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HomeMy WebLinkAboutFontana Auto Mall a 00 m boo ng o as Redevelopment Agency Hydrology Report for Fontana Auto Mall November, 1992 Prepared by LP. Kapp & Associates, Inc. 2002 Iowa Avenue, Suite 110 Riverside, California 92507 (714)276 -8760 AGDLIC - I> A SO 01A ES.EE r' w J. P. KAPP& ASSOCIATES, INC. CIVIL ENGINEERS, LAND PLANNERS, & SURVEYORS ON Ni is 545- R01.01 November 30, 1992 City of Fontana Redevelopment Agency 8353 Sierra its Fontana, California 92335 — Attention: Jim Strodtbeck so Subject: Hydrology Study, Fontana Auto Mall Dear Jim: ow We are pleased to resubmit this hydrology study for the Auto Mall. "" We have made the corrections suggested by felipe in his redline , report which we are forwarding with this submittal. - Please forward copies to Felipe Molinas for his review and final approval. Sincerely, J. P. KAPP AND ASSOCIATES, INC. MI Ronald P. Sheldon, P.E. Executive Vice President Project Manager RPS/ j k al Attachment *� cc: Bob Weddle, City Engineer w las 2002 IOWA AVENUE, SUITE 110, RIVERSIDE, CALIFORNIA 92507, 714/276 -8760, FAX 714/276 -8761 PROJECT ACTION LOG ar FONTANA AUTO MALL "" ACTION TAKEN BY: (NAME, FIRM): WWI DATE: PERSON /AGENCY CONTACTED: MIN ACTION VEHICLE (i.e. Meeting, Phone Call etc.): • O �r IGNIFICANT ITEMS : SUNSMARY, ANS TTa1- ` R1X7a will he sized for 100 Year storm with a • " stritct"ure constructed for turning tho flowc to tho Woct in Val 1 ey Blvd_ and extended in the fi,tnre D j - #: ?gional and 'ato m ydrologx:cons -with Hall &-Fo c.Pman's calcul using amP where possible. Sita E. Citrus main line will he designed for 100 year storm from Valley fin the rhannel rnnnertinn at the Freeway F Onsite system will take advantage of the oversizinq of Catawba line sinre the 25 year upstream flows are , an.ticipatpd to by greater than the onsite 100 year fl ^ws_ Consequently, the onsite ratrh basins shall he sized ar to collect ac much of thc 100 year oncitc flowc ac possib1G with the rapari ty of the C'atat•Tha storm ra i n to be thc control. ar rr PROJECT ACTION LOG FONTANA AUTO MALL ACTION TAKEN BY: (NAME, FIRM): Ron Sheldon, J.P. Kapp & Assoc. DATE: 6 October 1992 PERSON /AGENCY CONTACTED: MONO Felipe Molinas (City of Fontana) MEIN ACTION VEHICLE (i.e. Meeting, Phone Call etc.): Meeting at City SUMMARY 0E IGNIFICANT ITEMS: • • PURPOSE: T © :discuss hydrology and critertia to be used . - pmTFn7fFEc- Pon Sheldon (Kapp), George Manukian (Kapp), Felipe Molinas (City of Fontana) 1 Hyrlrnl ngy r•al cul-ati nns shall use the asiimpti nn that the prnpocarl ctnrm par the Mactar Plan nn Can Rarnardinn Avenue � o is in_ place Tn general, storm drain main lines are to he designed for 25 year Protection with 100 ye prntprtion to he provided in a combination of the pipe and street flows. There are some not exceptions to thts as noted below due to the \Ta1lpy Blvd ling designation ac a 1t1Q year pipe system per the Master Plan. 3. J.P. Kapp will provide the following hydrology calculations: A. Regional and onsite 25 year storm hydrology consistent with Hall & Foreman's calculation using same where moss i hl e R Main line for Catawba from Valley south to the Freeway channel will he sized for upstream flows hased on 25 Ypar stnrm Main line for Catawba from the school site southerly to - \ -s , 1, /` Y$ ---L----- , [ I' £;t i SZ . - - : , \ k \ +.. v RI ' ' `- - • � ' : <-. v (-3 o o, I 1 f • • ', - '<1 - : `° � • +� h' • ___....,, i 1 , <Zs • ki?: • • -' 1 ' 0 • • Z . . , 1/4. Q " .: , • ... (ID • , y • �, N • • - • • I • 1 • we' / • •••• • • V Al • • • • • • • �• :,B try �+ 1 j ewe • , di. .2.. /, • gi ci)• , , ..., , 4, • ,�J ` ay-,-, -.� �}- ft I "` iii • . • �. • • r • • • J • ... � 7 . ' • . • • • • • a • • t ,11 �► �r• • t ....- a1• • ; • • l • ?. . / , i 8 �d ' d310e ".. . 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VIII 4.0 - _ ® ® . – 3.0 —= _ --z = M or D O ;-- -__ ===,........ ,,. "1 7a ..... w ��Z� �r '� = 2.0 __ _.. _____ �Ti.rri _a' •••• �-r 1• AMY W . rMNIMI.Nrrrl..r.rUIMI =i ...... rr \ . � . .�3 ----- ---' ' ======.11111101•11•11111111111•11111111111111•1111141111111•1•11•1=1111111111111111111•1116. Z _������� r►7__ ���__ • IMMOrn1111111111•11®SrIIIIIIIIII - - -s Z 0.9 �.��� - - w — rr. rr m ow• �� =ww� w_w���Qi Z 07 • wrrw■���w��. �rr.r�•�rrr ��.��� �w.r.rrrr∎rr�rr•r� - �wN .rwrr NY.r.rrr�� .....r. ••.....1illei O ��� �M������ww�w�o���rr�w� .��s���ur� IMO • 0.6 .---L.- _ r� �� .�.....r����.._ _____ Q _ • 40 CC 0.4 • r.... - r....,..1..,,I...,...,,..1..,.r. ��.•Ti — rr�r M��.r.r��.��r►' rr�r� .sue ��aa rte o === �o� 0.3 — — -_ — � –. . � ' - _ ,-' _ -- — - WWI -_ s - ' = _-- - ---- siiimme r w►v� r . N or fir` -.■� . .�� - '_�� • .�. -. .• MO 2 3 4 5 6 7 8 9 10 20 30 40 50 60 70 80 90 ill 0.1 ill STORM DURATION (MINUTES) is DESIGN STORM FREQUENCY= / YEARS /°) ,o ONE HOUR POINT RAINFALL= 1•4 INCHES O -95 Ar LOG —LOG SLOPE _ • PROJECT LOCATION= ai is . SAN BERNARDINO COUNTY INTENSITY — DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET III .all D – v FIGURE D -3 a sr lir we MI *+� 100 YEAR STORM EVENT ALONG CATAWBA AV. FROM SCHOOL SITE TO VALLEY BLVD. CATCH BASIN AND R.C.P. SIZING, STREET CAPACITY CALC'S. w ' m err sou im w am mu wl +# lr ME k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ar RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .4 FONTANA AUTO MALL * 100 YEAR STORM EVENT * 41 't AUTOML10 0 . DAT /AUTO10 0 . RES * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: AUTOML100.DAT TIME /DATE OF STUDY: 12:46 19- NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 -1 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 275.00 TO NODE 275.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ar DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 q INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 mo UPSTREAM ELEVATION(FEET) = 1136.00 DOWNSTREAM ELEVATION(FEET) = 1124.00 „. ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = 0.389 *[( 1000.00 ** 3.00)/( 12.00)]* *0.20 = 14.932 "' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.225 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 SUBAREA RUNOFF(CFS) = 27.13 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 27.13 '"******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 275.10 TO NODE 277.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < _ --------------------------------------------------------------------------- m UPSTREAM ELEVATION(FEET) = 1124.00 DOWNSTREAM ELEVATION(FEET) = 1121.