................-...................... .............................. ....c o .• 1023.59 1202.36 2.875 1205.235 22.6 .29 .001 1205.236 .00 .279 4.50 27.09 1 2.00 .00000 .000002 .00 .000 .00 1025.59 1202.36 2.876 1205.236 22.6 .29 .001 1205.237 .00 .279 4.50 27.09 .00 0 .0 1 1 IT TRACT 2306E TZ LAT E1 MGL GLCS T3 FN•644LE1 SO 1004.171198.00 1 1198.15 R 1020.001198.40 1 .013 .00 .OD 0 R 1023.591202.36 1 .013 .00 .00 0 WE 1023.591202.36 2 .200 R 1025.591202.36 2 .013 .00 .00 0 SM 1025.591202.36 2 1202.36 - GO 1 4 0 .00 2.00 .00 .00 .00 .00 ' CD 2 3 0 .00 4.50 27.09 .00 .00 .00 a 22.6 .0 F0515P -- WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR IRV T(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) T(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 GO 2 3 0 .00 4.50 27.09 .00 .00 .00 ) 1 0 5 1 5 P PAGE NO 1 ' WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS . TRACT 23064 HEADING LINE NO 2 IS - LAT E1 NGL CALCS HEADING LINE NO 3 IS - FN•644LE1 _ 1 1 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 1S A SYSTEM CUTLET U/S DATA STATION INVERT SECT _ W S ELEV _ 1004.17 1198.00• 1 1198.15 ELEMENT NO 2 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN 1020.00 1198.40 1 .013 .00 .00 ..00 C ELEMENT NO 3 IS A REACH 1 _ U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN 1023.59 1202.36 1 .013 .00 .00 .00 C ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1023.59 1202.36 2 .200 ELEMENT NO 5 15 A REACH U/S DATA STATION INVERT SECT• N RADIUS ANGLE ANG PT MAN 1025.59 1202.36 2 .013 .00 .00 .00 f ELEMENT NO 6 IS A SYSTEM HEADWORKS • U/S DATA STATION INVERT SECT W S ELEV 1� 1025.59 1202.36 2 1202.36 1 HYDRAULIC GRADE LINE LATERAL "E -2° 1 I 11 y�E11 ti 9� 1 i 1 r 1 r �r 1 1 1 1� r FOSISP WATER SURFACE PROFILE LISTING PACE 1 71 TRACT 23064 FN•644LE2 MGL CALCS ON LINE E2 STATION INVERT DEPTH Y.S. O VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ 2L NO A•:'a: ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L /ELEM .................................................................................................... SO SF AVE MF NORM DEPTH ............................... 2R 1004.17 1198.00 .593 1198.593 11.1 17.08 4.528 1203.121 .00 1.275 1.50 .00 .00 0 .0 3.05 .16645 .099416 .30 .520 .00 1007.22 1198.51 .603 1199.111 11.1 16.69 4.326 1203.437 .00 1.275 1.50 .00 .00 0 .0 4.88 .16645 .090406 .44 .520 .00 1012.10 1199.32 .625 1199.945 11.1 15.90 3.927 1203.872 .00 1.275 1.50 .00 .00 0 .0 1.57 .16667 .082273 .13 .520 .00 1013.67 1199.58 .634 1200.216 11.1 15.59 3.774 1203.990 .00 1.275 1.50 .00 .00 0 .0 3.50 .16667 .075165 .26 .520 .00 1017.17 1200.16 .658 1200.822 11.1 14.88 3.438 1204.260 .00 1.275 1.50 .00 .00 0 .0 2.86 .16667 .066060 .19 .520 .00 1020.03 1200.64 .682 1201.324 11.1 14.18 3.121 1204.445 .00 1.275 1.50 .00 .00 0 .0 2.37 ,16667 .058079 .14 .520 .00 1022.40 1201.04 .708 1201.745 11.1 13.52 2.838 ,1204.583 .00 1.275 1.50 .00 .00 0 .0 2.01 .16667 .051088 .10 .520 .00 1024.41 1201.37 .734 1202.106 11.1 12.89 2.581 1204.687 .00 1.275 1.50 .00 .00 0 .0 1.69 .16667 .044976 .08 .520 .00 1026.10 1201.65 .763 1202.417 11.1 12.29 2.346 1204.763 .00 1.275 1.50 .00 .00 0 .0 1.45 .16667 .039638 .06 .520 .00 1027.55 1201.90 .792 1202.687 11.1 11.72 2.133 1204.820 .00 1.275 1.50 .00 .00 0 .0 1.24 .16667 - .034943 .04 .520 .00 1028.79 1202.10 .823 1202.924 11.1 11.18 1.940 1204.864 .00 1.275 1.50 .00 .00 0 .0 1.06 .16667 .030833 .03 .520 .00 71 1 F0515P WATER SURFACE PROFILE LISTING ..CE 2 W TRACT 23064 EN= 644LE2 HGL CALLS ON LINE E2 _ _. .. .. .. . INVERT - DEPTHV.S. _ 0 VFL VEL . ._..._.._._._.__.. ENERGY SUGER CRITICAL _....__... NGT/ BASE/ :L KO .yi: STATION ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH CIA ID NO. PIER L /ELEM .................................................................................................... 50 SF AVE MF NCRM DEPTH ............................... 2R 1029.85 1202.28 .855 1203.133 11.1 10.65 1.762 1204.895 .00 1.275 1.50 .00 .00 0 .0 .90 .16667 .027243 .02 .520 .00 1030.75 1202.43 .890 1203.318 11.1 10.16 1.601 1204.919 .00 1.275 1.50 .00 .00 0 .0 .77 .16667 .024106 .02 .520 .00 1031.52 1202.56 .926 1203.482 11.1 9.69 1.457 1204.939 .00 1.275 1.50 .00 .00 0 .0 .64 .16667 .021359 .01 .520 .00 1032.16 1202.66 .965 1203.628 11.1 9.23 1.324 1204.952 .00 1.275 1.50 .00 .00 0 .0 .54 .16667 .018963 .01 .520 .00 1032.70 1202.75 1.006 1203.759 11.1 8.80 1.203 1204.962 .00 1.275 1.50 .00 .00 0 .0 .44 .16667 .016869 .01 .520 .00 1033.14 1202:83 1.050 1203.876 11.1 8.40 1.095 1204.971 .00 1.275 1.50 .00 .00 0 .0 .34 .16667 .015052 .01 .520 .00 1033.48 1202.88 1.098 1203.980 11.1 8.00 .995 1204.974 .00 1.275 1.50 .00 .00 0 .0 .25 .16667 .013485 .00 .520 .00 1033.73 1202.92 1.150 1204.074 11.1 7.63 .905 1204.979 .00 1.275 1.50 .00 .00 0 .0 .15 .16667 .012145 .00 .520 .00 1033.88 1202.95 1.208 1204.158 11.1 7.28 .823 1204.981 .00 1.275 1.50 .00 .00 0 .0 .06 .16667 .011024 .00 .520 .00 1033.94 1202.96 1.275 1204.235 11.1 6.93 .746 1204.981 .00 1.275 1.50 .00 .00 0 .0 WALL ENTRANCE .00 1033.94 1202.96 2.170 1205.130 11.1 .38 .002 1205.132 .00 .279 4.00 13.29 .00 0 .0 2.00 .00000 .000006 .00 .000 .00 W FOSISP PAGE 3 WATER SURFACE PROFILE LISTING TRACT 23064 FN =644LE2 NGL CALLS ON LINE E2 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL MCl/ BASE/ N- ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L /ELEM SO SF AVE HF NORM DEPTH 2R 1035.94 1202.96 2.170 1205.130 11.1 .38 .002 7205.132 .00 .279 4.00 73.29 1 r 1 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PALE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2L 2R INV Y(l) T(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) T(9) TITO) 1 CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CD 2 3 0 .00 4.00 13.29 .00 .00 .00 F 0 5 1 5 P PAGE NO 1 PATER SURFACE PROFILE • TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - � FN.644LE2 HEADING LINE NO 3 IS NGL CALLS ON LINE E2 . 