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Tract No. 15744 Hydrology Study
HYDROLOGY & HYDRAULICS STUDY for TRACT 15744 CITY OF FONTANA Prepared by: PHB & Associates, Inc. 109 East Huntington Drive Monrovia, CA 91016 (818) 301-4410 71--John Dierksen RCE 43886 Approved by: City of Fontana )0\ Tract 15744 Hydrology Study TABLE OF CONTENTS T DISCUSSION II 100 YEAR HYDROLOGY III 10 YEAR HYDROLOGY STUDY IV STREET HYDRAULICS V CATCH BASIN HYDRAULICS VI STORM DRAIN HYDRAULICS ti f ur1 c� 4 u TRACT 15744 HYDROLOGY STUDY STYE LOCATION AND PROPOSED USE: Tract 15744 is located at the southeast corner of Poplar Drive and Village Drive East in Southridge Village in the City of Fontana. The site was previously mass graded to a imiform slope of about 2% and will retain the same basic drainage pattern after construction. The approved Tentative Map for this 26 + acre site shows 186 single family lots. SOILS AND RAINFALL CHARACTERISTICS: The current San Bernardino County Hydrology Manual was used to determine soil types and anticipated 10 year and 100 year rainfall for this area. Copies of exhibits from that manual and a rational method hydrology study are included in this report. STREET AND STORM D RAIN HYDRAULICS: After analysis of 100 year and 10 year event storms, this study finds that there is adequate street capacity with 6" curb and gutter and storm drain as located on the attached Hydrology Study. Storm drain construction will consist of tying into the existing 36" RCP in Village Drive East at two locations. TRACT 15744 100 YEAR STORM HYDROLOGY STUDY ONTANa�.��c : •.I�KiEl1 UPL FAI TIS - ,firm►r l � � V ��i� A �� Elt.. CUCLIEMCCILla ..... Ireallinaktk giggliMP 2111 ttrAIPIIIPMElliatorrff idimil 4,41-mmikvitvd-- saa T2s � ERSIDE• _ 1 *ME— -i R4W .+.!•as • REI ' 1 • RTW • 1 TIN_ i R6W i .;;:zy a�.wu r� l�ir.a, � 4r-�._._J :.._..-J . ---- �......-..,.i 1• 1 �. 4W I )..i ;CPU -- — T35 SAN BERNARDINO COUNTY HYDROLOGY MANUAL RED UCED DRAWING. SCALE 1-=4MILES ' aluz. CC ISOLINES PRECIPITATION yNCHESI 8-12 R2E --T4N Ort[ ,•[.M1 MA a •w• M1 ma I CI 4404 .4011 • FIGUREomIS B `. L 3.5 3 2.5 V) w U Z 2 = 2 1- 0 w 0 -J J 1.5 Z Q et 0.5 3.5 3 2.5 2 I.5 1 0.5 0 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIOOS PLOT 10-YEAR ANO I00-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ YAWL FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN q-YEAR ONE HOUR* O.SS' AND I00-YEAR CNE HOUR *LSO", IS -YEAR ONE HOUR • I.IS'. REFERENCE.NOAA ATLAS !, VOLUME =-CAL.,1173 RAINFALL DEPTH VERSUS RETURN PERIOD FOR P&RTIA1 1111RATuIA1 CFPIFQ' SAN BERNARDINO COUNTY HYDROLOGY MANUAL L. .n. E 0 0 100 90 80 70 60 50 (%) 0 35 0. 30 1- 20 19 18 17 16 15 14 LIMITATIONS' 1. Maximum length 21000 Feet 2. Maximum area s 10 Acres 5 (mitt) 13 12 l21 11 10 P1 Qevelopment 9 80- Apartment 75- Mobile Home 8 65- Condominium 60- Single Family-5,000 ft2 Lot 7 40- Single Family-1/4 Acre Lot 20- Single Family-1 Acre Lot 6 10 - Single Family- 21/2 Acre Lot EXAMPLE' (1) Ls 550', Hs 5.0', Ka Single Family (5-7 DU/AC) Development, Tcs12.6 min. (2) Ls 550', Hs 5.0', Ks Commercial Development, Tcs9.7 mln. Development or Zoning(K) K Undeveloped . Good Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (5-7 DU/AC) Commercial (Paved) 0. H N SOo 300 i a,3 too IN 100 SO oNO 60 0 Cr 40 M .30 e o !0 9 0 i 6 e 10 1 e 3 42 112 2 12 Tc .8 .5 SAN BERNARDINO COUNTY HYDROLOGY MANUAL 13L. 0 14 .3 15 3 t • / 16 .E 17 E 18 2/.5 19 -90 KEY 20 i L-H-Tc-K-Tc' c • 0 C 25 3 0 30 35 40 TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ' AINFALL INT N ITY (INCHES/HOUR 9.0 8.0 7.0 6.0 5.0 4.0 3. ♦ .i•..q i= • r === -52491*-1,"4:41M_ lEhrig-.-_ S._ 2.0 1.0 0.9 0.8 07 0.6 0.5 0.4 0.3 0.2 0.1 _- inuitma'Mrininti ww.�wr..w..w.r.ww�ww��N .�r��_w■■feMi■ �w�i����wy�����1� �,���i� ■ •R MN I 1u 1! 4..11141.10 _. ._ .._`+eii. amonsima �N�- , M __... t_�sa■�1as sasli>1�w .....a ■t _ =sus ` -_� -_ = r�•� 1111.11111MIlla MN MI In•ra••UuumlolIMIIIMun•Mu nomumuo•o11wm•• woe am mum 0en...--:; ;'Rflst!•YNfrl•!II INIIII1QINIaIIIIWrtI1W1W/1111171111i1nnuuu1=N1N1M111tt IU uIII a MO uImnmuIu Iuu .'MninIANQRI II 6 7 e 9 10 20 . 30 STORM DURATION (MINUTES) DESIGN STORM FREQUENCY= IbCD YEARS Jr ONE HOUR POINT RAINFALL= I'33 INCHES LOG -LOG SLOPE = 0.60 PROJECT LOCATION = ,C^-1 T,N,4 SAN BERNARDINO COUNTY HYDROLOGY MANUAL l po 40 50 60 70 80 90 INTENSITY - DURATION CURVES CALCULATION SHEET TR 15744..FDNTANA..SANBERNARDIND CO. 100 YR HYDROLOGY STUDY 4.01.96 3 1 -- i 1 1 Proiect: 15744.rsb Pape 2 Calculated Bv: 1 : Study Date: 5/ 1/96 Moisture Condition(AMCI: 2 Checked Bv: 1 1 ,.'100.0 Year Storm 1 hour rainfall = 1.33 (In.l Intensity Slone = 0.600 : : 11tfftft RATIONAL HYDROLOGY-SAN BERNARDIND CO. :Manual Date - August 1986) UMW l 71tation/ 1 Soil Tvoe 1Develi Area 1 1 1 Fm 1Fm avol O: D 1SlooelSectionl V 1 L 1 T 1 TC 1 Hydraulics 1 1 joint No.1 A.B.C.D :Type 1(Acres)lin/hlin/hr lin/hr 1(subllTotal lvlhz 1 :Fos 1.4t.lmin.1 min.: or notes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , , 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 , 1 1 ."1-------tttitttltitf#ttitftttttff CONFLUENCE DF MAIN STREAMS Ittfitittttftfttffttftt#if----1--'1---:-----1------- ---1 : . 1 1 , I , 1 t , , 1 1 , , , 1 1 t 1 1 1 1 1 1 I 1 1 1 1 I I , 25.001 : 1 1.314.301 l 1 4.61 1 1 1 1 1 1 8.51Stream Summary 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 { 1 1 1 1 , 1 , i 1 1 1 1 1 t 1 , , 1 1 , -'--- I I 1 1 , 1 11 '- 1 1 1------- 1----, ------ 1 ----- I--- 1 -- 1---- {------1 --- I---- 1--- I----- 1t 1 25.001 A-100%16 /ac : 2.113.931 0.491 0.491 6.61------ 1----- 1------- 1----1----1----1 9.91 1 1 1 ttfffttiffftftttfitttiftf CONFLUENCE DF MAIN STREAMSttttftftltitttttfitttfttif----1---1----1--=--1----- --------1 1 7 1 , , 1 1 1 1 1 1 1 1 1 1 1 1 '1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 _ 2: 0q1 1 1 1 7 1 I 1 1 1 •1 1 9 1^ 1 LJ. ,VI I : 2. 11J.931 1 6.61 1 1 1 1 1 1 9. Iv -cream 5Um&ary 1/ tI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 I I 1 , 1 1 I 1 1 1 1 1 !_--1-----------_I __--1------_1'---1 __-_I---__'_---_1---___ 1 __1---___I--_-'___-1--__I----- 1 1 1 t.- 1 1- 1 , I_ 1 , 1 1-- 1- 1 . 1 1 1---------------1 1 i _ 32.001 A-100%16 lac 1 1.214.571 0.491 0.491 4.41------ 1---- -1------- 1----1----1----1 7.71 1 1 '------------ -'----- -'-------'--- ' --.__, -----:_.____;______:_____1 -------'----' 1 I , 1 1 I •1 1 1 1 ryI 571 1 1 41 I 1 1 1 1 1 7.7'St 1 1 1 31.VV1 1 1 1.c14.JSI - 1 1 4.7, J 1 1 1 t t 1 ream Summary 1 1 __-___'____-__--__--' -----'--__1-___1_---_'__-___1--_-1------'_--_'------1____:_-__:____:_____: ! 1 Fif- 1 1- i--- 1 1 , 1 . I 1- 1 1 1 : 1 1 1 1 . : 1 1 1 1 1 1 1 I 1 1 1 1 • / 1 1 1 32.001 R 100.:6 /C_ , 1.514.471 0.491 0.491 5.s:------ 1----- 1_-__---1--_-:----1----i 8.01 .01 ----- ----_--_ 1 7 1 1 1 1 1 1 1 1 1 1 , I 1 1 1 1 1 ?t I 1 (� t J� 1 l� (� I I 1 j� I 1 1 / 1 TC4i- 1.7 lV42= 0.