The URL can be used to link to this page

Home My WebLink AboutParcel Map 33874 Parcel 2 Hydrology & Hydraulic ----. '. . HYDROLOGY AND HYDRAULICS REPORT (5/31/05) FOR CONCEPTUAL GRADING PLAN No CONDMINIUM PROJECT - TPM No. Legal Description: Parcel 2 of PM No. ~ Riverside Co; CA APN: 909-370-024 '"' . _ '2.0:>.","'" FOR \"&l,~tC .;>.;;;>1' , Applicant: Norm Turoff 13007 Kirkham Way, Suite A Poway, CA 92064; Ph.No. (858) 391-9193 DEVELOPER/OWNER: MS Temecula II, LLC A Delaware Limited Liability CO. 13007 Kirkham Way, Suite A Poway, CA 92064; Ph.No. (858) 391-9193 BY: SPEAR & ASSOCIATES, INC. CIVIL ENGINEERS AND LAND SURVEYORS 475 PRODUTION WAY. SAN MARCOS, CA 92078 PHONE: (760) 736-2040 FAX: (760) 736-4866 BY: ~~==J::~.i___l__.~ --------------- DATE: 11-'21/ ~ RICHARD W. HARTLEY:;~~ ENGINEER R.C.E. 20934: EXPIRES 9/30/2005 S&A, INC: J. N. 2005-111 Page 1 . TABLE OF CONTENTS DESCRIPTION Title Sheet PAGE No. 1 I. Introduction ____________________________________________ 3 II Discussion _______________________________________________ 3 III Conclusion--____________________________________ 4 Location Map Thomas Bro's Location Map (USGS) _______________________________________ 5 5a . Riverside County Run-off Coefficients Riverside County Soil Map No. 1.60 Rainfall Intensity Calculations Hydrology 2 year Storm Event Hydrology 10 year Storm Event Hydrology 100 Year Storm Event Hydraulic Calculations for Storm Drains Detention Ponds Design Catch Basin and Curb Inlet Design Storm Event That Produces an Intensity of 1=0.2in/hr And Calculations for Post-Development BMPs 6 7 8-13 14-51 52-85 86-120 121-144 145-168 169-170 171-179 Attachment No.1 - Drainage Area Map Attachment No.2 - Conceptual Grading Plan Attachment No.3 - Erosion Control Plan . i \ I. INTRODUCTION . The 5.5010 acres project is located north of Remington Ave. and west ofDiaz Rd. in the City of Temecula, County of Riverside, State of California (see attached Location Map). It is describe as being Parcel 2 of Parcel Map No. 28657-1 on file in Book 193, pages 64 through 67 inclusive of the Book of Parcel Maps, Records of the County of Riverside, State of California. The project consists of: the construction and grading; for Condominium development for industrial use, parking areas; underground utilities; storm drain system; and landscaping. The site has been previously graded and all off site improvements are existing, including: street; sewer and water; storm drain: and underground utilities. This report is to provide hydrology and hydraulics for the on site drainage systems. Also, to assist in the determination of "Best Management Practices". There is no run-off corning on to this site from adjacent properties. The site lies within the Santa Margarita River Basin and falls within the California Water Quality Control Board Region 9. II. DISCUSSION: . The project consists of 5.55010 acres all of which currently drains to the northeast corner of the site. At this location the run-off from the site enters an existing 24" RCP that flows to an existing 48" CIPP in Remington Avenue and thence to the Santa Margarita River. The pre-development QIOO from the site is given as 13.2cfs as shown on the City of Temecula Storm Drain Plans for Parcel Map 28657-1 "Line C" Sheet 12 of 15. Therefore we have designed the project so that the post-development flow from the site is equal to or less than the pre-development flow for the: 2 year; 10 year; and 100 year storm events. To accomplish this we have designed detention ponds for Area "B" and "C+D" along with flow control structures. We will also calculate the Qwq (Water Quality flow for the storm event that will produce an Intensity ofI=0.2inlhr). We have used the Riverside County Flood Control and Water Conservation District "Hydrology Manual" in preparation of this report for the calculations of the 2 year, 10 year and 100 year storm events, Table 1.1 Summary of Post-Development Water Quality Flows. Page 2 . 'V . . . Table 3.1 Summary Post-Develo ment Water Qnalitv Flows Outfall Area & Point Aces Q2( efs) QIO(efs) Q 100( efs) Qwq(efs) of Discharge I=0.2in/hr Post Development Area (AI -A4)- 1.98 2.49 4.02 5.86 0.34 Area JAS) 0.15 0.15 0.24 0.35 0.03 Area (B) 1.58 2.48 3.75 5.5 0.27 Area (C + D) 1.59 0.47 0.63 0.71 0.03 Area (E) 0.25 0.33 0.60 0.96 0.04 Total Site 5.55 7.88 12.52 18.75 0.71 Predevelopment Total Site 555 5.44 9.92 13.2 Q Difference 2.44 2.62 5.55 TABLE 1.2 AREAS (B) and (C+D) Q TO RETAIN AND Q ALLOWED TO PASS TOTAL Q STORM Q Q allowed Q actual detained SPREAD VOLUMN VOLUMN EVENT CFS to pass passing CFS AREA CD. FT. PRVIDED YEAR CFS (QdiIf/2) CFS P4 S.F.x Required CD. FT. AREA "B" 2 2.48 1.22 0.91 1.57 4250 596 2,463 10 3.75 1.31 1.05 2.7 4250 1063 2,463 100 5.5 2.78 1.31 4.19 4250 1693 2,463 AREA "e" + "D" X3 2 2.43 1.22 0.91 1.52 6000 611 2616 10 3.91 1.31 1.02 2.89 6000 1095 2616 100 5.88 2.77 1.16 4.72 6000 1745 2616 Note: See pond designs for Areas "B" and "C+D" Page 3 ~ . Construction BMPs and Post-Construction BMPs will be installed in conformance with the City ofTemecula's "Water Quality Management Plan (WQMP)" and the California Stormwater Quality Association's - Stormwater Best Management Practice Handbook- "New Development and Redevelopment". This Project will provide only flow based BMPs for Post-Construction BMPs. These flow based BMPs shall be designed in accordance with SDRWQCB Order No. 2001-01. FlowGard and/or equal will be installed in all catch basins curb inlets. Also grass lined swales (bio-fiIters) will be constructed to remove pollutants of concern prior to the flow leaving the project. III. CONCLUSION: The Conceptual Grading Plan as designed along with the installation of the proposed on- site storm drains and proposed BMPs (SEE THE EROSION CONTROL PLAN FOR LOCATION OF CONSTRUCTION BMP'S AND THE CONCEPTUAL GRADING PLAN FOR LOCATION OF PERMENANT BMP"S) will Satisfy the requirements of the City ofTemecula's "Grading Ordinance and SDRWQCB "Order NO. 2001-1 TO the MAXIMUM EXTENT PRACTICAL. . Page 4 . A. / ;' ,ji-\. / "\-s .......-1:> \')___1 ..;.:\\.soo 0', l.\~ ~i;. ~">",.(l ''r..,'' -,- 4lf' 'iEV 'f' 1;> ~\ c I , , " i""<::> .......1" 1> '1< :::;. ...1t;:\{~..+! <q. f ....... -ll't,olIoA ~ Dr.l6Rri-~ , ~ i , ," t-f,"J~,," --..<:!:,\~t-" r '7; ~q. .-~') " oi\~;,..<, I , '~~s .~\.' .' :C~ '\C, ~ % " '1>~-'" " " ~ m m' ~ ."t ;;:;~ ~.:'!> c -,. 'c ;; .~ .,p <c \~/ ~ ;X <:>1:,:-~/ ..~ - i/Y:. '%-~" :!;,~ r~~ j- - f.o-p. '. 1r/.s.( <;; - I ,}i::j I - .0: .... ~~ I $: ". I.~ ~\.ll(>, .~ 1'?~~ , ,. 1):-" $';' ct'fo ' . ~l;I~ -;.c,." ~+%.... ' \:~, /-1' 'f'/ ;...1.:- "'1y <. .!',f: J'% _ '.,,'- ; '..f:?. (..,:. .. ~.,~ "'" ,,,"> '"f>:'!; . A'~4~ U " ;) ../ \ - ". ~'~ .,' ~ .,,~ ?,,,- ,~, c"P ~ o/{,>'> ;,: It% ~2f . a~ .... ~ ... -."- .. ',." I: " ~ ~ '(ID'I Of " ',;dll ~ ,QtP w -clJl <I9 ,l1J JJ v Jl . "7"" P.!" I,~ ".. " . '. '- ~ ", I 7.,$S<!t -.",,~ n"i " ' + , '1;;. . ,,')1WCH. lP;",...,\-<J I ,-{ , .;/ d,__, .7 "'; ~-4~ ...,.J....i:' --~~;;; +- \ ...~'?: c " " is' / ; ,'- -'--~ ~ " ~ SEE 957 MAP ~ . " ~ " -& " ~ =~ @2004 , .. + , ~ / P '-"",.I , " , ,'" .... t ~ 10' < , ,/0' , 0, I j ~i'o,- \ - - c"'-f'I"?"# ., "" ,,' " I '" I I I 7Mmtu-71w. < 7 / / -l'o/C-t , -, !.\~ 1 j .lfJz \ ~g '. 'lf11f11'os '" j q...... ~ I ~'" '"4r " '<. , ~~~ I' ;f' , , .. '. ~~:~., j '" 0, , ~,~l ,e.o ,'" "'i>t 'I )1 " ,,/ / ~-'-T 1 i {' / , , / , " :/ ,1 /' " ~ ..' " '0 " " / J I I I '." <,""~ ~~ ..- $" ,/. -- i I I I / ,'I .~ .....~:( 11' -_'t-(""J: " %.l~_ J'~)." . :f' /i #1 '" I i 1 "'" ......... f.... 'I: (, .... 1<-, J'?: 1}~~ r ,~_I I , I i- I 3: "'c: </C' --Al- -~ 0, ,,' ..... ...... "'l~':i~ i-t rrl --I )> '" ,,,' C'j~ ". ',- '-. "> "O--Y-& -. :&'9.f/i"""; ~ <; f1 ~ ,? 0 o !\' ~~v'OQR %~ 1- ~.:_ ?- " 1- ,~ '11- C'-"C'-" % ,,'4 , ". &' . " " e. '. "> '" " / ?1 2 n "' Cl d!:<t-... .~.~i..;\" " ..' ''-1->1 ...:ii;"~ n >- ::: d ~ ". ~'" .'" ~#' , , ....--t.'4G .~ . <;J,~ :, "1% "! ;t\s-ir --I rrl 3: rrl n c: r )> . 0'2.$ 0,0,"; ~ ~ ""'., ",,,,"0 " ,.~.. ~~ ~ SY..p .,..;}(., {':p +,'1> ,-(tv - '''<0 ,,'. ..,.~ ..' <;)~ ~WOI'"" I 0 en 'l- ~ ',: !:: Cl .. 'eo '''I,.?!: ~ .", ~ ~ .",.'~ ~I ,~:..,:.p "9.... ~'~,>;, ,s>o , J.... ~. 4:'::(r (<'I ~ ~- ~."C/,V,%~ '- ~~.: /_ , J'.... ~ \. r "--r~-H', . " "\.~ ~'- _~, I ~ ,~ .. ~~. <:;., "-.', ' ",~:r.,: ,. ,i!.,-.:,,--. l" \;,~..: "'- .,' ...~'<>... .... ~'>~ ~~.;r.~ _"\. """..: "':t."" "'~ ~ ... q. '~.., ~ ... "i ~~'i' i ~, ;; /'~t> c' 1;. 4): ,,~i~E;':~ ~ :/;:"-"'^ '% ~~. '~~,~~'i ,; C "f--~"'{:>f" l?i\ -<t ~ ;' ~......", I("~ s....;>", i; ",,"'0{'- ;,,<,. .~?> /~...-F;" J;~--" '"'t ~~" ".(Y-' ~~~~~< ... !if ". &:'; ~..'" ",.,.~' .fF_. &{ d' ~~ wl'.~ '/, ':\.:., v/( ~~;: '" C! 5t...;' :~.--r-t;; lAGE iJ is w. """~. '~0, ~ . ,j: f/[j '/~' -...~... ~ :0. "... _ t) Q ... ......... ; i'; 'fo1"~~"_<'- ............flt.!.o: ~ 0' ~ i~"-l,'I>~g. -(0 ....-~:.~. :c.... ~ ~~/ It ;"'""';;.'"' ('\ ;~~.$':J: ..,' il;~ ';', --..;.:7", ' C'I ,.. <,?r!!:"' , -" ""---~"'~"~ ", 'n~':-' .~, 5:"':b \.--t.~ 1- \1 O"l("\l ~C.~ ~"', "_ '.' <:l #~ """''''' <'-1q. ~~I/~~~ -;~(.;. ~ "~,, ~ .. 1" . ('f ....'" " ["A" ~ ~ '" ,;~"!r,." D", . /'%: 1; f ''1;!' ~!. ~Q. S of- 4--'+ ,"'" ~ ~rU ::I '-or _....."._; .-... . "', $'...~ ~:l, j, os: " \. ;'-<''"1'- .." V <~ ''''''''l? ~~"-..>> \.~ '-,_ % ~ <,,,.- ",$ t<? ~.. ~'r';:'''''~' ~:.:,. ,.,::.,.",'~~/ ~~ff_&<q.,.- - i! I~ ~-;... c..... ('" .--' ~ ''''''-b, -J!>1<f l ~ ." ~". ~ .,. ~t> g Y'::; '" .:>C"l ~f; ~??- J..l' 1'> '-' -, / ~...... . . _f l i> ~;~, - - - (..Q .>' ."',,- -" i' ~~ /~; '/~ f"'" (J1 , ~.'-', "'""'I' fI-,"', '. .,'""" '1. ?'~' -;'i -"':,..'/ "'._~......"'~~ -'v..; .;;""""'- ..~.! -~.,.,.- ,-<- .,- "" s! i!l of " c,;,~-No ",' Cot1-.... g " r:\ '\ ~ "%...... LA C'{J~ 1~'14. Ii!) f~ ~ ."'~ .,..:. .- , N r J ~ . OJ JOIS~J^I~ 1.00 2 3 4 5 6 e--- .9 .8 .S .7 .7 LL LL 0 Z .6 ::> .S a:: LL 0 l- e-- .5 Z .5 l..LJ - A- U WPM fiE U Li: LL l..LJ 0 .4 U .4 C C .3 .3 RCFC a WCD HYDROLOGY J'V]ANUAL .2 .2 RUNOFF COEFFICIENT CURVES SOIL GROUP-B COVER TYPE -URBAN LANDSCAPING AMC-II .1 (RUNOFF INDEX NUMBER 56) .1 . RAINFALL INTENSITY IN INCHES PER HOUR b 00 2 3 4 5 - , 6 33'1(1.' C lMUItRIETA) C '. c f e, s 0 . 06'" 0 s,j} ~t ''<!:': 0 . e t"~ 0 se " -' ^ ~ c~ <&1 0 . f i'~ . i . 'IBe "--';C'i'~ .~ , ',"~ .' , :;;-;;""~ c ~ ~<fro o ~~ c o .....-..-.... DmRlCT ....--..-...-...-.. .,.... .{ " r l' i .~' " ./ ~,' ~ .', Z <,' ,<';. ',I"~ , : ,I .~ " . '.f '. , ,_.Z -"_.. r' ',"'''" /(, " ..:'. ,'; .:>'. ~v ';.~::'. ",": I .'1 1: 1'., .1 I ".1' ,y I!' '\','"': r 'If \ ," . , ; i 'i"" .", I I F, .1 \ J,' 13. I' _I,L ".,t.:", I~~.:. ~ I . ., ,,<J"'I ~" .1 " r , .JI"~ -;.~~,j""'~ . <l'..,_..... "'''f.r ~..... , I, ."...':t,! . , F'_ " I ~,""_ .' ., / " .^ 1 - , ',' .\ '\: , , " -11 . , I.. -'" ~.~:~'~:-,- .' /' -''TO - f '/',., ,I, . , '~;:~<.. ':",", ,', , " " .' , ," .' L -"-1". . ,-' \. , ' ~. 1.1 " . U'22'~o" LEGEND - SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION RCFcaWCD ~ HYDROLOGIC SOILS GROUP MAP FOR T~MJ:"""II A 7/ ~ . en lLJ :r: <..> z I >- I- - en z lLJ I- Z -' -' Lf z - <( a:: ~ ... ... ... C :> .. - ~ ... .. ~ .. ~ ... " co ... .. .. .. oc ..... -~ Q)...o~... 0000000(11. "..... .. --- 1D.o_..... ~.NOCD ....... .. ""'''' ""'lOt ftI 0-".0"'00 'lDcn.",C\l ...... .. I\lfUNtUfU ....CDN... N...oo~ "..... " ftU\INN..,. 1\11'1 an 0. 1'1 Ole......'" ..".... .. -..._-- "'NIO.O In"'... .. .. .. .. .. ----- ....1\1...'" "''''ru..._ .. .. .. .. .. ----- .. ..C -... ~ .-....e .0."'000 .. .. .. .. .. NftlNN_ ."'ftllnOl e.......ocn ........ .. --...-- II'INOlllhO .............0'0 .. .. .. .. .. .. .. .. . .0."'...... "'...f'I ........ .. ---...... .COft.HID... ~~":-:-: -......-- 010"'041) -OOOGl .. .. .. .. .. ---- InOIl'l_CIt o.a>CDCI'" .. .. .. .. .. ~.. -... ~~ C" ..,. ,,- ..~ lftOIftOIn 'O.......CI)tG . ... .. .. ... .. en.......... 0...1\1...... .........-... 1I'I'O....CD(Il. ...-......- ON.oOm NI\INNN OfU.104D ""'1")........., 011'I Otft C "'''''''lftoO a:: ::J o :r: .. "C ..... -~ 'OCD'OItl.... ....Olft...ca ........ .. 'rGtOlhan. .. .. ,. ... " co ... .. .. NCIt"'lDN ttH", 0 CD... ...... .. ......... CD."''''''' tn... I') N_ ...... .. fOIf'tP)fItflt '''hO (\I 0 00- OCD",C. ........ .. II'lC\lNNC\f Cl'ONII\o. MI"IN_O .. .. .. .. .. C'VNNNC\I AI 0> G)CI) 0 041"'00"" .. .. .. .. .. N__....--:o, tI)'O_cn_ IA....COJ.... .. .. .. .. .. ----- .. .. ~ - .. .. .. '" ... C .. IIt.o"'a:to< 1ft'O....a:t. ...---- .. OC -... ~ PlOCON_ NCO...",O .. .. .. .. .. ....l"1rotC"l 1'1....",.., ClhOIll.l"t ,.jNN~N an_llDlnN 0> 0. CD IDCD .. .. .. .. .. o .. .. . :J::;l' ..... . (\UUNN_ o.O\.Otu", <0........11I .... . ----- a:: lLJ a. 00.0..0 ".t")MP) .... . -................. ,...,....11I0 fU-_oo . a... ----- z .... -... ~~ 4" ..,. ,,- ..", a ... .. .. -' '" O_I\Il-t... ----- C1l\J..., fUNftlNN OI\Ht.oe P')l""p)I"tp) 011'I o III 0 ".11'I11'I00 lIIO&ftCtft ..o"'~IIHD .. .. .. o ~ .. .. 2 ... " .. ... .. .. .. OC 0", -.. tn...~..._ -....000 .... . ----- 00.00_0'0 -~U')t\I_ .... a .....,..,..,f") "'OlOceo O>CC100tn... ':,uN,u,u o 1\111) 0> J'III ...,CU__ .... . NftUUNI\f CC1eONtO 00>00 CO... ... a. ftI____ 0.0011).... "'<OlIlllllll a.. a. ....---- "'0._11'I0 "'''''f''lNCU . a... ---....- .. "4 -... .. .....,....,..... "'(1)"''''0 ... a a NNI\lCUftr "''''0. CU. .,.....~OO .... . ----- ....N.... ..........0'" a... . o o ": o 1ft 0 101\1 .Ift""...... . a... ----- Dltv"'ftr... .., 1""\1 CU_ .... . --....-- MOoOt")_ ....-OOQ .... . ---....- lDNCU...O (JIoO'CDIDCl a. a. a ~ 0" -... ~~ C" ..~ 5E II'Il;Jlt\Otn <O~"'lDlD a ... :!; ... .. 11\"''''"''0> O_CUM... ....-....-- ~;!~~~ Oftl"''''1lD CUft"UII\I'(\I O"'...OOlD 1ft..,..,..,.., 0&11011I0 ".lIllftoD "'4 -'- ",. "" ..... "'.. ...- ~... '" ... C.. "X ..... -'" .... .... i.. ~ .. ,. ... " .. .. .. .. .. 0" 0," -~ ~j ~!~~ ~\..~~,~ -CD<Cl'; .. . "''''I\If\lJN "'-"tn~ CD..,......,.. .... . o .. .. . ~..ON.. OOOOU'\I... la".. . NNfUN ~N"_" CD...~oCl .. a.. 1---- UlOl/l....o- "''''-OlZl .... . ...."'f"l""N eoOantOm i"tfU_CO' .... . ^'NtuN_ NN....~ \Dill...... "... I -....-- . o "'... N,..I -0000- ... . -- ~ot.CDtu,.. 01 e...... .0 ,... . ---- ~.C~P1 tuN__ ... . 1--....- ...O'tn_.... fU___O ..." . ---...- .. 0.. -... .. to........... 1")"'_Co> .... . NNl\lftI_ -"'.00'. to"''''l'''I.., ..." . -.---... ~ 0.. -... ~~ .." ..~ ::>- ..'" . ... .. o ... .. U'I "'... attar> e_NfI"I. -"'--... 1I!l.a~ClDOO ----- ON......, NI\lNI\IN ON..aCD ,"""""",.,,,,,,, OIl'lOll!lo ....tnllltO U'H:)lI'O/ll oD~"'CDCD c '" o ... C .. - '" ~ .. Z ... ::> CO ... .. .. .. OC 0", -~ Ift_,.~o ......000 .... . ...--....- 10"'11)0011) ...O.....N .... . ......"""""" 011)(\100 "'CJIoC~"" .... . ""''''(\INN ON......_ "'...,"'''' . . . . . Nf\l:NCUC\t 1ft. "''''10 ""0 00 CD. . . . . . NN__... """"'''''''f't ...... 00/1) 1ft .... . --.......- OoONoOO ........eu'" .... * -...--- .. OC -... .. "lD~...CD CDlftl'llNO . . . . . NNNeul\l IO....CD_... ..........a .... . ...-...-... "'0 CDln fO) ........0.0. .. *.. " ... ": CIltCD.O "'/II.... . . . . . ......-...- tClOl..CD. """NN_.... ... *. ----- 0.0""0'" -0000. . . . . * ...-...... ... ao..,. 0"", aHD CD Cl.... .... . ,. .... -... ..~ C::> "2 ::>- ..", Iftoanoan ........ CD CD a ... .. o ... '" "r~i1 O_Al,.,... -......-... IftOO....CDOl ---....- ON..C NfUNNftI 0"'....018 "'''''f't''''het CtCl) ocn 0 .."''''oD N<:1\\:.:', vJE V-..~\';:l7 Tl.\\S:, (J71J..,.;:"" ,e". ~:-JE"u:.5?~ \ 'D ~ c., IA, \<..."\1 '\'::.. RCFC a WCD HYDROLOGY jVJANUAL STANDARD INTENSITY - DURATION CURVES DATA PLATE 0-4.1 (4 of 6) 0/<\ .~ ---. . 3.5 3.5 3 3 en W2.5 2.5 :I: U ~ ~ :I: 2 2 ~ Q. W C ...J . ---- ...J 1.5 :c;( 1.5 /'"~ u: ~ ....."'" <t ~/'" --- D:: - /'" ...-- I .....- ~. I -' .-- ,/ .,......-I r .....~ .-- ~ .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot. 2-year and IOO-yec:; one hour values from maps,the,:\ connect polnts and read value far desired relurn period. Far example given 2-year one hour: .50' and 100- year one hour=I.6011,25-year one hour=I.ISl1 Reference: NOAA Alias 2. Volume :n -California ,1973. RAINFALL DEPTH VERSUS RCFC a WCD RETURN PERIOD FOR HYDROLOGY J'V]ANUAL PART IAL DURATION SERIES r \0 '. LOCATION ~ """" <t-"_ '4\"'-- e,'-/ ~ , , , I. e-" .! " 0 "F .' , 20 eo 120 STORM DURATION-MINUTES . RCFC a WCD HYDROLOGY J'Y]ANUAL IN TENSIT Y - DURATION CURVES CALCULATION SHEET 11\\ Hydraflow IOF Report . Return Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -- 2 5.4480 0.1000 0.5598 -- 3 0.0000 0.0000 0.0000 - 5 0.0000 0.0000 0.0000 -- 10 8.4804 0.1000 0.5531 - 25 0.0000 0.0000 0.0000 - 50 0.0000 0.0000 0.0000 - 100 12.3083 0.1000 0.5488 - Page 1 of1 Intensity = B I (Tc + D)^E . Return Intensity Values (inlhr) Period (Yrs) 5min fO 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.19 1.49 1.19 1.02 0.90 0.81 0.74 0.69 0.65 0.61 0.58 0.55 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 3.44 2.36 .1.89 1.61 1.43 1.29 1.18 1.10 1.03 0.97 0.92 0.88 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 5.03 3.46 1,,77 2.37 2.10 1.90 1.75 1.62 1.52 1.44 1.36 1.30 - . ij/ \ 'V- I I -.. - -- / __ _" -/ --~ - ==- --------:...