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Home My WebLink AboutKaiser Permanente Proposed Site Improvements and Surrounding Master Drainage AreaHYDROLOGY STUDY FOR J KAISER PERMANENTE PROPOSED SITE IMPROVEMENTS +Vagner Pacific AND 1 N OO R PO K^TED CML ENGINEERS SURROUNDING MASTER PLAN DRAINAGE AREA IN THE CITY OF FONTANA , CALIFORNIA PREPARED FOR: KAISER PERMANENTE MEDICAL CENTER IN CONJUNCTION WITH THE CITY OF FONTANA SUBMITTED TO: CITY OF FONTANA PUBLIC WORKS DEPARTMENT PREPARED BY: WAGNER PACIFIC, INC. 201 E. YORBA LINDA BLVD. PLACENTIA, CALIFORNIA 92670 (714) 993-4500 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA. 92307 (619) 946-1775 JULY 18 , 1990 Magner Paci,c Inc. ,J 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 FAX (619) 946-1781 May 25, 1990 Mr. Robert W. Weddle, P.E. City Engineer City of Fontana 8353 Sierra Avenue Fontana, CA 92335 Wagner Pacific iC J ^PO ,'AT F, CIVIL ENGINEERS S U R V E Y O R S 352-05-90 Subject: Review and Revision of Hydrology for Kaiser Permanente Proposed Site Improvements and Master Plan Hydrology Calculations for the Palmetto Basin from Randall Avenue to the I-10 Drainage Channel. WAG -PAC #352-05-90 Dear Mr. Weddle, P. E. We are pleased to have had the opportunity to prepare this report for the mutual benefit and interest of our client, Kaiser Permanente Medical Center/Robert G. Hoskins, Architect and Associates and the City of Fontana. Our firm, Wagner Pacific, Inc., has obtained copies of the S.B.C.F.C.D. Comprehensive Storm Drain Plan, Volumes 1 thru 6, the BSI Hydrology Report along Sierra Avenue prepared for the Inland Empire Mall dated December 1989, and the Wagner -Stanford Hydrologic and Hydraulic Analysis dated March 1985. Copies of all the computer input data for the hydrology calculations were also obtained for each report. Each report was cross-referenced and the information checked, reviewed and then utilized to establish the basic parameters of this report and study. Wagner Pacific, Inc., conducted a field review of the drainage basin to confirm the hydrologic boundaries and existing conditions. The findings of this field review are reflected on the hydrology map. The one exception is the same as is noted in the S.B.C.F.C.D. Comprehensive Storm Drain Plan and the Wagner -Stanford Hydrologic and Hydraulic Analysis. This exception is that all water north of Randall Avenue is to be intercepted in Randall Avenue and carried east in a seperate Master Planned system. Mr. Robert W. Weddle, P.E. 352-05-90 City of Fontana Kaiser Permanente Proposed Site Improvements May 25, 1990 Master Plan Report & Revision of Hydrology Page 2 for the Palmetto Basin A copy of our computer output, the hydrology map and estimated pipe sizes with cost estimates are included as an appendix to this report. If you have any questions, or require additional information, please do not hesitate to contact this office. Sincerely, + WAGNER PACIFIC, INC. Dana S. Halladay, P. E. Vice President /1"44^"& l Keith E. Wallace Project Manager KEW: jj AVK:1-009 Enclosures QRp4 ESSlo p,NLEY ca W m k R.CL 34751 cc: J. Strodtbeck, Project Coordinator F. Molinos, Senior Engineering Services D. Hunt, Kaiser Permanente R. Hoskins, Robert G. Hoskins & Associates ��9rE of CAUF��`� Wagner Pacific _Loo nro rv.Tso oma -u�nwv�avo�.� u� rtitrt� .�+x�M tat `•tY•+ryYtktl'i;1:iY67rr c 11; •`£R6S '� bl-i': AVE •1. ..il• - "—I•'.• �i ..AVE •1I. I, i• U r �I. .......... F I UA z Iz�°�- Q YMCA l' t E .. — z�11Velerans 12J/f., .I{;; I •r +t-.....:. 'r •We] hT1 t yr, CE V: F* }lemorial;•Co ST ] FonLanar UJ •t .. — - -T - Q If ... �- PfNE AVE •• .. - tu -� PIN 200 AVE L ........ - 1 '� • .I• [ • 'I •1.$ O // S lrl RANI ALL 1. 17 AVE /169 • ::I11 rr 7�1 Pelmetto ;!= sch IL 1 =J r NAW HOR E .. •� 01- '�'�• s-•�I�.•. ��JI l:• 8 RN ROfNO • AVE u • //c •7—c 8•- 1 • -i •�'� n r— ---, •�Ilp- W Pe 1 `! Trailer : — G ;•;mow • r > O I rk > Q I 1• ... I �..: MA 1 .I ,7 it r;..I�J(Y7 .� I�IDS pltal I Trailer —� .....� .. --- Ir'lJl��_ 1 1 •� • �� - _ Trader U —Z; ' 1 I� Illl f - ,�� L. j Park - 7 ILilef Qa� - 10 I(ln�l �I J_ _ • - V uU 1089 ■ Trailer I A T Park • /09, I 1. LIMITS OF STUDY KAISER PERMANENTE MEDICAL CENTER AND SURROUNDING MASTER PLAN DRAINAGE AREAS HYDROLOGY ANALYSIS JOB NO. 352-05-90 MAY 25, 1990 I. OBJECTIVE TO STUDY The objective of the hydrology study done by Wagner Pacific, Inc., is to evaluate the existing hydrologic conditions which are tributary to Kaiser Permanente Medical Center and feeder line "H-1" as indicated in the "Comprehensive Storm Drain Plan, Project 3-3, Rialto Channel Drainage Area" prepared by James Montgomery consulting engineers. This hydrology report will define the drainage problems which exist surrounding Kaiser Permanente Medical Center and determine solutions to the problems. II. BACKGROUND AND RESEARCH A hydrology report was prepared by James M. Montgomery in 1988 for the San Bernardino County Flood Control District. This report entitled, "Comprehensive Storm Drain Plan; Project 3-3; Rialto Channel Drainage Area" presents a storm drain plan for the areas tributary to the Rialto Avenue Channel. The following hydrology study analyzes only one of the many storm drain lines proposed by the J.M.M. study. This is indicated by feeder line "H-1". The computer model indicated by feeder line "H-1" is on a macroscopic scale and the results are used for sizing for the "H-1" line. The following study analyzes all of. the drainage problems which occur within the "H-1" tributary area as well as the Kaiser Permanente Medical Center site. Also refer to the two hydrology reports prepared concurrently with this report entitled, "Hydrology Study for Kaiser Primary Care Center_" The results of this study are user input into the master plan hydrologoy analysis and pipe -routed to the next confluence point. III. PROCEDURE OF HYDROLOGIC ANALYSIS The results of the hydrology analysis were determined using the AES computer program "RATSB." The computer program is based on the San Bernardino County hydrology manual. The computer output tables summarize the concentration point nodes and characteristics of each subarea. These items are shown on the hydrology map included at the end of this report. The technical data used to create the hydrology study was determined by recommendations from the City of Fontana and design criteria per the hydrology manual. The analysis used a 0.50 for the intensity -duration curves at the suggestion of the City of Fontana. IV. ANALYSIS This report includes analysis for three different storm frequencies. A) The 10 year storm frequency hydrology analysis is used to determine the flowrate necessary to size the storm drain system shown on the hydrology map. The hydrology program gives a computer specified pipe size. The computed pipe size is sized for non -pressure flow of about 75% capacity. It should be noted that the pipe sizes determined from the hydrology analysis are only preliminary pipe sizes. A more accurate pipe size can be determined when a hydraulic analysis of the storm drain profile is determined. This study gives an accurate account of the amount of storm runoff that can be expected to reach the various concentration points. B) The 25 year storm frequency hydrology analysis is used to determine the flowrate which is used to determine the location of storm drain laterals. The 25 year storm flowrate not previously picked up by the storm drain system shall be maintained between the street curbs. When the depth of flow in the street exceeds the top of curb elevation, then a storm drain shall be located to pick up the excess flow. The computer printout indicates where the flow exceeds top of curb. C) The 100 year storm frequency hydrology analysis is used to determine the flowrate, similar to the 25 year storm frequency except that the excess flow must be maintained between the street right-of-ways. The 100 year flowrate is also used for sump condition analysis. Refer to the street cross section data, included in computer output, for the street section used in the calculations to model the carrying capacity of the street. Spot elevations of the streets are shown on the hydrology map. These evaluations were determined by researching as -built street plans at the City of Fontana. 10 YEAR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4478 Analysis prepared by: WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 ************************* DESCRIPTION OF STUDY ************************** * CITY OF FONTANA - MASTER PLAN HYDROLOGY - PALMETTO DRAIN * * 10 YEAR STORM FREQUENCY FILE NAME: LIST.DAT TIME/DATE OF STUDY: 11:34 7/11/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 21.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .950 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) _ .9595 SLOPE OF INTENSITY DURATION CURVE = .5000 FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)1** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2380.00 UPSTREAM ELEVATION(FEET) = 94.20 DOWNSTREAM ELEVATION(FEET) = 58.20 ELEVATION DIFFERENCE(FEET) = 36.00 TWIN.) = .304*[( 2380.00** 3.00)/( 36.00)1** .20 = 15.760 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.872 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) - .0970 SUBAREA RUNOFF(CFS) = 21.41 TOTAL AREA(ACRES) = 13.40 PEAK FLOW RATE(CFS) = 21.41 FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 58.20 DOWNSTREAM ELEVATION(FEET) = 57.50 STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.99 ***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) _ .73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.88 TC(MIN.) = 18.64 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.721 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 14.20 AVERAGED Fm(INCH/HR) _ .