� 1143= 0.0 TC44- 0.0 jC115= 'J.VI 1 I 1 Largest 1 1 q-Confluence , Analysis Oil= 4.37 D42= 5.30 D43= 0.00 D44= 0.00 D45= 0.00 Area = 2.62 1 Confluence 1 1 1 141= 4.57 142= 4.47 143= 0.00 144= 0.00 145= 0.001 1 1 1 $= 9.61 1 1 0 32.001 AR1= 1.2 AR2= 1.5 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 1 1 1 EA1= 2.6 EA2= 2.7 EA3= 0.0 EA4= 0.0 EAS= 0.01 1 1 1 1 1 1 Fa1= 0.49 Fm2= 0.49 Fm3= 0.00 Fm4 0.00 Fm5= 0.00: 1 1 1 D1 = 9.6 D2 = 9.6 D3 = 0.4 D4 = 0.0 D5 = 0.0: 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1, 1 1 1 1 1 ,/ 1 1 i I 1 1 1 1 1 1 1 ' --_ 1 ' ----1 -----1 ---1 1 5 1 T , 1 1 I n •, 1 - 1----1-- 9.6110.0151 Street: J.:JI J401 1.61 1 osya= ti.76 1 1 1 1 1 1 1 1 1 1 1 do=0.4 Flow hH=13.61 1 1 1 1 1 1 Wdth Ctr-Brk= 16.01 I::-=a11= 0.0200 D:;--a1:= 0.0200 1 1 A-100%16 lac 1 1.r14.0,1 0.491 0.491 4.71------ 1----- 1------- 1-_--1-_- -_--1 ---1 I 71 71 1 1 11 1 1 1 I 1 4 9.31----------_ 11 : 1 1 1 1 1 , 1 1 1 1 1 1 1 . 1 1 1 1 1 -,36.0 wide street flaw to zt.4 i-• 34.00: 1 1 / 34.001 4.314.071 1 1 14.0: 1 1 : 1 1 1 9.31Stream Summary 1 1 t 1 1 1 1 1 = 1 1----'-----'----'- '----'----'--------------1 1 1 1 i 1 1 1 1 1 1 1- 1 I I 1 1 1 1 1 1 , 1 1 , 1 1 1 1 1 1 1 t 1 I c 1 , 1 1 - 1 I 1 1 I 1 1 36.001 100"16 lac 1 1.414.161 0.491 0.491 4.71-----:----1------- - 1----1----1 9.01 1 1 36.0 wide street flow lc ot.'i 34.001 1 1 1 1 1 1 1 1 4.6510.0281 Street) 4.11 3601 1.51 1 oavg= 7.59 1 1 1 1 1 1 1 dn=0.3 Flow hw=10.01 1 1 : 1 1 1 Wdth Ctr-Bra= 16.01 Ix -fall= 0.0200 Dx-fall= 0.0200 1 1 A- %1 J. 1 1 I t l A l 1-----1----1 ----- 1---1----1---1 .41 1 1 11 1001.16 lac 1 1.313.E01 0.+91 0.791 4.81 1 1 1 1 10 1 1 1 1 1 1 1 , 1 1 1 1 1 , 1 1 1 1 1 1 , 1 1 1 1 1 1 t 1 1 1 1 . 1 1 1- 1 1----1---1---1 ---1 t 1 11 1 1 Version 2.3 Copyright (Cl CIVILCADDICI'VILDESIS*. 1990 1 1 TR 15744..FONTANA..SAI:BERNARDINO CO. 100 YR HYDROLOGY STUDY 4.01.96 1 Project: 15744.rsb Page 3 Calculated By: 1 1 Study Date: 5/ 1/96 Moiiture Ccndition(AMC): 2 Checked Dv: 1 1 100.0 Year Storm 1 hour rainfall = 1.33 (In.) Intensity Slope = 0.600 : 1 It#tt##t RATIONAL HYDROLOGY-SAN BERNARDINO CO. (Manual Date- August 19B6) t#IMI I :--Station! 1 Soil Type IevelD .l Area 1 1 ' 1 Fm 1Fm avol Q 1 0 !Slope:Sectionl V 1 L 1 T 1 Tc 1 Hydraulics 11 4Point No.1 A.B.C.D :Type 1UAcres)linlhlin/hr lin/hr 11su61lTotal Iv/hz 1 !Fos :.ft.:min.: min.: or notes : 1 7 '---i----' --___' -_-___ t ---' --___ I ------' ----'------1 -----'-------' ----' ---- 7 ---' ---'----- -------- 1 1 1 1 1 , . 1 1 i- 1 i 1 1 7 1 ,- 1 1 l 1 1 I 1 1 1 I 1 I 7 1 I 1 1 1 1 1 1 , 1 I I 1 1 I 1 1 1 1 I 1 1 , 1 I , 1 Confluence TC41= 9.3 TC42= 10.4 TC43= 0.0 TC44= 0.0 TC45= 0.01 1 1 1 Largest 1 1 .1 Analysis Q41= 13.97 Q42= 9.50 043= 0.00 044= 0.00 015= 0.00 Area = 7.18 1 Confluence 1 1 141= 4.07 142= 3.80 I43= 0.00 144= 0.00 I45= 0.001 1 1 1 0= 23.12 1 1 34.00! AR1= 4.3 AR2= 3.2 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 : : EA1= 7.2 EA2= 7.5 EA3= 0.0 EA4= 0.0 EA5= 0.01 1 1 1 1 1 : 1 Fn1= 0.49 Fm2= 0.49 Fm3= 0.00 Fm4= 0.00 Fm = 0.00: : 1 1 1 11 1 21 = 23.1 22 = 22.4 Q3 = 0.0 Q4 = 0.0 Q5 = 0.01 1 I 1 1 1 1 ' 1 1 1 1 1 1 1 1 - I I 1 1 I 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 I -----1------------1-----1-------1----1------1----1----1 2 210 0141 Street! 3.91 2101 0.91----1 pave= 24.20 I 1 1�-- 1 I , 1 , 1 t I ra.1L1 . I v 13b.0 Hide street 1 1 1 1 1 1 1 1 1 1 1 I 1 do=0.5 Flow he=17.11 1 Flow to ut.4 1 : 1 1 1 1 Ndth Ctr-Brk= 16.01 Ix -fall= 0.0200 Dx-fall= 0.0200 1 1 IT 1 1 I 1i �15I 1 1 1 1 I I I 1 I . .77.OU, A-100XIb !ac 1 G.71J.JJ1 0.491 t.491 0.b1------i--_--1------_1- --1 1----1 10.21 I 1 i I i 1- 11}} 1 I 1 1 1.___....: ------- 1- 7--- i---- 1---- 1------[------ 1 -'1 37.00, 1 1 7.813.851 I 1 23.71 11 / 1 1 1 10.21Stream Summitry 1 1 1 1 1 1 1 13--__I1----1------,_--1____1-___1----- 7___----------- ' .'i 1 1 1 1 1 1 . 1 7 / 1 1 7 1 : 1 1 1 1 1 1 1- 7__- 1- I _-_'- 1 1 _- 7 1 1 7 1 37.001 A-100%16 lac . 1 1 1 : Confluence 1 Analysis 37.001 u n ?13.671 0.491 0.491 61-----1-----'-------I----' • ---: 1 -.fI . . •.vl I 7 f 1----�- 11.11 I7 1 1 I 1 7----- I _--1 I I ---- I 1 7C41= 10.2 TC42= 11.1 TC43 0.0 TC44= 0.0 IC45= 0.01 1 1 I Largest 1 Q11= 23.74 042= 7.62 D13= 0.00 Q44= 0.00 015= 0.00 Area = 10.30 1 Confluence I 141= 3.85 142= 3.67 I43= 0.00 144= 0.00 145= 0.001 1 2= 31.17 1 AR1= 7.8 AR2= 2.7 AR3= 0.0 AR4= 0.0 AR5= 0.0: I 1 EA1= 10.3 EA2= 10.5 EA3= 0.0 EA4= 0.0 EA5= 0.01 Fm1= 0.49 Fm2 0.49 Fm3= 0.00 Fm4= 0.00 Fm5= 0.001 1 1 I P1 = 31.2 Q2 = 30.1 03 = 0.0 Q4 = 0.325 = 0.0: 1 I 1 I 1 1 I 1 1 1 1 1 , 7 7 1 r 7 1 : 1 i 7 I I i 1 I 1 I 1 1 1 7 1 10.020: Street) 4 81 f 0' 1.21-----1 aa�Ia- J2.93 1 1. I f 7 1 i I I i s1. 171 L I .I.1 +!•r 1 I 1 1136.G wide Street 1 : I : I 1 I I I 1 1 1 1 do=0.5 Flow hw=18.01 I F15;a to ot.4 1 1 I 1 1 5dth Ctr-Brk= 16.01 Ix -fall= 0.0200 Dx-fall= 0.0_00 1 1 25.001 1 j1 ! 1 213 11 , 1 ,, 1 --1----1' 111.41 11 A-:U0..16 lac 1 1.:.Ia.bG1 0.497 0.497 1.t,1 1 1----!-- I , ###tt#+i##ti#ti###itt### CONFLUENCE OF MAIN STREAMS###ttt####it##titti##ti#ti----1----1---1----1----- 1 1 1 Confluence ' Analysis lc- 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 i 1 1 7 7 1 I I , TC15= 0.0: 1 245= 0.00 Area = I45= 0.00: 1 25.001 AR5= 0.01 EA5= 0.01 FoS= 0.001 1 Q5 = 0.0! 1 1 1 1 ----1----------------'------'------' ___'_--_'__-__'----- '--- ' - 1- ---_•! f----!--- 7 1 ----------- 7 LI Effective area = 19.43 (Ac.) Total study area = 24.04 (Ac.) Peal: flow rate = 54.360 (CFS) 1 ttti#tt##it#t111titt AP = 0.500 SCS Curve (AMC II1.= 32.00 It#ii####t##tti#itii###t####tt1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 7 7 1 7 1 1 1 1 7 I 1 7 1 1 1 I-- 1 t 1 t 1 -1 7 1 1 1 1 1 1 1 1 7 1 1 7 i 1 1 1 1 I 1 1 1 1 1 1 1 - 1 1 1 7 1 7 7 11 , 1 1 1 1----I----I----; Version 2.3 Coovri& t (cl CIVI CADDICIVILDESION. 1990 1 1 Largest 19.43 I Confluence 1 1 Q= 54.36 1 I f1 TC#1- :5.9 iC#2- 8.5 TC4,,- ?.9 041= 13.82 042= 4.59 E43= 4.59 141= 2.95 142= 4.30 I43= 3.93 AR1- 6.2 AR2= 1.3 AR3- 2.1 EA1= 21.2 EA2= 15.0 EA3= 17.2 Fml= 0.49 Fat= 0.49 Fm3= 0.49 21 = 46.9 02 = 51.6 03 = 53.4 7 1 1 1 1 1 1 1 1 7 7 , 1 TC44= 11.4 D14= 32.13 I44= 3.60 AR4= 11.5 EA4= 19.4 Fm4= 0.49 Q4 = 54.4 1 I 1 1 I 1 1 1 1 1 -- 1 1 1----------- 1 1 1 1 1 f 1 1--1----7-----7- 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 7 1 1 7 7 7 1 1 1 1 1 7 7-------1 , I 7 1------ 7 1 r" TR 15744..FONTANA..SANBERNARDINO CO.1 ' • 1 LI 100 YR HYDROLOGY STUDY 1 4.01.96 1 1 1 1 r1 1 1 1, 1 1 'Project: 15744.rs6 Pane 1 Calculated By: 1 ; 1 Study Date: 5/ 1/96 Moisture Condition(AMC): 2 Checked By: / ; 100.0 Year Store 1 hour rainfIll = 1.33 (In.) Intensity Slope = 0.600 ; 1 , fait RATIONAL HYDROLOB•Y-SAN BERNARDINO CD. (Manual Date - August 1966) MUM ; ;Station/ 1 Soil Type 1Devel.1 Area 1 1 e 1© avg; 1 1 ooelSectionl 1 ) : c: ydraulics 1 1 I F F O 2 51 V L T T H , 1 I I' 1' ,• , 1 _! t No.1 A.B.C.D ITvoe 1(Acres)tin/hlin/hr lin/hr 1(sub11Total 1v/hz 1 1Fps 1 ft.loin.l oin.1 or notes 1 1 1 I ---1- 1 1---- 1---1-----1 1 1 1 1 1 t-------- ---- 1 t 1 1 1 1 1 1 1 ,_ 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 iv::___ 1 ---------- ______1 ------ 1._______I____:______I ------ 1....___;------i----I-------)---_:_»_(»» :_____;-----»-»»__1 1 1 1 ' 1 -12.001 A-100Z16 /ac 1 2.013.401 0.491 0.491 5.41 ------ 1 ----- 1 ------- 1----1----1----1 12.51 1 1 1 1 1 1 1 I-----' _-- ' -1 1 1 1 1 1 1 1 - 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 22.001 A-100Z16 lac 1 1.513.681 0.471 0.491 4.31-----1----1-------1----1----1----1 11.01------- 1 1 • -- 1 1 1 1 1 1 1 1 4.34:0.008: Street: 2.61 2601 1.71 1 gawp 5.38 1 1 1 36,0 aide street : : 1 1 1 : 1 1 1 1 1 1 do=0.4 Flow hw=14.51 1 '.