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HomeMy WebLinkAboutFontana Auto Mall Hydrology Report�I O Redevelopment Agency Hydrology Report for Fontana Auto Mall November, 1992 Prepared by J.P. Kapp & Associates, Inc. �,. 2002 Iowa Avenue, Suite 110 Riverside, California 92507 (714)276 -8760 60 J. P. KAPP & ASSOCIATES, NC. CIVIL ENGINEERS, LAND PLANNERS, & SURVEYORS v 545- RO1.01 November 30, 1992 City of Fontana Redevelopment Agency 8353 Sierra Fontana, California 92335 Attention: Jim Strodtbeck Subject: Hydrology Study, Fontana Auto Mall Dear Jim: 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. Ronald P. S eldon, P.E. Executive Vice President Project Manager RPS/ j k Attachment cc: Bob Weddle, City Engineer 1 - 1; 2002 IOWA AVENUE, SUITE 110, RIVERSIDE, CALIFORNIA 92507, 714/276 -8760, FAX 714/276 -8761 PROJECT ACTION LOG FONTANA AUTO MALL ACTION TAKEN BY: (NAME, FIRM) : DATE: PERSON /AGENCY CONTACTED: ACTION VEHICLE (i.e. Meeting, Phone Call etc.): SUMMARY O 's IGNIFICANT ITEMS ; fir Va1� Py Plud will he sized for 100 Year storm with a structure constructed for turning tho flows to tho Woct in Valley Blvd_ and extenrleri in the future p - - t:egional and onsite 100. y,a storm _ ycdrolog semi stent .. -with Ha11&,Fp - ceman's cal_Cvlation U J ng same where possible. E . Citrus main l i n e w i l l he designed for 100 year storm frnm Val 1 ey to the r-hannel ronnert i on at the Freeway F Onsite system will take advantage of the oversizinq of Catawha line sinr-e the 2 year upstream flows are artiripated to be greater than the onsite 100 year flows_ Consequently, the onsite catch basins shall he sized to collect ac much of the 100 year oncite flowc ac possible with the r ty of the rat awha storm Arai n to be the control. 1 w PROJECT ACTION LOG 40 rrr FONTANA AUTO MALL a �1 ACTION TAKEN BY: (NAME, FIRM): Ron Sheldon, J.P. Kapp & Assoc. W w DATE: 6 October 1992 PERSON /AGENCY CONTACTED: Felipe Molinas (City of Fontana) +.r ACTION VEHICLE (i.e. Meeting, Phone Call etc.): Meeting at City rr SUMMARY O IGNIFICANT ITEMS:" PURPOSE: T© -- discuss hydrology and critertia to be used .r A Tp ,, „p Ron Sheldon (Kapp), Gporge Manukian ( Kayo ) Felipe Molinas (City of Fontana) an H�r7rn1ng� nalrill innG - 114P fihP aGiimztinn di t ihP � ci n_ rm� - af ar the M;;,t Plan nn qan RPrnarai nn AyP_nuP _Tr a�ncArl Tn storm drain main lines are to he designed for 25 gPnPra]_ -r rni-etf-i nn c f-h 100 aar nr f nn t-n ha nrnyi rlpri in a _Tga combination of the pine and street flows. There are some no ted -innc i-n f-his ac nnf -era helnw r3114= f f-ha 1-7a11P_y Yr QxCapf $h url l i n e r1cci inn as a inn yea pi C }tct Am r Pr tliP ON Master Plan gnaf ro 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 a� nSSih1P err ID R Main line for Catawba from Valley south to t he Freeway c- hannel will he si 7P(l for upstream flows based on a 4m 75 Year Gtnrm r Main line for Catawba from the school site s outherly to an `4Y' • ` F '� �..� L1 IBC! I .;I' 1 I - ,� � ui '[ t ■t 1h /�i� i �� w ('' l :11 d (_ llt.,' • ■••ww /y 11 • • ■ RCS'" SCR _ �• •• 1 �, y .. ..■ • WW1 Of j t a# tr AC 9AC. � �tana. B .w.• •.•..,:' igli Scti W = i >; 6 a cc LO SO AC fA W 'I :'I • VJ • 3 ! _ AC Al I 414 .V,I { •mow • • 1� ■ •■ '� O � ■ ■��w ♦ LL I �..�' • iI • r ► cc L'r w• 7 • ^....,, 273.1 A • � � � n 11• e \\ w • a • { ZO.AC. 2h I � (, 9• A ' • :. • � 36 f001'/'. ; ; ;• ' � ; q �.{ b 1 • :� i +• vE • bm\ .. .l. , fJ.f xF�RCB �w ,� 93 " /C� 1 a • •� y..� ® 72 �Z 721 }v' T • 6 /TCf'; '. • • _ . �{l19' 36' t 1BB y ` ' i 74 o �9 49 . 12 III 8 A 10,40. 6a � sa h,,,,,N G� ....._.. ; ; >• �; . �= :::� i2 /•4 m ^ 0�- •i :plc, • �,! .5 ��•� ' �2oAc. 3° i�� �� .j • �'�� A �/ '+G . •••r•w V/1I ; ;� b • . : w lo' �7 ��� \ `'Ya �,r� •• r• • • :( p■ " i �'.; __ .l i ... . 0 .•• ... : I • Y Ar � � •' 6 /AC. SruRM flRrtnv r -R��^, Nuloc (I 2 AC, 2�6 _. ..... -' -- - 4 ....... ■....... .. -.:- i3 nn M • _ 1 1f� 100 `rL'AIZ FLOWS FrZrM (-)YZt_lj : i : T : R .� —`` �r � 1 9 ` T� Be TA13 �nnti f=LVWS ; •w.••w�iw�ww� — - • A A ' e - 4¢OAC w w IriTH lw / ,/_rt-jeccer/rN gar T . IQ h 24A + �� V 2 v I 2 -` • F eel w� LL nw7 If7►�(C 9 - - ... - -- _ - N 4 �7 � 12X 6. i PI �e TU �3E !NG✓1tYljr� fl-s Rec{ !0, � - • .� / CF � SZ•4G FS I I \ i ! �6�'►,crP�i' • II '• � o.� � � - _ - - - - - - - -- -- � a w • �2 �7� sr�rzM orz�ln F2c�, n�ovc •Al c c rn u s s, - u2+�, o2/ti� l Fl z­ 7 Z o�. IN cgMw m� 7/ /v., 2.ro 7o aia T6 Qe ark `7 J46 AC i X45. t✓i *c t C. s I'i eo f✓� too y& - Ayz- FICZu- e &51,0 v v i v � sr�ev Gv2 z s Y t o F AZ7c 27� 27$, A-9 j 1 ro A(L(7W3 31 2 3t� 3L; 3LL - :09� a L/NC w, TW !oi /o II•' ( Getfna� /1 i 27q, 1 IHrl.l. oVl;"i2Sl�� nnnfill RCCO - F „ 2 R2�A 70/ ro VP ��6y Grr7(u�1 IITM J+'WOOc. lC"J YE>ift /N b rneer /AND _ -- - - - -i— - -- pipe• -- -- n $ a N E r- I b3 lo” vL 9Ao 5 9Z'. 55 I.0 . 5� 10A . �p ✓06°0 /O O �✓ o — D PIPS' = -� �� •i a, �q� o�� ■� yaj IYF�X � � � " � o A GO `�_. -- 9 ' ) T ��j� ���1 1FR II � . I • _ • • �wwL • �' \�rf�' �-�i ��O � ��_ "l: � ... w try 3.5 3.5 do ,A aw 3 3 .. 