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.17 1198.00. 1 1198.15 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1012.10 1199.32 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1033.94 1202.96 1 .013 .00 55.36 .UO ( ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION• INVERT• SECT• FP 1033.94 1202.96 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN ' 1035.94 1202.96 2 . .013 - .00 .00 .00 ( ELEMENT NO 6 IS A SYSTEM HEADVORKS U/S DATA STATION INVERT SECT W S ELEV 1035.94 1202.96 2 1202.96 TI TRACT 23064 T2 FN- 644LE2 73 HGL CALLS ON LINE E2 SO 1004.171198.00 1 1198.15 R 1012.101199.32 1 .013 .00 .00 0 R 1033.941202.96 1 .013 55.36 .00 0 WE 1033.941202.96 2 .200 R 1035.941202.96 2 .013 .00 .00 0 SN 1035.941202.96 2 1202.96 CD .1 4 0 .00 .1.50 .00 .00 .00 .00 CD 2 3 0 .00 4.00 13.29 .00 .00 .00 a 17.1 .0 �9 1 1 1 1 r I i 1 HYDRAULIC GRADE LATERAL LINE "G_I� 7t 1/1::) A-i, 1 FCS 15P WATER SURFACE PaCFILE . CHANNEL DEFINIT:CN LIST INC -- ' CARD SECT CNN NO CF AVE PIER HEIGNT 1 EASE .. 24 )NV Y(1) Y(2) 10b T(:) Y(5) Y(6) Y(7) CCCE MO TYPE PIERS VID1X DIAMETER WIDTH DRCP C2 1 A 1.50 CD 2 2 0 .Co t.DO 0 / CO 1 f OS 1 5 P PACE SO 1 WATER SURFACE PROFILE_ - TITLE_ CARD LISTING HEADING LINE NO 1 IS - LAT. "G -1° HEADING LINE NO 2 IS - FM -LATG1 HEADING LINE NO 3 IS - 1 F 0 5 1 5 P PAGE NO 2 ELEMENT NO 1 IS A WATER SURFACE SYSTEM OUTLET PROFILE - ELE.MENT CARD LISTING U/S DATA STATION INVERT SECT W S ELEV .00 1152.80 1 1154.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT/ M RADIUS ANGLE ANG PT MAN N 6.67 1159.59 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 6.67 1159.59 2 / .200 ELEMENT NO A IS A REACH U/S DATA STATION INVERT SEC N RADIUS ANGLE AND PT' MAN H 6.67 1159.59 2 .013 .00 .00 .00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS -. U/S DATA STATION INVERT SECT W S ELEV 5.67 1159.59 2 1161.10 ................ For ReKac Engineering .............................................. Corporasi on, Temecula, CA - S/N ............................... 560 VI 1 v FGSISa VA1EA S.RF -+CE aRCFILE LISTING LAT.'C - I- FNRATGI STATICN INVERT DEPTH V.S. D VEL VEL ENEiCT SUPER CRITICAL NCl/ &-S:/ cL NO ELEV OF FLOW ELEV / MEAD GRD.EL. ELEV DEPTH DIA 10 N0. FIER . L/ELM SO / SF AVE NF ............................... NCRM DEPTH - :R ..... ......................................................................................... .00 1152.80 .342 1153.142 6.4 J 21.12 6.928 1160.070 .OD .978 1.50 .CO 0 .0 .15 1.01798 .251753 .04 .240 .CO .15 1152.96 .344 1153.300 6.4 20.92 6.793 1160.093 .00 .978 1.50 .00 .00 0 .0 .80 1.01798 .260661 .21 .240 .00 .95 1153.77 .355 1154.126 6.4 19.94 6.173 1160.299 .00 .978 1.50 .00 .00 0 .0 .70 1.01798 .227898 .16 .240 .00 1.65 1154.48 .368 1154.846 6.4 18.99 5.600 1160.446 .00 .978 1.50 .00 .00 0 .0 .61 1.01798 .199355 .12 .240 .00 2.26 1155.10 .380 1155.478 6.4 18.13 5.104 1160.582 .00 .978 1.50 .00 .00 0 .0 .53 1.01798 .174232 .09 .240 .00 2.79 1155.64 .393 1156.035 6.4 17.30 4.646 1160.681 .00 .978 1.50 .00 .00 0 .0 .47 1.01798 .152455 .07 .240 .00 3.26 1156.12 .407 1156.528 6.4 16.49 4.225 1160.753 .00 .978 1.50 .00 .00 0 .0 .42 1.01798 .133432 .06 .240 .00 3.68 1156.55 .421 1156.967 6.4 15.72 3.840 1160.807 .00 .978 1.50 .00 .00 0 .0 .37 1.01798 .116790 .04 .240 .00 4.05 1156.92 .436 1157.359 6.4 14.99 3.488 1160.847 .00 .978 1.50 .00 .00 0 .0 .33 1.01796 - .102242 .03 .240 .00 4.38 1157.26 .451 1157.710 6.4 14.29 3.169 1160.879 .00 .978 1.50 .00 .00 0 .0 .29 1.01798 .089508 .03 - .240 .00 4.67 1157.56 .467 1158.024 6.4 13.62 2.879 1160.903 .00 .978 1.50 .00 .00 0 .0 .26 1.01798 .078370 .C2 .240 .00 v 1 FOSISa a:CE 2 CATER SURFACE aRCFILE IISTINO LAT.-C -I" FN.LATCI STATION INVERT FE V.T. 0 VEL VEL ENERCY SUa'R ELEV CRITICAL DEPTH DIA ID NC. aIER ELEV FL OF CV ELEV NERD Gxo .E L. SF AVE xF NCRM DEPTN CR L /ELEM SO ............................... ___ ••• • •••• ••• ..................................... 1153.306 6.4 12.98 2.617 1160.923 .CO .978 1.50 co . .00 D •- 4.93 1157.92 .483 .02 .20 .00 .24 1.01798 .068618 ' 5.17 1158.06 .500 1158.560 6.4 12.38 2.380 1160.940 .DO .978 1.50 .00 .00 0 .. .20 1.01798 .060128 .01 .240 .00 5.37 1158.27 .518 1158.789 6.4 11.81 2.165 1160.954 .00 .978 1.50 .00 .00 0 .0 .19 1.01798 .052726 .01 .240 .00 5.56 1158.46 .537 1158.995 6.4 11.25 1.964 1160.959 .00 .978 1.50 .00 .00 0 .• .16 1.01798 .046236 .01 .240 .00 i5.72 1158.63 .556 1159.182 6.4 10.76 1.791 1160.973 .00 .978 1.50 .00 .00 0 .15 1.01798 .D40540 .01 .240 .00 ' 5.87 1158.78 .576 1159.351 6.4 10.24 1.628 1160.979 .00 .978 1.50 .00 .00 0 /. 1.01798 .035567 .00 .240 .00 1 \ ' .13 6.00 1158.91 .597 1159.503 6.4 9.76 1.478 1160.981 .00 .978 1.50 .00 .00 0 . .00 .240 .00 .11 1.01798 .031203 6.11 1159.02 .618 1159.641 6.4 9.30 1.344 1160.985 .00 .978 1.50 .00 .00 0 .10 1.01798 .027'388 .00 .240 .00 6.21 1159.13 .641 1159.766 6.4 8.96 1.220 1160.986 .00 .978 1.50 .00 .00 0 1.01798 .024068 .00 .240 .00 .09 6.30 1159.21 .665 1159.879 6.4 8.45 1.110 1160.989 .00 .978 1.50 .00 .00 0 1.01798 .021159 .00 .240 .00 1 .08 6.38 1159.29 .690 1159.981 6.4 8.06 1.009 1160.990 .00 .978 1.50 .00 .00 0 .06 1.01798 .018600 .00 .240 .00 1 . t a3 i r %q F0515a }AGE L ATER AJRFACE PROFILE LISTING FN•LA:Gi INVERT DEPTH V.S. 0 VEL VEL ENERGY SWER CRITICAL MGT/ ;ASE/ :L N0 A. -' STATION ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA :0 N0. PIER SF AVE NF D -7•x ZR L /ELEM SO .................................................................................................. .. ............................... 