---flow to ot.II : 1 1 : 1 1 Ndth Ctr-Brk= 16.01 Ix -fall= 0.0200 Dx-fall= 0.0200 1 ` ; 23,001 • A-100%16 lac 1 0.713.381 0.491 0.491 1.51------ 1----- 1------1----1----1---I 12.71 1 1 1 1 - 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 : 1 1 1 1 1 1 1 1 2- 001 8 , 1 c 1 1 1 • 1 1 ' Y 1 1 1 1 1N. 1 2.213.381 , 1 .t. 1 1 • , 112.7,Strea® Summary 1 1 -�• '--- ' .. ----_.....1__________ ----- 1______:_______:____:______: ------ 1 ----- 1------1._____:__ -----' ---' 1 1 1 : 1 1 1 1 1 1 1 1 I 23 001 A-100Z'6 lac 1 2.313.581 0.491 0.491 6.31------1-----1------- 1 1 � V1 1 1--- 1----;----1 11.5;1 1 ,.-.(•----'------------' -----'------' ---' -----' -____: -----' ----_: ____±----1-_-1 _--1--_-:----- 11 : •I T , 1- 1 1 1 1 1 1 ''?'Coifluence `s TC41= 12.7 TC42= 11.5 TC113 0.0 TC44= 0.0 TC45= 0,01 1 : 1 Largest 1 1 1Analysis 241= 5.81 042= 6.32 043= 0.00 244- 0.00 8i5= 0.00 Area = 4.30 1 Confluence 1 1 ' I41= 3.38 I42= 3.58 I43= 0.06 I44= 0.00 I45= 0.001 1 1 1 0= 11.96 1 1 ' 23.001 AR1= 2.2 AR2= 2.3 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 J 1 EA1= 4.5 EA2= 4.3 EA3 0.0 EA4= 0.0 EA5= 0.01 1 1 Fat= 0.49 Fat= 0.49 Fe3= 0.00 Fa4= 0.00 ray= 0.001 1 1 1 1'. 1 D1 = 11.7 02 = 12.0 D3 = 0.0 04 = 0.0 05 = 0.0: 1 1 1 1 1 'ft<-------'-------------1----1-----_- __1--- --_. --- --- -----11 t , 1 t- 1 ) p 11 1 1 1- 1 1 1 I 11.9610.0051 Street: 2.21 2201 1.71 1 Java- :3.46 1 1 !, r•.,� wide -street ! ' , 1 1 1 1 , 1 1 , , I , 1 t 1 1 1 1 1un={1.4i Flow )ik=17.i: 1 1' low t_ nt.- 1 I I 1 Ndth Ctr-Brk= 16.01 ix -fall= 0.0200 L> fall= 0.0200 ' 1 '24.00` A-100Z16 /ac 1 1.113.301 0.491 0.491 1.71------ 1----1------- 1----1----1----1 13.21--- ' ,,, 1 c ( 1 1 , 1 : 1 1 1 13.6110.Ow1 Suest;.;l 2,0: 320! 2.71 1 avg= 14.7C 1 1 [IA aide street 1 1 : 1 1 1 ; ; 1 :.n=0.5 Flow :1=18.:1 u ow to rt,, : 1 : 1 1 Wdth Ctr-Brk= 16.01 Ix -fall= 0.0200 Dx-=all= 0.0200 1 1 25.001 A-t 0' lac f 91 2 5 t . 1 0.21 --- 1 rt :vv116 3. 1 �). 19J1 0.491 �}1-r91 1 :----:----: ....9: s 1 1 titittttttiti;t.ttti:tttl CONFLUENCE OF MAIN STREAMS tsttttittttttiitttttii.iti '----' ' II: ---------------! _----' ----- -__ 1 _---' --- 1 -_' ----- '------' --- l---1---1---_ 1--_----- 1 1 -1 1 1--1'--1--- 1 I :5,001 1 1 6.212.951 1 1 13,81 1 1 1 1 1 1 15.9:Strea® Summary ,: I1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1A-100%16 /ac 1 1.314.301 0.491 0.491 4.61-----1----1------- 1----1----1----1 8.51------- ------1 1 1•1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 / 1 1 1 1 1 1 -----' ' 1 1- I ----I1 ------1 1- 1----1-----1-----1 1 1 1 1 I l_r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 i 1 1 1 1 1 Version 2.3 Copyright (c) CI'VILCADD/CI'VILDESIBN. 1990 1 LJ San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 4/28/96 TR 15744..FONTANA..SANBERNARDINO CO. 100 YR HYDROLOGY STUDY 4.01.96 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.330(In.) Slope used for rainfall intensity curve b = 0.6000 .Soil antecedent moisture condition (AMC) = 2 o r. i1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(.In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 987.000(Ft.) Difference in elevation = 21.000(Ft.) Slope = 0.02333 s(%)= 2.33 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 12.533 min. Rainfall intensity = 3.403(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.771 Subarea runoff = 5.377(CFS) Total initial stream area = 2.050(Ac.) Pervious area fraction.= 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 660.000(Ft.) Top (of initial area) elevation = 1003.000(Ft.) Bottom (of initial area) elevation = 987.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02424 s(%)= 2.42 .TC = k(0.389)**(length"3)/(elevation change)§"0.2 Initial area time of concentration = 10.986 min. Rainfall intensity = 3.683(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.781 Subarea runoff = 4.341(CFS) Total initial stream area = 1.510(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 11 LI 1++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ i Process from Point/Station 22.000 to Point/Station 23.000 ****STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** u L Top of street segment elevation = 987.000(Ft.) End of street segment elevation = 985.000(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Scope from grade break to crown (v/hz) = 0.020 Street flow is on °1§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.376(CFS) Depth of flow = 0.407(Ft.) Average velocity = 2.577(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.997(Ft.) Flow velocity. = 2.58(Ft/s) Travel time = 1.68 min. TC = 12.67 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 3.382(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff = 1.465(CFS) for 0.720(Ac.) Total runoff = 5.806(CFS) Total area = 2.23(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 5.806(CFS) Half street flow at end of street = 5.806(CFS) Depth of flow = 0.416(Ft.) Average velocity = 2.618(Ft/s) Flow width (from curb towards crown)= 14.460(Ft.) rw U E. '4}{"'F...'}{ +++'F.'F.' .' '{."{."t {"' .".++++++'{"+'F++{."f.'{."F'}'..'}'..'}' . .'{". '}"'{."t..'t{."..' "'}{"'{"' "' .'}}t+'f.'F.+++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.230(Ac.) Runoff from this stream = 5.806(CFS) Time of concentration = 12.67 min. Rainfall intensity = 3.382(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 996.000(Ft.) Bottom (of initial area) elevation = 985.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.01746 s(%)= 1.75 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 11.515 min. Rainfall intensity = 3.581(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.777 Subarea runoff = 6.317(CFS) Total initial stream area = 2.270(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) Ll j ++++++++++++++++++++++++++++++F-+++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.270(Ac.) Runoff from this stream = 6.317(CFS) Time of concentration = 11.52 min. Rainfall intensity = 3.581(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) •1 5.806 12.67 3.382 2 6.317 11.52 3.581 Qmax(1) = 1.000 * 1.000 * 5.806) + Li 0.936 * 1.000 * 6.317) + = 11.716 Qmax(2) = 1.069 * 0.909 * 5.806) + 1.000 * 1.000 * 6.317) + = 11.958 Total of 2 streams to confluence: Flow rates before confluence point: 5.806 6.317 Maximum flow rates at confluence using above data: 11.716 11.958 Area of streams before confluence: 2.230 2.270 Effective area values after confluence: 4.500 4.297 Results of confluence: Total flow rate = 11.958(CFS) Time of concentration = 11.515 min. Effective stream area after confluence = 4.297(Ac.) Study area average Pervious fraction(Ap) 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 4.50(Ac.) LJ 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 985.000(Ft.) End of street segment elevation = 984.000(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.470(Ft.) Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.150(Ft.) Flow velocity = 2.19(Ft/s) Travel time = 1.67 min. TC = 13.19 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max 1 Rainfall intensity = 3.301(In/Hr) Effective runoff coefficient used for rational method)(Q=KCIA) is C = 0.817 Subarea runoff = 1.652(CFS) for Total runoff = 13.609(CFS) Total Area averaged Fm value = 0.489(In/H Street flow at end of street = 13. Half street flow at end of street = Depth of flow = 0.471(Ft.) Average velocity = 2.199(Ft/s) Flow width (from curb towards crown)= 13.460(CFS) oss rate(Fm)= 0.489(In/Hr) for a 100.0 year storm area,(total area with modified 1.080(Ac.) area = 5.38(Ac.) r) 609(CFS) 6.805(CFS) 17.228(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 984.000(Ft.) End of street segment elevation = 983.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020. Street flow is on •2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.698(CFS) Depth of flow = 0.507(Ft.) Average velocity = 1.973(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 1.97(Ft/s) Travel time = 2.70 min. TC = 15.89 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.952(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.799 Subarea runoff = 0.215(CFS) for 0.860(Ac.) Total runoff = 13.824(CFS) Total area = 6.24(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 13.824(CFS) Half street flow at end of street = 6.912(CFS) Depth of flow = 0.499(Ft.) Average velocity = 1.930(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.237(Ac.) Runoff from this stream = 13.824(CFS) Time of concentration = 15.89 min. Rainfall intensity = 2.952(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 7 l El U ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 989.000(Ft.) Bottom (of initial area) elevation = 983.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01935 s(%)= 1.94 • TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 8.494 min. Rainfall intensity = 4.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.798 Subarea runoff = 4.594(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 4.594(CFS) Time of concentration = 8.49 min. Rainfall intensity = 4.298(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 995.000(Ft.) Bottom (of initial area) elevation = 983.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02400 s(%)= 2.40 TC = k(0.389)*°(length*3)/(elevation change)§"0.2 Initial area time of concentration = 9.851 min. Rainfall intensity = 3.932(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.788 Subarea runoff = 6.570(CFS) Total initial stream area = 2.120(Ac.) Pervious area fraction = 0.500 x Initial area Fm value = 0.489(In/Hr) 0 C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.120(Ac.) Runoff from this stream = 6.570(CFS) Time of concentration = 9.85 min. Rainfall intensity = 3.932(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 4 ;.t n F1 FsF} iC9 u 1 Li LI 9 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(En/Hr) Initial subarea data: Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 998.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.03226 s(%)= 3.23 •TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 7.669 min. Rainfall intensity = 4.570(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C =, 0.804 Subarea runoff = 4.370(CFS) Total initial stream area = 1.190(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 1 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station. 31.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 1.190(Ac.) 7 Runoff from this stream = 4.370(CFS) ( Time of concentration = 7.67 min. ' j Rainfall intensity = 4.570(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) ^i Area averaged Pervious ratio (Ap) = 0.5000 n ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 998.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.03030 s(%)= 3.03 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 7.963 min. Rainfall intensity = 4.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.802 Subarea runoff = 5.300(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) u r L ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 5.300(CFS) Time of concentration = 7.96 min. Rainfall intensity = 4.468(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) TC (min) • 1 4.370 7.67 2 5.300 7.96 Qmax(1) = Qmax(2) = 1.000 * 1.026 * 0.975 * 1.000 * 1.000 * 0.963 * 1.000 * 1.000 * Rainfall Intensity (In/Hr) 4.570 4.468 4.370) + 5.300) + = 4.370) + 5.300) + = Total of 2 streams to confluence: Flow rates before confluence point: 4.370 5.300 Maximum flow rates at confluence using above 9.606 9.562 Area of streams before confluence: 1.190 1.480 Effective area values after confluence: 2.616 2.670 Results of confluence: Total flow rate 9.606(CFS) Time of concentration = 7.669 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) = Study area average soil loss rate(Fm) = Study area total (this mainstream) = 9.606 9.562 data: 2.616(Ac.) 0.500 0.489(In/Hr) 2.67(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 998.000(Ft.) End of street segment elevation = 993.000(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on '2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.764(CFS) Depth of flow = 0.389(Ft.) Average velocity = 3.457(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.113(Ft.) Flow velocity = 3.46(Ft/s) Travel time = 1.64 min. TC = 9.31 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 4.068(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.820 Subarea runoff = 4.361(CFS) for 1.720(Ac.) Total runoff = 13.967(CFS) Total area = 4.34(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 13.967(CFS) Half street flow at end of street = 6.983(CFS) Depth of flow = 0.399(Ft.) Average velocity = 3.519(Ft/s) Flow width (from curb towards crown)= 13.630(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 4.336(Ac.) Runoff from this stream = 13.967(CFS) Time of concentration = 9.31 min. Rainfall intensity = 4.068(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 j 1 f L l Li r L ++++++++++++++++++++++++++++++++++++++++ -+++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = SCS curve number for soil(AMC 2) Pervious ratio(Ap) = 0.5000 Initial subarea data: Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 1003.000(Ft.) Difference in elevation = 5.000(Ft.) Scope = 0.01563 s(%)= 1.56 • TC = k(0.389) *° (length'"3)/ (elevation change) § "0.2 Initial area time of concentration = 8.979 min. Rainfall intensity = 4.157(In/Hr) for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) is C = Subarea runoff = 4.655(CFS) Total initial stream area = 1.410(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 1.000 0.000 0.000 0.000 = 32.00 Max loss rate(Fm)= 0.489(In/Hr) storm 0.794 7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1003.000(Ft.) End of street segment elevation = 993.000(Ft.) Length of street segment = 360.