2.5 2.5 .., w S sr 5 p S 2 H CL w J J u- 1.5 _Z Q 2 �r low rr ,r e* w N 1.5 10101 0 1 1 1 1 , • 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR- 0.95" AND 100 -YEAR CNE HOUR - 1.60 ", 23 -YEAR ONE HOUR - 1.18 ". REFERENCElNOAA ATLAS 2, VOLUME XI- CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 0 d it Ir. w� rW 100 YEAR STORM EVENT ALONG CATAWBA AV. FROM SCHOOL SITE TO VALLEY BLVD. CATCH BASIN AND R.C.P. SIZING, STREET CAPACITY CALC'S. p E E 8 M ■r RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) +. (c) Copyright 1983 -88 Advanced Engineering Software (aes) r■ 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 wr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ,..a�: FONTANA AUTO MALL 100 YEAR STORM EVENT AUTOML100.DAT /AUTO100.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 ^- 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 ««< --------------------------------------------------------------------------- --------------------------------------------------------------------------- rr 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 = 14.932 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.225 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 40 SUBAREA RUNOFF(CFS) = 27.13 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 27.13 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +A FLOW PROCESS FROM NODE 275.10 TO NODE 277.10 IS CODE = 6 --------------------------------------------------------------------- - - - - -- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< rr� UPSTREAM ELEVATION(FEET) = 1124.00 DOWNSTREAM ELEVATION(FEET) = 1121.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 do DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 .�. INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 I" SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 27.13 ** *STREET FLOWING FULL * ** low 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 am 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 .W 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 " r.r 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 AN FLOW PROCESS FROM NODE 277.10 TO NODE 278.10 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ------------------------ ' UPSTREAM ELEVATION(FEET) = 1121.00 DOWNSTREAM ELEVATION(FEET) = 1111.00 on STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 MR do m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 rA INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 w im SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.42 ** *STREET FLOWING FULL * ** r.. 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 No 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 rr SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 18.50 AVERAGED Fm(INCH /HR) = 0.48 A•• 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 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 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 d0 PIPE -FLOW VELOCITY(FEET /SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 1111.00 DOWNSTREAM NODE ELEVATION(FEET) = 1103.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 +. PIPE- FLOW(CFS) = 73.13 TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 20.88 rr FLOW PROCESS FROM NODE 279.00 TO NODE 279.05 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 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 "All RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.4850 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 ,rr--------------------------------------------------------------------------- » »>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 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 160.94 TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 21.61 FLOW PROCESS FROM NODE 279.90 TO NODE 279.10 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.584 W 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 ' AVERAGED Fm(INCH/HR) = 0.449 TOTAL AREA(ACRES) = 104.00 40 PEAK FLOW RATE(CFS) = 199.83 do do TC(MIN) = 21.61 it !w 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 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 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 +rr rr err �s 40 rrr q0 a is HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) 40 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 * * * * * * * * * * * * * * * * * * * * * * * * ** ^* STREET FLOW * CATAWBA AV. N. OF C.B. 1 & 2 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »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 do CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 .� CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 W. 