6.44 1159.36 .715 1160.074 6.4 7.69 .919 1160.993 .00 .978 1.50 .00 .00 0 .. .06 1.01796 .016365 .00 .240 .00 6.50 1159.42 .743 1160.159 6.4 7.33 .835 1160.994 .00 .978 1.50 .00 .00 0 .0 .05 1.01798 .014415 .00 .240 .00 6.55 1159.46 .771 1160.235 6.4 6.99 .758 1160.993 .00 .978 1.50 .00 .00 0 .0 .04 1.01798 .012699 .00 .240 .00 6.59 1159.50 .801 1160.305 6.4 6.67 .690 1160.995 .00 .978 1.50 .00 .00 0 .0 .03 1.01796 .011200 co . .240 .00 6.62 1159.54 .832 1160.368 6.4 6.36 .627 1160.995 .00 .978 1.50 .00 .00 0 .0 .02 1.01798 .009885 .00 .240 .00 6.64 1159.56 .865 116D.425 6.4 6.06 .570 1160.995 .00 .978 1.50 .00 .00 0 .0 .02 1.01798 .008737 .OD .240 .00 6.66 1159.58 .900 1160.477 6.4 5.78 .518 1160.995 .00 .978 1.50 .00 .00 0 .0 .01 1.01798 .007733 .00 .240 .00 6.67 1159.59 .937 1160.524 6.4 5.51 .471 1160.995 .00 .978 1.50 .00 .00 0 .0 .00 1.01798 .006848 .00 .2'0 .00 6.67 1159.59 .978 1160.568 6.4 5.25 .427 1160.995 .00 .978 1.50 .00 .00 0 .0 .00 WALL ENTRANCE 6.67 1159.59 1.491 1161.081 6.4 .61 .006 1161.087 .00 .296 4.00 7.00 .00 0 .0 2.00 .00000 . 000027 .00 I -000 .00 8 -67 1159.59 1.491 1161.081 6.4 .61 .006 1161.087 J 00 .296 4.00 7.00 .00 0 .0 1 1 T1 LAT. "G -1" T2 FN-LATGI T3 50 .001152.80 1 1154.30 R 6.671159.59 1 .013 .00 .00 0 VE 6.671159.59 2 .200 - R 8.671159.59 2 .013 SM - 8.671159.59 2 1161.10 CO 1 4 0 .00 1.50 .00 .00 .00 .00 CO 2 2 0 .00 4.00 7.00 .00 .00 .00 a 6.4 .0 %q r 1 t t 1 1 1 1 r t HYDRAULIC GRADE LINE LATERAL "G-2" v' ti m 1 1 1 1 1 1 i 1 1 1 1 1 i 1 1 1 FOSISP PAGE 3 WATER SURFACE PROFILE LISTING LAT.-G-2- FM.LATG2 STATION INVERT DEPTH W.S. 0 VEL VEL EMERGT SUPER CRITICAL HGT/ SASE/ 2L NO Av>% ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE MF NORM DEPTH 2R .................................................................................................... ............................... 18.46 1159.59 2.390 1161.980 12.5 .75 .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 2.00 .00000 .000027 .00 .000 .00 20.46 1159.59 2.390 1161.980 12.5 .75 .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 1 1 T1 LAT.-G-2" T2 FM -LATG2 / T3 50 001153.20/1 1154.70 R 18.461159.59 1� .013 ' .00 .00 0 WE 18.461159.59 2 .200 R 20.461159.59 2 .013 SM 20.46 1159.59 2 / 1161.10 co 1 4 0 .00 .50 , .00 .00 .00 .00 CD 2 2 0 .00 /4.00 7.00 %00 .00 .00 D 12.5 '.0 c. 1 I %'o?9060 z A Fos 15v -- 2 WATER SURFACE PROFILE LISTING LAT. "G-2" FN•LATG2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HG:/ SASE/ ZL NO -•� ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM ................................................................................................... 50 SF AVE HF NORM DEPTH ............................... ZR 15.59 1158.59 .848 1159.4-3 12.5 12.14 2.287 1161.730 .00 1.33. 1.50 .00 .00 0 .0 .56 .34615 .035567 .02 .460 .00 16.15 1158.79 .882 1159.671 12.5 11.56 2.076 1161.747 .00 1.334 1.50 .00 .00 0 .0 .48 .34615 .031459 .02 .460 .00 16.63 1158.96 .918 1159.875 12.5 11.03 1.890 1161.765 .00 1.334 1.50 .00 .00 0 .0 .42 .34615 .027865 .01 .460 .00 17.05 1159.10 .956 1160.059 12.5 10.51 1.716 1161.775 .00 1.334 1.50 .00 .00 0 .0 .36 .34615 .024717 .01 .460 .00 17.41 1159.23 .996 1160.224 12.5 10.02 1.560 1161.784 .00 1.334 1.50 .00 .00 0 .D .31 .34615 .021977 .01 .460 .00 17.72 1159.33 1.040 1160.372 12.5 9.56 1.418 1161.790 .00 1.334 1.50 .00 .00 0 .0 .25 .34615 .D19594 .00 .460 .00 i 17.97 1159.42 1.086 1160.506 12.5 9.12 1.291 1161.797 .00 1.334 1.50 .00 .00 0 .0 .20 .34615 .017526 .00 .460 .00 18.17 1159.49 1.137 1160.627 12.5 8.69 1.173 1161.80D .00 1.334 1.50 .00 .00 0 .0 .15 .34615 .015767 .00 .460 .00 18.32 1159.54 1.194 1160.736 12.5 8.28 1.066 1161.802 .00 1.334 1.50 .00 .00 0 .0 .10 .34615 .014284 .00 .460 .00 18:42 1159.58 1.257 1160.834 12.5 7.90 .969 1161.803 .00 1.334 1.50 .00 .00 0 .1 .04 .34615 .013105 .00 .460 .00 18.46 1159.59 1.334 1160.924 12.5 7.53 .880 1161.804 .00 1.33= 1.50 .00 .00 0 .. WALL ENTRANCE .00 %'o?9060 z A l 3 FOS15P RACE 1 WATER SURFACE PROFILE LISTING I LAT. -G-21, FN =LAT02 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ SASE/ Z 40 ...5- ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA IO MD. PIER L /ELEM .................................................................................................... 50 SF AVE MF NORM DEPTH ............................... 2R .00 1153.20 .568 1153.768 12.5 20.39 6.457 116D.225 .00 1.334 1.50 .00 .00 0 .0 2.51 .34615 .144230 .36 .460 .00 2.51 1154.07 .586 1154.654 12.5 19.53 5.923 1160.577 .00 1.334 1.50 .00 .00 0 .0 2.36 .34615 .127481 .30 .460 .00 4.87 1154.89 .607 1155.494 12.5 18.63 5.389 1160.883 .00 1.334 1.50 .OD .00 0 .0 2.00 .34615 .111869 .22 .460 .00 6.87 1155.58 .629 1156.207 12.5 17.76 4.895 1161.102 .00 1.334 1.50 .00 .00 0 .0 1.70 .34615 .098221 .17 .660 .00 8.57 1156.17 .652 1156.820 12.5 16.94 4.455 1161.275 .00 1.334 1.50 .00 .00 0 .0 1.47 .34615 .086282 .13 .460 .00 10.04 1156.68 .676 1157.351 12.5 16.15 4.050 1161.401 .00 1.334 1.50 .00 .00 0 .0 1.27 .34615 .075871 .10 .460 .00 11.31 1157.11 .702 1157.815 12.5 15.39 3.680 1161.495 .00 1.334 1.50 .00 .00 0 .0 1.10 .34615 .066750 .07 .460 .00 12.41 1157.50 .728 1158.224 12.5 14.67 3.342 1161.566 .00 1.334 1.50 .00 .00 0 .0 .96 54615 .058744 .06 .460 .00 13.37 1157.83 .756 1158.584 12.5 14.00 3.043 1161.626 .DO 1.334 1.50 .00 .00 0 .0 .84 .34615 .051750 .04 .460 .00 14.21 1158.12 .785 1158.904 12.5 13 -34 2.763 1161.667 .00 1.334 1 -50 .00 .00 0 .0 .73 .34615 .045628 .03 .460 .00 14.94 1158.37 .816 1159.189 12.5 12.73 2.516 1161.705 .00 1.334 1.50 .00 .00 0 .0 .65 .34615 .040268 .03 .460 .00 I i FOS15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGc CARD SECT CNN NO OF AVE PIER HEIGHT 1 SASE ZL ZR INV Y(1) T(2) Y(3) Y(4) Y(5) Y(6) Y(7) YCE) T(9) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CO 2 2 0 .00 4.00 7.00 .DO F 0 5 1 5 P P "Gc NO 1 PATER SURFACE PROFILE TITLE GAD LISTING HEADING LINE NO 1 IS - LAT. -G -Z" HEADING LINE NO 2 IS FN.LATG2 HEADING LINE NO 3 IS - 1 F 0 5 1 5 P - PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT W S ELEV .00 1f53.20 1 1154.70 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN 18.46 1159.59 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 18.46 1159.39 2 .200 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT / N RADIUS ANGLE ANG PT MAN 20.46 1159.59 2 .013 .00 .00 .00 C ELEMENT NO 5 IS A SYSTEM MEADWORKS / U/S DATA STATION INVERT SECT / W S ELEV 20.46 1/159.59 / 2 1161.10 .............................................. ............................... ............. 