--:-----:~-~--:-..-u--~-~L--- ------- ~ '- ~=~ -=c:=-: . = == -= :1~~>- . ,. ...... ... ;/7/ ......0 -~-:~~~~~~:-~~ __H - ---~ i ~- - - --- J lJ.. Q ai :; " <Il E ~ e:: , '" o <( (/) a; ii: lJ.. Q ):. o o ~ .. >;- o - .. >;- '" 0 0 0 0 '- :J: ; 1 f ;:=. o o '1 I ~ i , I ~ I I rJ I I I i I o o N o o c;; < < ~ 1 . <. t < ~ 5. ~ l!! " f: o CD ~ c I <Il E i= '" '" o '" '" '<t o '<t '" '" o '" '" N o N 10 o o c;; /y \~ . 2 YEAR STORM EVENT . . IV . 2 2 ';;; ';;; 5 5 LL LL e c c ~ c E E c c c '" E E E E E '" ~ '" ~ '" '" '" 0 - (; - (; (; - " 0 0 0 c E E E E E E <'3 ~ ~ ~ ~ ~ ~ E E E E E E .;:. . 'E 'x 'x '" 'E 'E 's -l' .E N '" . . 'E ('\l '" 'E E l;! '" . w't 't E" E w>;- >- ~ . ~ a. w w w , w N ~ .~ N .'" . .~ . . x ~ "' =>0. a. ~o. ~ ~ =>>- >- => => '3 '" '" '" !;; '" ~ "- '" '" N ... :; '" "- <0 '" <ri ,..; <ri m ,..; <ri ij ~ N c ~ ~ H '" '" N ID '" ~ '" '" N '" '" m "- '" ID '" .; '" ~ N ~ c ~:E r_ "'I 0 '" 0 0 0 0 0 '" '" '" '" 0 0 ~ !Din 0 "- ID '" ;": '" ~ '" N "- ~ ~ '" ~ .0 cq: ~ N ~ N Q.fjj' '" ~ . ~[ 1ii o . ~O 0 0' '" '" ;;; "- ;;; '" " NI~I - "! N "! ~ "! c c 0 0 N o ~ ~ ~ ~ ~ ~~ ;;;- ~~::I !E 3 ;.,g: :0 # # # # # # # # # # # # N ow~ z-' .!lit: 0 0 0 0 0 0 0 0 0 0 0 0 .., -., '" '" ., 0 0 '" '" '" '" "- '" 1i)3o 0 ~ '" ' 0 0 0 N N 0 0 0 0 0 0 r-o w u . = c Ow .c(ij2 o ~ U)U-i' "'''' "' #<l . c w ~ 0 \l)lflCDUlO) W W ~ w W U U-rJ-rom- Q. lL "~"ll a. " ~~h~ w ,,~~~~~~ 0"'0 o u5~u (j "' o..U)(9U)(9U)~:r:iI Q.OOQ. .....0:: a. N '" '" '" " '" '" '" '" '" '" '" ~ ~ " ID 0 ~ " 0 " ~ ~ - 0 N N N N 0 ~ N ,,; Z 000-: 0 H~ i= a: N '" 0 '" '" 0 <;; "- a '" '" '" C!i '" '" " '" ~ '" '" '" " '" "- So - 0 0 0 0 0 0 ~ 0 0 0 0 0 1;; ,,; :;)0 ~ 0""; - 0" 11 <l~ -'>- '" " " " " '" " '" '" '" '" " C3~ c '" '" '" '" '" '" '" '" '" '" '" '" 0 0 0 0 0 0 0 0 0 0 0 0 0 >-... " (!)~ , I: P 00 E -';::: ~ '" '" '" '" '" '" '" '" ~ ~ '" "! ~~ >- ~ "! ~ ~ ~ ~ ~ ~ '" ~ e N - ~ ~ ~ N N N - C ~ ~ >- 0 <:: J: 2 ~ .~ ~ C '" ~ .,. '" "'''' "- ;; "'''' ID '" " ID'" :;; CII N "- 0 '" ~~ N '''' ~ N ID "'.,. ~ E 0 0 0 0 o , 0 0 0 0"-: oS! .E' ON - C. ..2 ~~ :;; ~ <:- 0 ~ ~q w .~ c. ~ - III ,., '" c 0 >- <Ii "- '" .!!c.. "''EO 0 ;.: W N . c.W 00 ~ l--1i:jmo " '3 ~ E m ~~<(v 2 ~ E c. ~, ~, OU5U~ W OJl 0 0 0 o c "'-~ :> e ~ " " " " > c c c "' 0 .!! '0 Q) 0 ~ 0 ~ 0 ~ (/)"- 0 /'- W ",0 " ~ ~ " " <CuU_ '" ,:.: ro . ~::Jo::o LL ~ .; ro ~ 0 e w ~-g<(CD :;; ,"0 -< 6:.:!:t:. w .... <: <: '" .., c . ]! 0; "'~c 0 0 T! 0; 0.,,- ~ >- '" ~ d ;;: ~ ~ ~ ~~ a; N "'0 ~ N "'15 (/)'q'(f.)Q. '" a. 0<(2 00 00>- " 0 0 0>- ;y . . . ~I ~ iri ;; o NI~I ~~"'I C;~;: Zro", -"30 gs.2Z ~ ro . (})O.., o ~ a) . "- (}) 0 ~1D~o :'!;E<>:;g u(i5uC\l o t:: UJ~ cO m .QO~ <>:1;0_ ~-5~~ Cl::'E::2t::.. U'ja.Zc a...~<(.J:: CI)<<tOOQ. 2 o i= :30 ::10 0", .J.... <(w 0:;; ).o..J Cl<l OZ .JQ 0"" a:~ c ).0 :I: E ~ 'E .s! o " c o o .,. .s! ro ~ = :;; iIi c o .... ~IO . .. " . ",'iT ~ . 2b 0' ~ c c o .!!! ;; u "Ii: ,g . .- 0 :0 "ll: u 9 :: ; ~'" '2 r-~ ~~ ~ " E . '" o J;j c E "' '0 E ~ E .0 'E ('\I .'t oo~ ::>a. "' "' o o " Ht ~ 0 -"' '" . 8.....- 0 Ow ~ ~<J ~ c 1: .2 11 ~ ro ro ~ ()) a. (9 '"' a) '"' a) 0 '" - ~ 000-.: w~ .,; '"' '" cj 0 "'" 1i 00 ~ 0-0 ~ <J~ (0 c 0 8 , ~ N ;: <> Z W :0 o w lr :;; '" o .... ()) ll: e ~ .... E ~ z .- ~ i lo.E IiJ .e. Q. Q) o g: ti ~~-<:'S ~~ Q) E 11; g; c 0 f- ~n.""'l:: ro ",. :; is [ ~ t5 ~ E :':; 6) ~ So ~ (II d <> 0> 0 W ro..J .., c ro ~ e!:! 0 Q. Q4!:tZ p ~ ~ e. 0> ~ N "' N o 10 " o '0 C o o E . E .g ~ o w 1;; o a. j'! Ui ro a f- 1;; ~ . ~ ~ (})LL o ~ [ Q "il ~ ~ i! .. 1i . O~ f-(}) o .., (0 "" o on "' "' on -g '0 ~ ~ a. N '" N '" J ~ .., .., on .., .., N ;} "' <0 "' o "' "- - c . E ~ . ~ o E 5: c . E .Q ~ o 00 o a. . o ~ & is /y . AREA "A" HYDROLOGY . . rf/ Triagular Channel-Area A from P1-P2: Q2=O.52 Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Sofve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 fl/ft Left Side Slope 20.00 H; V Right Side Slope 20.00 H: V Discharge 0.52 cfs Results Depth 0.14 ft Flow Area 0.4 ft:2 Wetted Perimf 5.70 fI: Top Width 5.69 ft Critical Depth 0.13 ft Critical Slope 0.007000 fIIft Velocity 1.29 fils Velocity Head 0.03 ft Specific Energ 0.17 ft Froude NumbE 0.85 Flow Type Subcritical . . /<:'-' y a:\sa 05-111 area 8.fm2 OS/25/05 02:46:50 PM Academic Edition @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.Q {TOaDS] +1-203-755~1666 Page 1 of 1 . . . Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth Section Data Mannings eoemci 0.014 Channel Slope .005000 ftfft Depth 0.14 1\ left Side Slope 20.00 H: V Right Side Slope 20.00 H; V Discharge 0.52 cfs - -------------~ -r 0.14 ft -L V:4.0D, H;1 NTS a:\$a 05-111 area a.fm2 OS/25/05 02:46:38 PM IC;U I .,.,' ,/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1668 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope 005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfS) Minimum Maximum Increment 0.00 2.00 0.20 . Discharge Depth Velocity Flow Wetted Top (cis) (ft) (ftIs) Ivea Perimeter Width (ft') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 5.69 0.20 0.10 1.02 0.2 3.97 3.97 0.40 0.13 1.21 0.3 5.16 5.15 0.60 0.15 1.33 0.5 6.01 6.01 0.80 0.17 1.44 0.6 6.68 6.68 1.00 0.18 1.52 0.7 7.27 7.26 1.20 0.19 1.59 0.8 7.79 7.78 1.40 0.21 1.65 0.9 8.26 8.25 1.60 0.22 1.71 0.9 8.67 8.66 1.80 0.23 1.76 1.0 9.07 9.05 2.00 0.24 1.80 1.1 9.43 9.42 . a:\sa 05-111 area s.fm2 OS/25/05 02:46:00 PM ,"" .I !..Cj Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.00051 @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755.1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.20 1.8 - --- -- V-- ....u_.... uU7 ..uuuu/ / uuu/ . 1 V Worksheet: Triangular Channel - Area A Velocity vs Discharge 2.0 1.6 1.4 . 1.2 ~ ._~ ~~ 1.0 Gl~ > 0.8 0.6 0.4 0.2 0.0 0.0 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\sa 05-111 area 8.fm2 OS/25/05 02:45:42 PM Project Engineer: Riohard W. ~ Academic Edition FlowMasterv7.0 [7.00051 @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlfl Left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.20 0.25 Worksheet: Triangular Channel - Area A Depth vs Discharge 0.20 . 0.15 .r: ~~ Q,~ iD~ o 0.10 _noun......._...... 0.05.... 0.00 0.0 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\sa 05-111 area 8.fm2 OS/25/05 02:45:18 PM --zy Project Engineer: Richard W. HarUey Academic Edition FlowMaster v7.0 [7.0005] @HaestadMeUlodS, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Trapezoidal Grass Channel- Area "A" From P2-P3 Q2=1.5cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftlfI: Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 1.50 cfs Results Depth 0.70 11 Flow Area 5.2 fI::l: Wetted PerimE 9.14 ft Top Width 8.81 11 Critical Depth 0.12 ft Critical Slope 1.864759 fl:tft Velocity 0.29 ftls Velocity Head 0.00 ft Specific Energ 0.70 ft Froude NumbE 0.07 Flow Type Subcritical . . "L'?/ a:\sa 05-111 area a.fm2 OS/25/05 02:55:28 PM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area ~A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.250 Channel Slope .005000 Nft Depth 0.70 fl Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 fl Discharge 1.50 c15 . 6.00 ft .1 V:4.0~ H:1 NTS . "2'1; a:\sa 05-111 area 8.fm2 OS/25/05 02:55:16 PM Academic Edition @Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "A" Gra. Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 Nfl Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 11: Attribute Discharge (cfs) Minimum Maximum Increment 0.00 5.00 0.25 . Discharge Depth Velocity Flow Wetted Top (cfs) (ll) (flIs) Area Perimeter Width (ll') (ll) (ll) 0.00 0.00 0.00 0.0 0.00 8.81 0.25 0.25 0.16 1.6 7.10 6.99 0.50 0.37 0.20 2.5 7.66 7.49 0.75 0.47 0.23 3.3 8.11 7.88 1.00 0.56 0.25 4.0 8.49 8.23 1.25 0.63 0.27 4.6 8.83 8.53 1.50 0.70 0.29 5.2 9.14 8.81 1.75 0.77 0.30 5.8 9.43 9.07 2.00 0.83 0.32 6.3 9.70 9.31 2.25 0.88 0.33 6.9 9.95 9.53 2.50 0.94 0.34 7.4 10.19 9.75 2.75 0.99 0.35 7.9 10.42 9.95 3.00 1.04 0.36 8.4 10.64 10.15 3.25 1.08 0.37 8.9 10.85 10.34 3.50 1.13 0.38 9.3 11.05 10.52 3.75 1.17 0.38 9.8 11.24 10.69 4.00 1.21 0.39 10.2 11.43 10.86 4.25 1.26 0.40 10.7 11.62 11.02 4.50 1.30 0.40 11.1 11.79 11.16 4.75 1.33 0.41 11.6 11.97 11.34 5.00 1.37 0.42 12.0 12.13 11.49 . "2ey a:\sa 05-111 area a.fm2 OS/25/05 02:55;02 PM Project Engineer: Richard W. Hardey AcademIc EdItion FlowMaster v7.0 [7.00051 @HaestadMethods. Inc. 37 Brookside Road WaterbUlY, CT 06708 USA +1-203~755-1666 Page 1 of 1 Curve Plotted Curves for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 fl/ft Left Side Siope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Attribute Discharge (cis) Minimum Maximum Increment 0.00 5.00 0.25 0.45 - :--- - ....- V-- ..... V / u7 / II Worksheet: Trapezoidal Channel - Area "A" Grass Swale Velocity vs Discharge 0.40 0.35 . 0.30 ~ 0.25 ._~ 0", .2~ Q)~ > 0.20 0.15 0.10 0.05 0.00 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Discharge (cfs) 3.5 4.0 4.5 5.0 . a:\sa 05-111 area a.1m2 OS/25/05 02:54:46 PM '7y Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005J @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755~1666 Page 1 of 1 Curve Plotted Curves for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "Air Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 flIft LeI! Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 I! Attribute Discharge (cfs) Minimum Maximum Increment 0.00 6.00 0.25 1.4 1.2 1.0 . 0.8 .r:: ae (ll~ 0 0.6 ...__....._n...__...., .....__........... Worksheet: Trapezoidal Channel - Area "A" Grass Swale Depth vs Discharge ................_.n__._.... ......_u.....___'u.... U_.m"'_nn~_nn "! __...u.___.~. .---out .---......--....--tm n_m! '_m.~ unf ...._.....__m__.._.., 0.4 ... __m..._.....___n..~ '__mn.m.n""__n___... 0.2 ..... ...n....om.un....f_ 'm...~ ...nn.........u.nf ..n...m_t ......-f.-.n _....nn.,.___ ..............f ........mmn..f "j 0.5 1.0 1.5 2.0 2.5 Discharge (cfs) 3.0 3.5 4.0 4.5 5.0 . a:\sa 05-111 area a.fm2 OS/25/05 02:54:18 PM -zy Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1 Trapezoidal Grass Channel-Area "A" From P3.P4 Q2=1.9cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "AM Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 flIft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 1.90 cfs Results Depth 0.80 ft Flow Area 6.1 ft2 Wetted Perimf 9.59 11: Top Width 9.21 ft Critical Depth 0.14 ft Critical Slope 1 .797034 ftIfI: Velocity 0.31 flIs Velocity Head 0.00 ft Specific Energ 0.80 ft Froude Numbt 0.07 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/25/05 03:01 :48 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 08708 USA 7-JI Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.00051 +1-203-755-1666 Page 1 of 1 . Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.250 Channel Slope .005000 flIft Depth 0.80 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 1.90 efs . . a:\sa 05-111 area a.fm2 OS/25/05 03:00:52 PM 1- 0.00 ft @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA ~I V: 4. 0 L::" H:1 NTS '7.,.~ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755~1666 Page 1 of 1 . AREA "B"HYDROLOGY . . YI'/ ./;1' Triangula Channel-Area "B" from Y1-Y2: Q2=O.$Ocfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings eoemci 0.014 Channel Slope .005000 ftlft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.50 efs Results Depth 0.14 ft Flow Area 0.4 fill Wetted PerimE 5.61 ft Top Width 5.60 It Critical Depth 0.13 It Critical Slope 0.007035 ft:Ift Velocity 1.27 ft/s Velocity Head 0.03 'It Specific Energ 0.17 ft Froude Numbf 0.85 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/25/05 03:11:38 PM ~.'.';/ :"-j, Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 (7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . . . Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.014 Channel Slope .005000 flIft Depth 0.14 ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.5 cfs - -----------: -r 0.14 ft --.-l V:4.01'::c, H:1 NTS a:\sa 05-111 Bres a.fm2 OS/25/05 03:09:34 PM :;;''2/ Project Engineer: Richard W. ~rt:ley Academic EdItion FlowMaster v7.D [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Lefl Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 . Discharg. Depth Velocity Flow Wetted Top (cis) (fl) (flIs) Area Perimeter Width (II') (fl) (fl) 0.00 0.00 0.00 0.0 0.00 5.69 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 . a:\sa 05-111 area a.fm2 OS/25/05 03:09:21 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA '~?;Y Project Engineer: Richard W. Hartley FlowMasterv7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel. Are: Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 2.0 Worksheet: Triangular Channel - Area "B" Velocity vs Discharge 1.8 1.6 1.4 . 1.2 ..-.-.....-.-.-.-........- _....nun ~ '0 U) .24= 1.0 v~ > 0.6 0.2 0.0 0.0 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\sa 05-111 area a.fm2 05125/05 03:08:59 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ?o/ Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Arer Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 0.25 Worksheet: Triangular Channel - Area "B" Depth vs Discharge 0.20 ...---..nut ---........_---. ""! . .s: o.=- G1~ o ..----.......---....., _____oj 0.00 0.0 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\sa 05-111 area a.fm2 OS/25/05 03:08:36 PM Project Enginee" Richard ::-~ Academic Edition FlowMaster v7.0 [7.0005J @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203R755-1666 Page 1 of 1 Gutter Section Area "B" from Y2-Y3: Q2=2.11cfs Worksheet for Gutter Section Project Description Worksheet Type Solve For Gutter Section _ Area n Gutter Section Spread . Input Data Channel Slope Discharge Gutter Width Gutter Cross Slor; Road Cross SIOpf Mannings Coeffici .005000 fIIft 2.11 cis 1.80ft 0.030 fIIft 0.030 fIIft 0.013 Results Spread 7.80 ft Flow Area 0.9 ffI Depth 0.23 ft Gutter Depress 0.0 in Velocity 2.31 fils . . a:\sa 05-111 area 8.fm2 OS/25/05 03:19:10 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA 3)/ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Gutter Section Project Description Worksheet Type Solve For Gutter Section - Area .. Gutter Section Spread . Section Data Channel Slope Discharge Gutter Width Gutter Cross Slo~ Road Cross SlopE Spread Mannings Coemci .005000 ftIfl 2.11 cis 1.80 ft 0.030 flIft 0.030 flIft 7.80 ft 0.013 . 0.50<' 0.40 0.30 0.20 0.10 0.00 0+00 0+01 '. 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 V:4.0~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/25105 03:18:48 PM Pmject Enginee" RiCh:Kartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1866 Page 1 of 1 Table Rating Table for Gutter Section . Project Description Worksheet Gutter Section - Area" Type Gutter Section Solve For Spread Input Data Channel Slope .005000 IlIft Gutter Width 1.80 ft Gutter Cross Slo~ 0.030 fl/f! Road Cross SlOpE 0.030 IlIft Mannings Coeffici 0.013 Attribute Minimum Maximum Increment Discharge (cfs) 0.00 5.00 0.25 . DischargE Spread Velocity (cfs) (ft) (Ills) 0.00 0.00 0.00 0.25 3.50 1.38 0.50 4.54 1.61 0.75 5.29 1.79 1.00 5.89 1.92 1.25 6.41 2.03 1.50 6.86 2.12 1.75 7.27 2.21 2.00 7.64 2.28 2.25 7.99 2.35 2.50 8.31 2.41 2.75 8.61 2.47 3.00 8.90 2.53 3.25 9.17 2.58 3.50 9.43 2.62 3.75 9.68 2.67 4.00 9.91 2.71 4.25 10.14 2.76 4.50 10.36 2.80 4.75 10.57 2.63 5.00 10.78 2.87 . a:\sa 05-111 area a.fm2 OS/25/05 03:18:30 PM 3>Y Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.00051 @HasstedMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Gutter Section Project Description Worksheet Type Solve For Gutter Section - Area" Gutter Section Spread . Input Data Channel Slope Gutter Width. Gutter Cross SloJ:;: Road Cross SIOpf Mannings Coeffici .005000 flIft 1.80 ft 0.030 flI1l 0.030 flIft 0.013 Attribute Discharge (cfs) Minimum Maximum Increment 0.00 5.00 0.25 3.0 --- - ~ .....-- / .... u... ---....... / Worksheet: Gutter Section - Area "S" Velocity vs Discharge 2.5 2.0 . ~ ._~ ~~ 1.5 Ol~ > 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Discharge (cfs) 3.5 4.0 4.5 5.0 . a:\sa 05-111 area a.fm2 OS/25/05 03:18:12 PM Project Engineer: RiChar?.J~ey Academic Edition FlowMaster v7.0 [7.0005J @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Gutter Section . Project Description Worksheet Gutter Section - Area" Type Gutter Section Solve For Spread Input Data Channel Slope .005000 flIft Gutter Width 1.80 ft Gutter Cross SJo~ 0.030 flIft Road Cross Slop, 0.030 flIft Mannings Coeffici 0.013 Attribute Minimum Maximum Increment Discharge (efs) 0.00 5.00 0.25 12.0 Worksheet: Gutter Section - Area "S" Spread vs Discharge 10.0 8.0 . 'tl lIl~ ~~ Q.~ C/) 0.5 1.0 1.5 2.0 2.5 Discharge (cfs) 3.0 3.5 4.0 4.5 5.0 . 