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 * ** do STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- MR STREET FLOWDEPTH(FEET) = 0.58 t HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.50 s� PRODUCT OF DEPTH &VELOCITY = 3.78 .w a4 +w go Im 40 kw w. s ar �********* �c�c*** Y** �kic** ytyc' �7r�tt�k7k�tycYCxxxxxxxxxxxxxxxxxxxxxcccccccccccc ac c c c +c n ac n c +c n 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 --------------------------------------- - - - - -- - No C. B. # 1 & 2 M » »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) = 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 = » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 24.4 ------------------------------------------------ s I" w do 133.9 ON J we HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) an Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 U 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: 15:56 19- NOV -92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WM 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 atr HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.40 PRODUCT OF DEPTH &VELOCITY = 5.17 r-°. +u air �'� *�C �C �C �F'1C *•!c *7k * * *�C *�c 7Y �t 4t *�Y',k 9C �c �c �c �r �c �k *�c �c *�C 4c * * *�Y �c'�t �k'ic4t'�k �k iC �c * �k 4t 9c'*�9c �c IC �c JC �c �C *�' *�c �c *�C �c �C� *�t�9c HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) ., Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M 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. WA 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 "5 » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------------- an Curb Inlet Capacities are approximated based on the Bureau of °* Public Roads nomograph plots for flowby basins and sump basins. AN „ STREETFLOW(CFS) = 114.48 GUTTER FLOWDEPTH(FEET) = 0.70 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 ar » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 171.6 I. » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 31.6 go ,0 s ...... _b _. ............. .. . .. .. . ....._. <.-- .- .,�...- .._n - ...�;:m�, +rua..�m�. +�._. -,. -.. ,..-..... w .,,. ...«.,.. «- ....,..».n+.�.. >..... _,... - -. - .. .. .� .. ....,,. ... ... .. +». is ,. ..,....._. -. .. w........ ....�.�,.7.,+.<k .< u 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 aw Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- �" TIME /DATE OF STUDY: 16:05 19- NOV -92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW BETWEEN C.B. #3,4 & #5,6 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r » »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 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 E aw a I" An E E ,w 40 r 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: W S Y M C A S am Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- oft TIME /DATE OF STUDY: 16:15 19- NOV -92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW NORTH OF C.B. #6 & 7 > >>>STREETFLOW MODEL INPUT INFORMATION«« .. ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.015000 CONSTANT STREET FLOW(CFS) = 50.85 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 rri HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M Especially prepared for: '^ S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 .w - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 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 «« " r------------------------------------ - - - - -- 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 ar FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 79.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 27.2 --------------------------- -------- a.. •w art a .r arr IN xxxxxxxxxxxxxxxxxxxxxxxxxx HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial ## DE1702 r- 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: 10:07 25- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .+� S.D. PIPE IN CATAWBA AV. r BETWEEN C.B. $#1 &2 AND ##3 &4 » »PIPEFLOW HYDRAULIC INPUT INFORMATION«« "---------------------------------------------------------------------------- PIPE SLOPE(FEET /FEET) = 0.0150 �. PIPEFLOW(CFS) = 48.80 .. MANNINGS FRICTION FACTOR = 0.013000 » » >SOFFIT -FLOW PIPE DIAMETER(FEET) = 2.473 dW Im w. r .w do 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: M S Y M C A S .. Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:13 25- NOV -92 ----- - - - - -- ------------------------------------------------- ________________ WA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S.D. PIPE IN CATAWBA �* BETWEEN C.B. #3,4 AND #5,6 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »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 -------------------------------------------------------------- a r w irlli 7 do HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) ... Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 on 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: 10:18 25- NOV -92 --------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** "^* S.D. PIPE IN CATAWBA * 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 ---------------------------------------------------------------------------- y. M a ors wr 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: 10:22 25- NOV -92 ..r --------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ..�r S.D. PIPE IN VALLEY BLVD. k ( FUTURE ) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »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 ----------------------- rr err Am t1l pw iii P" ilm On im 25 YEAR STORM EVENT ALONG CATAWBA FROM SCHOOL SITE TO VALLEY BLVD. op im 0 0 0 4 "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: W. 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 AUTOML.DAT /AUVOMALL25.RES ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** go FILE NAME: AUTOML.DAT TIME /DATE OF STUDY: 13:10 19— NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .r. -- *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: v. 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 W E --------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< .rr 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 ao 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 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 SUBAREA RUNOFF(CFS) = 20.45 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 20.45 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** „ FLOW PROCESS FROM NODE 275.10 TO NODE 277.10 IS CODE = 6 --------------------------------------------------------------------- - - - - -- r__ I 0 ws » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- wr 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 r „ * *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" ..r 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 r. 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 " .ee RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 do SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 12.07 EFFECTIVE AREA(ACRES) = 18.50 4 m AVERAGED Fm(INCH /HR) = 0.485 do TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 29.78 +0 TC (MIN) = 18.08 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 277.10 TO NODE 278.10 IS CODE = 6 -------------------------------------------------------------------- - - - - -- » » >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 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.5b 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 r. 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 sm 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 "All 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 do FLOW PROCESS FROM NODE 278.10 TO NODE 279.05 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.0 mo UPSTREAM NODE ELEVATION(FEET) = 1111.00 DOWNSTREAM NODE ELEVATION(FEET) = 1103.00 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 M TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 21.66 '"FLOW PROCESS FROM NODE 279.00 TO NODE 279.05 IS CODE = 8 =1 E7 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.040 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 0.5820 rr 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 TC(MIN) = 21.66 FLOW PROCESS FROM NODE 280.00 TO NODE 280.01 IS CODE = 8 --------------------------------------------------------------------------- >>>>>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 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 wr FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 115.35 IN TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 22.45 qm FLOW PROCESS FROM NODE 279.90 TO NODE 279.10 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< do ----- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 40 SOIL CLASSIFICATION IS "All ma COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0.0970 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 32.82 qw EFFECTIVE AREA(ACRES) = 104.00 do AVERAGED Fm(INCH/HR) = 0.449 TOTAL AREA(ACRES) = 104.00 PEAK FLOW RATE(CFS) = 144.85 TC(MIN) = 22.45 J FLOW PROCESS FROM NODE 279.10 TO NODE 701.04 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE—FLOW TRAVEL TIME THRU SUBAREA<<<<< r. >>>>>USING COMPUTER—ESTIMATED PIPESIZE (NON—PRESSURE FLOW) ««< ww 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 r. 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 rr r. aA R a 0 P e E 100 YEAR STORM EVENT PROJECT SITE ALONG CATAWBA AV. SOUTH OF INT. VALLEY BLVD. pm it R 0 3 as 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 M Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 * FONTANA AUTO MALL(PROJECT 100 YEAR STORM EVENT i••F ATOML.DAT /ATOML100.RES * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SITE) * * ***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 on 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 �e INITIAL SUBAREA FLOW— LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1100.