9.......»C ................... .............6................. W I j 1 1 HYDRAULIC 1 GRADE LINE ' LINE T" 1 1 1 1 i ' 1 [1 M PATER SURFACE PROFILE CxeuuEl DEFINITION LISTING CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(•.) Y(;) 1;1;; CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP ' CD 1 4 2.00 CD 2 2 0 .00 4.00 14.00 .00 F 0 5 1 5 P PALE NO 1 PATER SURFACE PROFILE • TITLE CARD LISTING HEADING LINE NO 1 IS - 723064 RED XAWY HEADING LINE NO 2 IS . X.G.L. ON LINE 'F' ' HEADING LINE NO 3 IS - F.N. =LINEF .. 1 F 0 5 1 5 P PACE NO 2 ' ' ELEMENT NO 1 IS WATER SURFACE PROFILE A SYSTEM OUTLET ELEMENT CARD LISTING U/S DATA STATION INVERT SECT V S ELEV 1000.00 1153.00 1 1155.00 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1015.00 1153.05 1 .013 .00 .00 .00 C ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN • ?•'•',� 1020.00 1153.06 1 .013 .00 .00 .00 C ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1051.00 1166.96• 1 .013 .00 45.50 .00 C ' ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1060.00 1171.00 1 .013 .00 .00 .00 0 ELEMENT NO 6 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1170.00 1183.80 1 .013 .00 .00 .00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1189.00 1184.48 1 .013 .00 .00 .00 C - ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1208.45 1185.17 1 .013 .00 49.31 .00 G ' ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT X RADIUS ANGLE ANG PT MAN 1240.13 1186.30 1 .013 .00 .00 .00 C ELEMENT NO 10 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1240.13 1186.30 2 .200 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT• N RADIUS ANGLE ANG PT MAN ' 1242.13 1186.30 2 _ .014 .00 .00 .00 G ELEMENT NO 12 IS A SYSTEM MEADWORKS - U/S DATA STATION INVERT SECT V S ELEV 1242.13 1186.30 2 1186.30 . _ -• T1 T23064 REDHAYK 72 M.C.L. ON LINE 'F' T3 F.N. =LINEF So 1000.001153.00 1 1155.00 ' R 1015.001153.05 1 .013 .00 .00 0 R 1020.001153.06 1 .013 .00 .00 0 R 1051.001166.96 1 .013 45.50 .00 0 R 1060.001171.00 1 .013 .00 .00 0 ' R 1170.001183.80 1 .013 .00 .00 0 R 1189.001184.48 1 .013 .00 .00 0 y R 1208.451185.17 1 .013 49.31 .00 0 [1 M q�L R 12<0.131186.30 1 .013 .00 .00 0 WE 1240.131186.30 2 .200 R 1242.1311116.30 2 SN 1242.131186.30 2 1186.30 W 1 i 0 .00 2.00 .00 .00 .00 .00 1 CD 2 2 0 .00 4.00 14.00 .00 .00 .00 0 20.2 .0 ............................... .............................................. for: R\Ma0 Engin ring Corporatim, Ta Cula, CA . S/N 560 •• N0. 2 ^ WATER SURFACE ELEVATI DN LIVEN IS LESS TNAN 00. EQUALS INVERT ELEVATION IN NDVKDS, V.S.ELEV • INV • DC ." .. YARNING 1 i = "E 1 1- 1 i 1 1 1 . 1 1 1 q�L i 1 i FOSISP WATER SURFACE PROFILE LISTINC PACE 723064 REDHAWC M.G.L. ON LINE -I- F.N.=LINEF STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ IL NO A:'S: ELEV OF FLOW ELEV MEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE MF NORM CEPiM ZR .................................................................................................... ............................... 1000.00 1153.00 .614 1153.614 20.2 24.66 9.446 1163.060 .00 1.614 2.00 .00 .00 0 .0 1.81 .00334 .194368 .35 2.000 .00 1001.81 1153.01 .606 1153.612 20.2 25.09 9.777 1163.389 .00 1.614 2.00 .00 .00 0 .0 4.56 .00334 .213094 .97 2.000 .00 1006.37 1153.02 .566 1153.607 20.2 26.30 10.742 1164.349 .00 1.614 2.00 .00 .00 0 .0 4.40 .00334 .243457 1.07 2.000 .00 1010.77 1153.04 .566 1153.602 20.2 27.60 11.825 1165.427 .00 1.614 2.00 .00 .00 0 .0 4.23 .00334 .278233 1.iB 2.000 .00 1015.00 1153.05 .548 1153.598 20.2 28.94 13.005 1166.603 .00 1.614 2.00 .00 .00 0 .0 .98 .00200 .301589 .30 2.000 .00 1015.98 1153.05 .543 1153.595 20.2 29.28 13.308 1166.903 .00 1.614 2.00 .00 .00 0 .0 4.02 .00200 .328250 1.32 2.000 .00 1020.00 1153.06 .525 1153.585 20.2 30.70 14.634 1168.219 .00 1.614 2.00 .00 .00 0 .0 9.68 .44838 .330630 3.20 .490 .00 1029.68 1157.40 .540 1157.942 20.2 29.45 13.464 1171.406 .00 1.614 2.00 .00 .00 0 .0 7.69 .44838 .291690 2.24 .490 .00 1037.37 1160.85 .559 1161.408 20.2 28.06 12.222 1173.630 .00 1.614 2.00 .00 .00 0 .0 5.66 .44838 .255396 1.45 .490 .00 1043.03 1163.39 .579 1163.967 20.2 26.75 11.115 1175.082 .00 1.614 2.00 .00 .00 0 .0 4.41 .44838 .223602 .99 - .490 .00 1047.44 1165.37 .599 1165.965 20.2 25.54 10.127 1176.092 .00 1.614 2.00 .00 .00 0 .0 3.56 .44838 .195758 .70 .490 .00 [, 1 1 . 1'- 1. 1 i 1 i i FOSISP PATER SURFACE PROFILE LISTING PAGE 2 723064 REDHAYK N.G.L. ON LINE "F" F.N..LINEi 0 VEL VEL ENERGY SUPER CRITICAL MGT/ EASE/ 2l NO AV'> STATION INVERT DEPTH Y.S. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L /ELEV SO SF AVE HF NORM DEPTH 2R ............................................................................................ ............................... 1051.00 1166.96 .620 1167.580 20.2 24.34 9.197 1176.777 .00 1.614 2.00 .00 .00 0 .0 2.46 .44E89 .173092 .43 .490 .00 1053.46 1168.06 .638 1168.703 20.2 23.38 8.488 1177.191 .00 1.614 2.00 .00 .00 0 .0 2.53 .44889 .153291 .39 .490 .00 1055.99 1169.20 .661 1169.863 20.2 22.30 7.719 1177.582 .00 1.614 2.00 .00 .00 0 .0 2.16 .44889 .134308 .29 .490 .00 1058.15 1170.17 .684 1170.853 20.2 21.24 7.006 1177.859 .00 1.614 2.00 .00 .00 0 .0 1.85 .44889 .117695 .22 .490 .00 1060.00 1171.00 .709 1171.709 20.2 20.26 6.374 1178.083 .00 1.614 2.00 .00 .00 0 .0 15.38 .11636 .108472 1.67 .700 .00 1075.38 1172.79 .714 1173.504 20.2 20.06 6.248 1179.752 .00 1.614 2.00 .00 .00 0 .0 33.92 .11636 .100352 3.40 .700 .00 1109.30 1176.74 .739 1177.476 20.2 19.13 5.682 1183.158 .00 1.614 2.00 .00 .00 0 .0 17.25 .11636 .087993 1.52 - .700 .00 1126.55 1178.74 .766 1179.510 20.2 18.23 5.161 1184.671 .00 1.614 2.00 .00 .00 0 .0 11.30 .11636 .077183 .87 .700 .00 1137.85 1180.06 .793 1180.851 20.2 17.38 4.693 1185.543 .00 1.614 2.00 .00 .00 0 .0 8.17 .11636 .067713 .55 .700 .00 1146.02 1181.01 .822 1181.832 20.2 16.58 4.271 1186.103 .00 1.614 2.00 .00 .00 0 .0 6.29 .11636 .059450 .37 .700 .00 1152.31 1161.74 .852 1182.594 20.2 15.81 3.879 1186.473 .0D 1.614 2.00 .00 .00 0 .D 5.00 .11636 .052228 .26 .700 .00 UFA f FOSISP WATER SURFACE PROFILE LISTING PACE 3 723064 REDMAUK N.G.L. ON LINE •F• F.N.