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = 6. - STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 27.13 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01 PRODUCT OF DEPTH &VELOCITY = 1.94 -4 ' STREET FLOW TRAVEL TIME(MIN.) = 2.77 TC(MIN.) = 17.70 - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.912 • SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 - SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 11.00 AVERAGED Fm(INCH /HR) = 0.49 • TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 27.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 • FLOW VELOCITY(FEET /SEC.) = 3.01 DEPTH *VELOCITY = 1.94 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 277.00 TO NODE 277.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.912 - SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 16.39 EFFECTIVE AREA(ACRES) = 18.50 AVERAGED Fm(INCH /HR) = 0.485 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 40.42 TC(MIN) = 17.70 a _******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FLOW PROCESS FROM NODE 277.10 TO NODE 278.10 IS CODE = 6 m » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 1121.00 DOWNSTREAM ELEVATION(FEET) = 1111.00 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 err DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 mi INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 ae rr SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.42 ** *STREET FLOWING FULL * ** ' STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.71 PRODUCT OF DEPTH &VELOCITY = 2.62 ..., STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 20.00 "" 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.707 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 18.50 AVERAGED Fm(INCH /HR) = 0.48 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 40.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.71 DEPTH *VELOCITY = 2.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 276.00 TO NODE 278.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.707 asi SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.5820 - SUBAREA AREA(ACRES) = 18.90 SUBAREA RUNOFF(CFS) = 36.14 EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH /HR) = 0.534 - TOTAL AREA(ACRES) = 37.40 PEAK FLOW RATE(CFS) = 73.13 TC(MIN) = 20.00 w******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 278.10 TO NODE 279.05 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES °r PIPE -FLOW VELOCITY(FEET /SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 1111.00 "' DOWNSTREAM NODE ELEVATION(FEET) = 1103.00 m FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 m PIPE - FLOW(CFS) = 73.13 TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 20.88 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 412 mom FLOW PROCESS FROM NODE 279.00 TO NODE 279.05 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ra • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.637 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.5820 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 35.52 • EFFECTIVE AREA(ACRES) = 56.60 • AVERAGED Fm(INCH/HR) = 0.550 TOTAL AREA(ACRES) = 56.60 n- PEAK FLOW RATE(CFS) = 106.31 TC(MIN) = 20.88 : *************************************************************************** - FLOW PROCESS FROM NODE 280.00 TO NODE 280.01 IS CODE = 8 - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.637 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 4 SUBAREA AREA(ACRES) = 28.20 SUBAREA RUNOFF(CFS) = 54.63 EFFECTIVE AREA(ACRES) = 84.80 " AVERAGED Fm(INCH/HR) = 0.529 TOTAL AREA(ACRES) = 84.80 PEAK FLOW RATE(CFS) = 160.94 - TC(MIN) = 20.88 **************************************************************************** FLOW PROCESS FROM NODE 279.05 TO NODE 279.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.4 INCHES - PIPE-FLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION(FEET) = 1103.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1094.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 4 " ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 160.94 TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 21.61 .11 0*************************************************************************** FLOW PROCESS FROM NODE 279.90 TO NODE 279.10 IS CODE = 8 .411 m>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< am 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.584 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0.0970 „SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 42.97 EFFECTIVE AREA(ACRES) = 104.00 a AVERAGED Fm(INCH/HR) = 0.449 TOTAL AREA(ACRES) = 104.00 .1 "PEAK FLOW RATE(CFS) = 199.83 40 TC(MIN) = 21.61 **************************************************************************** me FLOW PROCESS FROM NODE 279.10 TO NODE 701.04 IS CODE = 3 >»»COMPUTE PIPE—FLOW TRAVEL TIME THRU SUBAREA<<<« >»»USING COMPUTER—ESTIMATED PIPESIZE (NON—PRESSURE FLOW)««< m4 01. DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.9 INCHES PIPE—FLOW VELOCITY(FEET/SEC.) = 15.9 — UPSTREAM NODE ELEVATION(FEET) = 1094.00 DOWNSTREAM NODE ELEVATION(FEET) = 1084.50 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE—FLOW(CFS) = 199.83 "I TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 22.34 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.00 TC(MIN.) = 22.34 EFFECTIVE AREA(ACRES) = 104.00 AVERAGED Fm(INCH/HR)= 0.45 PEAK FLOW RATE(CFS) = 199.83 END OF RATIONAL METHOD ANALYSIS 444 40 444 04 04 *■********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 15:06 19- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** "mk STREET FLOW k CATAWBA AV. N. OF C.B. 1 & 2 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.017000 CONSTANT STREET FLOW(CFS) = 73.13 �• AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 ANN FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES NMI ** *STREET FLOWING FULL * ** 111 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.58 ,rr HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.50 PRODUCT OF DEPTH &VELOCITY = 3.78 yr ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 15:12 19- NOV -92 C.B. # 1 & 2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« m Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 73.13 GUTTER FLOWDEPTH(FEET) = 0.58 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 133.