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 21.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.S6 DEPTH*VELOCITY = 1.35 FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 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 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 58.20 DOWNSTREAM NODE ELEVATION(FEET) 57.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.41 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 19.86 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.86 RAINFALL INTENSITY(INCH/HR) = 1.67 AVERAGED Fm(INCH/HR) _ .10 EFFECTIVE STREAM AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.41 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 2 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ------------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 93.80 DOWNSTREAM ELEVATION(FEET) = 81.80 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389*[( 900.00** 3.00)/( 12.00)]** .20 = 14.017 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.985 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 13.50 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 13.50 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 81.80 DOWNSTREAM ELEVATION(FEET) = 68.70 STREET LENGTH(FEET) = 890.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.34 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) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 PRODUCT OF DEPTH&VELOCITY = 2.01 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 17.87 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.758 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 11.69 EFFECTIVE ARLA(ACP.IS) = 20.20 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) 23.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 2.22 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 28.00 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) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY = 2.38 STREET FLOW TRAVEL TIME(MIN.) = 3.27 TC(MIN.) = 21.14 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.617 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 9.67 EFFECTIVE AREA(ACRES) = 29.70 AVERAGED Fm(INCH/IIR) _ .49 TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) = 30.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 2.48 =K*:Y-*k'*=Y*=Y•**W*:K'K:K*�*-�=!•:Y.*:K*=K*:K:K:K�*�C*:K*:K*********:K:K**:K `K :K****:K :K*******�***�*Y: :K*W FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.14 RAINFALL INTENSITY(INCH/HR) = 1.62 AVERAGED Fm(INCI./HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 29.70 TOTAL STREAM AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. r; PEAK FLOW RATE TABLE "* Q(CFS) Tc(MIN.) 1 51.11 19.86 50.96 21.14 Fm(INCH/HR) Ae(ACRES) .354 42.10 .359 43.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 19.360 EFFECTIVE AREA(ACRES) = 42.10 AVERAGED Fm(INCH/HR) = 35 TOTAL AREA(ACRES) = 43.90 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 -------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< -------------------- DEPTIi OF FLOW IN 42.0 INCH PIPE IS 33.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 57.50 DOWNSTREAM NODE ELEVATION(FEET) = 56.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = i PIPE-FLOW(CFS) = 51.11 TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 20.80 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.630 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 47.40 AVERAGED Fm(INCH/HR) _ .380 TOTAL AREA(ACRES) = 49.20 PEAK FLOW RATE(CFS) = 53.33 TC(MIN) = 20.80 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 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 34.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 56.50 DOWNSTREAM NODE ELEVATION(FEET) = 55.80 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.33 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 21.65 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE - 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METIiOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = KN UENGTH" 3.00)/(ELEVATION CHANGE WT .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 93.50 DOWNSTREAM ELEVATION(FEET) = 74.00 ELEVATION DIFFERENCE(FEET) = 19.50 TC(MIN.) = .412*I( 1200.00** 3.00)/( 19.30);** .20 = 16.010 10 YEAR RAINFALL INTENSITY(INCH/IIOUR) = 1.357 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5S20 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 10.10 FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 74.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 980.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) 13.62 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 5.25 TC(MIN.) = 21.27 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.612 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 7.04 EFFECTIVE AREA(ACRES) = 16.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 15.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTIi*VELOCITY = 1.65 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.27 RAINFALL iNTENSITY(INCH/HR) = 1.61 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) 16.40 TOTAL STREAM AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.20 FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = X4! (LENGTHW* 3.00)/(ELEVATION CHANGE)]*$ .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1480.00 UPSTREAM ELEVATION(FEET) = 92.00 DOWNSTREAM ELEVATION(FEET) = 74.10 ELEVATION DIFFERENCE(FEET) _ 17.90 TC(MIN.) = .412*E( 1480.00** 3.00)/( 17.90)]x'* .20 - 18.471 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.729 RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 7.54 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 7.54 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 74.10 DOWNSTREAM ELEVATION(FEET) = 73.90 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.54 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) = .56 HALFSTREET FLOOD WIDTH(FEET) = 15.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.24 PRODUCT OF DEPTH&VELOCITY = .69 STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 20.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.642 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.30 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 7.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 1.24 DEPTH*VELOCITY = .69 FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.642 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/IIR) _ .5320 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 3.75 EFFECTIVE AREA(ACRES) = 16.50 AVERAGED Fm(INCH/HP.) _ .552 TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 15.74 TC(MIN) = 20.49 f: :x :�: fi. :x :V *wY:W v: W:x :K*�**:k=Y•W *:k y:W .� <.+..WWW:K W:kW W W.W.:KW:x WW:x :x W.�'.Y. '1: W Ww.W k:':x 'X.W:x :xWW:x*W.W.WWW:t'W W W.W. W.W. W. FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 6 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 73.90 DOWNSTREAM ELEVATION(FEET) - 05.20 STREET HALFWIDTH(FEET)=V18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.19 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) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY = 1.90 STREET FLOW TRAVEL TIME(MIN.) = 2.89 TC(MIN.) 23-38 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.537 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 22.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 19.08 END OF SUBAREA STREET FLOW IiYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY = 1.99 ****************T.*****************X***1**x**:K**********************.K**�r tx � FLOW PROCESS FROM NODE 4.30 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « << ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 65.20 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTII(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 '*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.08 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) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEETi'SEC.) = 2.95 PRODUCT OF DEPTII&VELOCITY = 1.69 STREET FLOW TRAVEL TIME(MIN.) = .85 TC(MIN.) = 24.23 10 YEAR RAINFALL INTENSITY(INCIi/iIOUR) 1.510 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 22. 0 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 19.08 END OF SUBAREA STREET I'L0W :IYDRAULICS: FLOW VELOCITY(FEET/SEC.) = 2.95 rDEPTH*VELOCITY = 1.69 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = i ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.23 RAINFALL INTENSITY(INCH/HR) = 1.51 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 22.20 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. w PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 33.78 21.27 2 32.78 24.23 Fm(INCH/HR) Ae(ACRES) .582 35.88 .582 38.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.78 Tc(MIN.) = 21.265 EFFECTIVE AREA(ACRES) = 35.88 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 38.60 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 55.80 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCiIES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 36.31 r**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, LTC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY = 2.74 STREET FLOW TRAVEL TIME(MIN.) = 2.48 TC(MIN.) = 23.74 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.525 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 5.09 EFFECTIVE AREA(ACRES) _ 41.u8 AVERAGED Fin(INCII/HR) _ .58 END OF SUBAREA STREET FLOW IiYDRAULICS: DEPTHWEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY = 2.68 FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 11 ----------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<< www PEAK FLOW RATE TABLE Q(CFS) W MIN.) 1 87.40 23.74 2 82.05 26.80 3 88.23 21.65 4 88.38 22.93 TOTAL AREA = 93.80 Fm(INCH/HR) .475 .478 .470 .473 Ae(ACRES) 91.08 93.80 85.60 89.65 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.38 TC(MIN.) = 22.932 EFFECTIVE AREA(ACRES) = 89.65 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 93.80 FLOW PROCESS FROM NODE 3.30 TO NODE 6.80 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.