•LINEF - STAIION INVERT FLX W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ SASE/ 2L NC ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA ID w0. vl'R L /ELEM SO SF AVE MF NORM DEPTH ZR ............................................................................... ............................... 1157.31 1182.32 .884 1183.208 20.2 15.07 3.529 1186.737 .00 1.614 2.00 .00 .00 0 .0 4.09 .11636 .045914 .19 .700 .00 1161.40 1182.80 .917 1183.716 20.2 14.37 3.205 1186.921 .00 1.614 2.00 .00 .00 0 .0 3.39 .11636 .040367 .14 .700 .00 1164.79 1183.19 .951 1184.144 20.2 13.70 2.916 1187.060 .00 1.614 2.00 .00 .00 0 .0 2.83 .11636 .035511 .10 .700 .00 1167.62 1183.52 .987 1184.510 20.2 13.07 2.651 1187.161 .00 1.614 2.00 .00 .00 0 .0 2.38 .11636 .031275 .07 .700 .00 1170.00 1183.80 1.025 1184.625 20.2 12.45 2.408 1187.233 .00 1.614 2.00 .00 .00 0 .0 19.00 .03579 .027887 .53 .964 .00 1189.00 1184.48 1.057 1185.537 20.2 11.99 2.232 1187.769 .00 1.614 2.00 .00 .00 0 .0 6.49 .03548 .02583D .17 .970 .00 1195.49 1184.71 1.072 1185.782 20.2 11.76 2.149 1187.931 .00 1.614 2.00 .00 .00 0 .0 12.96 .03548 .023713 .31 .970 .00 1208.45 1185.17 1.115 1186.285 20.2 11.22 1.956 1188.241 .00 1.614 2.00 .00 .00 0 .0 5.93 .03567 .D21418 .13 .970 .00 1214.38 1185.38 1.142 1186.524 20.2 10.90 1.843 1188.367 .00 1.614 2.00 .00 .00 0 .0 7.47 .03567 .019402 .14 .970 .00 1221.85 1185.65 1.188 1186.836 20.2 10.39 1.675 1188.511 .00 1.614 2.00 .00 .00 0 .0 5.63 .03567 .017163 .10 .970 .00 1227.48 1185.85 1.236 1187.085 20.2 9.90 1.522 1188.608 .00 1.614 2.00 .00 .00 0 .[ 4.23 .03567 .015207 .06 .970 .00 m M F0515P LATER SURFACE PROFILE LISTING PACE 723064 REDMAVK N.G.L. ON LINE 'F• F.N.•LINEF STATION INVERT DEPTH N.S. D VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ NO :VS ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH 2R .................................................................................................... ............................... 1231.71 1186.D0 1.288 1187.2&4 20.2 9.44 1.385 1188.673 .00 1.614 2.00 .00 .00 0 .0 3.2D .03567 .013503 .04 .970 .00 1234.91 1186.11 1.343 1187.457 20.2 9.00 1.258 1188.715 .00 1.614 2.00 .00 .DO 0 .0 2.34 .03567 .012014 .03 .970 .00 1237.25 1186.20 1.402 1187.599 20.2 8.58 1.164 1188.743 .00 1.614 2.00 .00 .00 0 .0 1.60 .03567 .010722 .02 .970 .00 1238.85 1186.26 1.466 1187.721 20.2 8.18 1.040 1188.761 .00 1.614 2.00 .00 .00 0 .0 .98 .03567 .009604 .01 .970 .00 1239.83 1186.29 1.535 1187.824 20.2 7.80 .945 1188.769 .00 1.614 2.00 .00 .00 0 .0 .3D .03567 .008645 .00 .970 .00 1240.13 1186.30 1.614 1187.914 20.2 7.43 .858 1188.772 .00 1.614 2.00 .00 .00 D .0 WALL ENTRANCE .00 1240.13 1186.30 2.644 1188.944 20.2 .55 .005 1188.949 .00 .401 4.00 14.00 .00 0 .0 2.00 .00000 .000011 .00 .000 .00 1242.13 1186.30 2.644 1188.944 20.2 .55 .005 1188.949 .00 .401 4.00 14.00 .00 0 .0 1 i 1 1 1 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 23064 -F MGL CALCS FOR LINE N FN-644H 2 -26.91 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPF ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR flff NlMf Mff• Iff ffffMffffffff•fMfMMfffffMffffff ff•......Mfffff•••fff••ffff. 1000.00 1153.26 3.390 1156.650 26.1 3.69 .212 1156.862 .00 1.650 3.00 .00 .00 0 .0 27.27 .01583 .001520 .04 1.150 .00 1027.27 1153.69 3.000 1156.692 26.1 3.69 .212 1156.904 .00 1.650 3.00 .00 .00 0 .0 17.81 .01583 .001424 .03 1.150 .00 1045.08 1153.97 2.721 1156.695 26.1 3.87 .233 1156.928 .00 1.650 3.00 .00 .00 0 .0 9.54 .01583 .001386 .01 1.150 .00 1054.62 1154.13 2.560 1156.685 26.1 4.06 .256 1156.941 .00 1.650 3.00 .00 .00 0 .0 7.49 .01583 .001500 .01 1.150 .00 1062.11 1154.24 2.427 1156.670 26.1 4.26 .282 1156.952 .00 1.650 3.00 .00 .00 0 .0 6.26 .01583 .001651 .01 1.150 .00 1068.37 1154.34 2.310 1156.653 26.1 4.47 .310 1156.963 .00 1.650 3.00 .00 .DO 0 .0 3.63 .01583 .001799 .01 1.150 .00 1072.00 1154.40 2.239 1156.639 26.1 4.61 .330 1156.969 .00 1.650 3.00 .00 .00 0 .0 WALL ENTRANCE .00 1072.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.00 6.00 .00 0 .0 2.00 .00000 .000123 .00 .000 .00 1074.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.00 6.00 .00 0 .0 1 1 1 1_ 1 1 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CNN NO OF AVE PIER HEIGHT 1 RASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(R) Y(9) Y00) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 3 0 .00 4.00 6.00 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 -F HEADING LINE NO 2 IS - MGL CALCS FOR LINE H HEADING LINE NO 3 IS - FN•644N 2.26 -91 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT N S ELEV 1000.00 1153.26 1 1156.65 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT 'MAN H 1072.00 1154.40 1 .013 .00 •00 .00 0 ELEMENT NO 3 IS A MALI ENTRANCE U/S DATA STATION INVERT SECT FP 1072.00 1154.40 2 .500 ELEMENT NO 4 1S A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN M 1074.00 1154.40 2 .013 .00 .00 .00 0 ELEMENT NO 5 IS A SYSTEM HEADNORKS U/S DATA STATION INVERT SECT N S ELEV 1074.00 1154.40 2 1154.40 T1 TRACT 23064 -F T2 NGL GLCS FOR LINE H T3 FN-644H 2-26.91 SO 1000.001153.26 1 1156.65 R 1072.001154.40 1 .013 .00 .00 0 WE 1072.001154.40 2 .500 R 1074.001154.40 2 .013 .00 .00 0 SH 1074.001154.40 2 1154.40 CO 1 4 0 .00 3.00 .00 .DO .00 .00 CD 2 3 0 .00 4.00 6.00 .00 .00 .00 0 26.1 .0 11 N111 NfNffff•••f 11111••!! fffffffff1111f.fffff•11f ff f f f 1111 Nf • NN11f 1fN For: RRMRC En9i neerirp Corporstion, TeneCUla, G S/N 560 1111111 f.N..N•NN... -- ff - ----- f fffff fffff.............................. •• YARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDYKDS, N.S.ELEV • INV . DC 1 1 1 1 1 �1 1 1 1 1 .