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.593(CFS) Depth of flow = 0.306(Ft.) Average velocity = 4.090(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.953(Ft.) Flow velocity = 4.09(Ft/s) Travel time = 1.47 min. TC = 10.45 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 3.796(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.784 Subarea runoff = 4.841(CFS) for 1.780(Ac.) Total runoff = 9.496(CFS) Total area = 3.19(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 9.496(CFS) Half street flow at end of street = 4.748(CFS) Depth of flow = 0.326(Ft.) Average velocity = 4.243(Ft/s) Flow width (from curb towards crown)= 9.961(Ft.) tri s r L i J i' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 3.190(Ac.) Runoff from this stream = 9.496(CFS) Time of concentration = 10.45 min. Rainfall intensity = 3.796(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream No. Flow rate (CFS) • 1 13.967 2 9.496 Qmax (1) = 1.000 * 1.082 * Qmax(2) = 0.924 * 1.000 * TC (min) Rainfall Intensity (In/Hr) 9.31 4.068 10.45 3.796 1.000 * 0.891 * 1.000 * 1.000 * 13.967) + 9.496) + 13.967) + 9.496) + = Total of 2 streams to. confluence: Flow rates before confluence point: 13.967 9.496 Maximum flow rates at confluence using 23.124 22.401 Area of streams before confluence: 4.336 • 3.190 Effective area values after confluence: 7.178 7.526 Results of confluence: Total flow rate = 23.124(CFS) Time of concentration = 9.309 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) = Study area total (this main stream) = above data: 23.124 22.401 7.178 (Ac. ) 0.500 0.489(In/Hr) 7.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 37.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 993.000(Ft.) End of street segment elevation = 990.000(Ft.) Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000((Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.203(CFS) Depth of flow = 0.472(Ft.) Average velocity = 3.901(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.250(Ft.) Flow velocity = 3.90(Ft/s) Travel time = 0.90 min. TC = 10.21 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 3.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.844 Subarea runoff = 0.615(CFS) for 0.670(Ac.) Total runoff = 23.739(CFS) Total area = 7.85(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 23.739(CFS) Half street flow at end of street = 11.869(CFS) Depth of flow = 0.469(Ft.) Average velocity = 3.885(Ft/s) Flow width (from curb towards crown)= 17.114(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 7.848(Ac.) Runoff from this stream = 23.739(CFS) Time of concentration = 10.21 min. Rainfall intensity = 3.850(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = SCS curve number for soil(AMC 2) Pervious ratio(Ap) = 0.5000 Initial subarea data: Initial area flow distance = 680.000(Ft.) Top (of initial area) elevation = 1007.000(Ft.) Bottom (of initial area) elevation = 990.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.02500 s (%) = 2.50 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 11.050 min. Rainfall intensity = 3.670(In/Hr) for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) is C = Subarea runoff = 7.617(CFS) Total initial stream area = 2.660(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 1.000 0.000 0.000 0.000 = 32.00 Max loss rate(Fm)= 0.489(In/Hr) storm 0.780 1,7 tri E 13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 2.660(Ac.) Runoff from this stream = 7.617(CFS) Time of concentration = 11.05 min. Rainfall intensity = 3.670(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 23.739 10.21 3.850 2 7.617 11.05 3.670 Qmax (1) = Qmax(2) = 1.000 * 1.056 * 1.000 * 0.924 * 0.947 * 1.000 * 1.000 * 1.000 * 23.739) + 7.617) + = 23.739) + 7.617) + _ Total of 2 streams to confluence: Flow rates before confluence point: 23.739 7.617 Maximum flow rates at confluence using 31.170 30.089 Area of streams before confluence: 7.848 2.660 Effective area values after confluence: 10.305 10.508 Results of confluence: Total flow rate = 31.170(CFS) Time of concentration = 10.206 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) = Study area total (this main stream) = above 31.1.70 30.089 data: 10.305(Ac.) = 0.500 0.489(In/Hr) 10.51(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION **** Top of street segment elevation = 990.000(Ft.) End of street segment elevation = 983.000(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.954(CFS) Depth of flow = 0.491(Ft.) Average velocity = 4.781(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 4.78(Ft/s) Travel time = 1.22 min. TC = 11.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm) 0.489(In/Hr) Rainfall intensity = 3.598(In/Hr) for a 100.0 year storm • Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.859 Subarea runoff = 0.962(CFS) for 1.180(Ac.) Total runoff = 32.132(CFS) Total area = 11.48(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 32.132(CFS) Half street flow at end of street = 16.066(CFS) Depth of flow = 0.488(Ft.) Average velocity = 4.739(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) Effective stream area after confluence = Study area average Pervious fraction(Ap) = Study area average soil loss rate(Fm) = Study area total = 21.18(Ac.) End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 32.0 j 19.430(Ac.) 0.500 0.489(In/Hr) 24.04 (Ac.) I T3N TEN -- TIS • T2S t- 1 I— ( •• C R6 111E El i S ;= RETY • r- —. — RIE I RSW: I— RS1DE R4W SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING•• SCALE 1";?1 MILES • ^ ltatwol V 1301.1.11 /11tCIPIT&71011 lIMC"t$I RZE - T'N - '1- -1-.1 Vs —i-1 E 11 1. • SAIL BERNARDINO..COIMY FLOOD CONTROL' OISTRICT • . VALLEY AREA ' .. esIRIYETAti• 'HOUR • ' • . Ye — 10 YEAR 1 sam or atat. MAAA RIA$ t. ars • •r"O.2 n • oat 'e.t.a '- 11O nat 61 1A I aa1 C.1.1 q 3 .r 1t FIGURE • 13-3 • Li L r-� L 3 L1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 4/28/96 TR 15744..FONTANA..SANBERNARDINO CO. 10 YR HYDROLOGY STUDY 4.01.96 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall p = 0.900(In.) Slope used for rainfall intensity curve b = 0.6000 •Soil antecedent moisture condition (AMC) = 2 i-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.230(Ac.) Runoff from this stream = 3.577(CFS) Time of concentration = 12.83 min. Rainfall intensity = 2.271(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 r-- r� L ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.270(Ac.) Runoff from this stream = 3.952(CFS) Time of concentration = 11.52 min. Rainfall intensity = 2.423(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 3.577 12.83 2.271 2 3.952 11.52 2.423 Qmax(1) = Qmax(2) = 1.000 * 0.922 * 1.000 * 1.000 * 1.085 * 0.898 * 1.000 * 1.000 * 3.577) + 3.952) + = 3.577) + 3.952) + = 7.219 7.437 Total of 2 streams to confluence: Flow rates before confluence point: 3.577 3.952 Maximum flow rates at confluence using above data: 7.219 7.437 Area of streams before. confluence: 2.230 2.270 Effective area values after confluence: 4.500 4.272 Results of confluence: Total flow rate = 7.437(CFS) Time of concentration = 11.515 min. Effective stream area after confluence = 4.272(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 4.50(Ac.) r. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 985.000(Ft.) End of street segment elevation = 984.000(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000.(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.377(CFS) Depth of flow = 0.408(Ft.) Average velocity = 1.987(Ft/s) Streetflow hydraulics at midpoint ofstreet.. travel: Halfstreet flow width = 14.077(Ft.) Flow velocity = 1.99(Ft/s) Travel time = 1.85 min. TC = 13.36 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.776 Subarea runoff = 0.884(CFS) for 1.080(Ac.) Total runoff = 8.321(CFS) Total area = 5.35(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 8.321(CFS) Half street flow at end of street = 4.160(CFS) Depth of flow = 0.407(Ft.) Average velocity = 1.984(Ft/s) Flow width (from curb towards crown)= 14.037(Ft.) r� l_ ++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 984.000(Ft.) End of street segment elevation = 983.