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.80 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCIi) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.38 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 23.65 FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.528 SOIL CLASSIFICATION IS ''A' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 4.77 EFFECTIVE AREA(ACRES) = 95.25 AVERAGED Fm(INCH/HR) _ .479 TOTAL AREA(ACRES) = 99.40 PEAK FLOW RATE(C:S) = 89.90 TC(MIN) = 23.65 xrw*ww:�wwwyww.w.ww:Y.ww:xw*:�:Kw*:x:�wwwrwwwwwww.wwwwwww:ewv wr:.w.:r.www rw.ww.w.**wwwww:r.wwr:�::r.wr: FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 IS CODE = 3 ------------------------------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 81.0 INCH PIPE IS 62.5 INCHES PIPE -FLOW VELOCI':Y(FEET/SEC.) = 3.0 DOWNSTREAM NODE ELEVATION(FEET) = 54.70 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.90 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 25.58 FLOW PROCESS FROM NODE 6.00 TO NODE 6.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 0 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 89.00 DOWNSTREAM ELEVATION(FEET) = 84.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC(MIN.) = .412*[( 350.00** 3.00)/( 5.00))** .20 = 10.036 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.346 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 8.73 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 5.73 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 84.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCIiES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.34 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VILOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 3.57 TC(MIN.) = 13.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.015 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 7.22 EFFECTIVE AREA(ACRES) - 11.10 AVERAGED Fm(INCH/HR) _ .5S TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 14.32 END OF SUBAREA STREET FLOW IiYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 10.S1 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY = 1.75 *****************,**************AA*** **x********,1.-r*t******r't *t *t* K***.w. r*wx FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAP.EA « « < STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.86 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.OS PRODUCT OF DEPTH&VELOCITY = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 4.09 TC(MIN.) = 17.69 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.767 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 7.04 EFFECTIVE AREA(ACRES) = 17.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 18.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY = 2.05 FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) _ 17.69 RAINFALL INTENSITY(INCH/HR) = 1.77 AVERAGED Fm(INCII/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 17.70 TOTAL STREAM AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 FLOW PROCESS FROM NODE 6.20 TO NODE 6.40 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USIlNG USER-SPECIFIED PIPESIZE <<<<< ------------------ DEPTII OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION(FEET) _ 171.00 DOWNSTREAM NODE ELEVATION(FEET) = 64.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.88 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 18.26 FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(IN'CII/iIOUR) = 1.739 - - RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 3.85 EFFECTIVE AREA(ACRES) = 21.40 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 21.40 PEAK FLOW RATE(CFS) = 22.29 TC(MIN) = 18.26 FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 IS CODE = 6 --------------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) - 58.90 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 28.33 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) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 AVERAGE FLOW VELOCITY(FEET/SEG.) = 3.88 PRODUCT OF DEPTH&VELOCITY = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 19.98 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 12.06 EFFECTIVE AREA(ACRES) = 33.80 AVERAGED Fm(INCH/HR) _ .5S TOTAL AREA(ACRES) = 33.80 PEAK FLOW RATE(CFS) = 32.SS END OF SUBAREA STREET FLOW IiYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY = 2.48 FLOW PROCESS FROM NODE 6.50 TO NODE 6.90 IS CODE = 6 ----------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME TURD SUBAREA « « < UPSTREAM ELEVATION(FEET) = 58.90 DOWNSTREAM ELEVATION(FEET) - 54.70 STREET LENGTH(FEET) = 800.00 CURB IIEIGTII(INCir.S) = G. STREET IIALFWI DTII ( FEET ) = 1S.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED `:UMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 37.62 "ASTREET FLOWING FULL"'r STREET FLOW MODEL RESULTS: THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CIiANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY = 2.38 STREET FLOW TRAVEL TIME(MIN.) = 3.94 TC(MIN.) = 23.92 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.520 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 9.54 EFFECTIVE AREA(ACRES) = 45.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 45.10 PEAK FLOW RATE(CFS) = 38.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY = 2.33 FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: - TC(MIN.) = 25.58 RAINFALL INTENSITY(INCH/HR) = 1.47 EFFECTIVE AREA(ACRES) = 140.35 TOTAL AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) = 127.96 AVERAGED LOSS RATE, Fm(INCH/HR) = .479 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VAL'U'ES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.58 RAINFALL INTENSITY(INCH/HR) = 1.47 AVERAGED Fm(INCIi/HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 140.35 TOTAL STREAM AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.96 **To*** At *13*** *A FLOW PROCESS FROM NODE 6.90 TO NODE 7.60 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<« < >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.S INCITES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.0 UPSTREAM `'ODE ELEVATION(FEET) = 54.70 DOWNSTREAM NODE ELEVATION(FEET) = 54.40 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 127.96 TRAVEL TIME(MIN.) = 2.74 TC(MIN.) = 25.32 FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 2 --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGSi'ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 91.10 DOWNSTREAM ELEVATION(FEET) = 79.60 ELEVATION DIFFERENCE(FEET) = 11.50 TC(MIN.) _ .412*[( 800.00** 3.00)/( 11.50)]** .20 = 13.951 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.990 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 7.22 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 7.22 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.990 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5520 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.46 EFFECTIVE AREA(ACRES) = 10.80 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 13.68 TC(MIN) = 13.95 FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 78.30 DOWNSTREAM ELEVATION(FEET) = 77.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 1S.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.03 t"STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON TIIE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .68 HALFSTREET FLOOD WIDTII(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.64 PRODUCT OF DEPTH&VELOCITY = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 8.15 TC(MIN.) = 22.10 10 YEAR RAINFALL INTENSITY(INCH/11OUR) = 1.551 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCN/NR) -- .020 EFFECTIVE AREA(ACRES) = 18.10 - AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 16.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY " 1.11 FLOW PROCESS FROM NODE 7.00 TO NODE 7.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.581 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 6.11 EFFECTIVE AREA(ACRES) = 24.90 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 24.90 PEAK FLOW RATE(CFS) = 22.39 TC(MIN) = 22.10 FLOW PROCESS FROM NODE 7.30 TO NODE 7.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « 44< UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCIIES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.15 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. TIIE FOLLOWING STREET FLOW RESULTS ARE BASED ON TIIE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 15.