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 4M ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = 0.304 *[( 800.00 ** 3.00)/( 12.00)]* *0.20 = 10.207 d 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.052 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 d i SUBAREA RUNOFF(CFS) = 24.92 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 24.92 in .w FLOW PROCESS FROM NODE 701.30 TO NODE 701.20 IS CODE = 6 --------------------------------------------------------------------- - - - - -- M rrr » » >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 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 �r PEAK FLOW RATE(CFS) = 51.24 TC(MIN) = 13.37 df 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) ««< 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 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 r 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 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 �r PEAK FLOW RATE(CFS) = 51.24 TC(MIN) = 13.37 df 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) ««< 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 J E TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 14.04 err 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 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 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 « «< r' » » >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 ------------------- 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 �w a w ..r HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 r+ Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 om -------------------------------------- '" 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 rr F s 49 E 0 do HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M 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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- N" AUTO MALL CT. STREET CAPACITY o. >>>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: --------------------------------------------------------------------------- FLOWDEPTH(FEET) = 0.59 HALFSTREET FLOODWIDTH(FEET) = 24.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.08 PRODUCT OF DEPTH &VELOCITY = 2.42 ---------------------------------------------------------------------------- ow an rrr a ws arr �,.e.� >.>wr.........r..... .. ., ,. _. ..- -. ._._.__... � ...,..._.-.,.., �,-.« �.. ..�,,y.�R..ma.�r ».�..... __..w._v :v .r..,- a < „wr...._,_.._ __ - .... ..._ .,_ ... .. .. ...... do 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: No S Y M C A S Symplified Computer Aided Services an 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 r * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** w ; FONTANA AUTO MALL(PROJECT SITE) 25 YEAR STORM EVENT ATOML.DAT /ATOML25.RES ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r■ FILE NAME: ATOML.DAT TIME /DATE OF STUDY: 11:44 23- NOV -92 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: mm -- *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 r� FLOW PROCESS FROM NODE 700.00 TO NODE 701.20 IS CODE = 2 "w --------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< rr DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 .w 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 d0 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.204 SOIL CLASSIFICATION IS " A ” COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 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 --------------------------------------------------------------------- - - - - -- on >>>>>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 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.040 Im SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.57 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 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 "All 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 PEAK FLOW RATE(CFS) = 40.00 TC(MIN) = 13.48 FLOW PROCESS FROM NODE 701.04 TO NODE 701.10 IS CODE = 3 ---------------------------------------------------------------------------- dl >>>>>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 =1 on TRAVEL TIME(MIN.) = 0.71 TC(MIN.) = 14.19 r7r 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 rr 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 ■. ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE— FLOW(CFS) = 67.22 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.22 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 no aw ++m iw IN do q4 �1 •w eew 0 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: 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 on 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 * ** rr ■" 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 w w 4N ar am r� do HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 am 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 r. >>>>>SOFFIT-FLOW PIPE SLOPE(FEET/FEET) = 0.0169 ---------------------------------------------------------------------------- rr do RN WA 0 3 po 100 YEAR STORM EVENT i ALONG CITRUS, AV. FROM SOUTH OF SAN BERNARDINO AV. TO CHANNEL CATCH BASIN AND R.C.P. SIZING, STREET CAPACITY CALC'S. e e E 0 „.. _...w,� :.. __ _° ' -. - � -_._ _.. �...,..... ,...�,...�...,.- n.,...%s..w.«.- mow.