�1 f 1 1 1 Hydraulic Calculation CATCH BASINS SIZING n�V I c. ✓ • v _ — > -. Pict S7ANCAPD NO 106 ecups LIME 0NATINO3 i., FLOW "fCONCRETE IOUTTER GRATING 8 GUTTER PLAN NOTES L THIS CHART GIVES GRATING CAPACITIES OF STANDARD CITY GRATINGS (STANDARD PLAN NO B•ZS231 DEVELOPED FROM MYO- RAUUC MODEL STUDIES FOR VARIOUS VALUES OF -D OM THE INDICATED SLOPE. 2. THIS CHART IS APPLICASLE.OMLY TO CON- DITIONS SHOWN ON THE ABOVE SKETCH. 3. THIS IRREGULARITY RESULTS FROM THE HYDRAULIC INTERFERENCE O► THE M BEAM SUPPORTING THE ADJOINING GRATINGS. E ( CLVIB LIME c 1 SID' 20' 1 L I-- � - - -AS' I CONC. GUTTER" L1�/2 I I TYPICAL HALF STREET SECTION II (ABOVE BASIN) I X I 2� — —� -- .� _,:_ L a aOTE IF� -= rte- j- /• "- :�` --- - :_ a �� _�:--- _ - -•- :L: ._. ;_,— _moo £ _ a 7aT_ --= T_..._ - - -- -=fit= 7 e - -r.- - : - -� — �' - -- -- Y =7 _. 7GRAiIItiGS NO lI c (2 = G _ � �— '-_- -:-- ::1 :-:_i- .f..._- ..ice:: :•.= r'. =_ -:�_ :.... ... __ �- -- - - -_ ... i 4 per_= = :•r.7:I'�f 'r._r._ -_==_ - - -- ---t DL_SILN CHART LL -23 c. cCT OF SLOPE - _ GR,: IVG CAPACITIES IES _ _ 1 =_ =� -_ •- 6�JQEdC OF EbiGiNEc'nING-CITY OF LOS ANGELES DE?ARTMENi OF PUBLIC WORKS STORM DRAIN DESIGN DIVISION r N.Oc S.iA4 CY..lS�i •� -- .._ .._._ _ _, _ : 1005 •• _ I.:'. cSIC - -: =ED =Y F.J.D.a w. H:-,. DRAMN my: O -C -S. D -DEPTH OF FLOW (FT) ABOVE NCRiaAL GUTTER GR-,3 3 /. 2 CGS (Hydrology) - 2• � c (OveY crown - r 1 r Tvc QIOD= 2 0 -GIS G- C:Y; ; 1s rd 7f 1'rIC 6ro'o s To.? 4' - r=5 <— Tot. 7.2 - -- - -- -r- -- �+jF-FA <5 -iv C,"' = Z'•1 -17.� l�.S CF$ — 1 D� •• "•• STREET FLOW CALCULATIONS . " "• ........................... . .............. ..— ....... I ......... ........... CALCULATE STREET CAPACITY GIVER: Street Slope = .060000 (Ft. /Ft.) = 6.0000 It Depth of Flow W3 Feet This software prepared for: Ranpac Engineering .............................................. ............................... ••• OPEN CHANNEL FLOW - STREET FLOW ... Street Slope (Ft. /Ft.) a .0600 _ Hannings "n" value for street - .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 Slope from Grade Break to Crown (Ft. /Ft.) _ ' .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) - 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (in.) = 1.900 Hannings "n" value for gutter and sidewalk = .015 Depth of flow = .670 (Ft.) Average Velocity = 8.00 (Ft. /Sec.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft. /Sec.) 7.11 Depth-Velocity = 3.36 Flow rate of total street channel = 29.11 (CFS) Flow rate in gutter = 8.79 (CFS) Velocity of flow in gutter and sidewalk area = 11.250 (Ft. /Sec.) Average velocity of total street charnel = 8.001 (Ft. /Sec.) �1 t �� I 2nd Two GraTe 5 ttt+ rttaa+ aaaraart+ aarar+ a++ t+ traaatt+++ attttt +*rrrtrrra +ta +ttar +ttt * +rt + +t � * * * + ** STREET FLOW CALCULATIONS * * * * ** tartar +tt* art *tt *rttx * *xrttaxrtarrrtttxrtat+ rrrr +xrttx +a +xttttartttrt +ttrrr CALCULATE DEPTH OF FLOW GIVEN: ' Street Slope = .060000 (Ft. /Ft.) = 6.0000 Given Flow Rate = 20.70 Cubic Feet /SeconU trrtt ++ rrrr* r* trtrttrrtrrr* t+ t+** ra* r+ ttttar +t +tta * * +at +t +t +rrrtttr +txtr +tart This software prepared for: Ranpac Engineering xrttrttxrrxrrrt+ xxratrrrrtttrrxtrtrrt+ txxarrraxrxtxtt +���rrxrrartttxtar + +trta _ * ** OPEN CHANNEL FLOW - STREET FLOW Street Slope (Ft. /Ft.) _ .0600 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 - Distance From Crown to. Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 - Slooe from Grade Break to Crown (Ft. /Ft.) _ .017 - Number of Halfstreets Carrying Runoff = 1 � - Distance from curb to property line (Ft.) _ 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.)_= 1.900 - Mannings "n" value for gutter and sidewalk = .015 - Depth of -flow = .426 (Ft.) _Average Velocity = 7.38 (Ft. /Sec.) _ Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 17.75 Flow Velocity(Ft. /Sec.) = 6.35 Depth *Velocity = 2.71 - Flow rate of total street channel = 20.70 (CFS) Flow rate in gutter = 7.30 (CFS) Velocity of flow in gutter and sidewalk area = .10.517 (Ft. /Sec.) Average velocity of total street channel = 7.383 (Ft. /Sec.) i i 1 ,,CUPS LIME GRATINGS r SSL FLOW Li CONCRETE `ouTTER GRATING 8 GUTTER PLAN NOTES L THIS CHART GIVES GRATING CAPACITIES _ OR ETANOARO CITY GRATINGS (STANDARD FLAN NO 8-25231 DEVELOPED FROM HT? - PAULIC MODEL STUDIES FOR VARIOUS VALUES OF "d ON THE INDICATED SLOPE. 2. THIS CHART 15 APPLICABLE ONLY TO COM- DITIONS SHOWN ON THE ABOVE SKETCH. 3. THIS IRREGULARITY RESULTS FROM THE -: HTORAYLIC INTERFERENCE Of THE H BEAM _ SUPPORTING THE A0.00I14IMG GRATINGS. OFFiCG S7ANOARO NO ROB t cues LINE C. 1 I°• 20' 2r- __ I 1 1 , IL- CONC. GUTTER LI� IT TYPICAL HALF STREET SECTION (ABOVE BASIN) 1 25I I 2C' —� _ --- •- .__r —. _--�. J __ I X11 /"_ r L _i IC CJ 7 7 6.0 cf - 4•I. —. _.__...- ..___. _F �__:.. 1. _ -- _— :2_:: r;: r......_ L_Jll;l r�_ SIiC' -YL':G ECT OF SLOPE Z -- — --- -t•' --- -- — SUREAU OF E:4GiNEERING-C17Y OF LOS ANGZ -- ' -y DEPARTMENT OF PUBLIC WORKS STORM DRAIN DRAIN DESIGN DIVISION W.O. 51005 :Y F.JA.c 4. H.71p. DP.AV N =Y J.C.S. ST. SLOP = = iI Dc DEPTH OF FL OW (FT) ABOVE !JOR;.AS -L GUTTER GR.'• F !. /L-$ �_y, rppGyl _ - - (COY -. an• [.gC If . - - 1.46 cF5 C� � �'• %� - -i^, /nTercevT = G, 5= b 11. ! L 5 U4. � • � cF5 X -1 k 10f !Sf IVJD 6rGil.'" 6 • ra +aYearrrrrarrf *arr #rrwrw *lerw aaaaararaaarx :aalrrra aararaxaarar +aarraraaxe *f + * ** STREET FLOW CALCULATIONS + + + + ++ arttrwa + # #aY # #farwrlffr *wrtfrr artrra!!! rl fr trrara !lfrrrxrfrr *wrtfw *rYa # *t +r CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .050000 (Ft. /Ft.) = 5.0000 t Given Flow Rate = 14.60 Cubic Feet /Second fa + #iwrwf wfaafflrfiawf wf rrw rwwf +r #f #atwiff ♦ #wtwfrrrtwriff w #r #lf ff awfta*f twflw This software prepared for: Ranpac Engineering #waalif taw ##ifilf ♦t #ffirwf #fffif rtfwifffffrlff far #ffff lrf w * *ffft #ffrf if #twYfr ' * ** OPEN CHANNEL FLOW - STREET FLOW + +* Street Slope (Ft. /Ft.) _ ..0500 Mannings "n" value for street = .