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 2.41 STREET FLOW TRAVEL TIME(MIN.) = 3.10 TC(MIN.) = 25.20 10 YEAR RAINFALL INTENSITY(INCH/IIOUR) = 1.480 SOIL CLASSIFICATION IS "A" RESIDENTIAL 0 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/11R) _ .5820 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 7.52 EFFECTIVE AREA(ACRES) = 34.20 AVERAGED Fm(INCH/lift) _ .5S TOTAL AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) = 27.65 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY = 2.45 FLOW PROCESS FROM NODE 7.40 TO `ODE 7.60 IS CODE = 6 ------------------------------------------------------------------------------- > > > > > CO riPUTE STREET FLOW TRAVEL T I ME TllRU SUBAREA < < < < UP -STREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 54.40 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCIIES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 31.72 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) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY = 2.50 STREET FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 28.05 10 YEAR RAINFALL INTENSITY(INCH.HOUR) = 1.403 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 8.13 EFFECTIVE AREA(ACRES) = 45.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 45.20 PEAK FLOW RATE(CFS) = 33.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 13.00 FLOW VELOCITY(FEET;SEC.) = 4.02 DEPTH*VELOCITY = 2.52 't.v* *art** x***** FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE-: TIME OF CONCENTRATION(MIN.) = 28.05 RAINFALL INTENSITY(INCII/HR) = 1.40 AVERAGED Fm(INCII/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 45.20 TOTAL STREAM AREA(ACRES) = 45.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.42 FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 28.32 RAINFALL INTENSITY(INCII/IIR) = 1.40 EFFECTIVE AREA(ACRES) = 185.55 TOTAL AREA(ACRES) = 159.70 PEAK FLOW RATE(CFS) = 161.38 AVERAGED LOSS RATE, Fm(INCII/HR) -= . 4S0 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 7.60 TO NODE 11.10 IS CODE = 3 >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< ------------------------ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION(FEET) = 54.40 DOWNSTREAM MODE ELEVATION(FEET) = 46.60 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 161.38 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 28.91 FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.382 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 6.27 EFFECTIVE AREA(ACRES) = 194.25 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 198.40 PEAK FLOW RATE(CFS) = 161.38 TC(MIN) = 28.91 FLOW PROCESS FROM NODE 11.10 TO NODE 11.30 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 36.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.7 UPSTREAM NODE ELEVATION(FEET) = 46.60 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 161.3S TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 29.82 �:*�':Y.:K'K:K'KW.•K'K.W.*'Ky'•v�='Y'K*'K***�K**:K**�**�*�*`K:K*�**'K**�=�C***�;K�**�*:C*******�:K�.W.*�'K`K':.i' FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 8 ------------------------------------------------------------------------------- >>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.361 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 8.41 EFFECTIVE AREA(ACRES) = 206.25 AVERAGED Fm(INCN/HR) _ .490 TOTAL AREA(ACRES) = 210.40 PEAK FLOW RATE(CFS) = 161.65 TC(MIN) = 29.82 FLOW PROCESS FROM NODE 11.25 TO NODE 11.30 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFT = 4.56 EFFECTIVE AREA(ACRES) = 212.75 AVERAGED Fm(INCH/HR) _ .493 TOTAL AREA(ACRES) = 216.90 PEAK FLOW RATE(CFS) = 166.21 TC(MIN) = 29.82 FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 58.80 DOWNSTREAM ELEVATION(FEET) = 38.20 ELEVATION DIFFERENCE(FEET) = 20.60 TC(MIN.) _ .412*C( 1200.00** 3.00)/( 20.60)]** .20 = 15.836 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.868 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 14.70 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 14.70 FLOW PROCESS FROM NODE 8.20 TO NODE 8.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 38.20 DOWNSTREAM ELEVATION(FEET) = 36.80 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = G. STREET IIALFWIDTIi(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.47 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) _ .65 HALFSTREET FLOOD WIDTII(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.34 PRODUCT OF DEPTH&VELOCITY = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 18.33 10 YEAR RAINFALL ItiTENSITY(INCH/HOUR) = 1.736 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 13.50 EFFECTIVE AREA(ACRES) = 25.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 26.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/ SEC. ) = 2.51 DE PTH*VELOCITY = 1.72 *r: 'K**w.*�e'K .w. K:r.*w********:►:*******:K*:�wwww**�Kw�x:Y:Kw-'Kw**w*.y:w******.w.**.r::1:**********:r. FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00 UPSTREAM ELEVATION(FEET) = 55.80 DOWNSTREAM ELEVATION(FEET) = 43.20 ELEVATION DIFFERENCE(FEET) = 12.60 TC(MIN.) _ .412*[( 1100.00** 3.00)/( 12.60)]** .20 = 16.583 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.825 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 14.77 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 14.77 FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 43.20 DOWNSTREAM ELEVATION(FEET) = 39.80 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.40 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) _ .55 HALFSTREET FLOOD WIDTII(FEET) = 14.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY = 1.76 STREET FLOW TRAVEL TIME(MIN.) = I.81 TC(MIN.) = 18.39 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.733 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fin(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 7.25 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 20.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 FLOW VELOCITi'(FEET/SEC.) = 3.23 DEPTH*VELOCITY = 1.85 FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METH0D INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH"w 3.00)/(ELEVATION CHANGE)]** .20 UPSTREAM ELEVATION(FEET)- yy54.30 DOWNSTREAM ELEVATION(FEET) = 38.80 ELEVATION DIFFERENCE(FEET) = 15.50 TC(MIN.) _ .4124( 1200.00** 3.00)/( 15.50)]** .20 = 16.763 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.815 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 11.54 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 11.54 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 38.80 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.54 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) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 15.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 3.49 Town) = 20.25 10 YEAR RAINFALL INTENSITY(INCII/HOUR) = 1.651 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL 0 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, F ut(INCII/IiR) _ .5520 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 10.40 AVERAGED Fm(INCH/HR) _ .5S TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 11.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY = 1.07 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA««-, >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.7 UPSTREAM NODE ELEVATION(FEET) = 3S.S0 DOWNSTREAM NODE ELEVATION(FEET) = 37.40 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.54 TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 21.65 FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 47.00 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.94 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) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 6.72 TC(MIN.) = 28.40 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.395 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 8.78 EFFECTIVE AREA(ACRES) = 22.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) = 16.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY = 1.57 FLOW PROCESS FROM NODE 10.30 TO ?.ODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 28.40 RAINFALL INTENSITY(INCH/HR) = 1.39 AVERAGED Fm(INCII/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 22.40 TOTAL STREAM AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.38 FLOW PROCESS FROM NODE 10.30 TO NODE 11.30 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » »>USING COMPUTER --ESTIMATED PIPESIZE (NON -PRESSURE FLOW M < << DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.9 UPSTREAM NODE ELEVATION(FEET) = 37.40 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 FLOW LENGTHWEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.38 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 7 ------------------------------------------------------------------------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 29.82 RAINFALL INTENSITY(INCH/HR) = 1.36 EFFECTIVE AREA(ACRES) = 235.15 TOTAL AREA(ACRES) = 240.19 PEAK FLOW RATE(CFS) = 178.G3 AVERAGED LOSS RATE, Fm(INCH/HR) = .520 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 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 40.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 22.80 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 178.03 TRAVEL TIME(MIN.) = 1.55 TWU N.) = 31.37 FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 8 -------------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------------------------------------------------ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.327 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 7.28 EFFECTIVE AREA(ACRES) = 244.75 AVERAGED Fm(INCH/HR) _ .519 TOTAL AREA(ACRES) = 249.79 PEAK FLOW RATE(CFS) = 178.08 TC(MIN) = 31.37 •r.w*�V:W*'K�**'K***KK*�***�****�*:K*'K*�******�:�**�:*WW**x::K�*��***k: :K**�:�K�:W'K*:K**K:Y•X: FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 2.51 EFFECTIVE AREA(ACRES) = 18.10 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 39.34 AVERAGED LOSS RATE, Fm(INCH/HR) = .100 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. *��*w:r'KwWK'Y•�:�:w.r:wKw:r'K*�xw:��w��kw:r.�:�*'K�r:w.�K:�ww��ww�w:�wewrwxK K*r��=7r=x�ww.wwwr::�WrWww� FLOW PROCESS FROM NODE 12.00 TO NODE 12.20 IS CODE = 3 I I I I I � w"" V a1 1 11 L / -V1f .