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 24.4 A A Are rr AO rr Ax******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) A Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S A Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 15:56 19- NOV -92 STREET FLOW NORTH OF C.B. # 3 & 4 -******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »>STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.015000 CONSTANT STREET FLOW(CFS) = 114.48 — AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 • CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 - CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 • FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES — ** *STREET FLOWING FULL * ** • STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. ... THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. "' THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. • STREET FLOWDEPTH(FEET) = 0.70 rr HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.40 Alm PRODUCT OF DEPTH &VELOCITY = 5.17 A A A ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S ... Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 16:01 19- NOV -92 C.B. # 3 & 4 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 114.48 GUTTER FLOWDEPTH(FEET) = 0.70 BASIN LOCAL DEPRESSION(FEET) = 0.30 "" FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 171.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 31.6 c******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** km> »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of - Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 114.48 GUTTER FLOWDEPTH(FEET) = 0.70 m BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 a » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 171.6 m » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 31.6 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S ,, Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 r" TIME /DATE OF STUDY: 16:05 19- NOV -92 STREET FLOW BETWEEN C.B. #3,4 & #5,6 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.015000 CONSTANT STREET FLOW(CFS) = 51.28 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES """ ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.54 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.21 PRODUCT OF DEPTH &VELOCITY = 2.83 ar a m********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 16:08 19- NOV -92 C.B. # 5 & 6 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 51.28 - GUTTER FLOWDEPTH(FEET) = 0.54 BASIN LOCAL DEPRESSION(FEET) = 0.30 • FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 101.3 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 21.7 rr A ar a m********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 "'' TIME /DATE OF STUDY: 16:15 19- NOV -92 STREET FLOW NORTH OF C.B. #6 & 7 ...k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > » >STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.015000 CONSTANT STREET FLOW(CFS) = 50.85 mg AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 18.00 - CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 - CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 """ FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES - ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.54 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.16 PRODUCT OF DEPTH &VELOCITY = 2.80 air ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 vow Oil TIME /DATE OF STUDY: 16:19 19- NOV -92 C.B. IN CATAWBA @ INT. OF VALLEY ( #6 & 7) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. "" STREETFLOW(CFS) = 50.85 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 79.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 27.2 a a ,rr HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 al TIME/DATE OF STUDY: 10:07 25-NOV-92 ************************** DESCRIPTION OF STUDY ************************** -* S.D. PIPE IN CATAWBA AV. k BETWEEN C.B. #1&2 AND #3&4 ************************************************************************** »»PIPEFLOW HYDRAULIC INPUT INFORMATION«« PIPE SLOPE(FEET/FEET) = 0.0150 atm PIPEFLOW(CFS) = 48.80 MANNINGS FRICTION FACTOR = 0.013000 >»»SOFFIT-FLOW PIPE DIAMETER(FEET) = 2.473 MIN 40 m *************************************************************************** * HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME/DATE OF STUDY: 10:13 25-NOV-92 ************************** DESCRIPTION OF STUDY ************************** S.D. PIPE IN CATAWBA BETWEEN C.B. #3,4 AND #5,6 — ************************************************************************** m »»PIPEFLOW HYDRAULIC INPUT INFORMATION«« PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 112.00 MANNINGS FRICTION FACTOR = 0.013000 >>>>>SOFFIT-FLOW PIPE DIAMETER(FEET) = 3.644 AIL moi ,41 4ir m***** ********************************************************************** * HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) MOP Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 MI 11 TIME/DATE OF STUDY: 10:18 25-NOV-92 ************************** DESCRIPTION OF STUDY ************************** S.D. PIPE IN CATAWBA r BETWEEN C.B. #5,6 & #7,8 ************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 155.40 MANNINGS FRICTION FACTOR = 0.013000 >>>»SOFFIT-FLOW PIPE DIAMETER(FEET) = 4.120 m .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 d' TIME /DATE OF STUDY: 10:22 25- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S.D. PIPE IN VALLEY BLVD. * ( FUTURE ) * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. c*********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »PIPEFLOW HYDRAULIC INPUT INFORMATION «« PIPE SLOPE(FEET /FEET) = 0.0100 PIPEFLOW(CFS) = 199.83 MANNINGS FRICTION FACTOR = 0.013000 » » >SOFFIT -FLOW PIPE DIAMETER(FEET) = 4.527 AIM a rrr MI PIP rr .. 25 YEAR STORM EVENT w ALONG CATAWBA AV. FROM SCHOOL SITE TO VALLEY BLVD. um ■r is lIIIIA w Rai lii Yr m ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) wr Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ..* FONTANA AUTO MALL 25 YEAR STORM EVENT "r* AUTOML.DAT /AUROMALL25.RES ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,,,,,, FILE NAME: AUTOML . DAT TIME /DATE OF STUDY: 13:10 19- NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - A. USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1070 SLOPE OF INTENSITY DURATION CURVE = 0.6000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 275.00 TO NODE 275.10 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< am DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1136.00 DOWNSTREAM ELEVATION(FEET) = 1124.