7"0 a:\sa 05-111 area a.fm2 05125/05 03:17;43 PM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -+1-203-755-1666 Page 1 of 1 . AREA "D"HYDROLOGY . . '1)/ Triangular Channel Area "0" from X1-X2: Q2=O.43cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffid 0.014 Channel Slope .007000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.43 cfs Results Depth 0.12 ft Flow Area 0.3 fP Wetted PerimE 4.98 ft Top Width 4.97 ft Critical Depth 0.12 ft Critical Slope 0.007242 ftIft Velocity 1.39 fils Velocity Head 0.03 ft Specific Energ 0.15 ft Froude NumbE 0.98 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/25/05 03:25:54 PM Academic Edition @HaestadMethods. Inc. 37 Brookside Road Waterbury, CT 06708 USA ~l;~,i'/ . I" Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005j +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - ATe; Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .007000 flIft Depth 0.12 ft Left Side Slope 20.00 H: V RighI Side Slope 20.00 H: V Discharge 0.43 cfs . - -------------~ -r 0.12 f1 -L V:4.0~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/25/05 03:25:40 PM @ Haestad Methods. Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA '-10/ Project Engineer: Richard W. Hartley FrowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coettici 0.014 Channel Slope .007000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 . Discharge Depth Velocity Flow Wetted Top (cis) (ft) (ftIs) Area Peri mete Width (ff') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 4.97 0.25 0.10 1.22 0.2 4.05 4.05 0.50 0.13 1.45 0.3 5.27 5.26 0.75 0.15 1.60 0.5 6.14 6.13 1.00 0.17 1.72 0.6 6.82 6.82 1.25 0.19 1.82 0.7 7.42 7.41 1.50 0.20 1.90 0.8 7.95 7.94 1.75 0.21 1.97 0.9 8.43 8.42 2.00 0.22 2.05 1.0 8.85 8.84 2.25 0.23 2.11 1.1 9.26 9.25 2.50 0.24 2.16 1.2 9.63 9.62 2.75 0.25 2.21 1.2 9.98 9.97 3.00 0.26 2.26 1.3 10.31 10.30 3.25 0.27 2.31 1.4 10.63 10.61 3.50 0.27 2.3S 1.5 10.93 10.91 3.75 0.28 2.39 1.6 11.21 11.20 4.00 0.29 2.43 1.6 11.49 11.47 . a:\sa 05-111 area 8.fm2 OS/25/05 03:25:17 PM eN/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.00051 @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 flIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Minimum Maximum Increment Discharge (efs) 0.00 4.00 0.25 2.5 - ;-- ;.-- ~ - / ( I ) Worksheet: Triangular Channel - Area "D" Velocity vs Discharge 2.0 . 1.5 ~ '0(;) .Q~ Q)~ > 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Discharge Ccfs) 2.5 3.0 3.5 4.0 . a:\sa 05-111 area a.1m2 OS/25/05 03:24:57 PM /jl?/ Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005J @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-16$6 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 fl:Ift Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 0.30 Worksheet: Triangular Channel - Area "D" Depth vs Discharge 0.25 . .s::: a.~ I]) IE. 0.15 o 0.20 0.10 0.00 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . a:\sa 05-111 area a.fm2 05125/05 03:24:27 PM Project Engineer: R~~. Hartley. Academic EdlUon FlowMasterv7.0 [7.0005} @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Triangular Channel Area "0" from X2-X3: Q2=1.38cfs Worksheet for Triangular Channel . Project Description Worksheet Triangular Channel - Are: Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffici 0.014 Channel Slope .005000 flIfl Left Side Slope 20.00 H:V Right Side Slope 20.00 H:V Discharge 1.38 cIS Results Depth 0.21 fl Flow Area 0.8 fl' Wetted PerimE 8.21 fl Top Width 8.20 fl Critical Depth 0.20 fl Critical Slope 0.006199 flIfl Velocity 1.64 flIs Velocity Head 0.04 fl Specific Energ 0.25 fl Froude NumbE 0.90 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/25/05 03:37:51 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 05708 USA Project En9ineer: ~?:::W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of1 Cross Section Cross Section for Triangular Channel Project Desctiption Worksheet Flow Element Method Solve For Triangular Channel- Are; Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft Depth 0.21 ft left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.38 cfs . - ----------- -r 0.21 ft --L V:4.0~ H:1 NTS . a:\sa 05-111 area a.fm2 05125/05 03:37;43 PM Project Engineer; ~~. Hartley Academic Edition FlowMaster v7.0 [7.0005] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel. Are: Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft Left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discherge (cis) Minimum Maximum Increment 0.00 4.00 0.25 . Discharge Depth Velocity Flow Wetted Top (cis) (ft) (ftls) Area Perimeter Width (fl') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 8.38 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 2.25 0.25 1.88 1.2 9.86 9.85 2.50 0.26 1.91 1.3 10.26 10.24 2.75 0.27 1.95 1.4 10.63 10.62 3.00 0.27 1.99 1.5 10.98 10.97 3.25 0.28 2.03 1.6 11.32 11.30 3.50 0.29 2.07 1.7 11.64 11.62 3.75 0.30 2.11 1.8 11.94 11.93 4.00 0.31 2.14 1.9 12.24 12.22 . ~~ a:\sa 05-111 area 8.fm2 OS/25/05 03:30:32 PM Project EnginEter: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings eoeffici 0.014 Channel Slope .005000 ftIft: Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 2.5 ..........-- -.......-y Worksheet: Triangular Channel - Area "0" Velocity vs Discharge 2.0 -....+-- '...m.n....n... ----t... ..___........__m....__.! ..mm."nno'__n n..nf ...u___..............+ .___._.....unn....... . 1.5 .mn"'''.mn ..._nmnfu ---........-.-...... ~ '000 .Q~ C])~ > 1.0 0.0 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . 56/ a:\sa 05-111 area a.fm2 OS/25/05 03:30:1S PM Project Engineer: Richard W. Hartley Academlo Edition FlowMaster v7.0 [7.0005J @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 0.35 Worksheet: Triangular Channel - Area "0" Depth vs Discharge 0.30 . 0.20 0.25 .c ~~ 0.4:: w~ Cl 0.15 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . 5i/ a:\sa 05-111 area 8.fm2 05125/05 03:29:44 PM Project Engineer: Richard W. Hartley Academlo Edition FlowMaster v7.0 [7.0005] @ Haestad Methods, Ino. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . 10 YEAR STORM EVENT . . 5j/ . j!J j!J 'w 'w (; ~ 0 "- "- E c c ~ c '1' '1' c c " l' l' l' 's ~ '" '" ~ '" '" 0 ~ ~ ~ ~ '0 " 0 0 0 0 c E E E E E 0 ~ ~ ~ ~ ~ () E E E E E ..,. ~ '2 .~ 'x '2 '2 's "E N m 'E ~ l' '"' E" E '"' ~ '"' . m'\- Q. Q. >;- ~ ~ E ~ mol m . , m ~ . ~ ~ ~ ~ - N ~ >< '" JQ. !!it!. ~ . J>- >- J :; '" '" m '" '" '" ~ '" '" N :; - m '" ~ m " .; .; '" '" '" <0 .; ~ - c f:! ~ w '" ~ " '" '" '" " '" '" " '" '" '" - ~ " M '" N ~ - '2 E-~ ~I ~'" 0 '" 0 0 0 0 0 '" '" '" '" 0 0 '" ~ '" ~ '" ;! '" '" '"' N '" '" '" '"' ~ u "l N - N ~ - '" c.i' .$ ~ . ~~ . 2b 0 Cl' '" " '" ~ '" '" '" NI~I ~ " '"' '"' '" '" '" c c - ci ci - N - - o ~ H ;;;- ~ Jl ~I '" m ;,.E- - 0 ': "0 ~ :() <I' <I' <I' <I' <I' <I' <I' <I' <I' <I' <I' <I' N om~ z-' 21l: 0 0 0 0 0 0 0 0 0 0 R 0 ..,on -'" '" '" on 0 0 on '" '" '" '" 1;l~0 () 9 " ' ci ci ci N N ci ci ci ci ci ci m U , c 8.""'- 0 .c;tiiZ '0 ,:, o Ow wt)-j' "'''' (;)*<1 . c 0 ().!!~.!!:g.!! ~ ~ . ~ ~ ~ w ~ UmU~ a.. () -u- 0- {)~~!e~&,C1Q)CJ {)~()::J~{) () ~~~~~ '" ll.. (/.)(9 C9 U) ::c i J: Q..Cf.la..Cl..-o:: Q. '"' .. '" N '" '" '"' '" m '" N N '" .. 0 0 N ci ,., '" " '" N " - ci N '" '<i '<i '"' '" ci ci '" ~ Z 000-: 0 W.!!. ~ 0: '"' 1c; " " .. 0 '"' N '" '" N ~ .; '" '" m N '" '"' '" .. '" ~ :5 - ci ~ ci ci ci ci N ci ci ci ~ ~ OJ ~ ;:)0 ~ a~ 00 <l.!!. ..J:r B <(.... '" " " " ;! '" ;:!; '"' '" '" '" " ollj c '" '" '" '" '" '" '" '" '" '" 0 ci ci ci ci ci ci ci ci ci ci ci ci >-.... () Cl~ '5 ~ 92 ~ '" '" ~ m ~ '" '" '" '" '" '" '" ~i .... M N ~ - - M '" N '" '" N N E N "" c 5 ~ >- z -~ :I: .- ~ C '" ;: " m "''"' '" 0 '"'''' ~ '"' " "''"' :; QJ N ci '" -- N ,'" N '" "'.. oS E ;;;- ci ci ci ON ci - 0", ci ci ci ci~ Q. . ~ ..2 m U ~<: :; QJ <:- > " QJ 0 ~ .~ C m 1;1 . 0. ~ ~'lil ~ '" 0 c 0 .... "f '" ~ .!!c.. .." w 0 ;.: !;;{t5~o ~ c." 10 ~ () :; ~ E 10 -~<(~ z u e 0. ;; " U(j)UC\l W " Cl~ 0 0 ::> E " " " g c rJfcD a :::;: > C C C ~ o ~ 0 ~ 0 ~ 0 p (J).2 o~ W ",0 () . . U U <(gu_ '" . "- i-' <i . ~ . o.:l-ct:ro () m l" l" a::e~fe :; ,",0 w ..... <: <: <: i'1jQ. - '" ., im. OJ OJ OJ Z C g ~ a..l,()<t:..t::: ~ ~ 0 :( ~ '"' ;t "'0 Iii Sj '"'0 0 S 8~ OO~(I}a.. '" Q. Q<tZ <: <:.... "'.... u 57 . . . ~I ~ 1U o ~I "'10: ~~::I ~~;A tsB~ ~'iii~ mu.., u ;;; '" (/f tl ~1D~o :$~<('<t t)ooO~ o C (ffco ~Eo~ <ga?o ~"O<(CO a:::2~t:.. U'ja.Zc a.:e<..c: CI)'<tooc... 2 o i= :So :;'0 0" ..J... ()~ >-1 Cl~ 00 -1_ 0'" a::;;! ~ ::r: E ~ '" 'E o ." C o U '" 'E ~ it '" 3 :; ~ c ~ EDen il d A." ~ - 00. c'5: ~ C C :8 .~ ~!E !EO 8 =u ~lt: (j 9 :g 1; mo: ~ c ~ ;; u z W ::J cr W 0: u.. :; 0: o ... m c 'E '" '0 E ~ E 'c ~ 'EN . mq. E 0_ N . :>a. 0: '" '" <.l t:J '" '" '" c t-~ c ... C <0 S! ~g "' ?:@: >I' c 2ci :g, Ow ~ ~<l c o 1J m m - ~ 0<>-: WO 0: ci 1ii ~ t c 8 , - ~ a"'""': <l~ p ~ " ... E o Z .~ :i i ...s Iil .e ~ m ~ . 0 m 0 ~!!~~ ~ 2: m 1i~ 0- t:~ ~ .!a.. oti't: ~ Q. m :; 5 [ g G~ ! ~~ .:: lit d (J '" 0 w ~-' .., c. o 'as l! 0 f .0 ct:z " .c ~ ~ ~~ . - a.Cl <Of;j oN C <0 0:; '" <0 0:; '" M '" ~ c ~ o '0 C o <.l c m E g 0; i; o ~ o a. 2 ii.i ~ o ... UJ >I' '" <ri ii ~ .cE mu.. o 1!! " e c. .. "'il ~ {: ... '0 m '0 ~ ~ a. ;;; m O:!:::: ...m '" - '0 ~ <;; m .c m ~ m c ::J - , '" '" <0 '" '" N '" a; J<! o o <0 N . :;; m ~ ~ q. c . 0: 10 m E m ~ I~ '" '" a; c .~ o E !J m . B m E m ... '0 '" <0 0:; '" '" N 15 E o '" c m ~ J!l c o o '" '" <ri ~ E g 0; i; o --" 0;: 10 m E ~ m i; o c m E Q. o " i; 'I ~ a. ~ o Z I ~ o a. m o c ~ ~ o 5V . AREA "A" HYDROLOGY . . 5p Triagular Channel-Area A from P1-P2: Q10=O.83 Worksheet for Triangular Channel Project Description Worksheet Flow Element MaUlod Solve For Triangular Channel - AI Triangular Channel M~nning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope ,005000 fI:Ift Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.83 cfs Results Depth 0.17 ft Flow Area 0.6 fF Wetted PerimE 6.78 'It Top Width 6.77 ft Critical Depth 0.16 ft Critical Slope 0.006608 ftlft Velocity 1.45 ftls Velocity Head 0.03 ft Specific Energ 0.20 It Froude NumbE 0.88 Flow Type Subcritical . . 5y a:\sa 05-111 area 8.fm2 OS/25/05 11 :04:04 AM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1~203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - AI Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Depth 0.17 ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.83 cfs . - ------------~ -r 0.17 ft -.l. V:4.0~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/25105 11 :04:30 AM Project Enginee" Richerd :~eY Academic Edition FlowMaster v7.0 [7.00051 @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1866 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ar Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 fttft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cis) Minimum Maximum Increment 0.00 2.00 0.20 . DischargE Depth Velocity Flow Wetted Top (cis) (ft) (ft/5) Area Perimeter Width (W) (ft) (ft) 0.00 0.00 0.00 0.0 0.00 6.77 0.20 0.10 1.02 0.2 3.97 3.97 0.40 0.13 1.21 0.3 5.16 5.15 0.60 0.15 1.33 0.5 6.01 6.01 0.80 0.17 1.44 0.6 6.68 6.68 1.00 0.18 1.52 0.7 7.27 7.26 1.20 0.19 1.59 0.8 7.79 7.78 1.40 0.21 1.65 0.9 8.26 8.25 1.60 0.22 1.71 0.9 8.67 8.66 1.80 0.23 1.76 1.0 9.07 9.05 2.00 0.24 1.80 1.1 9.43 9.42 . a:\sa 05~111 area a.fm2 OS/25/05 11 :05:20 AM 54/ Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 I7.000S] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1~203-755~1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - AT Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeftici 0.014 Channel Slope .005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.20 0.25 Worksheet: Triangular Channel - Area A Depth vs Discharge . .c ~~ c.~ Ol~ o 0.5 1.0 Discharge (cfs) 1.5 2.0 . ~y a:\sa 05-111 area a.fm2 05125/05 11 :04:53 AM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartfey FlowMasterv7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Trapezoidal Grass Channel - Area "A" From P2-P3 ,Q10=2.44cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftIfl Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 2.44 cfs Results Depth 0.92 ft Flow Area 7.3 ft2 Wetted PerimE 10.13 ft Top Width 9.70 ft Critical Depth 0.17 ft Critical Slope 1.705127 flIft Velocity 0.34 flIs Velocity Head 0.00 ft: Specific Energ 0.93 ft Fraude NumbE 0.07 Flow Type Subcritical . .' s-,o/ / a:\sa 05-111 area a.fm2 OS/25/0511:12:08AM Academic Edition @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.250 Channel Slope .005000 llIft Depth 0.92 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 2.44 cfs . 0.00 ft V:4.0~ H:1 NTS . c;, a / I" /' a:\$a 05-111 area a.fm2 05125/0511:12:39AM Academic Edition @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "AIt Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftlft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Attribute Discharge (cfs) Minimum Maximum Increment 0.00 5.00 0.25 . DischargE Depth Velocity Flow Wetted Top (cis) (ft) (Ills) Area Perimeter Width (fl') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 10.21 0.25 0.25 0.16 1.6 7.10 6.99 0.50 0.37 0.20 2.5 7.66 7.49 0.75 0.47 0.23 3.3 6.11 7.88 1.00 0.56 0.25 4.0 8.49 8.23 1.25 0.63 0.27 4.6 8.83 8.53 1.50 0.70 0.29 5.2 9.14 8.81 1.75 0.77 0.30 5.8 9.43 9.07 2.00 0.83 0.32 6.3 9.70 9.31 2.25 0.88 0.33 6.9 9.95 9.53 2.50 0.94 0.34 7.4 10.19 9.75 2.75 0.99 0.35 7.9 lQ.42 9.95 3.00 1.04 0.36 8.4 10.64 10.15 3.25 1.08 0.37 8.9 10.85 10.34 3.50 1.13 0.38 9.3 11.05 10.52 3.75 1.17 0.38 9.8 11.24 10.69 4.00 1.21 0.39 10.2 11.43 10.86 4.25 1.26 0.40 10.7 11.62 11.02 4.50 1.30 0.40 11.1 11.79 11.18 4.75 1.33 0.41 11.6 11.97 11.34 5.00 1.37 0.42 12.0 12.13 11.49 . ,P pc;) .: l,.ne~' , a:\sa 05-111 area a.fm2 OS/25/05 11 :24:15 AM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.00051 @Haastad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" ars Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftIft Left: Side Slope 2.00 H: V Right Side Siope 2.00 H: V Bottom Width 6.00 ft Attribute Discharge (cfs) Minimum Maximum Increment 0.00 5.00 0.25 1.4 1.2 1_0 . 0.8 .s: -~ a.~ Q)~ 0 0.6 0.4 Worksheet Trapezoidal Channel - Area "A" Grass Swale Depth vs Discharge 0.2 pp---- n.._n.n.__.mu_. ........---......--..... ..-..............---.....---.......- ...nnon..._....... __.....un.un......;.. um.t ...............i.....................! m.muf .n....m.......f __.nun_mn.m nf ...mu...+ ...........f 0.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Discharge (cfs) 3.5 4.0 4.5 5.0 . a:\sa 05-111 area a.fm2 0512S/05 11 :23:55 AM ~7 Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Trapezoidal Grass Channel - Area "A" From P3-P4 Q10=3.08cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope ,005000 ftlft Left: Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 3.08 efs Results Depth 1.05 ft Flow Area 8.5 ft2 Wetted PerimE 10.71 ft Top Width 10.21 ft Critical Depth 0.20 fl: Critical Slope 1.626223 flIft Velocity 0.36 flIs Velocity Head 0.00 ft Specific Energ 1.05 ft Fraude NumbE 0.07 Flow Type Subcritical . . a:\sa 05-111 area a.frn2 OS/25/05 11 :18:19 AM Academic Edition @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA ro~/ Project Engineer: Richard W. ~rtfey FlowMaster v7.0 [7.00051 +1-203-755-1666 Page 1 of 1 . . .' Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.250 Channel Slope ,005000 fl11I: Depth 1.05 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 3.08 efs 1- 6.00 ft V:4.0b,. H:1 NTS a:\sa 05-111 area a.fm2 OS/25/0511:18:54AM <P~/ Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . AREA "B"HYDROLOGY . .' (O~. y Triangula Channel-Area "B" from Y1-Y2: Q10=O.80cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIf1: Left Side Slope 20.00 H; V Right Side Slope 20.00 H; V Discharge 0.80 c15 Results Depth 0.17 ft Flow Area 0.6 ft2 Wetted Pertmf 6.68 ft Top Width 6.68 ft Critical Depth 0.16 ft entical Slope 0.006612 fIIft Velocity 1.44 ftls Velocity Head 0.03 ft Specific Energ 0.20 ft Fraude Numbf 0.88 Flow Type Subcritical . .' ::r? /' If'/, L' a:\sa 05-111 area a.fm2 OS/25/05 11 :26:58 AM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 {l.OOOS] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.014 Channel Slope .005000 fIIft Depth 0.17 ft Left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.80 cfs . .' - a:\sa 05-111 area a.fm2 OS/25/05 11:27:12AM --------------~ -r 0.17 ft -L V:40b,. H:1 NTS <"'8/ ./ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are: Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffid 0.014 Channel Slope .005000 fttft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (efs) Minimum Maximum Increment 0.00 2.00 0.25 . Discharge Depth Velocity Flow Wetted Top (cis) (ft) (ftIs) Area Perimeter Width (fl') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 6.68 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 "1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 .' a:\sa 05-111 area a.fm2 OS/25/05 11 :27:45 AM '" c- r '~~ ;:/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . . .' Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel- Are. Triangular Channel Manning's Formula Channel DepUl Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 0.25 Worksheet Triangular Channel - Area "6" Depth vs Discharge 0.20 0.15 ~ ~~ 0.<1:: CIl~ Cl 0.5 1.0 Discharge (cfs) 1.5 2.0 a:\sa 05-111 area a.fm2 05125/05 11 :27:28 AM 7y Project Enginesr; Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005J @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1686 Page 1 of 1 Gutter Section Area "B" from Y2-Y3: Q10=3.13cfs Worksheet for Gutter Section Project Description Worksheet Type Solve For Gutter Section - Area" Gutter Section Spread . Input Data Channel Slope Discharge Gutter Width Gutter Cross Slop Road Cross SIOpf Mannings Coeffici .005000 ftIft 3.13 cis 1.80 ft 0.030 ftIft 0.030 ftIft 0.013 Results Spread 9.04 ft Flow Area 1.2 ft.Il Depth 0.27 ft Gutter Depress 0.0 in Velocity 2.55 ftIs . . 'Ii a:\sa 05-111 area a.fm2 OS/25/05 11 :32:17 AM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Gutter Section Project Description Worksheet Type Sorve For Gutter Section - Area" Gutter Section Spread . Section Data Channel Slope Discharge Gutter Width Gutter Cross Slor:; Road Cross SIOpl Spread Mannings Coeffici .005000 flIft 3.13 cis 1.80 ft 0.030 flIft 0.030 flIfl 9.04 11 0.013 . 0.50<' 0.40 0.30 0.20 0.10 0.00 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:4.0D, H:1 NTS .' 72/ a:\sa 05-111 area a.fm2 OS/25/05 11 :32:35 AM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1~203-755-1666 Page 1 of 1 . Project Description Worksheet Type Solve For Gutter Section ~ Area" Gutter Section Spread Input Data Channel Slope Gutter Width Gutter Cross Slo,: Road Cross Slop€ Mannings Coeffici .005000 fl/ft 1.80 ft 0.030 flIfl 0.030 flIfl 0.013 Table Rating Table for Gutter Section Attribute Discharge (efs) 5.00 0.25 Minimum Maximum Increment 0.00 . Discharge Spread Velocity (cfs) (ft) (fl/s) 0.00 0.00 0.00 0.25 3.50 1.36 0.50 4.54 1.61 0.75 5.29 1.79 1.00 5.89 1.92 1.25 6.41 2.03 1.50 6.86 2.12 1.75 7.27 2.21 2.00 7.64 2.28 2.25 7.99 2.35 2.50 8.31 2.41 2.75 8.61 2.47 3.00 8.90 2.53 3.25 9.17 2.58 3.50 9.43 2.62 3.75 9.68 2.67 4.00 9.91 2.71 4.25 10.14 2.76 4.50 10.36 2.80 4.75 10.57 2.83 5.00 10.78 2.87 . a:\sa 05-111 area a:fm2 OS/25/05 11 :33:07 AM Academic Edition @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA 7~ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-16~6 Page 1 of1 Curve Plotted Curves for Gutter Section . Project Description Worksheet Gutter Section - Area" Type Gutter Section Solve For Spread Input Data Channel Slope 005000 ftIfl Gutter Width 1.80 ft Gutter Cross SloJ;: 0.030 ftIft Road Cross Stapf 0.030 ftIft Mannings Coeffici 0.013 Attribute Minimum Maximum Increment Discharge (cis) 0.00 5.00 0.25 12.0 10.0 8.0 . 1:1 t1l~ 2!~ 6.0 Q.~ CI) 4.0 . a:\sa 05-111 area a.fm2 OS/25/05 11 :32:52 AM Worksheet: Guller Section - Area "8" Spread vs Discharge 0.5 1.0 1.5 2.0 2.5 3.0 Discharge (cfs) 3.5 4.0 4.5 5.0 11/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.00051 @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . AREA "D" HYDROLOGY . . 1;;:/ Triangular Channel Area "0" from X1-X2: Q10=O.68cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffid 0.014 Channel Slope .007000 flIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.68 cfs Results Depth 0.15 ft Flow Area 0.4 W Wetted Peri mE 5.92 ft Top Width 5.91 ft Critical Depth 0.15 11 Critical Slope 0.006616 flIft Velocity 1.56 flIs Velocity Head 0.04 ft Specific Energ 0.19 it Froude NumbE 1.01 Flow Type 3upercritical . . -Ie; a:\sa 05-111 area a.fm2 OS/25/05 02:14:33 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.00051 @HaestadMethods,lnc. 37 Brookside Road Waterbury, CT 06708 USA +1-203~755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Arei Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeflici 0.014 Channel Slope .007000 ftlfl Depth 0.15 fl Left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 0.68 cfs . - ------------~ - -r 0.15 ft ~ V:4.0~ H:1 NTS . a;\sa 05-111 area 8.fm2 OS/25/05 02:14:18 PM 77/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel- Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 fl/fl Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cis) Minimum Maximum Increment 0.00 4.00 0.25 . DischargE Depth Velocity Flow Wetted Top (cfs) (ft) (Ills) Area Perimete Width (W) (ft) (ft) 0.00 0.00 0.00 0.0 0.00 5.91 0.25 0.10 1.22 0.2 4.05 4.05 0.50 0.13 1.45 0.3 5.27 5.26 0.75 0.15 1.60 0.5 6.14 6.13 1.00 0.17 1.72 0.6 6.82 6.82 1.25 0.19 1.82 0.7 7.42 7.41 1.50 0.20 1.90 0.8 7.95 7.94 1.75 0.21 1.97 0.9 8.43 8.42 2.00 0.22 2.05 1.0 8.85 8.84 2.25 0.23 2.11 1.1 9.26 9.25 2.50 0.24 2.16 1.2 9.63 9.62 2.75 0.25 2.21 1.2 9.98 9.97 3.00 0.26 2.26 1.3 10.31 10.30 3.25 0.27 2.31 1.4 10.63 10.61 3.50 0.27 2.35 1.5 10.93 10.91 3.75 0.28 2.39 1.6 11.21 11.20 4.00 0.29 2.43 1.6 11.49 11.47 . a:\ss 05-111 area a.fm2 OS/25/05 02:14:06 PM 7Y Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Hasstad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffid 0.014 Channel Slope .007000 ftlft Lell Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 2.5 -- - ~ ;.--- ~ ......( I / ml I Worksheet: Triangular Channel - Area "0" Velocity vs Discharge 2.0 . 1.5 ~ ._~ o III .Qi:! Q)~ > 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . a:\sa 05-111 area a.trn2 OS/25/05 02:13:47 PM 71/ Project Engineer: Richard W. Hartley Acadomlc Edition FlowMaster v7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Descliption Worksheet Flow Element Method Solve For Triangular Channel. Arer Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 ftlft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cis) Minimum Maximum Increment 0.00 4.00 0.25 0.30 Worksheet: Triangular Channel - Area "0" Depth vs Discharge 0.25 0.20 . .c 15.~ (J) !!:,0.15 o 0.10. 0.05 0.00 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . a;\sa 05-111 area a.fm2 05/25/05 02:13:25 PM 80/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Triangular Channel Area "0" from X2-X3: Q10=2.20cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel- Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope ,005000 fI:/ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge. 2.20 efs Results Depth 0.24 ft Flow Area 1.2 ft2 Wetted PerimE 9.78 ft Top V\IIdth 9.77 ft Critical Depth 0.24 ft Critical Slope 0.005800 ft/fl: Velocity 1.85 ftls Velocity Head 0.05 ft Specific Energ 0.30 ft Fraude Numb( 0.93 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/25/05 02:19:41 PM @ Haestad Methods, Inc. Academic EdlUon 37 Brookside Road Waterbury, CT 06708 USA ~f 01/ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Depth 0.24 ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H; V Discharge 2.20 cfs . - ------------~ -r 0.24 ft ~ V:4.0~ H;1 NTS . 32- a:\sa 05-111 area a.fm2 OS/25/05 02:19:28 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cis) Minimum Maximum Increment 0.00 4.00 0.25 . DischargE Depth Velocity Flow Wetted Top (cis) (ft) (fl/s) Area Perimeter Width (11') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 9.77 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 2.25 0.25 1.86 1.2 9.86 9.85 2.50 0.26 1.91 1.3 10.26 10.24 2.75 0.27 1.95 1.4 10.63 10.62 3.00 0.27 1.99 1.5 10.98 10.97 3.25 0.28 2.03 1.6 11.32 11.30 3.50 0.29 2.07 1.7 11.64 11.62 3.75 0.30 2.11 1.8 11.94 11.93 4.00 0.31 2.14 1.9 12.24 12.22 . 8.y a:\sa05-111 areaa.fm2 OS/25/05 02:19:10 PM Project Engineer: Richard W. Hartley AcademIc EdItion FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203w755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Ale; Triangular Channel . Manning's Formula Channel Depth . Input Data Mannings Coetrid 0.014 Channel Slope .005000 ftIft left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cIS) Minimum Maximum Increment 0.00 4.00 0.25 2.5 - - --- ~ mmu~ ~ I / 1/ V Worksheet Triangular Channel - Area "0" Velocity vs Discharge 2.0 . 1.5 ~ ._~ 0", ..Q~ (I)~ > 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . BY a:\sa 05-111 area a.hn2 OS/25/05 02:18:64 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT OG708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 flIft Left Side Slope 20.00 H; V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 0.35 - - - --- ~ ~ --- / /' mmm/ ......- um/ 1/ Worksheet: Triangular Channel - Area "0" Depth vs Discharge 0.30 0.25 . 0.20 J:: ...~ a.~ CIl~ o 0.15 0.10 0.05 0.00 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . gy a:\sa 05-111 area a.fm2 OS/25/05 02:18:29 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . 100 YEAR STORM EVENT . . g:y . . ~I 0; 1;; o ~Itl om r Z~u\ ia~ ..c(ij2 W()..; ~It) i'd a." ~ - eb 0' ~ c c om ;: '0 ~iE !E S :<J .!l:t: <J 9 = c o ~ <I)~ z o i= :3 :;)0 UO ..J:r <I- U~ >.... (!)<! OZ ..JQ ~~ C > :r <5 ~ ~ '" 0 0 en " r W g ;: ~$(j)o <J -~<t~ z gU5u_C'JI w ::> WCW(O a (1).20 C') W . <CuO"'" ~ <<1:::10::0' u. cr:e~~ :0 :i'j"- - ~ ~ .. 0 ,,-'" c I- (f.l~UJ1f <I) E ~ '2 E o ." c o <J Z. E ~ 't E ~ :0 ~ c o N 2 .~ ~ 0 u. C C C c E E ~ E E '" '" '" - - - - 0 0 0 0 E E E E ~ ~ ~ ~ E E E E ~ .c .iij .c 'c "E N '" .,. E 'E N '" E ~ ma, "- a, m>;- >- E ~ m ~ m . 00 ~ '" 00 Wr 00 '" :::>"- a. ~ ~ :::>>- :::> '" '" " N '" N '" '" '" '" '" '" <ri '" <ri " 0 ..: .. r ..: <0 <ri ~ W '" '" ;; '" '" N '" '" '" ~ '" '" '" "! " ~ N ..: '" N ~ ~ c !-~ 0 '" 0 0 0 0 0 ., '" '" '" 0 0 ~ " ~ '" ;! ., ~ '" N " ~ ~ '" N N ~~ '" ., .,. " ., N '" ~ '" ci '" N " 0 ci ~ - N "' ;.@: f. f. f. f. f. f. f. f. f. f. f. f. N 0 0 0 0 0 0 0 0 0 0 0 0 2 '" '" '" '" 0 0 '" '" '" '" " '" ~o;; ci ci ci ci N N ci ci ci ci ci ci ~ ~<J c Ii; "- 0 m 00 m 00 m UJ UJ m j m W U 00; w- oo- a. a. Um0 () u- "- m U ~ E ~ ~ ~ ~j? "'0 U~u ~: (,) U d ~ 0 00 "-<I) (')00 (')<1) !"":r: 0.000. C)~a:: a. ~:c N .,. ., '" N " ;\ '" '" - .,. '" '" .,. ., ~ <ri '" '" ~ - ~ '" .. <ri <0 - .. ci '" <ri ~ a""; w~ N '" 11; '" '" " '" N '" 0 ;1; '" '" '" '" ~ '" '" '" 0 ~ 'C' - N ci ~ ci - '" ci ci ~ N ~ 00 0""; <I~ '" .,. ... ... ;l; '" ... '" '" '" '" ... '" '" ., '" '" '" ., '" ., '" '" ci ci ci ci ci ci ci ci ci ci ci ci ~ ~ '" '" '" '" - .,. " .., - '" ... <ri '" " " " <ri '" '" <ri .. '" N N N '" -.:- E -g '" ;:: .,. '" "'''' " C; "'''' '" '" ... "'''' N ci '" -- N .'" N '" "'... 0 0 0 ON 0 o . 0 0 0 0""': "' ~ ~ ~ ~:t <t_ m a. >- I- oil" a.m ~ ~ ~ ~ E o a. ~ 0 , , 0 0- 0 0 m '" '" '" ~ ~ c c c 0 ~ 0 ~ 0 p 000 U ~ ~ U () /j,8 m ~ ~ m ~-' ~ ~ .E ~ rn rn rn f e 0 ;;: ~ ~ ;f :ll~ i'ii N "'0 C:i N 8~ C<tZ '" "'I- U 0 a: C!i 0; ~ 8 c o <J , ~ ~ l- E a Z ~~ ~ .. ~ E .e", ~..5! :0 ~ .~ r3 !~ c 0 ,!Cl. ~ ;; g E ,! ,:; <J W ., o 0: a. Bp . . ~I iri 1ii o ~I~ ~~ EI 02 , z~'" -:;0 mo. J::(ij~ 000.., o ;;;; . '" - ... 00 '" ~ll~o $l!!<;g U(j)ON Ocetic}, wOoCO') ~ti()~ oO~"'''' u<(<O c:::e~t:::. lfill.zc a...~<(.c: Cf.)'q'CI)o.. z o j:: :So ::>0 ~:r <tl- u~ >.... (!l< OZ .JQ lEi c > J: E ~ 'c E o "g o <.> .?;o 's = 't " ~ :< ;; " ~ c 'E '" '0 E ~ E ." I "EN ~'\- 0~ . OlIL 0: '" '" 0 '0 I- ~ W '" " . -" 00 '2 P f-~ '" . '" " ~ :J I;;: ~~ ... '" III N ~ .. :< ?>@: ~ e #- . '" '\- -'" 0 '" ' ~ c- '" 8.ow a. ~ #<1 1" ~ ~ E ~ " i~ > 0 ~ ts c ~ IE ~ c ~ IL(9 N '" 00 0:> '" rg '" '" " ... 'a; 0; <ri Q - ~ '" E 00.0-: N 5 w.e. 0:> ti 0: $ r ~ rj - 0; '3 <; '" g ~ 0""; E 1 <I.e. ~ '" - r-- 0 " 0; 0 1;5 <.> , E ~ ~ ~ ~ ~ '" " I- ~ E c 1" $ ~ € ~ 0 z ,~ '" E ~ .~ '" '" Q a ~ c: '" :< Gl N 0; . 1" .e E - > 0 ~ ~ ca.l'll~ 0 E .~ ..2 ~ ~ . 0 :< ~<(- Q. ~ .,!. ~ .~ Gl 0 'il ~ . 0 Ji ~ 0. 'E E ~ ~ ~ .2 " :g l- E IL U ~Q. 001" g ~ ~ iri " o.~ ~ 1$ U 1; ~ E 0; E 0 z ~ ~ 0. , ~ ~ ~ '" I <9,* 0 0 U 0 E 0 - C. IL IL > 0 ~ 0 ~ '0 Q) () 0 l ~ we IL 0 ,:: 2 c ~ d ~ <.> ll'.3 c;; <; ,g; w e o~ .., " m . <; i3 ~ ;; 1; ... f-W Q ~ 0 w f- a. <(z ~U) . '" 110 0.11 ~ . o . ~<.> (9' "C o ~ - .0 10= ~ 8 ~<.> ~ll: ;:; 9 =s ; 00'" ~ '" '" ~ >- <.> z w :::> a w If :< '" ~ <II '<tV <~7 . AREA "A" HYDROLOGY . . ~y Triagular Channel-Area A from P1-P2: Q100=1.21cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - AI Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft Lell Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.21 cfs Results Depth 0.20 II Flow Area 0.8 ft2 Wetted PerimE 7.81 ft Top Width 7.80 ft Critical Depth 0.19 ft Critical Slope 0.006349 flIft Velocity 1.59 ftls Velocity Head 0.04 ft Specific Energ 0_23 ft Froude NumbE 0.90 Flow Type Subcritical . . . 5!J/ a:\sa 05-111 area a.fm2 OS/24/05 02:48:17 PM Project Engineer: Richard W. Hartley Academic Edition FfowMaster v7.0 (7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Sofve For Triangular Channel - AI Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .005000 flfft Depth 0.20 ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.25 cfs . - -----------~ -r 0.20 ft -L V:40~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/24/05 09;57:43 AM Academic Edition @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA ~// Project Engineer: Richard W. Hartley FlowMaster v7.0 {l.OOOS) +1-203-755.1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - AI Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 !lift Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Minimum Maximum Increment Discharge (cfs) 0.00 2.00 0.20 Discharg Depth Velocity Flow Wetted Top (cis) (ft) (!lis) Area Perimeter Width (fl') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 7.90 0.20 0.10 1.02 0.2 3.97 3.97 0.40 0.13 1.21 0.3 5.16 5.15 0.60 0.15 1.33 0.5 6.01 6.01 0.80 0.17 144 0.6 6.68 6.68 1.00 0.18 1.52 0.7 7.27 7.26 1.20 0.19 1.59 0.8 7.79 7.78 1.40 0.21 1.65 0.9 8.28 8.25 1.60 0.22 1.71 0.9 8.87 8.66 1.80 0.23 1.76 1.0 9.07 9.05 2.00 0.24 1.80 1.1 9.43 9.42 . a:\sa 05-111 area 8.fm2 05124/05 09:58:10 AM @ Haested Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA ~7 Project Engineer: Richari:l W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - AT Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlft: left: Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (efs) Minimum Maximum Increment 0.00 2.00 0.20 0.25 Worksheet: Triangular Channel - Area A Depth vs Discharge 0.20 . ~ o.4? iIl~ Cl 0.5 1.0 Discharge (efs) 1.5 2.0 . a:\sa 05-111 area 8.fm2 OS/24/05 09:58:31 AM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA 90/ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.00051 +1-203-755-1666 Page 1 of1 Trapezoidal Grass Channel - Area "A" From P2-P3: Q100=3.54cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftlft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 3.54 cfs Results Depth 1.14 ft Flow Area 9.4 fl2 Wetted PerimE 11 .08 ft Top Width 10.54 it Critical Depth 0.22 ft Critical Slope 1.580058 fI:Ift Velocity 0.38 ftls Velocity Head 0.00 ft Specific Energ 1.14 'It Froude NumbE 0.07 Flow Type Subcritical . . t}lt?' a:\sa 05-111 area 8.fm2 OS/24/05 02:56:11 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 {1.OOOS] +1-203-755-1656 Page 1 of 1 . . . Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.250 Channel Slope .005000 ftlft Depth 1.14 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 3.54 cfs I. 6.00 ft V:4.0~ H:1 NTS 09 a:\sa 05-111 area 8.fm2 OSI24/0S 02;S7;07 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 08708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1686 Page 1 of 1 Curve Plotted Curves for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope .005000 ftIft Left Side Slope 3.00 H: V Right Side Slope 3.00 H: V Bottom Width 4.00 ft Attribute Discharge (efs) Minimum Maximum Increment 0.00 5.00 0.25 1.6 Worksheet: Trapezoidal Channel - Area "A" Grass Swale Depth vs Discharge 1.4 1.2 . 1.0 .. __~n .....m............, .....--......__, __......____...u..__~ ___........_...... .<: ~~ g-s. 0.8 o un.m! ....--f--.. ..---......---...+ .___.nnn..__n nuf-.__ ...mmn.t ....---........-.,... ---n....._.n....t ....--........---.! 0.0 0.0 0.5 1.0 1.5 2.0 2.5 Discharge (efs) 3.0 3.5 4.0 4.5 5.0 . 9<)/ a:\sa 05-111 area a.fm2 OS/24/05 11 :09:57 AM Academic Edition @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Harttey FlowMaster v7.0 [7.0005J +1-203-755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope ,005000 ftIft Left Side Slope 3.00 H: V Right Side Slope 3.00 H: V Bottom Width 4.00 It Attribute Discharge (efs) Minimum Maximum Increment 0.00 5.00 0.25 . Discharg Depth Velocity Flow Wetted Top (cis) (ft) (ftIs) Area Perimete Width (fI') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 9.81 0.25 0.30 0.17 1.5 5.92 5.82 0.50 0.45 0.21 2.4 6.83 6.69 0.75 0.56 0.24 3.2 7.54 7.36 1.00 0.65 0.26 3.9 8.13 7.92 1.25 0.73 0.27 4.6 8.65 8.41 1.50 0.81 0.29 5.2 9.11 8.85 1.75 0.88 0.30 5.8 9.54 9.25 2.00 0.94 0.31 6.4 9.93 9.62 2.25 1.00 0.32 7.0 10.30 9.97 2.50 1.05 0.33 7.5 10.64 10.30 2.75 1.10 0.34 8.0 10.97 10.61 3.00 1.15 0.35 . 