-,_" AA__ • • • >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTII OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 24.60 DOWNSTREAM NODE ELEVATION(FEET) = 23.20 FLOW LENGTH(FEET) = 510.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.34 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 10.22 'K*'X.****�K'K**:K***'K'K::'X.�•*k:��•:K**�.'Y:k.'***�**�* K***�:�K*�**�C**:KW.**:Kk-'�**�A:A:****k'Ack'r:�K:1:�C*:K FLOW PROCESS FROM NODE 12.20 TO NODE 12.20 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.325 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 18.04 EFFECTIVE AREA(ACRES) = 27.10 AVERAGED Fm(INCH/HR) _ .099 TOTAL AREA(ACRES) = 27.10 PEAK FLOW RATE(CFS) = 54.28 TC(MIN) = 10.22 FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 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 35.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 23.20 DOWNSTREAM NODE ELEVATION(FEET) = 22.50 FLOW LENGTHWEET) = 175.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.28 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 10.72 FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 31.37 RAINFALL INTENSITY(INCH/HR) = 1.33 EFFECTIVE AREA(ACRES) = 271.85 TOTAL AREA(ACRES) = 276.89 PEAK FLOW RATE(CFS) = 232.36 AVERAGED LOSS RATE, Fm(INCH/IIR) _ .520 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 12.30 TO NODE 12.60 IS CODE = 3 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.8 INCHES UPSTREAM NODE ELEVATION(FEET) = 22.80 DOWNSTREAM NODE ELEVATION(FEET) = 19.20 FLOW LENGTH(FEET) = 520.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 232.36 TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 32.05 FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.313 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 13.57 EFFECTIVE AREA(ACRES) = 284.25 AVERAGED Fm(INCH/HR) _ .502 TOTAL AREA(ACRES) = 289.29 PEAK FLOW RATE(CFS) = 232.36 TC(MIN) = 32.05 FLOW PROCESS FROM NODE 12.60 TO NODE 12.90 IS CODE = 3 ------------------------------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< DEPTH OF FLOW IN 60.0 INCH PIPE IS •46.3 INCHES PIPE --FLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION(FEET) = 19.20 DOWNSTREAM NODE ELEVATION(FEET) = 16.70 FLOW LENGTH(FEET) = 265.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCIi) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(C.S) = 232.36 TRAVEL TIME(MIN.) _ .31 TC(MIN'.) = 32.36 FLOW PROCESS FROM NODE 12.90 TO NODE 12.90 IS CODE = 8 ------------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.306 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/11R) _ .0970 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 11.97 EFFECTIVE AREA(ACRES) = 295.25 AVERAGED Fm(INCH/HR) _ .486 TOTAL AREA(ACRES) = 300.29 PEAT{ FLOW RATE (CF S ) = 232.36 TC(MIN) = 32.36 w��w�x'�*��*r:w�xw�r*�wYwrr*�wwY'wwrwwrw�:wWww�w7wwww:K� x Y�Y=�:�!'�w.xww'K�w:rx:ww�:x'K*��w� FLOW PROCESS FROM NODE 12.90 TO NODE 13.00 IS CODE = 4 ---------------------------------------------------------------------- » »>COMPUTE PIPE --FLOW TRAVEL TIME THRU SUZAREA « «< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 72.0 INCH PIPE IS 3S.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 15.0 UPSTREAM NODE ,ELEVATION(FEET) 16.70 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 232.36 TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 33.47 -------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 300.29 TC(MIN.) = 33.47 EFFECTIVE AREA(ACRES) = 295.25 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 232.36 END OF RATIONAL METHOD ANALYSIS 25 YEAR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4478 Analysis prepared by: WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 DESCRIPTION OF STUDY * CITY OF FONTANA - MASTER PLAN HYDROLOGY - PALMETTO DRAIN * * 25 YEAR STORM FREQUENCY FILE NAME: LIST25.DAT TIME/DATE OF STUDY: 11:16 7/13/1990 --------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 21.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .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 _ .5000 FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH" 3.00)/(ELEVATION CHANGE)J** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2380.00 UPSTREAM ELEVATION(FEET) = 94.20 DOWNSTREAM ELEVATION(FEET) = 58.20 ELEVATION DIFFERENCE(FEET) = 36.00 TC(MIN.) _ .304*I( 2380.00** 3.00)/( 36.00))** .20 = 15.760 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.160 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 24.88 TOTAL AREA(ACRES) = 13.40 PEAK FLOW RATE(CFS) = 24.88 ,.. -+. � r a• i• �• .:. i •i•r r .� •r •: �• .,. i .;. t• •i ';• t i- x• .• -i Y •.• 'v �• d• +• tl• ti' -.• y •k d• -r Y• 1' -r -r -.. ,• .• •a -✓ •.- r- w -.• ,.• -.• w V• Y 'Y V• W 'Y 'Y Y• •M W W W w w w v w w •Y •Y FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 58.20 DOWNSTREAM ELEVATION(FEET) = 57.50 STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 25.56 ***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) = .72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.63 TC(MIN.) = 18.39 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 14.20 AVERAGED Fm(INCH/HR) _ .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 24.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 4.2 UPSTREAM NODE ELEVATION(FEET) = 58.20 DOWNSTREAM NODE ELEVATION(FEET) = 57.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.88 TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 19.70 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.70 RAINFALL INTENSITY(INCH/HR) = 1.93 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 14.20 mnm A 7 �7TOI7 A %A A AR A 0 A rnr. c• � - , n n PEAK FLOW RATE(CFS) AT CONFLUENCE _ 24.88 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 93.80 DOWNSTREAM ELEVATION(FEET) = 81.80 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) _ .389*(( 900.00** 3.00)/( 12.00)]** .20 = 14.017 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 16.25 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 16.25 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 81.80 DOWNSTREAM ELEVATION(FEET) = 68.70 STREET LENGTH(FEET) = 890.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.38 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) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 2.24 STREET FLOW TRAVEL TIME(MIN.) = 3.62 TC(MIN.) = 17.64 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.042 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 14.29 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 28.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY = 2.41 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ♦. i\!'vTnT . \l �+Y nT. . T r !.\. �'+��. ♦ n n n n T.l •l.\�.'..�'\I� . \l T'•♦ Tf• . T t !\•t / ."�r T'.T \ C' H � (\ STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.26 ***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) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&.VELOCITY = 2.58 STREET FLOW TRAVEL TIME(MIN.) = 3.23 TC(MIN.) = 20.87 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.877 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 11.90 EFFECTIVE AREA(ACRES) = 29.70 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) = 37.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY = 2.81 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.87 RAINFALL INTENSITY(INCH/HR) = 1.88 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 29.70 TOTAL STREAM AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. rr PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 61.38 19.70 2 61.34 20.87 Fm(INCH/HR) Ae(ACRES) .355 42.23 .359 43.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.38 Tc(MIN.) = 19.699 EFFECTIVE AREA(ACRES) = 42.23 AVERAGED Fm(INCH/HR) _ .35 TOTAL AREA(ACRES) = 43.90 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 4 ---------------------------------------------------------------------------- ti w +. i+..►tr5rrmr 'f, r T%' n .:rir MT a csn• m r %, r m fins .-.T.n . n- . . i � . i >> >>>USING USER-SPECIFIED PIPESIZE<<<<< - -------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 57.50 DOWNSTREAM NODE ELEVATION(FEET) = 56.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.38 TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 20.61 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.889 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 47.53 AVERAGED Fm(INCH/HR) _ .380 TOTAL AREA(ACRES) = 49.20 PEAK FLOW RATE(CFS) = 64.54 TC(MIN) = 20.61 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 56.50 DOWNSTREAM NODE ELEVATION(FEET) = 55.80 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.54 TRAVEL TIME(MIN.) _ .86 TC(MIN.) = 21.47 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 IS CODE = 10 >> >>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE - TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 93.50 DOWNSTREAM ELEVATION(FEET) = 74.00 ELEVATION DIFFERENCE(FEET) = 19.50 TC(MIN.) _ .412*C( 1200.00** 3.00)/( 19.50)]** .20 = 16.010 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.143 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 12.36 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 12.36 FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< « < UPSTREAM ELEVATION(FEET) = 74.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 980.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 16.78 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) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 5.21 TC(MIN.) = 21.22 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.861 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 8.75 EFFECTIVE AREA(ACRES) = 16.