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = 0.389 *[( 1000.00 ** 3.00)/( 12.00)]* *0.20 = 14.932 al 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.550 SOIL CLASSIFICATION IS "A" " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 di SUBAREA RUNOFF(CFS) = 20.45 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 20.45 v ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 275.10 TO NODE 277.10 IS CODE = 6 mim » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< - UPSTREAM ELEVATION(FEET) = 1124.00 DOWNSTREAM ELEVATION(FEET) = 1121.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = 6. '- STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 arr SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.45 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION " THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 18.08 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.273 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 "*" EFFECTIVE AREA(ACRES) = 11.00 AVERAGED Fm(INCH/HR) = 0.49 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 20.45 END OF SUBAREA STREET FLOW HYDRAULICS: - DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY = 1.61 '".******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 277.00 TO NODE 277.10 IS CODE = 8 - » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.273 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 a SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 12.07 EFFECTIVE AREA(ACRES) = 18.50 ""AVERAGED Fm(INCH /HR) = 0.485 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 29.78 .TC(MIN) = 18.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "FLOW PROCESS FROM NODE 277.10 TO NODE 278.10 IS CODE = 6 Ar »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< rr UPSTREAM ELEVATION(FEET) = 1121.00 DOWNSTREAM ELEVATION(FEET) = 1111.00 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 am DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 "" INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 29.78 ** *STREET FLOWING FULL * ** ' STREET FLOW MODEL RESULTS: _ STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.15 PRODUCT OF DEPTH &VELOCITY = 2.15 STREET FLOW TRAVEL TIME(MIN.) = 2.61 TC(MIN.) = 20.69 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.097 • SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 - SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 18.50 AVERAGED Fm(INCH /HR) = 0.48 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 29.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.15 DEPTH *VELOCITY = 2.15 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 276.00 TO NODE 278.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.097 - SOIL CLASSIFICATION IS "A" - SCHOOL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.5820 SUBAREA AREA(ACRES) = 18.90 SUBAREA RUNOFF(CFS) = 25.77 - EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH/HR) = 0.534 TOTAL AREA(ACRES) = 37.40 PEAK FLOW RATE(CFS) = 52.60 TC(MIN) = 20.69 *-******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ms FLOW PROCESS FROM NODE 278.10 TO NODE 279.05 IS CODE = 3 .,,,, » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< AL DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 11.0 ,l UPSTREAM NODE ELEVATION(FEET) = 1111.00 DOWNSTREAM NODE ELEVATION(FEET) = 1103.00 w FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 52.60 mi TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 21.66 rr r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ""FLOW PROCESS FROM NODE 279.00 TO NODE 279.05 IS CODE = 8 arr » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < der 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.040 min SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.5820 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 25.19 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = 0.550 " TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 75.88 "m TC(MIN) = 21.66 t ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 280.00 TO NODE 280.01 IS CODE = 8 w » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.040 SOIL CLASSIFICATION IS "A" - RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 SUBAREA AREA(ACRES) = 28.20 SUBAREA RUNOFF(CFS) = 39.46 ` EFFECTIVE AREA(ACRES) = 84.80 AVERAGED Fm(INCH /HR) = 0.529 TOTAL AREA(ACRES) = 84.80 . PEAK FLOW RATE(CFS) = 115.35 TC(MIN) = 21.66 4******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 279.05 TO NODE 279.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.7 - UPSTREAM NODE ELEVATION(FEET) = 1103.00 DOWNSTREAM NODE ELEVATION(FEET) = 1094.00 ""' FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 115.35 +r TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 22.45 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 279.90 TO NODE 279.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.996 is SOIL CLASSIFICATION IS "A" a1 1 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0.0970 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 32.82 . EFFECTIVE AREA(ACRES) = 104.00 AVERAGED Fm(INCH /HR) = 0.449 a TOTAL AREA(ACRES) = 104.00 PEAK FLOW RATE(CFS) = 144.85 TC(MIN) = 22.45 m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 279.10 TO NODE 701.04 IS CODE = 3 » » >COMPUTE PIPE —FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER — ESTIMATED PIPESIZE (NON— PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.2 INCHES PIPE —FLOW VELOCITY(FEET /SEC.) = 14.7 UPSTREAM NODE ELEVATION(FEET) = 1094.00 "" DOWNSTREAM NODE ELEVATION(FEET) = 1084.50 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 ... PIPE — FLOW(CFS) = 144.85 TRAVEL TIME(MIN.) = 0.80 TC(MIN.) = 23.25 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.00 TC(MIN.) = 23.25 EFFECTIVE AREA(ACRES) = 104.00 AVERAGED Fm(INCH /HR)= 0.45 PEAK FLOW RATE(CFS) = 144.85 . END OF RATIONAL METHOD ANALYSIS ar ar as •w IMP ON 100 YEAR STORM EVENT .. PROJECT SITE __ ALONG CATAWBA AV. SOUTH OF INT. VALLEY BLVD. IN rir i i‹******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) .,. (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FONTANA AUTO MALL(PROJECT SITE) 100 YEAR STORM EVENT ATOML.DAT /ATOML100.RES ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: ATOML.DAT TIME /DATE OF STUDY: 11:40 23- NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- ,.. USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 700.00 TO NODE 701.20 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< . DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 °■ INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1100.