8.6 11.27 10.90 3.25 1.20 0.36 9.1 11.57 11.18 3.50 1.24 0.36 9.6 11.85 11.45 3.75 1.28 0.37 10.1 12.12 11.71 4.00 1.33 0.38 10.8 12.38 11.95 4.25 1.37 0.38 11.1 12.64 12.19 4.50 1.40 0.39 11.5 12.88 12.42 4.75 1.44 0.40 12.0 13.11 12.6S 5.00 1.48 0.40 12.5 13.34 12.86 . a:\sa 05-111 area 8.fm2 OS/24/05 11:10:57 AM ~~: <.,,/ .,~ Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.00051 @HaestadMethods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Trapezoidal Grass Channel - Area "A" From P3-P4 Q100=3.08cfs Worksheet for Trapezoidal Channel . Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel. Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Input Data Mannings Coeffici 0.250 Channel Slope .005000 fI:Ift Left Side Slope 3.00 H: V Right Side Slope 3.00 H: V Bottom Width 4.00 ft Discharge 3.08 cfs Results Depth 1.17 ft Flow Area 8.7 ft' Welted PerimE 11.37 ft Top Width 10.99 ft Critical Depth 0.25 ft Critical Slope 1.550279 flIft Velocity 0.35 ftls Velocity Head 0.00 ft Specific Energ 1.17 ft Fraude NumbE 0.07 Flow Type Subcritical . . a:\sa 05-111 area a.fm2 OS/24/05 11:12:50AM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA 30/' Project Engineer: Richard W. Hartley FlowMasterv7.0 [7.0005J +1-203-755-1666 Page 1 of 1 Trapezoidal Grass Channel - Area "A" From P3-P4 Q100=4.48cfs Worksheet for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.250 Channel Slope ,005000 ftJft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 4.48 cfs Results Depth 1.29 ft FJowArea 11.1 ft2 Wetted Perimf 11.78 ft Top Width 11.17 ft Critical Depth 0.25 ft: Critical Slope 1.510135 flIft Velocity 0.40 ftls Velocity Head 0.00 It Specific Energ 1.30 ft Froude Numbl 0.07 Flow Type Subcritical . . a:\sa 05-111 area a.frn2 OS/24/05 03:16:56 PM g;}';/ ~ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005J @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Pr~ject Description Worksheet Flow Element Method Solve For Trapezoidal Channel- Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.250 Channel Slope .005000 ftlft Depth 1.29 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 4.48 cfs . 6.00 ft ./ V:4,0~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/24/05 03:17:18 PM Jtx;;/ Project Engineer: Richard W. t4~rtIey Academic Edition FlowMasterv7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . AREA "B"HYDROLOGY . . /0/ Triangula Channel-Area "B" from Y1-Y2: Q100=1.15cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope 005000 flIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.15 efs Results Depth 0.19 ft Flow Area 0.7 fP Wetted PerimE 7.66 ft Top Width 7.65 ft Critical Depth 0.18 ft Critical Slope 0.006314 ft!fl Velocity 1.57 fils Velocity Head 0.04 ft Specific Energ 0.23 ft Froude Numbf 0.90 Flow Type Subcritical . . a:\sa 05-111 area s.fm2 05124/05 11 :47:02 AM /02/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 (7.0005} @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coefficj 0.014 Channel Slope .005000 ftIft Depth 0.19 ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.15 efs . - ---------~ I 0.19 It ----L V:4.0~ H:1 NTS . /0;7 a:\sa 05-111 area a.fm2 OS/24/05 11 :49:04 AM Project Engineer: Richard W. HarDey Academic Edition FlowMaster v7.0 [7.0005] @ Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 flIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Minimum Maximum Increment Discharge (cfs) 0.00 2.00 0.25 Discharge Depth Velocity Flow Wetted Top (cis) (ft) (flIs) Area Perimeter Width (11') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 7.65 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 ,0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 . / CJtI a:\sa 05-111 area a.fm2 OS/24/05 11 :48:39 AM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.Q [7.0005} +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 0.25 Worksheet: Triangular Channel - Area "8" Depth vs Discharge 0.20 . 0.15 .r: ~~ o.~ Gl~ Cl 0.10 0.00 0.0 0.5 1.0 Discharge (cfs) 1.5 2.0 . /V~ a:\sa 05-111 area a.fm2 OS/24/05 11 :47:59 AM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Gutter Section Area "B" from Y2-Y3: Q100=4.54cfs Worksheet for Gutter Section Project Description Worksheet Type Solve For Gutter Section _ Area n Gutter Section Spread . Input Data Channel Slope Discharge Gutter Width Gutter Cross Slop Road Cross Slop( Mannings Coeffici .005000 flIft 4.54 cis 1.80 ft 0.030 flIft 0.030 flIft 0.013 Results Spread 10.39 ft Flow Area 1.6 ft' Depth 0.31 ft Gutter Depress 0.0 in Velocity 2.80 flIs . . joy a:\$a 05-111 area 8.fm2 05124/05 12:01 :30 PM Project Engineer: Richard W. Hartfey Academic Edition FlowMaster v7.0 [7.0005) @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . Project Description Worksheet Type Solve For Gutter Section - Area" Gutter Section Spread Section Data Channel Slope Discharge Gutter Width Gutter Cross 8101= Road Cross Slepf Spread Mannings Coeffici .005000 flIfl 4.54 cis 1.80 ft 0.030 flIfl 0.030 flIft 10.39 ft 0.013 .. . 0.50 0.40 0.30 0.20 0.10 0.00 0+00 a:\sa 05-111 area a.frn2 05124/05 12:02:13 PM 0+02 Cross Section Cross Section for Gutter Section ~) 0+04 0+06 0+08 0+10 0+12 V:4.0~ H:1 NTS /6} Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods. Inc. 37 Brookside Road WaterburY. CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Gutter Section . Project Description Worksheet Gutter Section - Area" Type Gutter Section Solve For Spread Input Data Channel Slope .005000 fl/ft Gutter Width 1.80 ft Gutter Cross 8101= 0.030 flIft R.oad Cross Slop, 0.030 ftIft Mannings Coeffici 0.013 Attribute Minimum Maximum Increment Discharge (cis) 0.00 5.00 0.25 Discharge Spread Velocity (cis) (ft) (flIs) 0.00 0.00 0.00 0.25 3.50 1.36 0.50 4.54 1.61 0.75 5.29 1.79 1.00 5.89 1.92 1.25 6.41 2.03 1.50 6.86 2.12 1.75 7.27 2.21 2.00 7.64 2.28 2.25 7.99 2.35 2.50 8.31 2.41 2.75 8.61 2.47 3.00 8.90 2.53 3.25 9.17 2.58 3.50 9.43 2.62 3.75 9.68 2.67 4.00 9.91 2.71 4.25 10.14 2.76 4.50 10.36 2.80 4.75 10.57 2.83 5.00 10.78 2.87 . . a:\sa 05-111 area a.fm2 OS/24/05 12:05:06 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Ivy Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of1 Curve Plotted Curves for Gutter Section Project Description Worksheet Type Solve For Gutter Section - Area .. Gutter Section Spread . Input Data Channel Slope Gutter Width Gutter Cross Slop Road Cross Slopt Mannings Coeffici .005000 flIft 1.80 ft 0.030 flIft 0.030 flIft 0.013 Attribute Discharge (efs) Minimum Maximum Increment 0.00 5.00 0.25 3.0 - --- - V- .....- / ...--- nmoo ....---- / Worksheet: Gutter Section - Area "S" Velocity vs Discharge 2.5 2.0 . ~ .Ow .2li:! 1.5 Q)~ > 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 2.5 Discharge (cfs) 3.0 3.5 4.0 4.5 5.0 . /1J~ a:\sa 05~111 area a.hn2 05124/05 12:06:34 PM @ Haestad Methods. Inc. Academic EdlUon 37 Brookside Road Waterbury. CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005J +1-203-755-1666 Page 1 of 1 . AREA "D"HYDROLOGY . . /IY Triangular Channel Area "0" from X1-X2: Q100=1.00cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Arel Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 ft/ft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 1.00 cfs Results Depth 0.17 ft Flow Area 0.6 fP Wetted PerimE 6.82 'It Top Width 6.82 ft Critical Depth 0.17 ft Critical Slope 0.006473 ft/ft Velocity 1.72 ft:/s Velocity Head 0.05 ft Specific Energ 0.22 ft Fraude NumbE 1.04 Flow Type 3upercritical . . /y a:\sa 05-111 area a.fm2 OS/24/05 03:46:09 PM Academic Edltfon @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffio 0.014 Channel Slope .007000 ftIft Depth 0.17 ft Left Side Slope 20,00 H: V Right Side Slope 20.00 H: V Discharge 1.00 efs . - ---------- ~ -r D.17 fl ----1 V:4.0~ H:1 NTS . a:\sa 05.111 area a.fm2 OS/24/05 03:48:14 PM //7 Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.00051 @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coefficj 0.014 Channel Slope .007000 ftlft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 . Discharg Depth Velocity Flow Wetted Top (cis) (ft) (Ills) Area Perimeter IMdth (It') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 6.82 0.25 0.10 1.22 0.2 4.05 4.05 0.50 0.13 1.45 0.3 5.27 5.26 0.75 0.15 1.60 0.5 6.14 6.13 1.00 0.17 1.72 0.6 6.82 6.82 1.25 0.19 1.82 0.7 7.42 7.41 1.50 0.20 1.90 0.8 7.95 7.94 1.75 0.21 1.97 0.9 8.43 8.42 2.00 0.22 2.05 1.0 8.85 8.84 . //7 a:\sa 05-111 area a.fm2 OS/24/05 03:51 :01 PM Project Engineer: Richard W. Hartley Academic Edition FlowMasterv7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are. Triangular Channel Manning's. Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 ftIft Left Side Slope 20.00 H; V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 0.25 Worksheet: Triangular Channel - Area "D" Depth vs Discharge 0.20 . .c ~~ Q.~ Gl~ o 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\$a 05-111 area a.hn2 05124/05 03:49:26 PM Academic Edition @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA 1/)/ Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .007000 fI:Ift left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Altribu1e Discharge (cfs) Minimum Maximum Increment 0.00 2.00 0.25 2.5 Worksheet: Triangular Channel - Area "D" Velocity vs Discharge 2.0 . ;:. 'o(j) .Q~ (J)~ > 0.5 1.0 Discharge (cfs) 1.5 2.0 . a:\sa 05-111 area a.fm2 OS/24/05 03:50:04 PM Project Engineer; RicZey Academic EdItion FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Triangular Channel Area "0" from X2-X3: Q100=3.34cfs Worksheet for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Caetrici 0.014 Channel Slope ,005000 Wit Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 3.34 cfs Results Depth 0.29 ft Flow Area 1.6 ft2 Wetted Perimf 11.44 ft: TopWldlh 11.42 ft Critical Depth 0.28 ft Critical Slope 0.005507 flIft Velocity 2.05 fils Velocity Head 0.07 ft Specific Energ 0.35 ft Fraude NumbE 0.96 Flow Type Sub critical . . //y a:\sa 05-111 area a.fm2 OS/24/05 03:57:09 PM @ Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Richard W. Hartley FlowMaster v7.0 [7.0005J +1-203~755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel. Are. Triangular Channel Manning's Formula Channel Depth . Section Data Mannings Coeffici 0.014 Channel Slope .005000 fttft Depth 0.29 ft left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Discharge 3.34 cfs . - ---------~ -r 0.29 ft ----L V:4.0~ H:1 NTS . a:\sa 05-111 area a.fm2 OS/24/05 03:57:32 PM 1/7/ Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are, Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftlfI: Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 0.35 Worksheet: Triangular Channel - Area "0" Depth vs Discharge 0.30 0.25 .._____m......'.__ ----.......-...... .....---i... . D.20 .l: ~ 0.2 <J)~ o 0.15 ....----.........t ......m.t '__"jn oo..m_m.'! ...nm....._f --"----..i-- ..n.._........__.... '''_j "'--.mi. m___n..+ .....___n..f.n ...__n! 0.00 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . IIV' a:\sa 05-111 area a.fm2 OS/24/05 03:58:13 PM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 (7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curve Plotted Curves for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Arei Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coeffici 0.014 Channel Slope .005000 ftIft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 2.5.......-..........--u Worksheet: Triangular Channel - Area "0" Velocity vs Discharge 2.0 ....---....t ..._____..u..+ -muum_._........_____f..n ...----.-....... --....t-- . 1.5 ~ .0 U) Qae Q)~ > 1.0 0.0 0.0 0.5 1.0 1.5 2.0 Discharge (cfs) 2.5 3.0 3.5 4.0 . //:J a:\sa 05~111 area a.fm2 OS/24/05 03:59:53 PM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Triangular Channel - Are; Triangular Channel Manning's Formula Channel Depth . Input Data Mannings Coefficl 0.014 Channel Slope .005000 ftfft Left Side Slope 20.00 H: V Right Side Slope 20.00 H: V Attribute Discharge (cfs) Minimum Maximum Increment 0.00 4.00 0.25 . Discharge Depth Velocity Flow Wetted Top (cis) (ft) (ftls) Area Perimeter WIdth (ft') (ft) (ft) 0.00 0.00 0.00 0.0 0.00 11.42 0.25 0.11 1.07 0.2 4.32 4.32 0.50 0.14 1.27 0.4 5.61 5.60 0.75 0.16 1.41 0.5 6.52 6.51 1.00 0.18 1.52 0.7 7.27 7.26 1.25 0.20 1.60 0.8 7.91 7.90 1.50 0.21 1.67 0.9 8.48 8.47 1.75 0.22 1.74 1.0 8.97 8.96 2.00 0.24 1.80 1.1 9.43 9.42 2.25 0.25 1.86 1.2 9.86 9.85 2.50 0.26 1.91 1.3 10.26 10.24 2.75 0.27 1.95 1.4 10.63 10.62 3.00 0.27 1.99 1.5 10.98 10.97 3.25 0.28 2.03 1.6 11.32 11.30 3.50 0.29 2.07 1.7 11.64 11.62 3.75 0.30 2.11 1.8 11.94 11.93 4.00 0.31 2.14 1.9 12.24 12.22 . .~ -' /2;;/ a:\sa 05-111 area 8.fm2 05124/05 03:58:50 PM Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . HYDRAULIC CALCULA nON FOR STORM DRAIN SYSTEMS . . 1'9 . . ~ Q) :> c: cu - D. ~ ~ e "C ~ J: . -'\ 9<,..\\- . V 00 1[ \1\ rt "0 '" 0 0 &: 9 "i' 5 a CD "i' '" 0 - ~ I 0_ I --- Q) I N .;..1 ;,; I Q) (;>. c :.J PJ , 0 1. I z ~I J .- 01:]; \ - 'JJ "-I J ...- ! ~.{,\ i ~ 0 I <t' D -- I a II I !J !) ,... () d ~ (j :r @ ~ ;; vi ,(}, " I ~ ( . ul '2 / (J Jl '11;1-- /' "" .J -1. D <"\' I .r .)- ~ '" I "'i- ~I ~ llJ/ ~ :r \0 4. , I!-- ).!J ao ~ '~._) 4- - - - E -- 1i) a.: -c...S - aA D ~ P . =:l~'X'-;" :? , ~ ~ ; ~I\y ~ 9..,.L"J ('\\ 'M3 21 ~ ~ II , _ ..---0 - - <0 . - ~ . ~ u:: t5 Q) /1-"2---/ .e- 0.. , 8 N . ! "' E B "' ~ ~ E - '" Ii ~ ~ ~ , ti m "" .e- a. . C1) - ti: o ... a.. ... C1) ~ C1) C/) . o .- C/) g :> .. iii N :5 c: O. ....I a~ I ~C\I o CO....t q ~~ LO ~ ~ N . . + w.,; jl~ I>: II CI) O!:,s, II II Ii i i Ii i I II g 11I'1"1,lillllil'!11 :11:1/11[': ~ III i III II I: I [I II III,' ! I: II Iii III JI; , ; ,I ~ II II I :.1 III,' II ! I: ~! III; III~! i i i.' II :- II ',I, I: I! Iii ill ,) Ii -, '11111:1. ,I III i I I I ,,'1,: I ii, I ,II g ',I I i III i I ~i ill Iii Iii III :- I II' I ,II b11! I i III' [I Iii III , II I I' I,; n ' I' Iii. 1 II ' /. I II II I, III! ~ I I II, II III: I I LO J lis' II I [1111 1'1., I'I II ! 1111' I ~ J aPIi'I II I I, ~ I Ii I , I ~ -jlN<<;:a; 'I I "UI 'I II - ~ I~ ~: ~ I II1I I , I i [II II I I I i ~iii'~11 III' I I' I11I i I 11I1 I'! [I II I en a:: !~~ I 1[1111 I, II I I I II;,': I" III III' 1[' I: III 111111' I) I II ! I II, I II! I' II I I I I ~ III ii' II ! ! I I! I i IJ ,1[: I 6 I' ,I I I I I I ,N ,I I I' I III" I I-III I I II III , I Ii: i I I I W II i I1II I f5 Jill I I111 ! I I I ~II 0 I i I i 'I 6 ~ ~~: [II 'II I ~ I ,I g ~~ I I II i! III I I \;j I i I~ I I II ~ ci 1-' ~ I. I 'I' i 1'1 I,ll'," I'" 6 ~I~r: I': 'I. i i Iii II ! III I III1 i5 ~f; I III ! I! I I I11I i II I ! III! I I ~ I I, I on '" '" N ~ OIl ~ (/) E 2 (/) ~ '" E ~ J: LO III/!,i 1 11',11 i,: 'i : ,'rl 1':1 II ~ I! I I I' I, I i III!: I I !, ! I i Ii co a iii a + ~ o a m C') a ~ a a + o o a m ~ a ~ o a u) C') a ~ o a o a r-: N a ~ a a ~ N a ~ ~ C') a ~ / 7- '?- . U") Q.. . <:J Q.. . ..... <1> = .- ....J &I) Q. I CD Q. I - 0r- a> c .- ..J - a> - ti: - a> c .- ..J C) C) C) C) C) C) q q q q q q M C) l"- V ~ co M M N N N ~ C) C) C) C) C) C) ~ ~ ...... ~ ~ ~ I 1 Lj) a.. @ 0- as ..Q J 11 ~ :3 '" '-'I II l!! I ) It ~ ::c ~ '-/ - r~ III ~ ~ l" , ~ .1 l:t- \ r-;; ,~ I ~ r....... \ I) l)..- I ~ I ~ I l I I ~ ~ . j ~ B II) "' 0 i ,...... 0 ~ N 11. , '-J <D " If) .s:: ~ OJ 0 II) as 0 Q) C) Ct:: OJ If) co 0 co If) N I"- u; ()) c 0 ~ t-- ci Z If) (0 C) (0 If) If) C) If) If) v C) v If) M C) M If) N C) N If) ...... C) ...... If) C) ,...... C) C) 0 C) C) C) ~ q q q q q q '-J > M C) t-- V ~ co Q) M M N N N ~ 1& in C) C) 0 C) C) C) ~ ~ ~ ~ ~ ~ u: t5 ()) /J-'!:J "6' ~ CL , . . "l:t Q. I I() Q. - N Q) C .- ..J - Q) - at: Itt Q) c .- ..J 0 0 0 0 0 0 q q q q q q -.to ~ 00 I.J) N en (') (') N N N ~ 0 0 0 0 0 0 ~ ~ ~ ~ ~ ~ -.t' Q.. . It') Q.. I -.to a.. ~l ""t c: .Q; 03 .s:: 0 :m I ~ d ;:t.~ III 'f2. 1 S. ) . ~ ./ J ~ I!) II~ l ~ 1 !! V .\ ~ \t t..\.- ~ t.o ~ LL 0 I;::'"' I- "- "- Q) ~ - ~ 'j '1> I ---- - c: -- -, I I _-1 ~, ~ N j LO j 0 i 0 ,...... ":" } CD ~ ":" 0 ~ .s:: LO CD 0 ~ 0 03 II) 0 a:: I.J) ~ 0 -.to ~ 0 (') N ~ u; Q) c 0 :.:; N ~ d z 0 ~ ~ 0 0 ~ 0 en 0 00 0 t-- 0 CD 0 I.J) 0 -.to 0 (') 0 N 0 .- 0 ,...... 0 0 0 0 0 0 ~ q q q q q q ~ > -.to ~ 00 I.J) N en jE II) (') (') N N N ~ iTI 0 0 0 0 0 0 u::: ~ ~ ~ ~ ~ ~ t> /2lt Q) "5' ~ "- f ("oJ = .- ...J - ill i': . i '" E Il ~ = . ~ '" !:! 0 0 ~ ~ c :;; '" " '" 0,- Il. 0 .;, If Il. .e " 0 0 0 W N Ol 1: SiS' .,; .0 N N 'E 02- 0 0 ~ - :Jt:_ 0 0 O~'" "1 q J;S- 0 - ~ M M N Z;:g ;; 0 ~ > 0 0 :S '0 !~ - - " J! U .c :;;~ U E " c " z '5 '~ ~ ~- .6.~ .5 ... ., .c ..."'- N - ... - 0; ~... '" CD :tC- N ~ N > - 0 0 .5w - - ~ 8.- 0 0 co?fl. q 0 :::i'Ui- - - '" - ~c ..., '" N ~~E N N 0 0 .5w - ~ life 0 0 .E+:lS 0 0 11::11::- 25 0 o ~o 0 ~ c 0_ 0 0 ~ u 1:: c 0 ~ "',,- 0 0 u: S ~ g q 0 c. c.. 0 0 Q) 0::: ~a~ '" '" <'! ., ~ ~ - 0 .,; 0 € " ..... !!8. " '2 s::: -'l~ <) 0 Q) E > C ~- ~ 'Ii'" '" 0 0 1;; s::: S ~ 0 0 Ii c Ii ." - c ,2' ... 