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Scope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of. street = 8.989(CFS) Depth of flow = 0.440(Ft.) Average velocity = 1.737(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.687(Ft.) Flow velocity = 1'.74(Ft/s) Travel time = 3.07 min. TC = 16.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 8.211(CFS) therefore the upstream flow rate of Q = 8.321(CFS) is being used Rainfall intensity = 1.958(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.748 Subarea runoff = 0.000(CFS) for 0.860(Ac.) Total runoff = 8.321(CFS) Total area = 6.21(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 8.321(CFS) Half street flow at end of street = 4.160(CFS) Depth of flow = 0.430(Ft.) Average velocity = 1.709(Ft/s) Flow width (from curb towards crown)= 15.189(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.212(Ac.) Runoff from this stream = 8.321(CFS) Time of concentration = 16.43 min. Rainfall intensity = 1.958(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 frti n nE Li b ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = SCS curve number for soil(AMC 2 Pervious ratio(Ap) = 0.5000 Initial subarea data: Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 989.000(Ft.) Bottom (of initial area) elevation = 983.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01935 s(%)= 1.94 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial' area time of concentration = 8.494 min. Rainfall intensity = 2.908(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.749 Subarea runoff = 2.918(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 1.000 0.000 0.000 0.000 ) = 32.00 Max loss rate(Fm)= 0.489 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 2.918(CFS) Time of concentration = 8.49 min. Rainfall intensity = 2.908(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 3 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = SCS curve number for soil(AMC 2 Pervious ratio(Ap).= 0.5000 Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 995.000(Ft.) Bottom (of initial area) elevation = 983.000(Ft. Difference in elevation = 12.000(Ft.) Slope = 0.02400 s(%)= 2.40 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 9.851 min. Rainfall intensity = 2.661(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = Subarea runoff = 4.144(CFS) Total initial stream area = 2.120(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) 1.000 0.000 0.000 0.000 ) = 32.00 Max loss rate(Fm)= 0.489(In/Hr) storm 0.735 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.120(Ac.) Runoff from this stream = 4.144(CFS) Time of concentration = 9.85 min. Rainfall intensity = 2.661(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 4 J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 998.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.03226 s(%)= 3.23 .TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 7.669 min. Rainfall intensity = 3.092(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.758 Subarea runoff = 2.788(CFS) Total initial stream area = 1.190(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) El u LJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 1.190(Ac.) Runoff from this stream = 2.788(CFS) Time of concentration = 7.67 min. Rainfall intensity = 3.092(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 6" J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 998.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.03030 s(%)= 3.03 ,TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 7.963 min. Rainfall intensity = 3.023(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.754 Subarea runoff = 3.376(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 3.376(CFS) Time of concentration = 7.96 min. Rainfall intensity = 3.023(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2.788 7.67 3.092 2 3.376 7.96 3.023 Qmax (1) = Qmax (2) = 1.000 * 1.027 * 0.974 * 1.000 * 1.000 * 0.963 * 1.000 * 1.000 * 2.788) + 3.376) + = 2.788) + 3.376) + = Total of 2 streams to confluence: Flow rates before confluence. point: 2.788 3.376 Maximum flow rates at confluence using 6.128 6.090 Area of streams before confluence: 1.190 1.480 Effective area values after confluence: 2.616 2.670 Results of confluence: Total flow rate = 6.128(CFS) Time of concentration = 7.669 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) = Study area total (this main stream) = above data: 6.128 6.090 2.616(Ac.) = 0.500 0.489(In/Hr) 2.67(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 998.000(Ft.) End of street segment elevation = 993.000(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.143(CFS) Depth of flow = 0.342(Ft.) Average velocity = 3.177(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width =. 10.747(Ft.) Flow velocity = 3.18(Ft/s) Travel time = 1.78 min. TC = 9.45 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.728(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 2.607(CFS) for 1.720(Ac.) Total runoff = 8.735(CFS) Total area = 4.34(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 8.735(CFS) Half street flow at end of street = 4.368(CFS) Depth of flow = 0.349(Ft.) Average velocity = 3.217(Ft/s) Flow width (from curb towards crown)= 11.094(Ft.) ++++++++++++++++++++++-i+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 4.336(Ac.) Runoff from this stream = 8.735(CFS) Time of concentration = 9.45 min. Rainfall intensity = 2.728(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre). Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2)=.32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1008.000(Ft.) Bottom (of initial area) elevation = 1003.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01563 s(%)= 1.56 TC = k(0.389)*'(length"3)/(elevation change)§"0.2 Initial area time of concentration = 8.979 min. Rainfall intensity = 2.813(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.744 Subarea runoff = 2.949(CFS) Total initial stream area = 1.410(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1003.000(Ft.) End of street segment elevation = 993.000(Ft.) Length of street segment = 360.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.811(CFS) Depth of flow = 0.268(Ft.) Average velocity = 3.828(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.084(Ft.) Flow velocity = 3.83(Ft/s) Travel time = 1.57 min. TC = 10.55 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.554(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.728 Subarea runoff = 2.980(CFS) for 1.780(Ac.) Total runoff = 5.930(CFS) Total area = 3.19(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 5.930(CFS) Half street flow at end of street = 2.965(CFS) Depth of flow = 0.285(Ft.) Average velocity = 3.940(Ft/s) Flow width (from curb towards crown)= 7.911(Ft.) lJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 3.190(Ac.) Runoff from this stream = 5.930(CFS) Time of concentration = 10.55 min. Rainfall intensity = 2.554(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) •1 8.735 9.45 2.728 2 5.930 10.55 2.554 Qmax(1) = 1.000 * 1.084 * Qmax(2) = 1.000 * 0.896 * 0.923 * 1.000 * 1.000 * 1.000 * 8.735) + 5.930) + = 8.735) + 5.930) + = 14.496 13.988 Total of 2 streams to confluence: Flow rates before confluence point: 8.735 5.930 Maximum flow rates at confluence using above data: 14.496 13.988 Area of streams before confluence: 4.336 3.190 Effective area values after confluence: 7.195 7.526 Results of confluence: Total flow rate = 14.496(CFS) Time of concentration = 9.453 min. Effective stream area after confluence = 7.195(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 7.53(Ac.) .4 '+'i" i "}'++++++++++++++++ +' "'} +++" }f + "'i ++++ } ++i"}++i"+ +++++++ i"++++'E + f ++ ++ Process from Point/Station 34.000 to Point/Station 37.