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 18.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY = 1.81 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM i ARE: TIME OF CONCENTRATION(MIN.) = 21.22 RAINFALL INTENSITY(INCH/HR) = 1.86 AVERAGED Fm(INCII/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 16.40 TOTAL STREAM AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 x*******************************************************w:r.*w****:r.*******w**� FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 2 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00);(ELEVATION CHANGE)]** _2.0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1480.00 TTn C'Tnr. A u T`T Cv 4 m T n'k* i T -TI. T m X -- n q n n VUWNail'HLAM ELEVATION (FEET) = 74.10 ELEVATION DIFFERENCE(FEET) = 17.90 TC(MIN.) = .412*[( 1480.00** 3.00)/( 17.90)3** .20 = 18.471 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.995 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 9.28 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 9.28 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 74.10 DOWNSTREAM ELEVATION(FEET) = 73.90 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF IFALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.28 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) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 AVERAGE FLOW VELOCITY(FEET/SEG.) = 1.27 PRODUCT OF DEPTH&VELOCITY = .76 STREET FLOW TRAVEL TIME(MIN.) = 1.96 TC(MIN.) = 20.43 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.30 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 9.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 1.27 DEPTH*VELOCITY = .76 FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 8 ------------------------------------------------------------------------------ » >>>ADDITION OFF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 10.89 EFFECTIVE AREA(ACRES) = 16.50 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 19.53 TC(MIN) = 20.43 +-• nr�r - -•.-•---- T---- • --- • nn --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 73.90 DOWNSTREAM ELEVATION(FEET) = 65.20 STREET LENGTH(FEET) = 630.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.60 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) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 2.65 TC(MIN.) = 23.09 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.785 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 6.17 EFFECTIVE AREA(ACRES) = 22.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.20 PEAK FLAW RATE(CFS) = 24.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY = 2.21 **********************************T***w****X**^r` **W****-�k**x*x%*.c FLOW PROCESS FROM NODE 4.30 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 65.20 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.03 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) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY = 1.90 STREET FLOW TRAVEL TIME(MIN.) _ .80 TC(MIN.) = 23.89 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.754 SOIL CLASSIFICATION IS "A" TTf T T\TT\T T At \ •1 • T\TITTT T T \y__ / . __T7 -TT- 1 TI TT ♦ i -.^I- Tl 4 TT T,,. i T %T"TT ! TT" SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 22.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 24.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.90 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.89 RAINFALL INTENSITY(INCH/HR) = 1.75 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 22.20 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 42.17 21.22 2 41.33 23.89 Fm(INCH/HR) Ae(ACRES) .582 36.12 .582 38.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.17 Tc(MIN.) = 21.224 EFFECTIVE AREA(ACRES) = 36.12 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 38.60 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 55.80 STREET LENGTII(FEET) = 650.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 45.37 *:r.*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) = .57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 2.36 TC(MIN.) = 23.58 �\M it S"•LT1 Yl• t♦ti'.LT i Y♦ TTS\itr iTl. ifs i\ir T♦ •i /"\l. i\\ -- . .. AI. SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 6.39 EFFECTIVE AREA(ACRES) = 42.12 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) = 44.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH*VELOCITY = 2.61 FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *** PEAK FLOW RATE TABLE Q(CFS) Tc(MIN.) 1 107.59 23.58 2 102.20 26.31 3 108.32 21.47 4 108.77 22.65 TOTAL AREA = 93.80 *** Fm(INCH/HR) .475 .478 .470 .473 Ae(ACRES) 91.32 93.80 85.87 89.65 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.77 Tc(MIN.) = 22.646 EFFECTIVE AREA(ACRES) = 89.65 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 93.80 FLOW PROCESS FROM NODE 3.30 TO NODE 6.80 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.50 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE--FLOW(CFS) = 108.77 TRAVEL TIME(MIN.) _ .70 TC(MIN.) = 23.34 FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 6.01 EFFECTIVE AREA(ACRES) = 95.25 AVERAGED Fm(INCH/HR) _ .479 TOTAL AREA(ACRES) = 99.40 PEAK FLOW RATE(CFS) = 111.04 TC(MIN) = 23.34 FLOW PROCESS FROM NODE 6.S0 TO :NODE 6.90 IS CODE = 4 n T r r, rT nut rn t o %Tr r m i vc mTTTITl yTTr a TT a i i i i i » »>US1NU USER-SPECIFIED PIPESIZE « «< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 3.1 UPSTREAM NODE ELEVATION(FEET) = 54.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.70 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 111.04 TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 25.22 FLOW PROCESS FROM NODE 6.00 TO NODE 6.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 89.00 DOWNSTREAM ELEVATION(FEET) = 84.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC(MIN.) = .412*[( 350.00** 3.00)/( 5.00)]** .20 = 10.036 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.707 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 10.52 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 10.52 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 84.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.94 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.S5 STREET FLOW TRAVEL TIME(MIN.) = 3.40 TC(MIN.) = 13.44 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.339 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/HR) - .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 8.86 EFFECTIVE AREA(ACRES) = ii.i0 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 17.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.99 W V W rr r/ v rr V W �✓ w ✓ ✓ �. v v. v rr Vr W V ✓ ✓ v. ✓ + V. ✓ - - - - - - - - - - - V - - - yr ----------- v. �✓ W W W W ✓.' v' FLOW PROCESS FR0M NODE 6.15 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 88.80 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.34 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) _ .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 3.81 TC(MIN.) = 17.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.065 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 8.81 EFFECTIVE AREA(ACRES) = 17.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 23.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 13.94 FLOW VELOCITY(FEET/SEC.) - 4.41 DEPTH*VELOCITY = 2.36 rw** x***w&*************** *A*******x*N.w.:r.wwA*w********AT*.w. FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.25 RAINFALL INTENSITY(INCH/HR) = 2.06 AVERAGED Fm(INCH/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 17.70 TOTAL STREAM AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.62 Y****AAITi AN A*****wANT w* .ANAA**ATTAT If. *Ww r x r*AAAA****At* FLOW PROCESS FROM NODE 6.20 TO NODE 6.40 IS CODE = 4 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>> >> USING USER-SPECIFIED PIPESIZE <<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 9.8 UPSTREAM NODE ELEVATION(FEET) = 71.00 DOWNSTREAM NODE ELEVATION(FEET) = 64.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES = i PIPE-FLOW(CFS) = 23.62 FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.030 SOIL CLASSIFICATION IS ''A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 4.82 EFFECTIVE AREA(ACRES) = 21.40 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 21.40 PEAK FLOW RATE(CFS) = 27.89 TC(MIN) = 17.84 FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 IS CODE = 6 ------------------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 58.90 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 35.51 ***STREET FLOWING FULLY" 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., I S NEGL::.CTED . STREET FLOW DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY = 2.68 STREET FLOW TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 19.40 25 YEAR RAINFALL INTENSITY(INCII/IIOUR) = 1.947 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 15.23 EFFECTIVE AREA(ACRES) = 33.80 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 33.80 PEAK FLOW RATE(CFS) = 41.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 IIALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) - 4.61 4.61 DEPTH*VELOCITY 2.38 *Y******* :KY::K:K:k *vv* NY* * * * Y' **?AAA I** * W * ** K* A A..:C W.:t * It* N I.t * :K `4: * :K W, :K :K X AAA** FLOW PROCESS FROM NODE 6.50 TO NODE 6.90 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< << ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 58.90 DOWNSTREAM ELEVATION(FEET) = 54.70 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 47.64 ***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) _ .76 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 2.75 STREET FLOW TRAVEL TIME(MIN.) = 3.70 TC(MIN.) = 23.10 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.784 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 12.23 EFFECTIVE AREA(ACRES) = 45.