«..,.. -,.t.. �... �,.,. w a4.... �.. �, w... w .eu.w.w+�,«+sP+ ..... . .. ... . . ... ..... ..... :.- .=.w.». ..,...,.., ..: . «., .. ....._. ...:.p. , ... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) .w (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # DE1702 0 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 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*-- e 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* .rr 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 0 .r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 318.00 TO NODE 318.10 IS CODE = 2 r .. --------------- ------------------------------------------------------ - - - - -- >> >>> 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 DOWNSTREAM ELEVATION(FEET) = 1127.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = 0.389 *[( 1000.00 ** 3.00)/( 16.00)]* *0.20 = 14.097 it 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 d1 SUBAREA RUNOFF(CFS) = 25.68 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.68 w FLOW PROCESS FROM NODE 318.10 TO NODE 319.10 IS CODE = 3 .o --------------------------------------------------------------------- - - - - -- rr »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< .. » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE 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 r.. DOWNSTREAM NODE ELEVATION(FEET) = 1126.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 .r. 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 ««< A. 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 PEAK FLOW RATE(CFS) = 48.16 TC(MIN) = 15.44 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- PRESSURE FLOW) « «< ,.. DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.9 UPSTREAM NODE ELEVATION(FEET) = 1126.00 DOWNSTREAM NODE ELEVATION(FEET) = 1120.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 �+ ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 48.16 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 16.46 FLOW PROCESS FROM NODE 320.00 TO NODE 320.10 IS CODE = 8 do ---------------------------------------------------------------------- - - - - -- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------------------ ------------------------------------------------------ d1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.042 SOIL CLASSIFICATION IS "A" ON RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 33.50 AVERAGED Fm(INCH /HR) = 0.485 TOTAL AREA(ACRES) = 33.50 'o PEAK FLOW RATE(CFS) = 77.10 TC(MIN) = 16.46 an Fm(INCH /HR) = 0.4850 31.07 gMk******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** m 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 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 r ,. 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 " PIPE- FLOW(CFS) = 77.10 om TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 17.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 321.00 TO NODE 321.10 IS CODE = 8 ---------------------------------------------------------------------------- m » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.959 �+ SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = 0.4850 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 FLOW PROCESS FROM NODE 321.10 TO NODE 322.10 IS CODE = 3 fow --------------------------------------------------------------------- - - - - -- » » >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 PIPE -FLOW VELOCITY(FEET /SEC.) = 12.8 UPSTREAM NODE ELEVATION(FEET) = 1118.00 DOWNSTREAM NODE ELEVATION(FEET) = 1105.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 a�1 PIPE- FLOW(CFS) = 99.08 TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 18.60 dN FLOW PROCESS FROM NODE 322.00 TO NODE 322.10 IS CODE = 8 ---------------------------------------------------------------------------- '""� » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 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 0 r TOTAL AREA(ACRES) = 77.50 PEAK FLOW RATE(CFS) = 163.36 TC(MIN) = 18.60 +w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) « «< sm DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.0 No UPSTREAM NODE ELEVATION(FEET) = 1105.00 DOWNSTREAM NODE ELEVATION(FEET) = 1100.00 ow FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 w. ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 163.36 mo 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 « «< ---------------------------------------------------------------------------- r.. 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 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 ------------------------------------------------------ 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 do DOWNSTREAM NODE ELEVATION(FEET) = 1095.