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) - 20.00 e Break (F£.) 10.00 Distance From Crown to Crossfall Grad = 1 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 = Slope from Grade Break to Crown (Ft. /Ft.) -017 .. Number of Halfstreets carrying Runoff = 1 Distance from curb to property line (Ft.) = 10.00 �• Slope from curb to property line (Ft. /Ft.) _ :020 Gutter width (Ft.) = 2.000 - - Gutter hike from flowline -(In.) _ .1.900 - - Mannings "n" value for gutter and sidewalk = .015 - 1 Depth of flow = .395 {Ft-) Average Velocity = 6.39 (Ft. /Sec.) - Streetflow Hydraulics : - Halfstreet Flow Width(Ft.) - 15.95 Flow Velocity(Ft. /Sec.) - 5.35 Depth *Velocity = 2.11 Flow rate of total street channel = 14.60 (CFS) Flow rate in gutter =. - 5.76 (CFS) Velocity of flow in gutter and sidewalk area - 9.102 (Ft. /See.) Average velocity of total street channel = 6:356 (Ft. /Sec.) k 10f r . I. I I 2nd rwo 61",nr'FS rrrf + +■ *r + *ff *arrrw rf rf f+ +Y• *r :!* + +afrl : : +a *!lrrrwrwrrlf Yarrwaw•rfrwf :f + +r: + * + + +• STREET FLOW CALCULATIONS *• + * ++ +r!! #warww +wrww *rr + +wf+rwwwrwr wrrrwwf+f rr+ wwrrwwwrww +frwr *w *lwrwwrrwrlYf +rw CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .050000 (Ft. /Ft.) = 5.0000 i Given Flow Rate = 8.10 Cubic Feet /Second rwr!#* r #rrfr * +ff +f * # +ff*r*r+ #wirflwlrR rr• * *ffY *f! #rwwf rfwrrflr * +ff *riff +Y lar! This software prepared for: Ranpae Engineering . : :f + *l + +a +r # +wwrfrr +lf•Y* +♦wr+f rwwwl rrww+!# rr+ : * * * *r*w * +w #Yrww + + * + +rrw +f * **rw * ►* OPEN CHANNEL FLOW - STREET FLOW • *• Street Slope (Ft. /Ft.) _ - .0500 Mannings "n" value for street - .015 Curb Height (in.) - 6. Street Halfwidth (Ft.) 111 20.00 - Distance From crown to Crossfall Grade Break (Ft.) 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 Slope from Grade Break to Crown (Ft. /Ft.) _ - .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 Gutter width (Ft.) = 2.O0O - - Gutter hike from flowline (In.) 1.900 Mannings "n" value for gutter and sidewalk - .015 Deoth of flow - .334 (Ft.) -. - Average Velocity = 5.69 (Ft. /Sec.) Streetflow Hydraulics - Halfstreet Flow Width(Ft.) = 12.36 _ Flow Velocity(Ft. /See.) = 4.38 Depth +Velocity - 1.47 Flow rate of total street channel = 8.10 (CFS) Flow rate in gutter 111 4.10 (CFS) Velocity of flow in gutter and sidewalk area = 8.027 (Ft. /Sec.) Average velocity of total street channel = 5.692 (Ft. /Sec.) — I 105 - V OFFICE STANDARD NO IOB /Culls LINE ,GRATI P63 FLOW `rCDNCRETE L,UTTER GRATING 9 GUTTER PLAN NOTES L THIS CHART GIVES ORATING CAPACITIES :J OF STANDARD CITT GRATINGS (STANDARD PLAN MD 8-27251 DEVELOPED FROM NTT PAULIC MODEL STUDIES FOR VARIOUS VALUES OF"D OM THE INDICATED SLOPE. 2. THIS CHART 15 APPLICABLE ONLY TO CON- DITIONS SHOWN ON THE ABOVE SKETCH. 3. THIS IRREGULARITY RESULTS FROM THE -= MYDRAULIC INTERFERENCE OF THE N BEAM =P► TING THE AOJDIKIMG GRATINGS. _ B CURS LINE G t l r1O• _ 2 r 2° t 1 d 1 1 A5• COIIC. GUTTER/ TYPICAL HALF STREET SECTION (ABOVE BASIN) I Zi 2C �. 3(15 �•_ —__ —_ �_ �.T— . -.���� .T. _ = �_� J �•. 7 7= F.:Er.� Gq.T'ti63 MG Q c (2 : C n 2 s.H^ 4.25` C.+: �7� •_-:::: _ L'cil : = 1.][c::�•i_[c:" —'i: 3.. 3 R 4 Ii_.•" c DL_S 1 GN CHART LL-23 1 -i �.r::...:•�J..•1 ,.,_: -� SiC'.vI'�:G EFFECT OF SLOPE FINC 71 ES =w s 6U EAU OF EirGitEc- nING-CITY OF LOS i.PIGZL =- - �. DEPARTMENT OF PUBLIC WORKS S70Rm DRAIN DESIGN DIVISION 1 --- -• , - .- ... IN. 51005 SwiRCY.,. ..2 ...,.3 .4 :t5 .7 .3 5 10 1= c -c rI PE,- I/o D =vEP7H OF FLO'N (FT) ABOVE `1 RksAL GUTTER GRAuc 9r o) !Ln'a : 9 1rv: 21.S (F.!y�r�lD v�'1 2.1 Cj5 (ovepcYDWn 23 6 C FS � a D �> 5 , � r [rtvr _ v 2nd wo (era a lifr� ` 23.6- d. I = 15•5 C. 5 �' c = 0-407 6.4 C c S - 3rj Two raie5: oav lf.r-6.4 = g./ cFS A J =o.46 — !06 i I 1St Two 6 ru+ e S 'of Total 6 6-gte5 *wxwfilwlfffRaf RfIRIRRrw lrf}*; fx} wRrrrfl fw fl} fflrfRRfflaw!lflfRllrRfR!!llrfa STREET FLOW CALCULATIONS * *YYwr ;rrwwaarrferf rrfl eflf wwar; xffRRr rwr!lRafxe rf lar•waalRYlfff RaalR }rrwwxwx if ff CALCULATE DEPTH OF FLOW GIVEN: Street Slope .050000 (Ft. /Ft.) 5.0000 t Given Flow Rate 23.60 Cubic Feet /Second afffxrf effixf xrffx } ;xxxrf xfix ;f exY ;frRR }RffieRrrfxYfrR ;f RxYrf rxxYxf xfi ;efixxf rfiwfx This software prepared for: Ranpac Engineering _ xtr ;f }Y ;Yxfi of Rf YffY; ff} YYx xffi ;fffxrxxYxr lfxxYfRRfi } ;RfifiYf } }rfffRR!!f }xfYxfifffifi * ** OPEN CHANNEL FLOW - STREET FLOW fr; ' Street Slope (Ft. /Ft.) _ .0500 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 Slope from Grade Break to Crown (Ft. /Ft.) _ .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft -) = 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk = .015 ' Depth of flow = .455 (Ft.) Average Velocity = 7.07 (Ft. /Sec.) I I I Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 19.45 Flow Velocity(Ft. /Sec.) = 6.21 Depth *velocity = 2.82 Flow rate of total street channel = 23.60 (CFS) Flow rate in gutter = 7.55 (CFS) Velocity of flow in gutter and sidewalk area = 10.045 (Ft. /Sec -) Average velocity of total street channel = 7.069 (Ft. /Sec.) CONTWU;D> 4 tl 2 GrA1e5 8 /GPI _ 9./ — ¢8 = TOTAL C,$.00 INTERCLpT = 23. to - /,0 = 22.1O CFS_... ... 8V- PASS = 1.0 ci =6 To CB. job 1 1 t 2 ,nd Two 6 rafe 5 xwf}}} rrwrrwwrrrwwwwrrrerffwwwrrfwfrfwwwwwff }frrwwrwfwrrwwfrwaf rwwffwrrrrrr • + +` *+ STREET FLOW CALCULATIONS •` + * +` } }YY tf wffx }Y+.wrrr ww r } } } } }rexrrwrwrrff }fRwlrRwrf rwxxf }x } } }x }rwwrrw }rx }rwxwrw CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft. /Ft.) = 5.0000 4 Given Flow Rate = 15.50 Cubic Feet /Second xrf wYrxtrrf trwf r +rrxrrxr rf xrrf wwrf rxwrr} rxxxexfrwr rffwrxrr rrf } }Yrxrrrxrrwrf xr This software prepared for: Ranpac Engineering }rrRrYRr }rf Yrf Yr }rrf rrffrf*wfr } }fr }rwf rfrrR }rrrf rRrtYf Yrt }rr *rf rYwfwrrYYrfiffr * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) _ .0500 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break (Ft. /Ft.) _ Slope from Grade Break to crown (Ft. /Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft. /Ft.) _ Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk = Depth of flow = .402 (Ft.). Average Velocity = 6.46 (Ft. /Sec.) (Ft.) = 10.00 .017 .017 10.00 .020 015 J I I W Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.35 ' Flow Velocity(Ft. /Se=.) = 5.45 Depth *Velocity = 2.'