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 45.10 PEAK FLOW RATE(CFS) = 48.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .76 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY = 2.51 FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.22 RAINFALL INTENSITY(INCH/HR) = 1.71 EFFECTIVE AREA(ACRES) = 140.35 TOTAL AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) = 159.53 AVERAGED LOSS RATE, F& INCH/HR) _ .479 :VOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. *2Y**V**A**t*****************T* FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR I:DEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.22 RAINFALL INTENSITY(INCH/HR) = 1.71 AVERAGED Fm(INCIi/HR) _ .48 EFFECTIVE STREAM AREA(ACRES) = 140.35 TOTAL STREAM AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 159.83 ******* K****** K k*** z** K****************: my1* a** $ **w.v:ww*y*WIT FLOW PROCESS FROM NODE 6.90 TO NODE 7.60 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRL' SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< A roT*wrc' =TTT 7 _t,, ATIFT lkf/" T+T r% T' T T 11 T Y- PIPE -FLOW VELOCITY(FEET/SEC.) = 4.2 UPSTREAM NODE ELEVATION(FEET) = 54.70 DOWNSTREAM NODE ELEVATION(FEET) = 54.40 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = i PIPE-FLOW(CFS) = 159.83 TRAVEL TIME(MIN.) = 2.61 TC(MIN.) = 27.83 FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 91.10 DOWNSTREAM ELEVATION(FEET) = 79.60 ELEVATION DIFFERENCE(FEET) = 11.50 TC(MIN.) _ .412*E( 800.00** 3.00)/( 11.50)]** .20 = 13.951 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.296 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 8.79 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 8.79 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 8 -------------------------------------- -------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.296 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 7.87 EFFECTIVE AREA(ACRES) = 10.S0 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 16.^06 TC(MIN) = 13.95 FLOW PROCESS FROM ;NODE 7.20 TO NODE 7.30 IS CODE = 6 ------------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < UPSTREAM ELEVATION(FEET) = 78.30 DOWNSTREAM ELEVATION(FEET) = 77.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.59 w**STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. 711E FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. _T"_ r n . r ♦ -1- .. • r... nr• <r --- + a-. -_1 STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 7.09 TC(MIN.) = 21.05 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.869 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.46 EFFECTIVE AREA(ACRES) = 18.10 AVERAGED Fm(INCIi/HR) _ .58 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 20.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY = 1.28 FLOW PROCESS FROM NODE 7.00 TO NODE 7.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.869 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 7.88 EFFECTIVE AREA(ACRES) = 24.90 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 24.90 PEAK FLOW RATE(CFS) = 28.84 TC(MIN) = 21.05 FLOW PROCESS FROM NODE 7.30 TO NODE 7.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALESTREETS CARRYING RUNOFF = 2 V*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 33.73 STREET FLOW MODEL RESULTS: MOTE: 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) = .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 2.66 STREET :'LOW TRAVEL TIME(MIN. ) = 3.06 TC(MIN.) = 24.10 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.747 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) - 9.30 SUBAREA RUNOFF(CFS) = 9.75 EFFECTIVE AREA(ACRES) _ 34.20 AVERAGED WINCH/HR) _ .5s m.:m . t . nn • ♦ .�nr•.: _ ,. ., nn • rr r. ni n • mn . �. r+a-. _ n r r. r- END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 FLOW VELOCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY = 2.83 FLOW PROCESS FROM NODE 7.40 TO NODE 7.60 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 54.40 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 41.19 ***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. TIiAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 2.95 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TWU N.) = 26.65 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.661 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 10.68 EFFECTIVE AREA(ACRES) = 45.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 45.20 PEAK FLOW RATE(CFS) = 43.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 IIALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY = 3.01 w** x�:r..:�.r:wxY:ww.w.wx:x.rc**:r:�w:r.:r.****:v.w.�x:x*****�*�*7�r:****�:r:*w.**�:x**�*W•x�ex��z�r.•r.w�r •r*:xx� FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTIZATION(MIN.) = 26.65 RAINFALL INTENSITY(INCH/HR) = 1.66 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 45.20 TOTAL STREAM AREA(ACRES) = 45.20 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 43.89 :C FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE ------------------------------------------------------------------------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER --SPECIFIED VALUES ARE AS FOLLOWS: EFFECTIVE AREA(ACRES) = 185.55 TOTAL AREA(ACRES) = 189.70 PEAK FLOW RATE(CFS) = 203.72 AVERAGED LOSS RATE, Fm(INCH/HR) _ .480 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 7.60 TO NODE 11.10 IS CODE = 4 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION(FEET) = 54.40 DOWNSTREAM NODE ELEVATION(FEET) = 46.60 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 203.72 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 28.39 FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------------------------------------------------ ----------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.609 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACP.E SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 8.04 EFFECTIVE AREA(ACRES) = 194.25 AVERAGED Fm(INCIi/HR) _ .485 TOTAL AREA(ACRES) = 198.40 PEAK FLOW RATE(CFS) = 203.72 TC(MIN) = 28.39 w**wwwTr**tt*wI*w.w.w*=**wwwww*wwAT* w*w***yy**A*y:**.**x*r.z******I**»:** ww FLOW PROCESS FROM NODE 11.10 TO NODE 11.30 IS CODE = 4 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE « «< ----------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM `:ODE ELEVATION(FEET) = 46.60 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 203.72 TRAVEL TIME(MIN.) _ .93 TC(MIN.) = 29.31 FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3 ----------------------------------------------------------------------------- >>> >> ADDITION OF SU3AREA TO MAINLINE PEAK FLOW<< << < 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.584 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) -_ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 10.82 EFFECTIVE AREA(ACRES) = 206.25 TOTAL AREA(ACRES) = 210.40 PEAK FLOW RATE(CFS) = 203.72 TC(MIN) = 29.31 FLOW PROCESS FROM NODE 11.25 TO NODE 11.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.584 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 5.86 EFFECTIVE AREA(ACRES) = 212.75 AVERAGED Fm(INCH/HR) _ .493 TOTAL AREA(ACRES) = 216.90 PEAK FLOW RATE(CFS) = 208.84 TC(MIN) = 29.31 FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL --> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGER" .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 58.80 DOWNSTREAM ELEVATION(FEET) = 38.2.0 ELEVATION DIFFERENCE(FEET) = 20.60 TC(MIN.) _ .412*E( 1200.00** 3.00)/( 20.60)]** .20 = 15.836 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.155 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3--4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/HR) _ .5820 SUBAREA RUNOFF(CFS) = 17.98 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 17.95 FLOW PROCESS FROM NODE 8.20 TO NODE 8.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 38.20 DOWNSTREAM ELEVATION(FEET) = 36.50 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS:ALL. GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED `UMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USItiG MEAN FLOW(CFS) = 26.36 ***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) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.48 TT1AnT. ".T !t T` nT^T1�T♦•1T• /r.T mT. - i+A STREET FLOW TRAVEL TIME(MIN.) = 2.36 TC(MIN.) = 18.19 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.010 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/HR) _ .5820 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 16.71 EFFECTIVE AREA(ACRES) = 25.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 33.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY = 1.96 FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH*1 3.00)/(ELEVATION CHANGE)l** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00 UPSTREAM ELEVATION(FEET) = 55.80 DOWNSTREAM ELEVATION(FEET) = 43.20 ELEVATION DIFFERENCE(FEET) = 12.60 TC(MIN.) _ .4121[( 1100.0011 3.00)/( 12.60)]** .20 = 16.583 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.106 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 18.10 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 18.10 FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 6 ----------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME TNRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 43.20 DOWNSTREAM ELEVATION(FEET) = 39.30 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPEC1 IED NUMBER OF IIALFSTREETS CARRYING RUNOFF = 2 TTTRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.58 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) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.2S PRODUCT OF DEPTH&VELOCITY = 1.92 STREET FLOW TRAVEL TIME(MIN.) = 1.78 TWIN.) = 13.36 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.001 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 8.94 %FFECTIVE AREA(ACRES) 20.20 AVERAGED Fm(INCi/HR) _ .58 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 25.80 T�11T •\T' m"" A T-%" A TY .1111 1T\IT%n A TTT T "M . DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY = 2.11 FLOW PROCESS FROM NODE 10.00 TO :NODE 10.