4: :S 0 .;, Q) 0 0 0 ~ '" g <( c c .,; ... ~ :::i CD ., ~ Ul ..i1i Q) u:: en b ." 11 c '" ~ 0 w - " Cc &~, .0 ~ C' -2 /Z a: ,?' 0 !o / ~ N ..... :Jz en & " ... . . Storm Sewer Summary Report Page 1 . Line Line 10 Flow Line Line Invert Invert line HGL HGL Minor HGL Ons No. rate size length ELOn ELUp slope down up loss JUDct line (ets) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 P6-P5 6.21 24 c 85.0 1021.76 1022.61 1.000 1022.64 1023.49 nfa 1023.49 j End 2 P5-P4 5.86 18 c 140.0 1022.81 1024.21 1.000 1023.66 1025.13 nfa 1025.13j 1 Project File: SA05-111P.stm Number of lines: 2 I Run Date: 05-26-2005 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. /IJ/,/ . . Hydraflow Storm Sewers 2005 '" - r- en z ~' III - 0 " it 0 -i ,g. m C-t 0' !J! ~ - m ... ~ => iii 0 ::l 3 ;;- :!! C- . " => ?if 00 '" ... '" a r- en ~ ~ 0 0 ~ 0 ::l (I) " 0 '" :t: 0 0 =e '" ! S' 0 i:.> - 0 0 n 3 '" 0 0 ~ (I) - " CD ;;- f!!. )> ... 3 0 0 -i m [ 0 0 a;- [ -I co 0 0 .e 3 Q) ~ C" + 0 0 :9 n", - 0 0 g ::l s::: :.., 0 0 ::l;8, .9 - > 0 0 If Q) 0 0 0 - :.., 0 0 ~ )> -. N m 0 ;u 0 0 ~ " :::J ~ 0 0 1: 0 0 0 3 " ~ 0 0 '3 S' =>, 0 0 0 .a ! c- " ~ - 0 0 '3 III 0 0 :.., ~ 0 a: -< 91 0 0 ~ -'" 0 0 .;: !. .::!. ::l '" '" '(;' 5'0' '" ~ ,g '" :!!! - '" '(;' 2'0 0 '" '" '" ,g -Ol 0 '" -." '" ... ~ if !:: '" '" '" rn 0> ... .a 2' " - - ~ III -g' 0 0 6' 0 0 -g - - z 0 0 a c: c '" '" S' ... '" " 3 ~ ~ < <T ~ !!: :+ 2- <5 <5 m ". '" ~ a 0 [ ~ '" ::l !" ~ :.., '" '" - - 0 0 '" '" a c: '" '" ..., :r: :... :.. Gl "' '" r- 0 - m 0 0 f '" '" a '" '" ::l '" '" '" ... - - Gl ;u Rl 0 a c: 3 c '" => 00 '" " c- o <0 '" - " 0 0 '" ~ - - 3' Rl 0 a 0 m 0 '" V' '" '" ::l f '" '" 0 0> 0 0 ., 0 " " 0 '" '" U> '" -b -b ff r- 3 ... '" 5' U> ~ ~ 6 " . Ol ~ <g !i! - ~ N . ~ p ~ ... E 0.. g ~ ~ B " c .. .,; '" '" ~ 0 "' ~ .. 0 ... 0 " ~i 0 0 <)l 1 g "' C> CD .,; ~ <)l "' 0 ,., .$ . 2''"- .. ~ c ~e. " .. ... w 0 &l c CD "' ~ .c ~0* CD '" '" u ... ... <( .,; .,; ,-- CD ... ~ '" - ~ ~ Ul .... 0 0 '" ... 00 "' -'> ,,; .,; C)cuS" ~ ~ w,,_ ~ ~ N " ... :; is dim=- "1 >.c- 0 .,; Ji - 0 i "' '" :u E ~ ~ ,Q ... CD E l! ~ z 1;; .. =- ... ... ... !! "" "1 ,-- :> <( .!!. ~ ~ . . t . . '" N g ~ 0> " 0 .,; Q 0> '" -'> ... ..; CD OI>>S' N N "',,- 0 0 ~ ~ <_ N ~ ""= N ~ Gl- 0 0 - ~ . 5i 0 0 !E. .,; ;! -' 00 l8 '" - '" ~ ... '" Ul .,; .,; 00 CD tn "! ... aiie- N N ~ s::: w,,- 0 ~ ~ 0 .- ~Jg ... 0 ..... '" CD ca .,; .,; ..... :;:, .. CD 0> C. ~ E ~ ~ E ... CD E ~ =- Q. .. c:\ '" E 0 !! "" C> .2, ~ <( .!!. ~ - -g. (.) Q t .c 00 CD '" CD g 00 00 c " .,; .,; ~ C Q ... CD 0 .- CD ~ " ...J -'>- N '" " Cl "= N N C 0 E t CD "',,- ~ ~ 1;> "C :e ;;; 0.: t ~ ca 1::>_ N N ~ " ~.9!it:: ~ , " ~ 0 CD 1'l C) c"- ~ ~ 'E ~ CD .!? () CJ N 00 . a .,; u: . .- CD .. - U in , " $ .!J g /2-7/ e 0 ~ 00 a. z Ul ~ "C , ~ " N C - J: ::; dJ); ~ . <:lOv j -.K E . r~ LO ill "" 0 ~ X 0 'I! @) N :t 0' , 1D CD N s:; . .D LO 5 0 u . D -:Z ~ CI> :> c CU - 0.. ~ ~ ~ '0 ~ :I: ~ ;{ u J' ~ C'-i @ J ().. p :::r ~ iIi Q) c :::; o z ~ 'rfJ ~ _ I "" O ~>;: 1'1 ;r ~ G ~ ,; cf , x . tJ j - , , P k <.J '" 11 ~ ~ { >< ... ... ... , .., 0 /21/ ~ - - -~-~.~~---~ C1.''S -.:::\-.1\") ~v '':)\,,., ro 11 ~.::i S _ _ --D- :.\~ \"oJ.,,)\'\\\.i.~21 . (Y') x . ..., . x - 4) = .- ...J C") ~ ''It >< - """ Q) s:: .- ...J - Q) - li: -= Q) s:: .- ...J o C! lJ') C') o .... o C! N C') o .... o C! en N o .... o C! CO N o .... o C! (") N o .... o C! o N o .... ~ N I l() I 0 i 0 N ~ r-.. , CD '" :s::: N '-' , 0 .s:: l() In 0 0 on Q) 0:: In "'" (") x @ ~ ..0 .... ~ u I J Ui ...;:: J . ~ f!. ~ III :I: f'I -J -f!.@ --:2 I, ". I! ~ ) h ...\ ~ ~ \'Y ~ r;t \.~ (.) ~ ~ ~I \C 0 ~ "'" in CIl c :::; ci Z In (") o (") In N o N In .... o .... In o r-.. 0 0 0 0 0 0 :s::: C! C! C! C! C! C! >< '-' > In N en co C') 0 ~ Q) C') C') N N N N ~ 0 0 0 0 0 0 .. w , .... .... .... .... .... .... '" /zr c <I: Ul E u; >< ~ ~ ~ , - ~ 0:: 'e- o. . Q) - It:: o ... a.. ... ; Q) CJ) . o .... CJ) = - ,,; CD iii o I II Iii [I III II i II I ! il': ': II ! ~; <X) II! ,II III'( I ill II!' III/ 'I I I ,! , :' II, I I 1,111 ,II ! I,I III II : I,; i I I ,III 0 i III: i III I II i i II! I i Ii;! i 'II ~ II II, [II, I III I I I!!! Ii 'II II Ii 111111, II i I ! 1III Ii! ,II I: I: 0 I i I i I i I I I i 'I' I i III1 i I i I i Ii: II: I11I CD Ii! III: I I i I II ill' i 'I'I i! Iii, II II i 'I I1I11 II I'", I' II: i I I I i I !! Iii III: 1,1 II,II,:!: I ill 0 Iii I' I I III' I ' ! I :! I ': I ! II ! II I!! Iii I 10 I, I I I I I " I ! Ii'''''' I <+ I'I ,-$ I 'II. II I Iii i i: I I! ' . '. '" I I' I I'!' I c \0.:1 I '1 I I' :ile m I I' I 'I I' III ; I I -, ,1. ~ ! i i ii, II 'I I! i 5 ro Ni I Ii I' i II I II I I: I i I Iii II ~ T. 111' I: I' II I II i! Ii /1 i: I ~ I~ t II II, 1III' I III i ,! I : I ! 111 I ~ I I 'tlf'~i I I, I I Iii Iliilll 1111, 0 I 'I' I I I I111 III I I I i I ! : I : ~ I i I II C') I I'll ~ I I 11111[11, 1.111 I' II I' i2 I U ' I I ! i I r II: i I ~I I ~I: i III I III IIII,! !I,I t:If,h: 1:1 I 0 ~II ill [II'i ~I 'I NJJII I. Iii I' (\J ~I~~II III1I ~I I1III1I1 Ii ~ 1* ffi II I Iii ~ I II! !~~ i I,I, Iii I 0 ~ '~I'!.I II' II l'il II! IlJt.; i ~'l( II:! II i ~ q 'Ow. II 1'1 ,'("" I I, I ' ~~I~I Iii !'I II i~i~!i Iii II Ii i i i I! II i III! I~ III liwl j: I, II 0 '" <> <> N E ~ CJ) E is Iii ~ "" ll! -g. :!: g o .r:. ~ u .. " a: o o o ~ o ~ o o CD C') o ~ o o N C') o ~ o o <X) (\J o ~ o o ~ (\J o ~ o o o (\J o ~ 1.3 ~ ~ e ~ ~ ~ E " .. "' '" ~ .. ... ~ i: "' e ., ., . 2! <')I l\l :::; "' ;;! ., >Ii .& '" 0 ., w - lleiE' ., C'-- 8 '" - ~tI:_ ., 0..:.: ~ ..;8- - '" - .. c; ;; Z::Sc .,; ~ <11- :5 > '0 2!~ ~ ~ .0 S :::;~ 0 E '" " 0 z ~ l ....- .5.~.5 ~ .l: ...J~_ ... '" 1::... <0 M ~::tg N ., .5w - .. ., .....- ,S o if.. ~ ...J~ N . '" 1::= ., ..o- M > e. N ., =w - - ~..= ~ .. e'- =",..5- ., '5=_ ., =80 ., ~ " - .,; '" u ~ 0 0 ] ~illu ., ., u.. ~ <II .,; C. 0.. CI) 0:: ~ o:e <<> <<> ~ = u .,; :.: - 0 g~ € - " r::: ~~ 0 CI) > ~ .. 'ii '" g> ., r::: e ei!!. .,; - = '" ... ;j! 0; CI) ., 2!"'- .,; ~ =ot: ~4)- '" >< ~ CI) ~ CJ) D "C :i; "'.. . = C) I ==0 w 10/ ;;! ~ Q'-2 J 0 .. r =6 - - :::iz CJ) Storm Sewer Summary Report Page 1 . Line Line ID Flow Line line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length ELDn ELUp slope down up Joss Junct line (cts) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 X4-X3 5.88 18 c 30.0 1023.09 1023.69 2.000 1024.02 1024.62 nla 1 024.62 j End SA05-111X Number of lines: 1 I Run Date: 05-26-2005 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j w Line contains hyd. jump. /~;;2/ -, . . Hydraflow Stann Sewers 2005 ~ .. Ii Q. ~ 8 N i ~ E Ji '" ~ e 0 ~ 0 '!! .. M :b ~ c :::; ~ C)l ;:: '" 0 0 i C! m ! g 0 0 C M ~ W 0 0 " - '" E ii! 0 ~ - g 0 " C. M E ::l 0 " - N C! C g ... a; 0 l'J - iii N ...J <0 ~ " c. ... ;; :J: ::l E N .. 0 ~ - '0 en ~ 0 " g ..; .c c N E > 0 0 " .. - z iii i en <0 > C. g ..; C N ::l 0 - 8- l g 0 N 8- iii ii: .. N g ~ (jj .. N ~ ~ '" '" c. i "' ,,- ... u.;;! - U i "' "' ..-; f!! >- c 't:" 0 .c 0 'ii= ! 0:; 0 0:: - II C- " ~ C! 0 ~ ! .~ 0 .. Ul 0. {:. E "Ii C- o i3 ! 0 " :s '" i-i 0 .... u ~ 0 0:; 0 < C " s " 0 E 0 ~ <( ~ 0 - .- g 0:; + .... .. CU E - H 0 '" ::J ~ 0 0; 0 g .c O::u - CU ~ ! 0 '" 0 M I- ~ 0 ai ... M ... II 01 U 0 ~ (I) E ~ 0 " u .!!. 0:; >< ~ ~ 0 c ~ ~ ~ (I) C! ';" iJj c g '" i " 0 0 W ...J M ~ ... 0 011 -g I~' z ~ ....- w ... 0 ...J 0 ~ .. r .... C - f/) :::; . . - ~ 0.. g ~ C .. :iR 0- :;~ g " :>. . f'~- c~E. ... Ul- j Q)-~ 0 > "'e;. <( . U) C o .- .... m .... ::I c.. E o o Q) c :.J Q) 't:S e C) (.) .- - ~ 't:S >. ::I: Iii ~ -'> C)Q)S" Ul~_ -i_ ~!!;. E ~ i ~ m i 0- ::> <( t g ~ Q -'> C)C1le :>:~- 1::>_ ~~= ,SCD- I c ~ - '" -'>- C).!!= Ul~ ." ~,,- >1!E. " - ~ E - '" " i '" l!! - <( e - 1 g M "! Q <> gj -'>- ... ~:E. N <> - m <> i!g ,,; N <> c~ - ~ 0) a 0) .0 E ~ ~ Q ~ :5 0) N (jj - !! - :;:; ::;: o <> C! " " ~ ~ <> 0) M ~ <> M <> .,; N <> - ::;: <> ;! .,; .. - . . '" m o N ~ .. N <> - m <0 ,,; N <> - 5. <> o '" >l! ~ gj <0 o M "'= .. N <> - ::;: o /~f}/ ill :5 '0 :;; .Q E ~ z r-- '" <> <> N <D N .;, <> .. 1;; o c ~ '" r-- g N i .. E ~ ~ I ci. E .2- -d ~ .. c E c o " ~ c :t )( - - - oA C> ~ ~ ~ "C ~ E t . . in 2! o z . . ~ Q) :> c co - D.. ~ ~ ~ "C >- :J: 0") >- @) iD o ~~ ;! ro 15 o >< ... ... ... , It) o /P? ~ 8 N i '" E jj Il) '" a ~ o l! ~ -g. I'- :z: ~ Il) a ... ;,; (]) c ::; o z o o , (J 7- ., e1 1- ", ) rn - ~ 4. cJ ~ - " Ii ~ 5! . " c ::i . ~ o C- O) a::: ~ o - c 0) > c - ... 0) ~ CI> U) ~ o - U) >:: '" >- 0 jjj "" liEE' en N C'-- ~ -0:: ::1~_ 0 o " q ..;U- - " '" z;g q > 0 ~g, ~ ::i.l:' 0 g C .. U 'in G)cI)_ ~ j.;~ ~ ~~- !!-E .5w " 8.- CO;!.. ::iCf)- "e ~QE .5LL1- life =.,.s. '15=- ell'" g ~ - o::U c ~ "'l!'iJ u: E " c,,- e ~a~ .:i - U " c"- ';.l:' 1: "- " iii g'~ E e Cta:g. .2' ;;: :S ""'- eeo: :.J1Ii- to ~" . e e 0 c=z " . e 0 :::iz '" o - N N o - o o N o o N N o - q o o o 0; o o 0; o ~ on " to Ci q o o .0 " e W )( - - - oJ, o /~ Ul 11 N . ~ '" j '" ~ " } on o o ~ :b o ~ Cl - ;,; " ~ '0 :;; .Q E ~ z Storm Sewer Summary Report Page 1 . Line Line 10 Flow Line Line Invert Invert Line HGL HGL Minor HGL Ons No. rate size length ELOn ELUp slope down up loss Junct line (cts) (in) (ft) (ft) (ft) ('!o) (ft) (ft) (ft) (ft) No. 1 Y3-Y4 5.50 18 c 5.0 1022.00 1022.10 2.000 1024.02- 1024.03- 0.15 1024.18 End SA 05-111X Number of lines: 1 I Run Date: 05-27-2005 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown). In HydraflOW Storm S~rs 2005 . . " '" .. ... ID 8 N . i '" ! "' ~ 9 <0 :<l 'i! " ~ ,.:. } " :::; C)l ~ "' <0 0 ;,; '" 1;; > g <ri 0 " " N " iLi Q 0 " ~ a:: .5 0 '" ... - g .,; ." '" N E => 0 Cl - N q " g ... N > Q 0 " - iLi '" ... 0 - Cl '" g .. ;,; :c N " => <0 & - '0 <0 l; q g N .c " N E > Q 0 " " - z iLi i 0 '" c= N .5 N => 0 - 8- - 0 0 ~ q in e.- N 8. ii: " N g '" in - " - ~ le M '" "'- i '" ~.a ... - H i 0 '" .,; I!! ....- >- " -.:- 0 'ra::: i q 0 '" 0 - II C ." 'iii 0 0 i ." ,., 0 " III Co u E .... 'Ii C ~ 0 :5 I 0 a:: N 0 .... 0 ~ q 0 <0 < s:: ~ .... s- O J 0 ": ~ 0 - .- ~ 0 + - " co E - '3:; 0 "" :::I Q: 0 ~ 0 " .c &8 g - CO g u 0 "' 0 '" I- ~ .s- o .,; .... '" r... ..: II ; '" ~ 0 z. E u ! 0 .il; Q .5 0 >< c ~ ~ ~ Q) ~ c c= q oJ, in 4 j 0 w '" ;,; .... ~ 0 oi!! ." )~ Z c IS .... .- w r... ... 0 ~ i!! { - ~ en :::; ~ . . ID 0 0 N i '" - ~ '" J o UI g ~ " CUI 0 '" i i' iO .. .. l1. ":' =11 .. ... g .. ":' - '" .. >- " s . 2' UI_ (; '" c !E 0 0 ~ w C " ~ '" .c g!m* 0 N - <( - 0 " ... 1;; ~ N .. oo ...I > ~ ~:g ~ .. ~ ~ ." '" ;; " mill=- ~ =- >.c- .. 'E .. " .a j ~ 5- '" E " z '" ~ ... r- is. !! ": ::l <( ..'!!. ~ t g .. '" " ~ 0 '" ...I > q " OGlE' N :t:,,_ .. ~ .. 1::>_ ~ ""= ,SG.I- .. ~ . C E. q " ...I '" " ... 1;; ~ N 0 ... ~ In ...1>_ ... OS4=: N c: w,,- .. ~ 0 .- ." '" - ~!g ~ C'G 0 - ;j ~ .. ~ Co E "-: E M E '" ~ m ~ ... 0 ": ~ <( ..'!!. ~ 0 0 t .. Q) g ~ " ~ c: 0 .- ~ ..J ...1>_ ~ ""= Q) :t:,,- ~ 'tJ .. .. C'G 1::>_ ~ ... ~ se, C) C " >< ~ .. - (.) a '" - .,; - .- on , co l!l c- oo /0/ ~ OJ - ~ 'tJ " ~ C - ::I: ::; I -------~- Ii ~ N I . j I E I 0 0 0 0 0 0 Jj I q q q q q q '" "' . "'" .- CO It) N en 0 g (") (") N N N .... 0 . I 0 <=> 0 0 0 0 ~ 1/. .... .- .... .... .... .... ....... r-. J: :t:: ~ ~ O~ '" It) (.) 0 (G Q) 0:: It) "'" Q) c: .- ..J - Q) - -.: o . Q) :J l_____ _______________ 1 I -I -t , ..... 4.> = .- -I I ~I ;;- I t- o - ~ ""'""' ;:: ~ > Q) iIi (") ..J ~, 2 ~ - ~ .J u I ~j -- !~~ ~\ f \ \ - Jl :t / "o.rrJt \ ~ ~ "'~ i ro III ~ \. Sf. 0,r\ \ o q "'" (") o .- .... c:> c:> q q It) N N N 0 0 .... .- c:> q c:> q co N o .- (") o .- .- 0 ~ "'" iJj Q) c ::; 0 z It) (") o (") 'rl N o N It) .... <=> .- It) o <=> q en .- <=> .- >< ~ ... ... . on C) / 1/0 ~ ~ GI Ii' .. . e GI C :::; R ..l- x 0 w ... ~E= cri N 1:'-- 0 '" ~ ~lt;_ 0 OGl~ "! . 0- ~ ....... GI M Z;s: ;; > 0 H ~ ~ :::;~ u ~ .~ ""- CNC '" .c ::i'Ui::. - .. 0 t:~_ ,.;:; g!-!:. N Cw 0 - " 0 ~ g.~ 0 ::icn- N . 0 1:: C 0 N ~ :!g N 0 .5w - . "l1lC 0 " .- '2.5 E 0 -~- 'li'!i- 0 cgo 0 ~ ~ - 0 '" ~ Q 0 ~ 0) ftJ i 0 E ~ 0 .... 0 C. Q~- CI) C c::: ~ a:f 0 '" ~ C ... ..; ~ - 0 " ..... g! \2 r:: .;~ 0 CI) ~ > C GI_ " lCog> 0 r:: E 8;:g,. 0 - C '" .... ;;: "tE CI) "! ~ Cc ::iC>>- '" )( CI) ~ ~ UJ ~ "C ~ ~!o C ,J, w 0 , 0=2 /q~ <( III 0 " Co - ..... :::iz UJ ~ ~ j ~ ~ . } '" o o ')I ~ '" o ~ 1ii o ;,; " J3 '0 :;; .0 E ~ z Storm Sewer Summary Report Page 1 . Line Line 10 Flow Line Line Invert Invert line HGL HGL Minor HGL Dns No. rale size length ELDn ELUp slope down up loss Junct line (ets) (in) (It) (It) (It) ('!o) (It) (It) (It) (It) No. 1 X4-X3 5.50 18 c 5.0 1022.00 1022.10 2.000 1024.0:Z- 1024.03. 0.15 1024.18 End SA 05-111X Number of lines: 1 I Run Date: 05-27-2005 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; .Surcharged (HGL above crown). /1/7;/ ... - - _ F . . 8 N . ~ j ~ E g> " '" "' <L e <> ~ <> 1! 11 '" '1' :::; >< ... ! ~ J: <> . <> % '" ~ C g '" 0 N iij 0 <> c - " E a: "' <> ... - g en E Q. ~ ::> 0 - N <> C g ... N ~ 0 <> iij - ..J '" 0 <> - :t: Q. g .; ~ ::> ~ - ~ <> '0 <> ~ N c g N .0 > 0 <> E ~ " iij Z 1:: <> - ~ N ~ Q. g ::> ~ - ~ - <> Q. <> 0 '" N "- 8- (J) ;;: ~ N E '" Cii - ~ ~ - M . '" Q. ~ OX> "" .; CJ_ ,53' f <> oq o 0 '" ....'" ~ C -.:- >- .;C' ~ <> <> "'- e <> - - c " ~ <> "0 !'I. I 0 e 'C (J) ~ ~ c. :!i c E 's <> .a c <> ~ - a: ~ <> OJ ... CJ <> e C )( .... e < 0 ~ s <> '" <I: ~ <> .- u - .... c e + ctl ~ - ~It: <> E ::J ~ <> .. c ~ e -.; .c '" u g ctl ! " <> - <> '" I- ~ .!!. e '" en L. <I: '" 01 " (J> ~ " <> ~ E u .!!. <> 3: 0 .E <> 0 )( C ~ ~ (J> ~ C g <> ';" iJi i ~ ,,; :g ..J W ra .... o 11 "0 /t/f? 0 c z !i .....- w .... ..J 0 ! /' .... 11 - en :::; ~ N i " ~ "' I 0" g C " CO; "' ~ :EO .. .. . =I~ 0 C)I } g ... .. N ~ J, U 0 >. ... ~ 2'''- ;; c:~!:. .. 0 Cl ... W- e u .2! ... " QI-~ f;j '" CJ ~U)e.... CO; - I;': Iii ~ "! 0 '" ..I> ~ ... OC1lS' ~ W.._ ~ ~ " "' ;; ~=E' ~ .. CO; e .c- = - 0 ~ ~ Oi ~ .c ~ > ..; E " !! z 'iii .. a= ... ,- "" !! tT '" ::> <( ..!1. ~ t g 0 "' .. ~ Q '" ..I> 0 .. OJie- N r.._ 0 ~ 0 t::>_ N ...."" N E;ai- 0 ~ lD g 0 ..I .,; ... - ~ f;j Ul .... CO; ... en ..1>- .. OS.:t: N s::: W.. .. ~ 0 .- " "' - -..- S ~Q).:t: CO; .c- :::::s ~ " ~ Q. ~ ~ E '" E ~ m ~ ... 0 '" c <( ..!1. ~ U ~ Q t .. Q) .. g "! Q ~ s::: ~ .- -I ..I > g .. C> .. N r.. 0 Q) ~ "C 0 0 f! t:: te- N 11 N Oi- .. C) .5 ~ )( (.) ~ 0 ~ a "' ~ .- .,; :b - , .. i!l c '" /4' ~/ <Ii iii - ~ L ~ ! ~ :r: ::; ~ .. .. .. "" . . uj ~ ~ ~ N C'l r;- Oi '" t~ 0 0 Q N ..... ~ N ~ ~~ >. '" ~ ~ 1D ~0 ~ IY .u Ul: <( k pt A c 0 - ~ ~ {) Cl C ~ ;;2J .E OJ \t 5Q) c:: , ~ '" 1 :; 0 OJ E D OJ t~ I- NJ ~ '0 >. lJ- - ....tJ <3 >< ~ ~ ~ , L() 0 <( CI) i:3 OJ "e- o.. Q) "'0 0 I c 2 -0 VI t: .. .r:: ON Co ..-0 !!! " t: -':& Ol e "'0 >- J: ~ ~ - "0 II ~ 2: o " <;:: '" ~ .. " !!! /f~ Irlr "'0 >- ~ ~ J: _N Table of Contents SA 05-111X City ofTemecula TM-Remington Avenue.gpw Friday, May 27 2005, 9:24 AM Hydraflow Hydrographs by Inteiisolve . Hydrograph Return Period Recap .......................................................................... 1 2 - Year Summary Report .... ..... .... ...... .......... ................. ... ......... .... .................. ..... ...... ................, ... ... 2 Hydrograph Reports ....... .......... ..., ................ .................. ...... ........ ..... ........... ...... ............. .... 3 Hydrograph No.2, Reservoir, Pond 2 ................................................................................ 3 Pond Report................................................................................................................. 4 10. Year Summary Report .................................................................................................................. 5 Hydrograph Reports ........ ......... ..................... ..... ............ ...... ...... .......... ......... ................. ..... 6 Hydrograph No.2, Reservoir, Pond 2 ................................................................................ 6 Pond Report...... ........................................................................................................... 7 100 - Year Summary Report ... ................. ....... .......................................... ......... ..... ................ ............ ... 8 Hydrograph Reports ...... .......... ....... ........ ...... ...................... ........ ............... ......... ......... ..... ... 9 Hydrograph No.2, Reservoir, Pond 2 ................................................................................ 9 Pond Report............................... ................................................................................. 10 . . /IP 1 Hydrograph Return Period Recap .. Hydrograph Inflow Peak Outflow (cis) Hyd,ograph type Hyd(s) description (origin) 1-Y, 2-Y, 3-Y' S-Y, 10-Y, 2S-Y, SO-Y, 100-Y, 1 Rational -- - 2.46 - -- 3.88 --- - 5.67 Area C and 0 2 Reservoir 1 - 0.91 - - 1.02 - - 1.16 Pond 2 . . /1/(; I Proj. file: SA 05-111X City of Temecula TM-Remington Avenue.gp Friday, May 27 2005, 9:24 AM . . Hydrograph Summary Report ed. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cufl) (ft) (cufl) 1 Rational 2.46 1 7 1,032 - - -- Area C and D 2 ReselVoir 0.91 1 11 1,031 1 1030.63 611 Pond 2 . . Ify SA 05-111X City ofTemecula TM-R Rel!iaIaI3tlp<ear Friday, May 27 2005, 9:24 AM Hydrograph Plot 3 Hydraflow Hydrographs by Intelisolve . Hyd. No. 2 Pond 2 Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 2 yrs = 1 = Area B Pond1 Peak discharge Time interval Max. Elevation Max. Storage Friday. May 27 2005, 9:24 AM = 0.91 cfs = 1 min = 1030.63 ft = 611 cuft Storage Indication method used. Hydrograph Volume = 1,031 cuft Q (cfs) 3.00 . 2.00 1.00 0.00 0.0 . - HydND.2 \ I~ 0.2 0.3 0.5 -- HydNo.1 Pond 2 Hyd. NO.2 -- 2 Yr 0.7 0.8 1.0 Q (cfs) 3.00 2.00 1.00 1.2 0.00 1.3 Time (hrs) /'1~ Pond Report ~ Friday, May 27 2005, 9:24 AM Hydraftow Hydrographs by Inlelisolve Pond NO.1. Area B Pond1 Pond Data Pond storage is based on known contour areas. Conic method used. . Stage I Storage Table stage (II} Elevation (II) Contour area (sqll) 0.00 0.50 1.00 1030.10 1030.60 1031.10 00 2,800 6,000 Incr. Storage (cull) Total storage (cull) o 467 2,150 o 467 2.616 Culvert I Orifice Structures Weir Structures [A] [B] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 18.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 InvertEI. (II) = 1022.15 1030.10 0.00 0.00 Length (II) = 5.00 0.50 0.00 0.00 Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 OrW. Coelf. = 0.60 0.60 0.00 0.00 Multi-5tage = nla Yes No No [A] [B] [C] [0] Crest Len (II) = 0.00 3.00 0.00 0.00 Crest EI. (II) = 0.00 1030.90 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type Reel Multi-5tage = No Yes No No Exfiltration = 0.000 inlhr (Contour) Tailwaler Elev. = 0.00 ft / ----- ./ ./ " ~ - .... ~ 1031.20 1031.00 1030.80 1030.60 _030.40 ~030.20 1030.00 0.00 0.50 1.00 1.50 . Elev(ft) 1032.00 1031.80 1031.60 1031.40 -TotalQ -CuIvA -CulvB -WeirS Note: CulvertlOrifiee oulfIows have been analyzed under inlet and outlet control. Stage I Discharge Elev(ft) 1032.00 1031.80 1031.60 1031.40 1031.20 1031.00 1030.80 1030.60 1030.40 1030.20 1030.00 3.00 / f' ~ischarge (cis) 2.00 2.50 5 Hydrograph Summary Report -~. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuff) (ft) (cuff) 1 Rational 3.88 1 7 1,628 -- -- - Area C and D 2 Reservoir 1.02 1 12 1,627 1 1030.75 1,095 Pond 2 . . /:5i/ SA 05-111X City of Temecula TM-R D ~tnbW'ear Friday, May 27 2005, 9:24 AM Hydrograph Plot E Hydraflow Hydrographs by Inteiisolve . Hyd. No. 2 Pond 2 Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 10 yrs = 1 = Area B Pond1 Peak discharge Time interval Max. Elevation Max. Storage Friday, May 27 2005. 9:24 AM = 1.02 cfs = 1 min = 1030.75 ft = 1,095 cuft Storage Indication method used. Hydrograph Volume = 1.627 cuft Q (cfs) 4.00 . 3.00 2.00 1.00 . - Hyd No. 2 Pond 2 Hyd. ND. 2 -10 Yr ~ ~ 0.3 0.5 0.7 - Hyd No.1 0.8 1.0 Q (cfs) 4.00 3.00 2.00 1.00 1.2 0.00 1.3 Time (hrs) /57 Pond Report 7 Friday, May 27 2005, 9:241WJ Hydraflow Hydrographs by Inlelisolve Pond No. 1 - Area B Pond1 Pond Data Pond storage is based on known contour areas. Conic method used. . Stage I Storage Table Stage (ft) Elevation (ft) Conlour area (sqft) 0.00 0.50 1.00 1030.10 1030.60 1031.10 00 2,800 6,000 Incr. Storage (cufl) Total storage (cufl) o 467 2,150 o 467 2,616 Culvert I Orifice Structures Weir Structures [A] [B] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 18.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 InvertEI.(ft) = 1022.15 1030.10 0.00 0.00 Length (ft) = 5.00 0.50 0.00 0.00 Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Om.Coof!. = 0.60 0.60 0.00 0.00 MUlli-5tage = n/a Yes No No [A] [B] [C] [0] Crest Len (ft) = 0.00 3.00 0.00 0.00 Crest EI. (ft) = 0.00 1030.90 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type - - Rect Multi-5tage = No Yes No No Exfiltration = 0.000 Inthr (Contour) Tallwaler Elev. = 0.00 ft - ./ - ./ ./v ~ _I"" I.... . Elev(ft) 1032.00 1031.80 1031.60 1031.40 1031.20 1031.00 1 030.80 1030.60 ~30.40 .30.20 1030.00 0.00 Note: CulvertlOrifice outflows have been analyzed under inlet and outlet control. Stage I Discharge Elev(ft) 1032.00 1031.80 - Total Q 0.50 1.00 1.50 2.00 1031.60 1031.40 1031.20 1031.00 1030.80 1030.60 1030.40 1030.20 1030.00 2.50 3.00 / ?yischarge(Cfs) - CulvA - CulvS -WeirS a Hydrograph Summary Rep0l1 ~. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cufl) (Il) (cult) 1 Rational 5.67 1 7 2,383 - - - Area C and 0 2 Reservoir 1.16 1 13 2,381 1 1030.90 1,745 Pond 2 . . /5;P SA 05-111X City of Temecula TM-R.. - ~.~Year Friday, May 27 2005, 9:24 AM Hydrograph Plot 9 Hydraflow Hydrographs by Intelisolve Friday, May 27 2005, 9:24 AM .Hyd. No.2 Pond 2 Hydrograph type = Reservoir Peak discharge = 1.16 cfs Storm frequency = 1 00 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 1030.90 ft Reservoir name = Area B Pond 1 Max. Storage = 1,745 cuft Storage Indication method used. Hydrograph Volume = 2,381 cuft Q (cfs) 6.00 Pond 2 Hyd. No.2 -- 100 Yr Q (cfs) 6.00 .5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 V 0.00 0.0 0.2 "'I'--- 1.00 0.3 0.5 0.7 0.8 1.0 1.2 1.3 0.00 1.5 Time (hrs) . - HydNo.2 - HydNo.1 /~P Pond Report 1C Hydraflow Hydrographs by Intelisolve Pond No. 1 - Area B Pond1 Pond Data Pond storage is based on known contour areas. Conic method used. . Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) 0.00 0.50 1.00 1030.10 1030.60 1031.10 00 2,800 6,000 Friday, May 27 2005, 9:24 AM Incr. Storage (cult) Total storage (cult) Culvert I Orifice Structures [A] [B] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 18.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 InvertEI.(ft) = 1022.15 1030.10 0.00 0.00 Length (ft) = 5.00 0.50 0.00 0.00 Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coefl. = 0.60 0.60 0.00 0.00 Mulli-5tage = nla Yes No No o 467 2,150 o 467 2,616 . Weir Structures [A] [B] [C] [0] Crest Len (ft) = 0.00 3.00 0.00 0.00 Crest EI. (ft) = 0.00 1030.90 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type Rect Multi-stage = No Yes No No Exfillration = 0.000 Inlhr (Contour) Teilwater Elev. = 0.00 ft Note: CulvertlOrifiee outflows have been analyzed under inlet and outlet control. Stage I Discharge Elev(ft) 1032.00 1031.80 1031.60 1031.40 1031.20 1031.00 1030.80 1030.60 .30.40 ~30.20 1030.00 0.00 0.50 1.00 1.50 /' -' -- ./'" ./ V ~ -.... I~ - TotalQ - CulvA - CulvB -WeirS Elev(ft) 1032.00 1031.80 1031.60 1031.40 1031.20 1031.00 1030.80 1030.60 1030.40 1030.20 1030.00 3.00 Discharge (cis) / ;qt. ./ 2.00 2.50 C;, rv' ~ ,.., r!' ~ ~ f~ lfI , ~ ,n " ~. ~~,,~~ t-'!- V 1/ A q:-~o 0:2 cJ@) J o ..J 11- ~Gr NJ ~ <( '<t '" 0; <ri" o o N .... N >. '" I 1Il '0 <( c o a, c E OJ c:: :i; I- '" :; u OJ E OJ I- o ~ i:3 >- ~ ~ ~ , '" o <( en t OJ "e- o. Q) "'C 0 :2 I tIl ..c: "'~ a. m " !!! ~ ~ ~ ~~ OJ e "'C >. :c ~ ~ - '6 ~~ ~ " o ~ q:: ~ ~ !!! 0::0:: "'C >. ~ ~ :c _ N / ?/ Table of Contents Hydraflow Hydrographs by Intelisolve SA 05-111 City of T emecula TM-Remington Avenue.gpw Friday, May 27 2005, 8:59 AM . Hydrograph Return Period RecalP .......................................................................... 1 2 - Year Summary Report .. .......... ... ....... ......... ....... ............... ............ ..... ............ ............. ..... ..... ......... 2 Hydrograph Reports ..... ... ....................... ..... .......... ........ ..... ........... ........ ........ ...... ..... ........ ... 3 Hydrograph No.2, Reservoir, Pond 1 ................................................................................ 3 Pond Report........... ............................................................ ... ....................................... 4 10 . Year Su mmary Report ...... ..... ......... ........ ......... ..... .... ...... ... ...... ........ ..... ............ ...... ............. ......... 5 Hydrograph Reports ....... .... ...................... ......... ...... ....... ............. ... ... ...... ..... ....;...... ............ 6 Hydrograph No.2, Reservoir, Pond 1 ................................................................................ 6 Pond Report..................... ........... ................................................................................. 7 100 - Year Summary Report ............ ...... ... ... ... ........ .......... ........ .... ....... ....... ... .... ........ ...... ........... ........... 8 Hydrograph Reports ............ ...... ...... ..... ................ ...... .............. ... ... ......... ... .... ..................... 9 Hydrograph No.2, Reservoir, Pond 1 ................................................................................ 9 Pond Report................................ ................................................................................ 10 . . /~ 1 Hydrograph Return Period Recap tf. Hyd'ograph Inflow Peak Outflow (cis) Hyd,ograph type Hyd(s) description (origin) 1-Y, 2-Y, 3-Y, SOY, 10-Y, 25-Y, 50-Y, 100-Y, 1 Rational - - 2.41 - - 3.81 -- - 5.57 Area B 2 Reservoir 1 - 0.91 --- .- 1.05 - - 1.31 Pond 1 . . /:?-,?" Proj. file: SA 05-111 City of Temecula TM-Remington Avenue.gpw Friday, May 27 2005, 8:59 AM 2 Hydrograph Summary Report _. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cull) (ft) (cull) 1 Rational 2.41 1 7 1,014 --- - - Area B 2 Reservoir 0.91 1 11 1,012 1 1029.94 596 Pond 1 . . /b')/ SA 05-111 City of Temecula TM-Rerr irfglltmrL4. Ylmiml g~W" ear Friday, May 27 2005, 8:59 AM Hydrograph Plot 3 Hydraflow Hydrographs by Intelisolve . Hyd. No. 2 Pond 1 Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 2 yrs = 1 = Area B Pond1 Friday, May 27 2005, 8:59 AM Peak discharge Time interval Max. Elevation Max. Storage = 0.91 cfs = 1 min = 1029.94 ft = 596 cuft Storage Indication method used. Hydrograph Volume = 1,012 cuft Q (cfs) 3.00 . 200 1.00 0.00 0.0 0.2 . - Hyd No. 2 0.3 0.5 - HydNo.1 Pond 1 Hyd. No.2 - 2 Yr Q (cfs) 3.00 2.00 1.00 0.7 0.00 1.3 Time (hrs) 0.8 1.0 1.2 /y Pond Report 4 Friday, May 27 2005, 8:59 AM Hydraflow Hydrographs by Intelisolve Pond No. 1 - Area 8 Pond1 Pond Data Pond storage is based on known contour areas. Average end area method used. . Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) 0.00 0.50 1.00 1029.40 1029.90 1030.40 00 2,800 4,250 Incr. Storage (cult) Total storage (cult) o 700 1,763 o 700 2,463 Culvert I Orifice Structures Weir Structures [A] [8] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 18.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 Invert EI. (ft) = 1022.15 1029.40 0.00 0.00 Length (ft) = 5.00 0.50 0.00 0.00 Slope ('!o) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coell. = 0.60 0.60 0.00 0.00 Mutti-Stage = nla Yes No No [A] [8] [C] [0] Crest Len (ft) = 0.00 3.00 0.00 0.00 Crest EI. (ft) = 0.00 1030.20 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type - - Reet Mutti-Stage = No Yes No No Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft - 7 ./" ./ - J.,.....---""'" I ....- 1030.80 1030.60 1030.40 1030.20 1030.00 1029.80 1029.60 .29.40 29.20 1029.00 0.00 0.50 1.00 1.50 . Elev(ft) 1031.00 - TotalQ - CulvA - cuiva -WeirS Note: Culvert/Orifice outflows have been analyzed under Inlet and outlet: control. Stage I Discharge Elev(ft) 1031.00 1030.80 2.00 1030.60 1030.40 1030.20 1030.00 1029.80 1029.60 1029.40 1029.20 1029.00 3.00 /-6 YisCharge (cis) 2.50 " 5 Hydrograph Summary Repol1 ." Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cull) (II) (cull) 1 Rational 3.81 1 7 1,599 - -- - Area 8 2 Reservoir 1.05 1 12 1,597 1 1030.07 1,063 Pond 1 . . /61;/ SA05-111 City of Temecula TM-Rerr i~Pt.RmimlgIbQtYear Friday, May 27 2005, 8:59 AM Hydrograph Plot 6 Hydraflow Hydrographs by Intelisolve Friday, May 27 2005, 8:59 AM eHyd. No. 2 Pond 1 Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 10 yrs = 1 = Area B Pond 1 Peak discharge Time interval Max. Elevation Max. Storage = 1.05 cfs = 1 min = 1030.07 ft = 1,063 cuft Storage Indication method used. Hydrograph Volume = 1,597 cuft Q (cfs) 4.00 Pond 1 Hyd. No.2 --10 Yr Q (cfs) 4.00 3.00 - ~ "'--- 3.00 e 2.00 2.00 1.00 1.00 000 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 0.00 1.3 Time (hrs) e - HydNo.2 - HydNo.1 IbP Pond Report 7 Frtday, May 27 2005, 8:59 AM Hydraflow Hydrographs by Intelisolve Pond No. 1 - Area B Pond1 Pond Data PDnd storage is based on knDwn contour areas. Average end area method used. . Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) 00 2,800 4,250 0.00 0.50 1.00 1029.40 1029.90 1030.40 Incr. Storage (cuft) Total storage (cuft) o 700 2,463 o 700 1,763 Culvert I Orifice Structures Weir Structures [A] [B] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 16.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 InvertEI. (ft) = 1022.15 1029.40 0.00 0.00 Length (ft) = 5.00 0.50 0.00 0.00 Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif,Coell. = 0.60 0.60 0.00 0.00 MuRi-Stage = nla Yes No No [A] [B] [C] [0] Crest Len (ft) = 0.00 3.00 0.00 0.00 Crest EI. (ft) = 0.00 1030.20 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type Rect Multi-Stage = No Yes No No ExfiRralion = 0.000 Inlhr (Contour) Tailwater Elev. = 0.00 ft - /' V / - ~ 1-- . Elev(ft) 1031.00 1030.80 1030.50 1030.40 1030.20 1030.00 1029.80 1029.60 .9.40 .9.20 1029.00 0.00 Nota: CulvertfOrifice outflows have been analyzed under inlet and outl&t control. Stage I Discharge Elev(ft) 1031.00 1030.80 2.00 1030.60 1030.40 1030.20 1030.00 1029.80 1029.60 1029.40 1029.20 1029.00 5/. 3.00 . / b? Discharge (cis) - Total Q 0.50 1.00 1.50 2.50 -CuIvA -CuIvB -WeirS 8 Hydrograph Summary Report ." Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cuft) (ft) (cuft) 1 Rational 5.57 1 7 2,340 -- --- - Area B 2 Reservoir 1.31 1 12 2,339 1 1030.25 1,681 Pond 1 . . / "'f/ SA 05-111 City of Temecula TM-Rerr irf9!tmr~'Rmimlg~lAO Year Friday, May 27 2005, 8:59 AM Hydrograph Plot 9 Hydraflow Hydrographs by Intelisolve Friday, May 27 2005, 8:59 AM eHyd. No. 2 Pond 1 Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 100 yrs = 1 = Area B Pond1 Peak discharge Time interval Max. Elevation Max. Storage = 1.31 cfs = 1 min = 1030.25 ft = 1,681 cuft Storage Indication method used. Hydrograph Volume = 2,339 cuft Q (cfs) 6.00 Pond 1 Hyd. No.2 -- 100 Yr Q (cfs) 6.00 4.00 /1/',,- V ~ ~ 5.00 .5.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 0.00 1.5 Time (hrs) /6V I . - HydNo.2 - HydNo.1 Pond Report 10 Friday, May 27 2005,8:59 AM Hydraflow Hydrographs by Intelisolve Pond No. 1 - Area B Pond1 Pond Data Pond storage is based on known contour areas. Average end area method used. . Stage I Storage Table Stage (Il) Elevation (Il) Contour area (sqll) 0.00 0.50 1.00 1029.40 1029.90 1030.40 00 2,800 4,250 Incr. Storage (cull) Total storage (cull) o 700 2,463 o 700 1,763 Culvert I Orifice Structures Weir Structures [A] [B] [C] [0] Rise (in) = 18.00 3.00 0.00 0.00 Span (in) = 18.00 3.00 0.00 0.00 No. Barrels = 1 6 0 0 InvertEI. (II) = 1022.15 1029.40 0.00 0.00 Length (Il) = 5.00 0.50 0.00 0.00 Slope (%) = 0.50 0.00 0.00 0.00 NNalue = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 0.00 Multi.stage = nla Ves No No [A] [B] [C] [0] Crest Len (Il) = 0.00 3.00 0.00 0.00 Crest EI. (II) = 0.00 1030.20 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type - -- Reel Mu~i.stage = No Ves No No Exfi~ration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft ./ , V / - ~ 1-- . Elev(ft) 1031.00 1030.80 1030.60 1030.40 1030.20 1030.00 1029.80 1029.60 _29.40 ~29.20 Note; CulvertlOrifice outflows have been analyzed under inlet and outlet control. Stage I Discharge Elev(ft) 1031.00 1030.80 2.00 1030.60 1030.40 1030.20 1030.00 1029.80 1029.60 1029.40 1029.20 1029.00 / &:.j 3.00 / b l; Discharge (cis) 1029.00 ~OO O. 1. 1. -TotalQ -CulvA -CuIvB -WeirS 2.50 . . STORM EVENT THAT WILL PRODUCE AN INTENSITY OF I=O.2IN/HR AND CALCULATIONS FOR POST -CONSTRUTION BMPs . F!f/ . . . ~I . 16 o "'Iii ~~::I o~~ Z-' J!!'" 15~ L:;roZ (J)u-i '-' ~ '" !If ~ w '" ~1iio>o _~<(<;;t goo~~ (J)CCf.)(O (/).Q 0 f:? o:{oo_ CI/:l::JO::o ""<(<0 g;;&:~t::. ~Lt)~~ oot;cnQ. E " '2 E o "" c o o i1:> 's ~ "r '" '3 :; ij c ~ ~ W ~W) i'd "-II ,,- 20 0' cc o ~ iij'li ulE !E 8 :::0 .!lit: 09 ._ c 0" "'''' z o i= :3 ::IC (Jo ..JJ: <(I- (J~ >.... C)<l 02 ..JQ ~H Q > J: ~ o ~ >' o 2 w '" a w '" "- :; '" g '" .l1 " Il " '2 !