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 "m ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPE- FLOW(CFS) = 176.91 10 TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 19.23 FLOW) ««< PIPES = 1 w FLOW PROCESS FROM NODE 323.00 TO NODE 323.10 IS CODE = 8 --------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.771 '� SOIL CLASSIFICATION IS "A" +o rr COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0.0970 SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) AVERAGED Fm(INCH /HR) TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) _ TC(MIN) = 19.23 4.00 SUBAREA RUNOFF(CFS) _ 87.50 0.441 87.50 183.54 9.63 FLOW PROCESS FROM NODE 323.10 TO NODE 323.20 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< r. » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES 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 -------------------------------- rr END OF RATIONAL METHOD ANALYSIS srr rr rr • +iw r rr ..-.....-._.., �.., �,..... r.„:..-,. .�._.._..._ ...- ..e.....�..........+m.�r - .....<....._,.,.......+ arare , .,.- w,-- a... .�.. v...�....w -... ,.<....�aw.......,.y} - .- .. -�«, -, .. .--- "'..., u.m- ,._� -.:�.. � * * * * * * *yc�' * *Yc�7ck'*yc �t �C x YC 7C Cxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxc xc c c c c c c c c c c HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) 40 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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .• CITRUS AV. C.B. #1 & 2 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »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. rr STREETFLOW(CFS) = 77.10 rn GUTTER FLOWDEPTH(FEET) = 0.57 BASIN LOCAL DEPRESSION(FEET) = 0.30 FLOWBY BASIN WIDTH(FEET) = 28.00 r » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 143.8 • rri w AW » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 24.0 0 do HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M Especially prepared for: S Y M C A S Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 wo ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:20 23- NOV -92 ------------------------------------------------- ar CITRUS AV. ST. CAPACITY SOUTH OF C.B. #1 & 2 >>>STREETFLOW MODEL INPUT INFORMATION «« r ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 77.10 r.. 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 r' FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ----------------------------- -------------------- STREETFLOW MODEL RESULTS: urr --------------------------------------------- ------------------------------ STREET FLOWDEPTH(FEET) = 0.57 .. HALFSTREET FLOODWIDTH(FEET) = 23.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.63 PRODUCT OF DEPTH &VELOCITY = 3.80 M .w a r .. ®r ZI do HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 rr 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: 11:25 24-NOV-92 DESCRIPTION OF STUDY S.D. PIPE IN CITRUS AV. FROM C.B. #1&2 TO C.B. #3&4 k >>>>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 do I" An I" 4A "M r �**** 7¢********* �******* yc* �kycYtYC) CYCYC) Cxxxxxxxxxxxxxxxxxxxxxxxcccccc�c�cccc�x�nacnnnn HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M Especially prepared for: "' S Y M C A S ow Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- "� TIME /DATE OF STUDY: 15:50 23- NOV -92 -------------------------------------------------------------------- .. CITP.US AV SIC. CAPACITY N. OF C.B. #3 & 4 ,.» >>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: r. ----------------------------------- ----------------------------------------- STREET FLOWDEPTH(FEET) = 0.52 HALFSTREET FLOODWIDTH(FEET) = 21.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.92 PRODUCT OF DEPTH &VELOCITY = 3.05 rr do do qM ar rr� orr 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: 15:53 23- NOV -92 "' CATCH BASIN # 3 L: 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) = 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 me rr� 8 e 8 F 4s 4M 0 rir 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: 12:21 25- NOV -92 ---------------------------------------------------------------------------- r. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S.D. PIPE IN CITRUS �.` S. OF C.B. #3 &4 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »PIPEFLOW HYDRAULIC INPUT INFORMATION «« O ---------------------------------------------------------------------------- �, PIPE SLOPE(FEET /FEET) = 0.0100 PIPEFLOW(CFS) = 89.60 .. MANNINGS FRICTION FACTOR = 0.013000 » » >SOFFIT -FLOW PIPE DIAMETER(FEET) = 3.351 ----------------------------------------------- - - - - -- Im r �w rr HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 17 Especially prepared for: 4 W S Y M C A S am Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- "' TIME /DATE OF STUDY: 16:01 23- NOV -92 -------------------------------------------------------- r. 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 ------------------------------ A. STREETFLOW MODEL RESULTS: ,rr-------------------------------------- STREET FLOWDEPTH(FEET) = 0.57 ** HALFSTREET FLOODWIDTH(FEET) = 23.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.01 PRODUCT OF DEPTH &VELOCITY = 4.02 .rr .A .