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = 0.304 *[( 800.00 ** 3.00)/( 12.00)]* *0.20 = 10.207 s 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.052 SOIL CLASSIFICATION IS "A" ''" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 4111 SUBAREA RUNOFF(CFS) = 24.92 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 24.92 "******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.30 TO NODE 701.20 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 1090.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 8. • STREET HALFWIDTH(FEET) = 26.00 All DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 " OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.92 - STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY = 1.42 " STREET FLOW TRAVEL TIME(MIN.) = 3.17 TC(MIN.) = 13.37 - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.446 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 7.00 AVERAGED Fm(INCH /HR) = 0.10 - TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 24.92 a „ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.55 - FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH *VELOCITY = 1.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.04 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.446 SOIL CLASSIFICATION IS "A" . COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 30.14 *" EFFECTIVE AREA(ACRES) = 17.00 AVERAGED Fm(INCH /HR) = 0.097 TOTAL AREA(ACRES) = 17.00 . PEAK FLOW RATE(CFS) = 51.24 TC(MIN) = 13.37 "******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.04 TO NODE 701.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ,r DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.8 ,., UPSTREAM NODE ELEVATION(FEET) = 1084.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 51.24 TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 14.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,„. FLOW PROCESS FROM NODE 702.00 TO NODE 701.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< "" 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.347 y.. SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 — SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 36.56 EFFECTIVE AREA(ACRES) = 29.50 ..r AVERAGED Fm(INCH /HR) = 0.097 TOTAL AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) = 86.28 TC(MIN) = 14.04 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.10 TO NODE 701.15 IS CODE = 3 » »>COMPUTE PIPE —FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER — ESTIMATED PIPESIZE (NON— PRESSURE FLOW) ««< - DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES ,.. PIPE —FLOW VELOCITY(FEET /SEC.) = 23.5 UPSTREAM NODE ELEVATION(FEET) = 1072.00 — DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 - ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE — FLOW(CFS) = 86.28 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.06 tItIC END OF STUDY SUMMARY: °" TOTAL AREA(ACRES) = 29.50 TC(MIN.) = 14.06 EFFECTIVE AREA(ACRES) = 29.50 AVERAGED Fm(INCH/HR)= 0.10 PEAK FLOW RATE(CFS) = 86.28 END OF RATIONAL METHOD ANALYSIS rrr -ar rr ■r * l k******************************************** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) „., Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 13:37 23- NOV -92 C.B. AUTO MALL CT. ^-******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ; »>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« - Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 51.24 — GUTTER FLOWDEPTH(FEET) = 0.59 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 92.1 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 18.6 me 0 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 13:26 23- NOV -92 AUTO MALL CT. STREET CAPACITY ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »> STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 51.24 -" AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 26.00 """ CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.59 HALFSTREET FLOODWIDTH(FEET) = 24.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.08 PRODUCT OF DEPTH &VELOCITY = 2.42 ft rr A A wr 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 Especially prepared for: E i , „ S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 1811 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ** FONTANA AUTO MALL(PROJECT SITE) 25 YEAR STORM EVENT * ATOML.DAT/ATOML25.RES ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: ATOML.DAT TIME /DATE OF STUDY: 11:44 23- NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - ,.,, USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: �•• STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1070 SLOPE OF INTENSITY DURATION CURVE = 0.6000 . S******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 700.00 TO NODE 701.20 IS CODE = 2 wr » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< . DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 m INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1100.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = 0.304 *[( 800.00 ** 3.00)/( 12.00)]**0.20 = 10.207 m 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.204 SOIL CLASSIFICATION IS "A” "'" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 A SUBAREA RUNOFF(CFS) = 19.57 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 19.57 '******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.30 TO NODE 701.20 IS CODE = 6 .r » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1090.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 26.00 AIN DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 " OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.57 411' STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.26 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 PRODUCT OF DEPTH &VELOCITY = 1.27 ""' STREET FLOW TRAVEL TIME(MIN.) = 3.28 TC(MIN.) = 13.48 mom 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.711 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 • SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 7.00 AVERAGED Fm(INCH /HR) = 0.10 - TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 19.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.26 . FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH *VELOCITY = 1.