-~ ~[ "' :,.e- <l' o -'" " . . ~- 0 5"OW Cij ~<1 c o 'fi ~ '" - ,; a""' w~ 0: (j ;; " - ,; o~ <J~ 8 c o o it: E " l- E 6 2 ":1: :; .. ~ E .2", ~.2 :; ~ ,~ Gl 16~ ! :g ,!11. ~ '5 ~ E ,! '" o w .., o '" "- ~ "' ~ ~ ~ u ~<( <(- ~ "- ,., I- oo1;i g.E e "- (9~ := > o ~ "'0 *~ .5 ftl l! ~ 0 Q<l2 <l' <l' o 0 '" '" ci ci ~ ~ o o e C> .S ~ ~~ .s ~ ~ 8'5 c: .S v ~ E a... '(ijO ~ IJ)..... "- "'^' ... '" ~ '" ... '" ~ o <l' <l' o 0 '" 0 ci N C)~~~~~ ~ o~e~e!L 0 o..cn(900('J(/)!!!I '" t- ... o ~ '" c;:i ci ci I '" o o '" <0 o '" o <0 '" o [0 -6 "" c o o ;;: ~ o ... <0 o '" o r:. o ~ t- o o .. <0 o '" o ... o :.:t w "- "'0 ~J: '" o o ;l; o o ~ o '" o o .. '" o ... <0 o '" o '" o '" '" o "'''' ON ~ ;x: ~ ~ < OJ ~~ <l' o o oj o '" '" '" ~ N <l' o '" " <l' <l' o 0 '" '" ci ci u.2:!uQ) a.. o~u:::",u Q.Cf.lo...v......c::: '" '" t- o '" '" ci ci ci '" o o t- - o '" o o '" <0 " ;l; o '" <0 o '" o '" o '" o t- '" o ~ '" "'''' ci~ ~ ~ 6 "" c o o ~ ~ ~ OJ "'0 !Ill- 10 '" !Il '" '" o '" o <0 - " ~ o "" c o o u '" t- <l' o '" o '" 0 0 '" <0 '" - <l' <l' '" o 0 t- '" ci d ~ ~ w () (ij U- a... (,) ~ u g! &:l a Q..r.nQ..oo......:r: ~ ~ ~ ci ci ci '" o o '" o o ... o o '" '" o '" o '" '" o o :: o '" o o '" <0 " ... <0 o '" o '" o ;i; o ~~ o ~ Ei ~ ~ ~ < ;; ~~ '" o '" o o <0 " '" o '" '" o j ~ "- o o e <9 W ITf/ Trapezoidal Grass Channel - Area "A" From P2-P4: Total Qwq =0.34cfs Worksheet for Trapezoidal Channel . Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Input Data Mannings Coeffid 0.250 Channel Slope .005000 ftlft Left: Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 0.34 cfs Results Depth 0.30 ft Flow Area 2.0 ft2 Wetted PerimE 7.33 ft Top Width 7.19 ft Critical Depth 0.05 11: Cntical Slope 2.602095 flIft Velocity 0.17 ft/s Velocity Head 0.00 ft Specific Energ 0.30 ft Fraude NumbE 0.06 Flow Type Subcntical . . a:\sa 05-111 aras s.fm2 05/31/05 10:13:48AM Project Engineer RiCh.~ ~ Academic Edition FlowMasterv7.0 [7.0005] @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel . Project Description Worksheet Flow Element Method Solve For Trapezoidal Channel - Area "A" Gra Trapezoidal Channel Manning's Formula Channel Depth Section Data Mannings Coeffici 0.250 Channel Slope .005000 ftIft: Depth 0.30 ft Left Side Slope 2.00 H: V Right Side Slope 2.00 H: V Bottom Width 6.00 ft Discharge 0.34 cfs . 0,00 fl ./ V:4.0D, H:1 NTS . a:\sa 05-111 area 8.fm2 05/31/05 10:14:15 AM /74-/ ( Project Engineer: Richard W. Hartley Academic Edition FlowMaster v7.0 [7.0005] @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 . <, .. . - 0:-ATC. \-\ "\6~S\ \()";:> .. :--. '. ''''/<'~ ~, ,,, --., " --- ..:( ';';__'\It ~~..-.,-..J\~<."":>' l'\"'13 .,~~:eG.. 'O'~!J'I "-"""<' . .-" '-;' ,,- . -L.\-r::p .. .. . ~ e:: .L[f:::'::;:=:;3'1, 6~ I"c- ~:;: -1 - -~ ~. ~-' - , , . 4 1--0--1 . ~, < '. ,-..::; t: ,- \l'\.,:'\...... ? ,........,', . ~ , c !::: \ \.t '^...." \ ......'- ~ c.... P = 2 (0 + b) ~ \ ,-\r;~I"'(ft~ . .t: A' 6 OW = :5G'S"X"2':JC:-{j '::"- . '">--< Q.' 7S'--':~~ 5,~t~/, :=.. O<~t.:~ 8.0 ;J "j I 'I I '11." , It .. Iii" ~ 'I .el ~ .8 ; .~~ :. ... . 'w iZ :z: 1="- .[::2'; ':'~ '- w - 1-- -I-~I V V i I /. -W I I I I I I III I IIII H!'A'2~ \,!Ip to 0,; "tleI.."I,,,:, t, :!o~II:<\ ~'H:;:A6s AlFlOYS' I.. !C\;i/}'/:: (Lb ~fj>l!.IES :: HEA~S abv/EE'H 0.420 1./4. h-~A '~~ifrloN , 5 F r.rOi'l & O?E RA/lTOi'! IS. IIi'! 'i'F.r:tNITI" 1 .! t I I 8UREAU OF PUBLIC ROADS 2-' ~C..,.,;,,\- 1'1 I"IU 'If .111' IU'JIUI I I ./ j ~ I I -~_. .- , I I I I I / I I I I I I I I ! I , '., , i i I / I I I I , I I I .(,. 1 N ',:- . .)~'. . . 1073.02 'liP'p'lf:'f" ! I I I I I I , . ~ t';'t II ~! ."I;:;ION T'/IO W,\5:-l., D.C. 1\ ~,_ \'/;~TC:(LEO::!))f:.i?_ Pit ~ '::;. . '+\\' .... 7.1. i < \'1... DV.... . :.t.':~ . II -~ II = II ~ - I I' ;- I.. " : I ~ . --- ~ : = ., ..: :: " .. I , I I I I I 0' = 5.1;. lu~:a t .;; , ., ~ ::.. ; ;: .~ ~~ -: : - : - - ; ~ ~; . ,/ F ,," II I .1 I II I CAPACITY OF 'GRATE INLET IN SUM? GflAT;:: ---.... , .. . ~ .' '. ., 115 ........... . . C'.-\AVZ'W n~U?;'\ CHART I-toue ~ '~D'9f./ ?c.; c o ~ > ... "III I III I """ iIIi L'. I l!. = I 4..... !JJ - e, , .9 ./ & l!. ,..../ I ~ If! jl- B - :s 'Z z ... r g /r.II Z !:! &. ..l w ,!) ~ .. , .3 "~ . ~ . ~ 4"" '.. S ! i -. J! !! -i ,/ l!. 12. !.>I III i!!: .? ... .~ !: '/ ~ II L 1!f 1.3 1.0 .& .8 :r .i .5 -;- '?:;I .4 .:5 ~ 0,'1.-'7 '" " ~ T I !Ill", or .;.--) _ or fJ'.' ~ (o~ IICTION ..z '}, . .111 . REV. CITY OF SAN DIEGO - DESIGN 'DE NOMOGRAM - CAPACrTY ,CURB INLET AT SAG SHT. NO. /7(0 15 APR-18-Z883 12:19 PM . . Model No. FGP-24C1 FGP-3OC1 FOP-3eC1 I'OP-42C1 PGP-4BCl FOP-5C1 FGP-<lC1 pap-701 FGP-ecl FGP-10Cl FGP-12C1 FGP.l4C1 FOP-leel FGP-lllOl FGP.2.CI . FGP-28C1 P_84 '~. (/-~---_..._) '-"""-,-,,, ....... '\.~'" ,,'" ~---_.4__ ___..>->",:;- CUill Opening W1dlh (W) 2.0' (241 2.5'(30") aO'IS6i 3.5'(42") 4.0' (48") 5.0'(flO") 7.0'(72") 7.0'(84') aO'(1l8") 10.0' (120") '2.0'('441 14.0'(168') 18.0'(192") 18.0' (218') 21.0' (252") 28.0'(336") I I,J~j V SPECifiER CHART FloGIIlf+PLUS"' il18lallld ~\(::,.-v.::) ~~c:....."""t>~ z D> ~\b\N ~\~ '?~~ ~ "" Q-::O.l.:%. (.17) =- O.\~,,~ NOTES: 1. FIollIl1d+PLUP ftner irlaIl/IB BhaII be InstaIIad _ the ontlnl width of curb ",,"nlng. S10rIp ClPlCiIy 8IUl C1Nn flow rateS aM baaad M full width fnltalledon. 2. Filter Insert BhaU be anach8d to the catet't basJr1 will 338/.75 with stain..... steel expansion snchor boI.. and washers 45011.00 (:!I8"x2'1Il!"mln.) 583/1.25 ""\\-- 3. Ao6a!li+l'LUS" filter Insell$ 8Ie designed with two 675/1.50 antI...,.,u, feat.""'" The 1nItIaI" ftltBrlng t>yps.. helps 78811.76 _In _bIGS (I' and is'ger) during low to moderate 90012.00 flow. and \Ilo 1""'9"" cI<lbtlS tnlpIenergy dIssipaI<>r to, the retention of fIoatabIaa and ooltected sedimentS 1.12&2.5' during high Bow periods. 1,35013.01 4. Flho, ....mbly shall be COOllInJOlOd ~ StaInless..... 1.57e13.5' .(Typa 904). 1,800/4.01 5. F1,,", hno' 0haI\ be _ from d......o polypropylene, WOY8Il, mcno_. geotexlIle. 2,25215.02 6. Filler Uner ohaII not allow tor the relenUOII of wa.... 2170016.02 between storm evanls_ S,I52/7.02 7. AoGard+PLUS"' IIIIllr II1SOl1l: ore SUpplied with "clip-in' 3,49017.18 flner medium po_ (FOSSIL ROCl<"') tor tho 405011l 02 CO~_n and - 01 ps!tOleum hyd_ns ,- (oil and V......). 5.4OO1'f2.OS . "8. tnataIIed Mer insefts shall b9 maintained In aooordanca wfth the manutaclf.lter's rec;ommendatlons. 9. F1I1e,modlurn _ be _ RocJ{" _ and malnllllnedln___r ~Ilons. Storage CaIIacIly CIeatl Flow Rate (CU. FT.) (GPI.lIOFS) .97 1.22 1.59 t.1l3 2.14 2.44 3.06 3.88 4.28 4.88 8.12 7.32 8.58 9.48 '0.00 14.84 1. FIollardl-PLUll'" fiII1lr ,_ 0'" available In 0l8IIdatd IGngllui 0124', 30'. S!i", 012".... 48" and may be iNlaJlad In """""alenglh comblnotlon. (end 10 and) 10 lit Ionglh 01 noIed oaloh buln. . 2. Oean ftow rata.... "eaJou1afadl' haar;td on liner now fa1& of 140 gallons par minute ps' 8<1",,", foot 01 material (. faol1lr 01 .50 hes boon appIletJ to allow tor anI!oIpalOd sad/menl and _r1s loading). An lldditIonal"'ely factor of between .25 and .60 may ba applied to aDow for aile ~ udlmanl_g. S. Storage capsoIty 1'08_ _m _ coIlad1on prior to impeding ,_r flllering bypa... Tho "ultima... hlgh-flow bypass will not becomo impodM due h> maximum """chi loading. . FLOGARO+PLUS" CATCH BASIN FILTER INSERT (CURS OPENING smE) 8HEET 1 01' 2 STORM DRAIN fiLTeRS 858.509.9592 /77 APR-18-2003 12:20 PM P~06 . " 1\ \'2XA.~ '?\.. c.', 2t>x?. '"\ c.,~, ~<:>V"' ~\c>...::. Yet<...<:-~OY"'-:=: O,~ F\" w '?...'t..::.. / s;. r:=. r::~ =- O,O~ \,\'{C. 7 c:i I <:.1f.'.:I lo.~" I' SPECIFIER CHART MOlleI No. Caton IIa&In SIM Gral& DJmal18ion . SIOI8gil clIllSCIIY Clean Flow Rate (Ill) (00) (CU. FT.) (GPMlCFS) . FClp.18~ 2O'x 24" 18"l<22" 1.75 51011.14 FGP.1 WF WX2l!' 2O"x24' 1.75 51011.14 FClP-18S8F 18"x38N 18"l<40" 2.72 707/1.$ FGP-l!1F 22"x22" 24..24" 2,63 ll4&1 ,44 F(ilP~142F 21'><42" 26"x42' 5.25 1,050/2.34 FGP.24F 24")( 24~ 26"x26" 2.63 84&1.44 FClP-28F 2O'x28" 30"):S/Y' 2.63 84&1.44 FClP.24:l8F 24"'36" 24'l< 40" 4.08 ll4OI2.09 FClP-2445F 24'i<45. 26"x47' 5.26 1.2110i2.88 FGP-2448F 24"'48" 26"x4S' 5.26 1,2110i2.88 FC;JP-3OF 3O"x30" 31l"xS4- 4.29 8B8I1.97 FGP.aIlF 3frx 36" S6"x40" 5.44 1.41413.16 F(ilP-8848F 38'1<48" 3b1ll:x48" 8.16 3,76Q14.18 NOTES: . 1. sm..g. _ _.. ""'..mum ooIldswllectlon p.ror 10 Impeding 'nlll<<r ftllorfng bypa... Maximum solido lOadIng wlJl not Impoda '\Ilam.... hlgMlow byp.... 2. Clean flow ..... I. !he IIIt.rlng flow rate, wfthout allowance for oollac1ing aarllmont 8nd daM. (re"""""ond applying foctor of x.75 to x.50 to clean Row 1'01810 oIlow for cadlmanl and d.brl.). 3. For ....lIow syolnmo or calch bolllns wffII """ IIllln 22,,>< 22" 10, un FfoGardfM fl'ltBr inaertt. 4.. FJoGM!+PLUSTU fUrBt inaerts are ava1/abIe In the standard 8~ (.... 8bo\te) or in CUSlllm ...... Call for _10 on 0U8t0m size inserts. 5. FIoaard'" 8nd FIoCl.rd+PLUS'" Rller lnOerto shou1<l be used In eonjundlon wfth a regular mall'rtenMce pn)gntm. Refer to manufaofut8U1l8OOmtnetld9d maltdenance prograJ:'ls. FLOGARO+PLUSm CATCH BASIN FILTER INSERT (FRAME MOUNT) FlAT GRATED INLET SHEET! OF2 STORM DRAIN I'lL TER8 8u.50Um U.S. PATENT PENDING 17 . . .. Calculation for FloGard+Plus Catch Basin Filter Inserts Location of Catch Basin/Curb Inlet Qwq (cfs) Insert Calculation Based on FlowGard+Plus Area "A" NDde P4, Qwq-0.34cfs Use 0.5 flow factor 36" x 48" Catch Basin Allowable Flow Rate = 4.18cfs(.5)=2.09cfs'034cfs Area "B" Node Y3 Qwq=0.27cfs Use 0.5 flow factor 36' x48" Catch Basin Allowable Flow Rate = 4.18cfs(.5)=2.09cI5>0.1527cfs Area "C" + "D" Node X3 Qwq=0.27cfs Use 0.5 flow factDr 36" x 48" Catch Basin Allowable Flow Rate = 4.18(.5)=2.09cfs>:0.27cfs Area "AS" Node P5 Qwq=0.03 Use 0.5 flow factor 3' LDng Curb Inlet Allowable Flow Rate = 1.25cfs(.5)=0.625cI5>0.03cI5 NDte: Values shDwn for FlowGard are Clean flow rates I.e. amount of flow that filter can treat 17;/ . . S:\AUloCad Project5\2005\05-1l11ndustrial Condominiums\05-11lCGP,dwg, 6/16/2005 9:28:32 AM, Josh -_..- 0'~'~ - \ ._--t.1 " - . \ \ \ \ \ \ \ \ \ \ I I I I I \ \ I / / / __________________________E::::...____._.._~___________ ----------------------------------:,~--- ~ '-0 ... I~..-.~.:F.:"'." ft, :"' aJf/B . .' 21' ~ 1:.:,~ I ~ !.' i 2 ~ m ~' '\ ~ " '\ d !M R. ~ ; . ~ ~I... .,.,,, ~ 1:,!~ I a: it ~;; ~ m -,u t ~~I ~ i~ ~~i ~~i ~> ~~ ~d f ~ ii ii . I . , I Ilq ~ . I , R II ~ ~ > liil~ ~J~ ~~~ ~~~ ~i ~~ ~ I~(,/)", z ~90j rn 0: Q'iI~ :E>~. lCl:o-JEl 0 ~~ ~~ ~ 'Z ~pn i~ . Ii i""H II "-1_ !.~.~ ..' @~ j.. '" ~;i ii ,', '.'1 !! :~ Ii ii, I' ,- 'I · l!: ~.. ~'" 5~ !( t-- >"l '-~~~l! I H-!ef . iii 0;)>8 ~ /!c ,... ~t i - " ;~,....;.li 'i"i;i!~I. ~ .i~ . ",~'" 1"'---' !~i~'8!~!~ . -..!! i~ ".1.' I'" a" ,g -. - . ~ ~~, Id~' ~,".- . "~." ..... i . .a~~!~~ ~, ~~~ q= ~ . ai"ll;:o;gl!:-<!;:~~~!i! a 51 "i~"I!l "Ii 8 I" !!~ 1>1 !;; _lil. J;;ij( I;;!'" yl ili!' ii: ~ . -"!~' " "' - . U.. ., lo' 'I o.! ~ F Fi:I!!I<>t:t >:{ o;..~ !:Ii lO l- .' '~'E' I. ~;I 0'" . . ',';11 l~ 0 ."' .1 ~ ! ~ f:lb~~ !/r ~i lili" IE ~ ~ ~lII~i~ ~ g ~8 ~ ~ i:' ""isKIlI b11' 8 i ~8!l1, 6~ ~ I ~t ~ i Ip ! ~ ~ ! ! i ) i1 \ . J ~f ' t -...O;;l:;; l ; g'~ \ '" I " 0 I . ; ! ~ : ~ I ' S ~ , ~ ~ l 1 , , I ~ l 1 I ~ ~ '" ~ " c r ,. S] s; " z ~ '" > ." -=:J ,- , . ,. , , ,. , ~ (;)C) ::=tfa :h< S2R <'\j G)::--i -o~ "-"';;"r-- ~ < ! D II=~ ~~ I 1>1>1>1>1>1>1>1>1> nlums 3 BuDding Project Condom Of Temeeula pro)oel: New ndustrio ~ ---- - ~ .~ '. . r S:\AutoCad ProjectsI200SIOS-l11 Industrial CondominiumsIOS-111 ECdwg, 6/16/20059:21:11 AM, Josh en -I o JJ \ "', I, /'1.".. ~ '- '-. '" ' ,- ~',.~~-L. _ --/ I . ___,_ _ '~=-=; \ , '- " ~--- --=="", -., ,""- - -- .,- 0 _ \\ ~~~. ::-\ ~\. ,t - .,\- .1'::'=-----<' -~, L:5~...;:~o.",'" '=- -_cc-=-c_-=-, -. .3~~-:,:-_' _ ~ _ ,~:-- =w,~ ....."'- \. \ I '}'-'. \ _"":"" ._ _. ..._ . _ -...." \,,-00,.,;,\ \ "-=,,, , . __ u u -- --. . G. / , ., i+Q.. , '\~"':;0.\\ "-""':;" -- --.::- _~III Y.I Ii, .,: Wc-" ' )> ":;;"-""\1 /' , ,. , . ,...."" ".'". ~ ' ", ,II ,', 1___, " I I ' i " , : (S"")..j . . _ , ~ . "'\I~'\\II'II\I'I' I , :: '. -Y, \' I 'I \ ,\ I 1\ '?...... _ _ .~_, / 'I' 110:1 I" ~, IV' . 1l~ '~ " ""::"1 I . -I \ 1\ 1I"I'I~: .II"! ~ I , \ .....''"'...~ _ "i%" ~~../ ~~ -;.;-ml ' \ " 1'1' I' t+- ,~~ o',,~ ,,~ _~~ ' . ',~ ", ~'~ // 'L - / .., ,"'-, \ ."lll, .,~ _. ,,', n 'i: '. , ~, , \ ill"II'!'11 \II'~ ,.' '$ -;-~ i, I ' I / <~,I .: . ' , . ' " . W, / ..,~ m I'IIII'II\I'! tV ' I , II, i , I'. / " , j-L. "~"'~,\, --.JI JJ \ ~ ,~ll i!~l\I-=", ~_'Il ---"--,,-,.,,,~"-,",, '~,i--'-..L'iL}r~:~~=-~,1t~F:~__J~~riJ_ -UrL.!1.:-,:' ,~ . \ I' "I. ""', '//~ ., r- ,.., C-~'"1'_.-'Jri~n un_n_ /H 1 \ I' ,:,:Y.:"IIII'~I'~ II,,' ---I:::'j-' .'<l:~t'nI- -1:n...,-L // ~ _ / ,_ 'I ~"r'l 1"\-' r un_n .. I \ I i~fJai':I!:l~ 11,1: / . j" -'V' 1J \ , 'jl'II'I" \ ' ' ...... ..- ...... n rl 0 \~:II:II'!1li!II"IIE\ I': /' L U~j L Ii, I : "', I ,ii, lij,li \ I', ,J _--j '11'11,1 '/ 1...... II' r 1'1': 11111 I: I, I, I.'. ,,' __ -v---v----v--,r> -tr-,,~ ;;-v.. -=-=: . / II"I~I,,: 111"11 "I I~- ---V'--v---v- v I' '~" I' r 1'1 I,' III - ---v v /' I, _, (~, '" I / ~ .. .~'I II ,I"j' I" I - ,10\" / - - _.~ : I ' C " , , , ~ , .- .....-. . -, ~ ',1111 1'1' -- Y I _/- -.........- - --.... ,./ "--/--'. , "--; --r. ,,'~ ..J), " I" - "il .. " 1-, ,'","8 lOll! ri ~'..' ,'"', __...... , ", ,,~ : ii:I;J'I)llltiir~., ~~ \ /.. - . -. - - , 'I o'Y't'j I // l..u +~ r-IU 'z -I ., ," ii! · ,'r:. .<-i - '1l:! I 1 .. '" : _ ,/,-"i:::i I .~~ 1 ~V;b-::."<; /' ...~ / I;::p-,---" ~ 0 ! ':i 111111~1" =1' 1 I.., -C~-d I, ~ I )( '1- ~i-- ',_r/ 'j I z ' 10" I' , - - -- /1. I ' tL . 1l~f I . 'if "I,JI'I~IiI: ~ - ~ .~:- // , /'",......" / I :1,',__ "'~_I ~ . 'I ~ " ,. c. I ~ J . " "~, II -r, / ......._, _. '" li'IIII'III'I~'I;;llj_.;;i;/_____-aL. /' [ --.... I .- !,~-'~.~. Z 'I, I, ' !:!ll ,. - --..... -c :::::. I r ~ l l _ _, _ Ii' I ,l,pl 1.1 - u '/" r I i/I ,f,"i', i I d I : 'i l, / mlf- u::Ii / 11 /~iil:l:rl!IIIII,1 ! ,/Jjl ~ J, /' l ~ // I '; t d' ' JJ ',. ," l~, I V . . ./ _ , / / i;:IIIIIII\:I!':!iIJIIc!!!~ cDf I l >/1 ~I ;.,M::~ _jll m< / i' ~ It,' i'''''lIlirJ .1~1l~~~' I J/ I ?<T"t- __ 'I' elll(I'!IIIII ...~. / I I <; '~. i __I i ',~.' I I, '1' /' C ..... .. . m ""1/1",,; 'II 1 ~~~C1 /", I /' '1~-~ ~'. / 1"II','III!' I ~ j w--=S.-- I. _ l.-~., 1'1,,, III j _~_:I /_ / t","I;~\II'I!I: ~ :'. ,-G:'5 , [ I i 'Ft' .~" -~~~I' I Z 'I' ",I" II f- ,.. . I 'I I ~ __ / "'Ii",TI,t, II' ..--- ", , .,.., '/" , . . " . 1'1 I' ~ I, I ~, / _ , / i II, " " " ,L, ' --.... V I ~L kb /i ";:.rli;,I!I:Illil:J\lliJ,~ i! /~!., l ,(I \ / j I) ';:1'11./)-1 "'1'1' 'II "--., ,. '.~ =J " H ,. 0 'II 0 / l/iti'J1'111:: 1~ ~ < ,____.t.,,' 7c;=:=t,= t 'b ,IN:~ ,I', .lh "._1 ' . '" " \.. ". " . - - '+, H, I " /1 1/1,/;,111111, <bl~ \~. '~-.. '/' ~ \ 7"0/ ---ur ,.. rY/", / i 'II / "II till" Ir'I+O~I j- - I ~ / lJ=L-.-_ 4\;1 - _----.-J I Ii.K'-- = _, /' -:-' , 'i' ill '-', I ~ ~ I ---\\ \ _\ I\v .. 'I' , , ',f' 0, I -- ~I~- ~~- _ 1_- \ , I' I "J,I;"I:!!I: fL I ~.. 12""'i.:s,,"f:...crMaIEJf ,.,......---"1- 1l~ \U ....,\1 \ 1,1 Z "'i"I! 1'"'/ zL-, ~) I ",e I \ ...~ ~ ., II""'> '!l " 'If ~ ...... '-. ~ ,. ....-' I "'., I ' "" - , "'=.. ' " " ." ,e);.I.!/!. b', 1 ~ . _ ____ ,~/ I I' .I I I : '.,; ,~ __ __ "'';</1, .j!(I~~ J '- ~" f ", ,. '~,L..l..~__~__-'1'-..__ ~l --1 ... _ ...=-=- "U ~;;:::~/,'" ei!i___ --- J / < '1' "'-"-1J! -~ -- _ _ ~:I}__, r' ~L ~~~,i/,'-~, - ~ /, ~ ~ __ r'-, n u:r ,'","c' ;.' · It-, r...._ ,.. , , <-_ '. n::;:-; ,>::::'--: :::::~r~~ '=:c, ;~l -=c'-- .:..-it-'J-- 7 -+ ."""'-'" "'-68'-+1 _, ,L./ _ _ _ .."" /...... '-" ", --- "- ~r-----, - "" )> - __L. / ---f--~ __.;lL -~51~"-----R-;';961 L-168.W. __ ~ ___ _ _ " ~. T, -', ',- -/ ./ \ '--L , _ /"" , '__ ~I""'-;r-'--~ . ,e:;. ,-",-~ .." _~ AVI' ) ;;L'.u':c_."cc'-_-:~--"--'==_--'c-__~~ j -- .-~:Z / - -- "------1 :----/' u ~ :' ~/* " . a 0 ~~ '. 0< nn or ~ig o " o ~ r . , " . o , , ~~ "' "~ ., :~ 'n ez r. <. '0 <" <;' ~~ nr z. 0< "n ~~ "0 ", ~!ij '. "< On r . . o " " :<l > ~tii ~t""" . M~ " CI) " jt:;;:l"'~ 0". zz-<"1) on 0 n" , , i!j!ij'Z'" r-~:J;~ .....cQa z, o """,,,,,., ; ~~~~ ~ 'i!n~ ~;5;;; o . -,: ~I ~i!~\~ ~~, ) ~oe ~ ;t:rolM ~" m Z> O! :On , o , . ". Xn ~~ .F ,r ~~ "0 ~n ro .2 ~ n , , 2 " f!l zt""" 0>-3 " ~'" r", "z: n '" n x ~ ~ o ~ o ~'-----... , , o 0 . . r r ;tin "n $!.... ~-1 to"" t::I;o oe... (;:J> :>>>< 3>< -JZI"l"ll ~il~~ ~~J:l:S ~J;lzFl ~~1ti l:l~;ll 'ro ~~~ -0. n , nn '0 "', ."" <'. P~i!j ga~ zz CI) >-3 ~ .: N '" t:l n o zz: oCl) ">-3 ~'" :;e:: n >-3 o z: '" ?i :<l ~ n '" eo: i t , n1 . 0 ~ ii.... ::: ~ III ~I ~ ~ I .,.011 1= . ~ ~g .... ~ .. ~. I :::: ~ . ," z. 0,,,, z. .. ;:8 OJ ~~> o. :0 ::;~ "" .. '" r~>~ ~fTI(Jl'tl .1'1 VI" 0.'0" . , ~)o ()~ >z l-lPl Xi:: >0 Q~~~ .sB~" "." ~o ~ r..-Z ctlOn .~ .0 ~ " m " ~ <5 z ~ " ,. ;;! ". " " " '"' ~ ;j 0: " '" o z " m " o i!l " ,. ~ " -< g I f ;' ~ \ 'I " m z " I " ,. " ~ 1 ~ " . . ;s. , . ~ ~ if ~ ~ " ~ ~ ~ . " n ~ i . ~ ~ 9 . ![ " ~ ~ ~ r m .-n ' """" .i, ." ~ o ""l .., trl a:: trl n ~ ;;. m '" o ~ 5 II! I~ ~ i ~ ~ ~ ~ ~ ~ 1;1 i II ~ il . " i~~ o~~ '0. ~~, ~~~ ~ ~ ~ R ~ ~ " i> . n 2 ~ & . J . ~ T ~ g ~ -Ii' i ~ n ~ .' ---------- t" ~i~~ 0 8 -.:.------------------- ,., '" .~'" .., T r- ______n_h_ ".... liO"zsill ~!j "'tf " -~~~ Z ? . > ......:J:Q _ 0 Z t" '~l. ,-, t . ~ ~')!~ ~ . en ~~ '" I'l ~~ <: ::tl >~ ~ ~ ~ t" ~ ~ 0 ~ c .. o ~ '" Z "== .. n .. ;:$ I'l ~ ~ ~ ,.. " "z ;"0 "'~ ~" . ,. ~r I~ '" ~~ .~ t~ .~ ~' ,~ ~c .~ ~~ lil! i~ .~ ~ i! E ~ ~ c . c o ~ " ~ z o z p ~ ~ , ~ _0 o . ~ ./"