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 ---------------------------------------------------------------------------- �` TIME /DATE OF STUDY: 16:03 23- NOV -92 ---------------------------------------------------------------------------- am CITRUS AV. 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) = 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 rr +w. *w 4W HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 rr Especially prepared for: on S Y M C A S „ Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- 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 M yrr r arr 'r. 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 r „ Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- "' TIME /DATE OF STUDY: 07:43 24- NOV -92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- r CITRUS AV. ST. CAPACITY N. OF C.B. # 7 & 8 ..*** r******** �e*** t****************** �e * * * * * * * * *�e�r * *�r * * * * * * * * * * ** . > >>>STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- �, CONSTANT STREET GRADE(FEET /FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 33.35 +r+ 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: ,r---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.44 �. HALFSTREET FLOODWIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.43 r PRODUCT OF DEPTH &VELOCITY = 2.39 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .rr HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M 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 r. 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. ow STREETFLOW(CFS) = 33.35 *■ GUTTER FLOWDEPTH(FEET) = 0.50 BASIN LOCAL DEPRESSION(FEET) = 0.30 .rr FLOWBY BASIN WIDTH(FEET) = 28.00 a. » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 71.5 r » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 18.5 +e. do me dig 4" at on do r HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M Especially prepared for: M S Y M C A S No Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- "' TIME /DATE OF STUDY: 08:37 24- NOV -92 ------------------ r. S.D. PIPE IN CITRUS AV. S. OF C.B. #7 & 3 » »PIPEFLOW HYDRAULIC INPUT INFORMATION«« M ---------------------------------------------------------------------------- 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 r r. rrr iw dd ON as w rrl 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: 08:16 24- NOV -92 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** STREET FLOW VALLEY BLVD, SST O INT. VALLEY & CITRUS * * » »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 w. CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 r. 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: . �r --------------------------------------- ------------------------------ - - - - -- STREET FLOWDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 22.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 .. PRODUCT OF DEPTH &VELOCITY = 1.51 sw a s .w an 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 9c * >> >>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 ow » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 14.6 ---------------------- do ,■ AN do .rr r- ,� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) �. Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 M Especially prepared for: .. S Y M C A S .r Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 13:02 25- NOV -92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- r. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S.D. PIPE IN CITRUS �< N. OF SUMP C. B. * * » »PIPEFLOW HYDRAULIC INPUT INFORMATION «« .. ---------------------------------------------------------------------------- „�., PIPE SLOPE (FEET /FEET) = 0.0100 PIPEFLOW(CFS) = 176.91 +� MANNINGS FRICTION FACTOR = 0.013000 .r » » >SOFFIT -FLOW PIPE DIAMETER(FEET) = 4.325 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- A ar rr rtr O M HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1702 0 Especially prepared for: M S Y M C A S ,,,,,,, Symplified Computer Aided Services 3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660 on ---------------------------------------------------------------------------- "" TIME /DATE OF STUDY: 08:28 24- NOV -92 ---------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** " S.D. PIPE IN CITRUS k SUMP C.B. TO CHANNEL * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »PIPEFLOW HYDRAULIC INPUT INFORMATION«« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 FLOWDEPTH(FEET) = 4.500 ,s. PIPEFLOW(CFS) = 180.81 MANNINGS FRICTION FACTOR = 0.013000 » » >SOFFIT -FLOW PIPE SLOPE(FEET /FEET) = 0.0085 so M r r� +s s aril .rr J.P. KAPP & ASSOCIATES, INC. nr 2002 Iowa Ave. Suite 110 RIVERSIDE, CALIFORNIA 92507 (714) 276-8760 FAX (714) 276-8761 rr dW do MR m 4m do 40 do JOB SHEET NO OF— CALCULATED BY DATE CHECKED BY DATE Do - ",6 t A',J- 0, acs N J t S 0 . .. . ...... fi ..... .. ........ . - Quo erc =�8 ------- ----- VA 44,F— _AO . ..... . ....... 14. U U CAM y - ",6 t A',J- kl,,; . '3LL F EE ! :f. 2:; YiFS ..... ..... � �k i .�. �" `�xj;�. 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