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 993.000(Ft.) End of street segment elevation = 990.000(Ft.) Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.171(CFS) Depth of flow = 0.411(Ft.) Average velocity = 3.537(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = .14.205(Ft.) Flow velocity = 3.54(Ft/s) Travel time = 0.99 min. TC = 10.44 min. Adding area flow to street. RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.569(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.816 Subarea runoff = 0.231(CFS) for 0.670(Ac.) Total runoff = 14.727(CFS) Total area = 7.86(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 14.727(CFS) Half street flow at end of street = 7.363(CFS) Depth of flow = 0.407(Ft.), Average velocity = 3.516(Ft/s) Flow width (from curb towards crown)= 14.027(Ft.) • J '}.'}.' .'}.' ..'}.' .+++++++++} ++'E"F'}.'{.++++++ F} +++++'E'Et ++'i-+++++++ } i ++'F'F"i--F'F+ E E +}"+ } i + Process from Point/Station 34.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 7.865(Ac.) Runoff from this stream = 14.727(CFS) Time of concentration = 10.44 min. Rainfall intensity = 2.569(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 680.000(Ft.) Top (of initial area) elevation = 1007.000(Ft.) Bottom (of initial area) elevation = 990.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.02500 s(%)= 2.50 TC = k(0.389)*°(length"3)/(elevation change)§"0.2 Initial area time of concentration = 11.050 min. Rainfall intensity = 2.484(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.723 Subarea runoff = 4.776(CFS) Total initial stream area = 2.660(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) J 1.11 iJ f•1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 2.660(Ac.) Runoff from this stream = 4.776(CFS) Time of concentration = 11.05 min. Rainfall intensity = 2.484(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) .1 14.727 10.44 2.569 2 4.776 11.05 2.484 Qmax(1) Qmax(2) = 1.000 * 1.043 * 1.000 * 0.945 * 0.959 * 1.000 * 1.000 * 1.000 * 14.727) + 4.776) + = 14.727) + 4.776) + = 19.434 18.896 Total of 2 streams to confluence: Flow rates before confluence point: 14.727 4.776 Maximum flow rates at confluence using above data: 19.434 18.896 Area of streams before confluence: 7.865 2.660 Effective area values after confluence: 10.378 10.525 Results of confluence: Total flow rate = 19.434(CFS) Time of concentration = 10.443 min. Effective stream area after confluence = 10.378(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 10.52(Ac.) 11 L LI 0 J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 990.000(Ft.) End of street segment elevation = 983.000(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on °2§ side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.539(CFS) Depth of flow = 0.427(Ft.) Average velocity = 4.302(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.034(Ft.) Flow velocity = 4.30(Ft/s) Travel time = 1.36 min. TC = 11.80 min. Adding areaflow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.388(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.839 Subarea runoff = 0.322(CFS) for 1.180(Ac.) Total runoff = 19.756(CFS) Total area = 11.56(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 19.756(CFS) Half street flow at end of street = 9.878(CFS) Depth of flow = 0.422(Ft.) Average velocity = 4.268(Ft/s) Flow width (from curb towards crown)= 14.791(Ft.) r'1 • trp Ea u ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 25.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 11.558(Ac.) Runoff from this stream = 19.756(CFS) Time of concentration = 11.80 min. Rainfall intensity = 2.388(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 8.321 16.43 1.958 2 2.918 8.49 2.908 3 4.144 9.85 2.661 4 19.756 11.80 2.388 Qmax(1) = 1.000 * 1.000 * 8.321) + 0.607 * 1.000 * 2.918) + 0.676 * 1.000 * 4.144) + 0.773 * 1.000 * 19.756) + = Qmax(2) = Qmax(3) = [.] Qmax(4) = 0 n u 28.173 1.647 * 0.517 * 8.321) + 1.000 * 1.000 * 2.918) + 1.114 * 0.862 * 4.144) + 1.274 * 0.720 * 19.756) + = 32.105 1.479 * 0.600 * 8.321) + 0.898 * 1.000 * 2.918) + 1.000 * 1.000 * 4.144) + 1.144 * 0.835 * 19.756) + = 33.007 1.293 * 0.718 * 8.321) + 0.785 * 1.000 * 2.918) + 0.874 * 1.000 * 4.144) + 1.000 * 1.000 * 19.756) + = 33.395 Total of 4 main streams to confluence: Flow rates before confluence point: 8.321 2.918 4.144 19.756 Maximum flow rates at confluence using above data: 28.173 32.105 33.007 33.395 Area of streams before confluence: 6.212 1.340 2.120 11.558 Effective area values after confluence: 21.231 14.701 16.835 19.479 Results of confluence: Total flow rate = 33.395(CFS) Time, of concentration = 11.798 min. L n 1 C rj t r-1 'Effective stream area after confluence = 19.479(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total = 21.23(Ac.) End of computations, total study area = 24.04 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 32.0 • Li n TRACT 15744 STREET HYDRAULICS r ************** *********:***;1; =**** **A4*****::K:k******** :ic*:ic;k ;*:i<ak******* *Mn *** + ** CHANNEL FLOW CALCULATIONS ****** :********************************* ; ***: ********* *****:**% **: **::* n*******:k* CALCULATE DEPTH OF FLOW GIVEN: r hannel S1ooe = .005000 (Ft./Ft) ._ .5000 i ven Flow Rate = ' 18.20 Cubic Feet /Second 7..Q.. St �ow on( ' :" S+vim--t 1} *** OPEN CHANNEL FLOW - STREET FLOW *** treet Slope (Ft./Ft.) = .0050 •ianninos "n" value for street - .015 :urb Height (In.) = S. treet H&lfwidth (Ft.) = 18.00 istance From Crown to Crossfall Grade Break (Ft.) = 16.00 _lope from Gutter to Grade Break: (Ft./Ft.) = .020 'lope from Grade Break to Crown (Ft./Ft.) _ . c_?2t_t +amber 'of Ha1 f street= Carrying ng Runoff = 2 Distance from curb to property line (Ft.) = 7.00 =.iooe from curb to property line (Ft./Ft.) _ .c;a^ a utter width (Ft.) = 2.000 jutt2r hike from flowline (In.) = 2.000 1 nni nos "n" value for gutter and sidewalk = .013 IE°u, of flow = .498 (Ft.) 'veraoe Velocity = 2.55 (Ft./Sec.) MAx '!ATE: DEPTH OF FLOW IS HIGHER THE STREET CRGWN r ztreet-1 ow Hydraulics a �a1 f street Flow Width (Ft.) = 18.00 11ow 'Velocitv(Ft. /Sec.) = 2.16 -.each*'Velocity = 1.c_a7 Calculated flow rate of total street channel = 18.20 (CFS) Tow rate in gutter = 3.20 (CFS ) elocity of flow in • 5 .7 5 t--P_e._A 1.I0_.2. 