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.04 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.711 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 23.53 • EFFECTIVE AREA(ACRES) = 17.00 AVERAGED Fm(INCH/HR) = 0.097 "°" TOTAL AREA(ACRES) = 17.00 Ai PEAK FLOW RATE(CFS) = 40.00 TC(MIN) = 13.48 1 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.04 TO NODE 701.10 IS CODE = 3 a » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.9 " UPSTREAM NODE ELEVATION(FEET) = 1084.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 .. PIPE - FLOW(CFS) = 40.00 TRAVEL TIME(MIN.) = 0.71 TC(MIN.) = 14.19 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 702.00 TO NODE 701.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< "°' 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.629 ,., SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 - SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 28.48 EFFECTIVE AREA(ACRES) = 29.50 AVERAGED Fm(INCH /HR) = 0.097 TOTAL AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) = 67.22 .. TC(MIN) = 14.19 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.10 TO NODE 701.15 IS CODE = 3 » »>COMPUTE PIPE —FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER — ESTIMATED PIPESIZE (NON— PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES • PIPE —FLOW VELOCITY(FEET /SEC.) = 22.1 UPSTREAM NODE ELEVATION(FEET) = 1072.00 -• DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 " Ala ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE — FLOW(CFS) = 67.22 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.22 aw END OF STUDY SUMMARY: '°^' TOTAL AREA(ACRES) = 29.50 TC(MIN.) = 14.22 EFFECTIVE AREA(ACRES) = 29.50 AVERAGED Fm(INCH /HR)= 0.10 PEAK FLOW RATE(CFS) = 67.22 END OF RATIONAL METHOD ANALYSIS -rr ar wic*************************************************************************** AIr HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S ,.� Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 07:59 20- NOV -92 STREET FLOW CATAWBA AV. FROM AUTOMALL CT. SOUTH TO CHANNEL "":******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ; » >STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 70.10 "" AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 ..„ CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.62 ... HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.54 ""' PRODUCT OF DEPTH &VELOCITY = 3.44 A a mot k . *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) �.. Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 SW Especially prepared for: S Y M C A S �.. Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 10:04 23- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** '""' CATAWBA AV. S.D. PIPE * FROM INT. AUTOMALL COURT TO CHANNEL * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »PIPEFLOW HYDRAULIC INPUT INFORMATION«« PIPE DIAMETER(FEET) = 4.000 FLOWDEPTH(FEET) = 4.000 �- PIPEFLOW(CFS) = 186.64 MANNINGS FRICTION FACTOR = 0.013000 » »>SOFFIT -FLOW PIPE SLOPE(FEET /FEET) = 0.0169 A dr „ < •IPP IN1 PP• IWO 100 YEAR STORM EVENT ALONG CITRUS, AV. FROM SOUTH OF SAN BERNARDINO AV. TO CHANNEL CATCH BASIN AND R.C.P. SIZING, STREET CAPACITY CALC'S. ksti MU NM . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ************************** DESCRIPTION OF STUDY ************************** * FONTANA AUTO MALL *".* 100 YEAR STORM EVENT ALONG CITRUS AV. • CITRUS100.RES ************************************************************************** FILE NAME: ATOMLCITRUS.DAT TIME/DATE OF STUDY: 09:47 24-NOV-92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF-CONCENTRATION MODEL*-- "" USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* .0 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.950 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 - COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 . INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1143.00 481 DOWNSTREAM ELEVATION(FEET) = 1127.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = 0.389*[( 1000.00** 3.00)/( 16.00)]**0.20 = 14.097 m 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 SUBAREA RUNOFF(CFS) = 25.68 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.68 4 *************************************************************************** FLOW PROCESS FROM NODE 318.10 TO NODE 319.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION(FEET) = 1127.00 AIN DOWNSTREAM NODE ELEVATION(FEET) = 1126.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 m ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.68 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 15.44 .**************************************************************************** FLOW PROCESS FROM NODE 319.00 TO NODE 319.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.161 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 24.08 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) = 0.485 TOTAL AREA(ACRES) = 20.00 , gm PEAK FLOW RATE(CFS) = 48.16 TC(MIN) = 15.44 **************************************************************************** ww FLOW PROCESS FROM NODE 319.10 TO NODE 320.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON FLOW)««< . DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.9 mml UPSTREAM NODE ELEVATION(FEET) = 1126.00 DOWNSTREAM NODE ELEVATION(FEET) = 1120.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 elle ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE = 48.16 m TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 16.46 ga FLOW PROCESS FROM NODE 320.00 TO NODE 320.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.042 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 31.07 EFFECTIVE AREA(ACRES) = 33.50 AVERAGED Fm(INCH/HR) = 0.485 TOTAL AREA(ACRES) = 33.50 'a PEAK FLOW RATE(CFS) = 77.10 TC(MIN) = 16.46 .**************************************************************************** FLOW PROCESS FROM NODE 320.10 TO NODE 321.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES m PIPE-FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1120.00 DOWNSTREAM NODE ELEVATION(FEET) = 1118.00 . FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 41. PIPE-FLOW(CFS) = 77.10 TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 17.24 **************************************************************************** *n. FLOW PROCESS FROM NODE 321.00 TO NODE 321.