_9 Flow rate of total street i channel = 15.50 (CFS) 1 Flow rate in gutter 5.96 (CFS) 9.216 (Ft. /Sec.) Velocity of flow in gutter and sidewalk area = I Average velocity of total street channel = 6.464 (Ft. /Sec.) J I I W I 1 i 1 J I I i 3rJ Twr Gates ...................................... ............................... ...... STREET FLOW CALCULATIONS ... "' ..«..«......««.«......a..« ........ .................... .............« CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .050000 (Ft. /Ft.) • 5.0000 % Given Flow Rate 9.10 Cubic Feet /Second This sot tuare prepared for: Ranpac Engineering ... a...««.««..«« ..... .......... « «.......«........r«« ..«..«..«. '•' OPEN CHANNEL FLOW . STREET FLOW a" Street Slope (Ft. /Ft.) = .0500 Mannings 'In" value for street = .015 i Curb Height (In.) = 6. Street Halfuidth (Ft.) = 20.00 Distance Fran Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ i. Slope from Grade Break to Crown (Ft. /Ft.) = .017 Number of Halfszreets Carrying Runoff = 1 a Distance frm curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 3rJ Twr Gates ...................................... ............................... ...... STREET FLOW CALCULATIONS ... "' ..«..«......««.«......a..« ........ .................... .............« CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .050000 (Ft. /Ft.) • 5.0000 % Given Flow Rate 9.10 Cubic Feet /Second This sot tuare prepared for: Ranpac Engineering ... a...««.««..«« ..... .......... « «.......«........r«« ..«..«..«. '•' OPEN CHANNEL FLOW . STREET FLOW a" Street Slope (Ft. /Ft.) = .0500 Mannings 'In" value for street = .015 Curb Height (In.) = 6. Street Halfuidth (Ft.) = 20.00 Distance Fran Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .017 Slope from Grade Break to Crown (Ft. /Ft.) = .017 Number of Halfszreets Carrying Runoff = 1 Distance frm curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft. /Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) - 1.900 Mannings "n" value for gutter and sidewalk = .015 Deoth of flow = .346 (Ft.) Average Velocity = 5.B2 (Ft. /Sec.) Streetflou Hydraulics : Halfstreet Flow Width(Ft.) = 13.02 Flow Velocity(Ft. /Sec.) - 4.57 Depth - Velocity = 1.58 Flow rate of total street channel = 9.10 (CFS) Flow rate in gutter = 4.39 (CFS) Velocity of flow in gutter and sidewalk area = 8.233 (Ft. /Sec.) Average velocity of total street channel = 5.816 (Ft. /Sec.) a i 11 4 fh Two Grate s .............. ........................... ............................... •••••• STREET FLOW CALCULATIONS .... •• ............................................ ............................... CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .050000 (Ft. /Ft.) = 5.0000 \ Given Flow Rate = 4.30 Cubic Feet /Second e•..•..♦ e.+ e.•...•+..••........... •.. ...... ... ............•.e....+...• +. +..+• This software prepared for: Ranpac Engineering •...•.....••..•+.....•+..•+ ...•.....•........+• +.•• +..+.•. • +•.e.. +e.e....•... .•+ OPEN CHANNEL FLOW - STREET FLOW ••• street slope (Ft. /Ft.) _ .0500 Hannings 'n' value for street - .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) - 20.00 Distance From Crown to Crossfall Grade Break (Ft.) - 10.00 Slone from Gutter to Grade Break (Ft. /Ft.) _ .017 Slope from Grade Break to Crown (Ft. /Ft.) _ .017 Number of Halfstreets Carrying Runoff_ = 1 Distance from curb to property line (Ft.) - 10.00 Slope from curb to property line (Ft. /Ft.)'= .020 Gutter width (Ft.) - 2.000 Gutter hike from flowline (In.) _ 1.900 Hannings 'n" value for gutter and sidewalk = .015 Depth of flow .280 lIt.) Average Velocity = 5.12 (Ft. /Sec.) Street -low Hydraulics : Halfstreet Flow Width(Ft.) - 9.18 Flow Velocity(Ft. /Sec.) _ 3.43 Depth-Velocity - .96 Flow rate of total street channel = 4.30 (CFS) Flow rate in gutter = 2.80 (CFS) Velocity of flow in gutter and sidewalk area 6.955 (Ft. /Sec.) Average velocity of total street channel = 5.119 (Ft. /Sec.) I I 110 I I I xrckcEp7 3Y+�A5 0/0 I Q 100 C.B.' ?r DEOT%1 4- ' FROM 2 %. % /V�'f ., . 11 li dz 19.2+ =.3 FROM 5 - 23.5 I 1 1 �f 1 LLvlr v4 Hry •.fe DFSPSN vlr �•J -•.F v1r Ji 1 J i- 1i r H iL U C _ 2 3 4 S 6" 7 V-DEPTH (Feet) Los Angeles County Flood Control D CATCH BASIN V -DEF - u� rim m ®� �.l o v ®v s mss ma� Qom. �r ®mss► e�r3a� woe m � ®�aamm �.a ®mom ®gym 2 3 4 S 6" 7 V-DEPTH (Feet) Los Angeles County Flood Control D CATCH BASIN V -DEF - u� I I I I I 11 I I I I I I ,—CURB LIME ,GRATINGS — %2:c i z a C-F FLOW— 1CONC;tETE LOUTTER GRATING a GUTTER PLAN NOTES IL CURB LINE 20' I A5' CONC. GUTTER.,/ L'!� I i TYPICAL HALF STREET SECTION (ABOVE BASIN) L THIS CHART GIVES GRATING CAPACITIES :c1 °'.6 a Lo _. j i OF STANDARD CITY GRATINGS (STANDARD PLAN NO B-2523) DEVELOPED FROM HYD- RAULIC MODEL STUDIES FOR VARIOUS VALUES OF*D ON THE INDICATED SLOPE. 2- THIS CHART IS APPLICABLE ONLY TO CON- DITIDWS SHOWN ON THE ABOVE $RETCH. . . ..... 1 THIS IRREGULARITY RESULTS FROM THE HYDRAULIC INTERFERENCE OF THE N BEAM SUPPORTING THE ADJOINING GRATINGS. Z. T.' 7fT r; a =—t 3 15 _3z —507s ?Z 7�. 10 1/7 cn CDP-- ------ 7'<l V-1 GRAINGS NO- . F_ I-FA r ji LL: 4 E_ DES! CN CH,% RT LL-23 .... . _ I' _ -(- _ ^L�,•: S;iC1. IN EFFECT OF SLOP.' GRATIN� CAPACtMES 2�7 7 7: i BUREAU OF E;4GINEERING -,CITY OF LOS AYGE;- DEPARTMENT OF PUBLIC WORKS .. STORM DRAIN DESIGN DIVISION 7.: 7 NED BY; ;r.J.D. W.H.T. DRAWN cy: 0-c 2 Lb D=DEPTH O FLOMI %'F ABOVE N 0 R M L GU -TER G R A D F PH 1.. i 1 � Quo 0,� 18.(-o @ e °! 1 C+ Z Grp -ZC, j -1 1 0.415 =o, 3 6 G.7 s, 2 C F S -rot a = 6.7 ; s. 2 = tr. 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