4'verag _ velocity of CTo gutter and sidewalk area = 3.866 (Ft./Sec.) total street channel = 2.554. (Ft./Sec.) STREET FLOW CROSS SECTION CTE: The fcl l owi nc critical depth calculations are for: Channel 1 - If STREET. property line to outside edge of gutter - If V-8UTTER. property Line to start of V-Eut•ter- Channel 2 - STREET. outside edge of gutter to crown V-Gutter. in V-Gutter itself Channel 3 - V-Gutter. ^rd half of street R I T I CAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Floe Too Width(Ft.) = 7.C7 Subchannel Critical Flow Velocitv(Ft. /Sec.) _ 2.422 Subchannel Critical Flow Area(So. Ft.) = 1.32 Frot.xde Number Calculated = 1.001 Subchannel Critical Depth above invert elevation = .605 - :RITICAL FLOW CALCULATIONS FOR CHANNEL NO. C: Subchannel Critical Flow Top Width (Ft.) = 16.00 Subchannel Critical Flow Velocitv(Ft./Sec.) _ 2.220 Subchannel Critical Flow Area (Sc. Ft.) = 2_ 59 Fr-oude Number Calculated = 1. 000 Subchannel Critical Depth above invert elevation = .488 .+...----1 ++4-1-+++4.-a-1-++-! +.1-+++++++-!--!--a--!--!-++ ti+-1-+-!-+- +.4-4-4-++++++-!-+ -!--!-+-a-++ !--a'+++++++++-a-+ Csz " o� c�r\) [1:*********************:k <:k:k ;* ***************.k**,)::k:*********:; :#.:k;). ;*k.d:K**:6 ****fit" :_ ****:* CHANNEL FLOW CALCULATIONS ***.**.* fl*»: ************:k*********** **::******:i.*****::;#:*: *: ***; :#**::r****** ******n **t CALCULATE DEPTH OF FLOW GIVEN: _channel Slope = .020000 (Ft. /Ft.) - 2.0000 •, iven Flow Rate =.- 37.80 Cubic Feet/Second Li * *: * OPEN CHANNEL FLOW - STREET FLOW * * * street Slope (Ft./Ft-) = .0200 `Mannings "n" value for street = .015 ..rb Height (In.) = 6. street Hai. f wi dth (Ft.) = 18.00 .)i=..tance From Crown to Crossfall Grade Break (Ft.) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .020 :1ooe from Grade Break to Crown (Ft. /Ft,) = .o20 I:umber of Halfs•treets Carrying Runoff= Distance from curb to property line (Ft.) = 7.00 .. 1 ooG from curb to property line (Ft. /Ft.) = .020 IL :utter width (Ft. ) = 2.000 mutter hike from flowline (In.) = 2.000 Manni nos "n" value for gutter and sidewalk = .013 3eoth of flow = .506 (Ft. Ll veraoe Velocity = 5.10 (Ft./Sec.) T3;2:RNING: DEPTH OF FLOW EXCEEDS TOP OF CURL. )i =stance th.-tt curb overflow reaches into property ftOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetf 1 ow Hydraulics . -► alfstreet Flow Width(Ft.) = 18.0C low Vel oci tv (Ft . /Sec .) _ 4.45 DPoth:*V:s1 ocity = - I o O )r`-e.o...r •' oN AAA K ok� = Lo.t Ora 1 0; C✓ f 111 .27e (Ft.) i.-:i:_z.:l ated flow rate of total street channel = 7.7. 80 (CFS) l ow rate i.n putter = 6.17 (CFS': •.eloeity of flow in gutter .and sidewalk area = 7.301 (Ft./Sec.) LI r_ :verse ve1o._ity of toga]. street channel. - 5.098 (Ft./Sec.) STREET FLOW CROSS SECTION JOTE: The following critical depth calculations are fort Channel 1 If STREET. property line to outside edge of outer- - If V-GUTTER, property line to start of V-Gutter Channel 2 - STREET. outside edge of gutter to crown V-Gutter. . in V-Gutter itself Channel 3 - V-Gutter. 2nd half of street _: I T I CAL FLOW CALCULATIONS FOR CHANNEL NO. Subchannel Critical Flow Top Width(Ft.) = if Subchannel Critical Flow Velocitv(Ft./Sec.) = L-Cubchannel Critical Flow Area(So. Ft.) Froude Number Calculated = 1.00C Subchannel Critical Depth above invert elevation 'CRITICAL FLOW DEPTH EXCEEDS CHANNEL HEIGHT IN CHANNEL 9.00 2.205 2.20 _ .706 NO. 1 F'ITICAL FLOW •CALCULATIONS FOR CHANNEL NO. 2: Sbchanne.1 Critical Flow To; width (Ft .) - 16.,0C: p41****44.***** ****** * CHANNEL CROSS-SECTION! PLOT :**** * :**:X,4: ** *: .******* Li Depth of flow = .51 Feet . - "bv'" F HALF -STREET FLOW CROSS SECTION Critical depth for Channel NJo.1= .71 Feet = "c„ ..-i ti cal depth for Channel NJo. 2= .60 Feet . = „c" .7 (Feet) t a 1 _ .'-1--'-+++ !--1--i 4-++++.?-+++-1-+ +.i- 1-1-1--•:•-i--f••i--f-•i--! ++-?--i--!--F•i--t--i. +++-i.+++-t--l--?-+ .1- 1-•{ n- - 4-- +.+ 4- .,....r..-;•-i + -i-- Y(Feet) Y-Axis- • .0 .4 .6 .00 .64 .33 .62 1.67 .61 2.50 .59 - • Jti w5r7 4.17 .56 5.00 .54 5.83 6.67 7.50 S 9.17 10.00 10.83 11.67 12.50 1_.33 14.17 15.00 3 15.87 16.67 17.50 15. 73 �. a� 17 20.00 20.83 21.67 .52 .51 .04 I 4 1W .11 I 1 IW d i . 17 1W i . I19 I W L.,.. 4..2�� 114 a sr-\\ .2� 1 " 1 i W C � i . 24 : 1 i W c . 25 n i 114 C : i , . 27 i I t, i I Y1,J 4 , • 1 , . .=4 1 i . W r ; r r L_ u (Li LI c4. 17 23.00 ter_ w ti) �x $ ' I $ $•-, C I . ti7 , W i r , • 9 1 t4 c . 40' „ :IA _ ' , w 4.7 I , , .44 I 1.1.4.1 L. . 45 i .47 i i , , }J ci . 49 1 1 1 1 ,-.ift c 1 TRACT 15744 CATCH BASIN HYDRAULICS u F� Li 0 Li PHB ENGINEERING 109 East Huntington Drive Monrovia, Califomia 91016 (818)301-4410 JOB SHEET NO OF DATE 4- (- Q 7G CALCULATED BY CHECKED BY DATE SCALE 1 f f I h :15744 1 i i i f ! . , = f i _ S= 0 • arc/o QC... f c...4, i y....__._................. ............._...3 ��6.J Q to A+ v4 i31.5 ( N 3 a„ `A-C F crt o P. el' -}-{. ...G..f3..f?.(�S..I T 7 s L�) )4 ' . 4sr .� i 280 C.t.4 = 34 c-V5 6 c S • to , 1� c' -r-f-r 3..Pr..s.1N S� _..........._..._! N...Le_ -4 L 4 C Fc 111 rJ e)µ 0 j37.P f+ i • 11 -5 - 4 - 3 - 2 o •- O tL o _ ti. 0 w 0j =.3- ill .r- = - / e• .6 - 7 a F.. • CI) -�• W' _ t C9 _ La4. = 2-- _ w = 1.0 �� Z '� . 8 , - w - 1.0 p LL _ a . tZ .4 - Z I••.. - •.5 p p - 1.- —.8 .„.'nl`' t� • _ 3 - w - .T ti .2 - 2 1 f 1 t Local depression Io) ELEVATION .%� W ,4 yJ___.-- CAI Light of curb. .2 .t - .08 .06 - .05 -..04 .03 Su•tace o/ pona.J ■otar. 14 It SECTION w O N CC 1 2 PONDED DEPTH -• 1.5 • - .6 - .4 - .3 -.2 - .15 NOMOGRAM -CAPACITY, CURB INLET AT SAG Plate 2.6-0651 r1 Li ri [; f r L u TRACT 15744 STORM DRAIN HYDRAULICS Project: 744A.UP Study Date: 5-17-96 Time: 9':12:2L F.H.B. ENGINEERINS. IN . Engineering Planning Survevino 109 E. Huntington Drive Monrovia. California 91016 Telephone (818) 301-441e •sG HEADING LINE NO 1 IS - AGING LINE NC 2 IS - HEADING LINE NC 3 IS - L F C 5 1 5 P WATER SURFACE PRDFILE - TITLE CARD LISTING TR 15744 LINE A HYDRAULICS 5-15-96 'PAGE NO • L� FOS15P CD Vers 2.2 WATER SURFACE PROFILE LISTINE File: 744A.WSP Study Date: 5-17-96 Tiee: 11:54:24 PAGE 1 r-, TR 15744 LINE A HYDRAULICS -1E-96 STATION INVERT DEPTH W.S. 9 VEL VEL ENERGY SUPER CRITICAL HST/ EASE/ iL ND AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID ND. PIER • J/ELEM SO SF AVE EF NOR" DEPTH 7R ttt a#trttttttttttttattit##ttt##t#tttntit####:tttiltttIttt#t#t#tttttitt####:tt#t#####titttt#tttttt####it##it#t#t#####tit##tS###t n 1 .J108.60 969.05 6.450 975.500 34.0 2.71 .114 975.614 .00 1.734 4.00 .00 .00 0 .0 wLL EXIT '-'108.60 969.05 6.451 975.501 34.0 6.93 .745 976.246 .00 1.9E3 .00 2.30 .00 .00 0 .0 J T STR .02427 .006292 .25 .00 147.75 570.00 5.9E2 975.9E2 31.0 6.32 .619 376.602 .00 1.897 2.50 .00 .00 0 .0 J :T STR .04076 .005186 .1E .00 ,.7182.10 971.40 4.972 376.372 28.0 5.70 .505 976.878 .00 1.804 2.50 .00 .00 0 .0 TtAE STR .99542 .009990 0.00 .00 `1182.11 971.41 4.380 975.790 28.0 8.91 1.233 977.023 .00 1.828 2.00 .00 .00 0 .0 Li 122.12 .02121 .015319 1.87 1.414 .00 [1304.23 974.00 3.661 977.661 28.0 8.91 1.233 978.894 .00 1.828 .00 .00 .00 0 .0 .e WALL ENTRANCE .00 11304.23 974.00 5.496 979.496 28.0 .80 .010 979.506 .00 .792 5.00 7.00 .00 0 .0 J J r qL • r- s F0515r ,. .. 1iATER SURFACE PROFILEE - CHANNEL DEFINITION LISTING PAGE I File: 744A.HSP Study Date: 5-17-96 Tice: 9:12:24 «-=-1RD SECT CH!i NO OF AVE PIER HEIGHT 1 BASE IL IR INV Y(11 Y(21 Y(31 Y(41 Y(51 Y(61 Y(7) Y(B) Y(9) Y(101 bDE NO TYPE PIERS WIDTH DIAMETER NIDTH DROP _CM i 4 4.00 Cr 2 4 2.50 3 4 1.50 CD 4 4 2.50 -771 5 4 2.00 ID t 4 1.50 CD 7 3 0 .00 5.00 7.00 .00 .00 .00 •