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.959 AB SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 4 m SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 24.49 EFFECTIVE AREA(ACRES) = 44.50 AVERAGED Fm(INCH/HR) = 0.485 . TOTAL AREA(ACRES) = 44.50 PEAK FLOW RATE(CFS) = 99.08 • TC(MIN) = 17.24 e FLOW PROCESS FROM NODE 321.10 TO NODE 322.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.4 INCHES m PIPE-FLOW VELOCITY(FEET/SEC.) = 12.8 UPSTREAM NODE ELEVATION(FEET) = 1118.00 m DOWNSTREAM NODE ELEVATION(FEET) = 1105.00 40 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 • PIPE-FLOW(CFS) = 99.08 TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 18.60 : *************************************************************************** m FLOW PROCESS FROM NODE 322.00 TO NODE 322.10 IS CODE = 8 " >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 41111 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.827 . SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 SUBAREA AREA(ACRES) = 33.00 SUBAREA RUNOFF(CFS) = 69.56 EFFECTIVE AREA(ACRES) = 77.50 AVERAGED Fm(INCH/HR) = 0.485 TOTAL AREA(ACRES) = 77.50 A* PEAK FLOW RATE(CFS) = 163.36 TC(MIN) = 18.60 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °+r FLOW PROCESS FROM NODE 322.10 TO NODE 322.60 IS CODE = 3 " » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ,.. DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.0 41 " UPSTREAM NODE ELEVATION(FEET) = 1105.00 DOWNSTREAM NODE ELEVATION(FEET) = 1100.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 163.36 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 18.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 322.50 TO NODE 322.60 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< WM- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0.0970 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 14.66 EFFECTIVE AREA(ACRES) = 83.50 AVERAGED Fm(INCH /HR) = 0.457 - TOTAL AREA(ACRES) = 83.50 PEAK FLOW RATE(CFS) = 176.91 TC(MIN) = 18.77 " V******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 322.60 TO NODE 323.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.8 UPSTREAM NODE ELEVATION(FEET) = 1100.00 DOWNSTREAM NODE ELEVATION(FEET) = 1095.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 176.91 m TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 19.23 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 323.00 TO NODE 323.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< rr 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.771 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0.0970 • SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 9.63 EFFECTIVE AREA(ACRES) = 87.50 AVERAGED Fm(INCH/HR) = 0.441 . TOTAL AREA(ACRES) = 87.50 PEAK FLOW RATE(CFS) = 183.54 • TC(MIN) = 19.23 AU **************************************************************************** FLOW PROCESS FROM NODE 323.10 TO NODE 323.20 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< ay >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES wag PIPE-FLOW VELOCITY(FEET/SEC.) = 21.2 UPSTREAM NODE ELEVATION(FEET) = 1096.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1082.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 - PIPE-FLOW(CFS) = 183.54 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 19.58 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) = 87.50 TC(MIN.) = 19.58 . EFFECTIVE AREA(ACRES) = 87.50 AVERAGED Fm(INCH/HR)= 0.44 PEAK FLOW RATE(CFS) = 183.54 END OF RATIONAL METHOD ANALYSIS 4. —********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) AIR Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 "" TIME /DATE OF STUDY: 15:24 23- NOV -92 gem * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CITRUS AV. C.B. #1 & 2 * ml * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« . . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 77.10 . GUTTER FLOWDEPTH(FEET) = 0.57 BASIN LOCAL DEPRESSION(FEET) = 0.30 ^^^ FLOWBY BASIN WIDTH(FEET) = 28.00 - » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 143.8 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 24.0 aw ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE C Copyright 1982 -88 Advanced En ( ) Engineering Software (aes ) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ass TIME /DATE OF STUDY: 15:20 23- NOV -92 CITRUS AV. ST. CAPACITY SOUTH OF C.B. #1 & 2 .******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »> STREETFLOW MODEL INPUT INFORMATION «« - CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 77.10 ." AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 32.00 ^- CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 - FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "" STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.57 - HALFSTREET FLOODWIDTH(FEET) = 23.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.63 - PRODUCT OF DEPTH &VELOCITY = 3.80 ari 40 .ft**************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME/DATE OF STUDY: 11:25 24-NOV-92 ************************** DESCRIPTION OF STUDY ************************** - m* S.D. PIPE IN CITRUS AV. FROM C.B. #1&2 TO C.B. #3&4 k * * * - ************************************************************************** m th*************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE SLOPE(FEET/FEET) = 0.0200 PIPEFLOW(CFS) = 48.00 MANNINGS FRICTION FACTOR = 0.013000 »»SOFFIT-FLOW PIPE DIAMETER(FEET) = 2.329 A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 15:50 23- NOV -92 CITRUS AV S. CAPACITY N. OF C.B. ##3 & 4 m********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »>STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 53.59 • AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 32.00 "°" CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 — CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 - FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.52 - HALFSTREET FLOODWIDTH(FEET) = 21.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.92 PRODUCT OF DEPTH &VELOCITY = 3.05 1 rr 40 . 4* ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ' TIME /DATE OF STUDY: 15:53 23- NOV -92 CATCH BASIN # 3 C: 4 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« rr �• Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 53.59 GUTTER FLOWDEPTH(FEET) = 0.52 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 110.3 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 20.8 ar a 0.1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 44111 TIME/DATE OF STUDY: 12:21 25-NOV-92 ************************** DESCRIPTION OF STUDY ************************** 40 * S.D. PIPE IN CITRUS * S. OF C.B. #3&4 * * ************************************************************************** »»PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 89.60 MANNINGS FRICTION FACTOR = 0.013000 >»»SOFFIT-FLOW PIPE DIAMETER(FEET) = 3.351 AM w********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 "I" TIME /DATE OF STUDY: 16:01 23- NOV -92 CITRUS AV. ST. CAPACITY N. OF C.B. # 5 & 6 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »>STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 81.55 - AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 32.00 - CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 .,.. CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 - FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.57 HALFSTREET FLOODWIDTH(FEET) = 23.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.01 PRODUCT OF DEPTH &VELOCITY = 4.02 ar o********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) �.. Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 .mm Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 16:03 23- NOV -92 CITRUS AV. C.B. # 5 & 6 ..x******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 81.55 GUTTER FLOWDEPTH(FEET) = 0.57 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 152.1 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 24.1 -mm .mm " HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: 4- SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 et. TIME/DATE OF STUDY: 12:08 24-NOV-92 ************************** DESCRIPTION OF STUDY ************************** S.D. PIPE IN CITRUS AV. BETWEEN C.B. #5&6 AND #7&8 * * * * ************************************************************************** »»PIPEFLOW HYDRAULIC INPUT INFORMATION«« PIPE DIAMETER(FEET) = 3.500 FLOWDEPTH(FEET) = 3.500 PIPEFLOW(CFS) = 130.01 MANNINGS FRICTION FACTOR = 0.013000 >>>>>SOFFIT-FLOW PIPE SLOPE(FEET/FEET) = 0.0167 486a AIN 1411 a a , * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 00 (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 *" TIME /DATE OF STUDY: 07:43 24- NOV -92 CITRUS AV. ST. CAPACITY N. OF C.B. # 7 & 8 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..W » » STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 33.35 • AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 32.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 - CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.44 - HALFSTREET FLOODWIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.43 PRODUCT OF DEPTH &VELOCITY = 2.39 ar a as ar a tia a wou * k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4111 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 • TIME /DATE OF STUDY: 07:57 24- NOV -92 C.B. ## 7 & 8 (CITRUS AV.) -. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« - Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 33.35 - GUTTER FLOWDEPTH(FEET) = 0.50 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 71.5 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 18.5 7A ,...**************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME/DATE OF STUDY: 08:37 24-NOV-92 S.D. PIPE IN CITRUS AV. S. OF C.B. #7 & 8 w**************************************************************************** »»PIPEFLOW HYDRAULIC INPUT INFORMATION<«< PIPE DIAMETER(FEET) = 4.000 FLOWDEPTH(FEET) = 4.000 PIPEFLOW(CFS) = 163.36 MANNINGS FRICTION FACTOR = 0.013000 >»»SOFFIT-FLOW PIPE SLOPE(FEET/FEET) = 0.0129 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 08:16 24- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** " STREET FLOW VALLEY BLVD, EAST OF * Ai ,* INT. VALLEY & CITRUS * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -w************* ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 14.66 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 32.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 0 " CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.04170 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.08330 - FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 22.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 PRODUCT OF DEPTH &VELOCITY = 1.51 ac '"'********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME /DATE OF STUDY: 08:19 24- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** - C.B. @ N.E. INT. VALLEY & CITRUS * k * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.66 - GUTTER FLOWDEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 28.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 14.6 A an „W "k*************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 TIME/DATE OF STUDY: 13:02 25-NOV-92 ************************** DESCRIPTION OF STUDY ************************** VIM c S.D. PIPE IN CITRUS • N. OF SUMP C.B. * * .************************************************************************** -4 **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< - PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 176.91 - MANNINGS FRICTION FACTOR = 0.013000 >>>>>SOFFIT-FLOW PIPE DIAMETER(FEET) = 4.325 0 0 A Am HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 Especially prepared for: SYMCAS Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 • TIME/DATE OF STUDY: 08:28 24-NOV-92 *416 ************************** DESCRIPTION OF STUDY ************************** • S.D. PIPE IN CITRUS k SUMP C.B. TO CHANNEL * * ************************************************************************** .1**************************************************************************** >>»PIPEFLOW HYDRAULIC INPUT INFORMATION<«< • PIPE DIAMETER(FEET) = 4.500 FLOWDEPTH(FEET) = 4.500 PIPEFLOW(CFS) = 180.81 MANNINGS FRICTION FACTOR = 0.013000 • >»»SOFFIT-FLOW PIPE SLOPE(FEET/FEET) = 0.0085 ilik Val JOB - IIIR J.P. KAPP & ASSOCIATES, INC. SHEET NO —_ _ OF al 2002 Iowa Ave. Suite 110 — RIVERSIDE, CALIFORNIA 92507 CALCULATED BY DATE MI (714) 276 -8760 FAX (714) 276 -8761 _ CHECKED 8Y —_ _ DATE Ali Do N SCALE _ AMA -- -1 I t i . . Q N 77 .. .. . Aar I; en '; v �O s' \ . . . . ,gyp . N M de 'f ;n. 0 \ tt aim \4 U C) `. _ .. r . W. N a 'IT). ... Nu N Q ... .._....._.. 11 `) 4 ;G ....1 4, 4. . .14 ' t.) l ik _ / " . 4 v k S cBE. =eB I V u j L V� . L3 1/.t� . .. IF: MO ko WO U K" :1 . c U AM / , . . . . me 1 SI Vi r \ in .. . 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