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 54.30 DOWNSTREAM ELEVATION(FEET) = 38.80 ELEVATION DIFFERENCE(FEET) = 15.50 TC(MIN.) _ .412*[( 1200.00** 3.00)/( 15.50)]** .20 = 16.763 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.094 SOIL CLASSIFICATION IS ''A' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 14.16 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 14.16 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 38.80 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.16 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. TIIAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 16.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02 PRODUCT OF DEPTH&VELOCITY = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 3.30 TC(MIN.) = 20.06 25 YEAR RAINFALL I NTENS I TY (I N'CII/ HOUR ) = 1.915 SOIL CLASSIFICATION IS ''A'' RESIDENTI AL -> 3-4 DWELLINGS; ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5S20 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AAE A(ACRES) = 10. i0 AVERAGED Fm(INCH/HR) _ .5S TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 14.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 1G."u3 FLOW VELOCITY(FEET/SEC.) n 2.02 DEPTH"VELOCITY = 1.19 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE _ ,I ------------------------------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < ---------------------------- ---------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 38.80 DOWNSTREAM NODE ELEVATION(FEET) = 37.40 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.16 TRAVEL TIME(MIN.) = 1.48 TC(MIN.) = 21.54 FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 47.00 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.75 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) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF DEPTH&VELOCITY = 1.75 STREET FLOW TRAVEL TIME(MIN.) = 6.55 TC(MIN.) = 23.09 25 YEAR RAINFALL INTENSITY(INCII/IIOUR) = 1.013S SOIL CLASSIFICATION IS ''A' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/IIR) _ .5S20 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 11.19 EFFECTIVE AREA(ACRES) = 22.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) = 20.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTN(FEET) = .58 HALFSTREET FLOOD WIDTII(FEET) = 16.44 :'LOW VELOCITY(FEET/SEC.) = 3.04 DEPTEIVELOCITY = 1.7S FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ------------------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL ::UMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.09 RAINFALL !NTENSITY(INCH/HR) = 1.62 AVERAGED Fm(INCII/IIR) = .58 EFFECTIVE STREAM AREA(ACRES) = 22.40 TOTAL STREAM AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.8S To, T TT V T....i....s."**.i..l..s v**T VY..i wr*•r W-t'vt #'w*"7_. y. 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A . n -n "^nr p: r- el^TN- - ---------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » »>USING USER-SPECIFIED PIPESIZE « «< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 37.40 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.38 TRAVEL TIME(MIN.) = 1.96 TC(MIN.) = 30.05 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 7 ----------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 29.31 RAINFALL INTENSITY(INCH/HR) = 1.55 EFFECTIVE AREA(ACRES) = 235.15 TOTAL AREA(ACRES) = 240.19 PEAK FLOW RATE(CFS) = 229.72 AVERAGED LOSS RATE, Fm(INCH/HR) = .499 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< »»>USING USER-SPECIFIED PIPESIZE««< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION'(FEET) = 22.80 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 229.72 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 30.31 FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 8 ------------------------------------------------------------------------------------- »» > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< << < ----------------------------------------------------------------------------- 25 YEAR nAINFALL INTENSITY(INCH/HOUR) = 1.545 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5--7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 9.16 EFFECTIVE AREA(ACRES) = 244.75 AVERAGED : m(INCU/ HR) _ .498 TOTAL AREA(ACRES) = 449.79 PEAK FLOW RATE(CFS) = 230.49 TC(MIN) = 30.81 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< TC(MIN.) = 8.75 RAINFALL INTENSITY(INCH/HR) = 2.90 EFFECTIVE AREA(ACRES) = 18.10 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 39.34 AVERAGED LOSS RATE, Fm(INCH/HR) = .484 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 12.00 TO NODE 12.20 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCITES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 24.60 DOWNSTREAM NODE ELEVATION(FEET) = 23.20 FLOW LENGTH(FEET) = 510.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.34 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 10.22 FLOW PROCESS FROM NODE 12.20 TO NODE 12.20 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.682 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 20.94 EFFECTIVE AREA(ACRES) = 27.10 AVERAGED Fm(INCII/HR) _ .355 TOTAL AREA(ACRES) = 27.10 PEAK FLOW RATE(CFS) = 56.74 TC(MIN) = 10.22 wYTIt., FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 4 --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< »»>USING USER-SPECIFIED PIPESIZE <<<< < ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION(FEET) = 23.20 DOWNSTREAM NODE ELEVATION(FEET) = 22.80 FLOW LENGTH(FEET) = 175.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.74 TRAVEL TillIZ0,11N. ) _ .3-, TC(MIN.) = 10.79 -•�•r�-r•YY��w:x�•w�•x•�:•xr�•r.w�+•r•rxr�r�;�x•r.�wrwwr�ww•Ktr:Www:xw�r�Wwrtr�w�•r•�w•r:r.•r.ww*ww:�x:�� FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 30.81 RAINFALL INTENSITY(INCH/IIR) = 1.54 EFFECTIVE AREA(ACRES) = 257.59 TOTAL AREA(ACRES) = 276.39 PEAL( FLOW RATE(CFS) = 236.46 4 TTTT% 4 'N "T1 T f%,N 4. n 4 TT T,,, f T %"NTT I TTT% 1 - � 11.1 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 12.30 TO NODE 12.60 IS CCDE = 4 --------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< i >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION(FEET) = 22.80 DOWNSTREAM NODE ELEVATION(FEET) = 19.20 FLOW LENGTH(FEET) = 520.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 286.46 TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 31.46 w. V: r.w:erwV:W.:K�*�:xw:x•KWw:x*�*�wwwwy;www�X�w:Kwww�:i *tW:xwwrw eww.wvrwv;.w, 1::�*'Y** Y•�Www t"�`K`K'K:K FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.529 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 15.98 EFFECTIVE AREA(ACRES) = 269.99 AVERAGED Fm(INCH/HR) _ .481 TOTAL AREA(ACRES) = 289.29 PEAK FLOW RATE(CFS) = 286.46 TC(MIN) = 31.46 FLOW PROCESS FROM NODE 12.60 TO NODE 12.90 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIM' THRU SUBAREA <<« < >>»)USING USER-SPECIFIED PIPESIZE««< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION(FEET) = 19.20 DOWNSTREAM NODE ELEVATIONWEET) = 16.70 FLOW LENGTH(FEET) = 265.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 286.46 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 31.717 ww•Y•wYww:y�wwwwwx•xwwWrKW'!'wWw�:sww.r.�:ww:r-wy�y�wy�w.w'Y'K�:K'1::KK'K:�:K�:K:K:K:K=Y.*:K**:K :K :K:K�*�:i'=K*w r.:� FLOW PROCESS FROM ;:ODE 12.30 TO NODE 12.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.521 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCII/HR) = 0970 SUBAREA AREA(ACRES) : 11.00 SUBAREA RUNOFF(CFS) = 14.10 EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH/HR) _ .466 TOTAL AREA(ACRES) = 300.29 PEAK FLOW RATE(CFS) = 2S6.46 TM r.f�1.1 n• nn FLOW PROCESS FROM NODE 12.90 TO NODE 13.00 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 72.0 INCH PIPE IS 44.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION(FEET) = 16.70 DOWNSTREAM NODE ELEVATION(FEET) = 6.70 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 286.46 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 32.82 END OF STUDY SUMMAR"L: TOTAL AREM ACRES) = 300.29 TC(MIN.) = 32.82 EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCII/IIR)= .47 PEAK FLOW RATE(CFS) = 256.46 END OF RATIONAL METHOD ANALYSIS 100 YEAR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4478 Analysis prepared by: WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 ************************** DESCRIPTION OF STUDY ******************** * CITY OF FONTANA - MASTER PLAN HYDROLOGY - PALMETTO DRAIN * * * 100 YEAR STORM FREQUENCY FILE NAME: LIST100.DAT TIME/DATE OF STUDY: 12:47 7/13/1990 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 21.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 --YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .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 _ .5000 FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2380.00 UPSTREAM ELEVATION(FEET) = 94.20 DOWNSTREAM ELEVATION(FEET) = 58.20 ELEVATION DIFFERENCE(FEET) = 36.00 TO MIN.) _ 304*[( 2380.00" 3.00)/( 36.00)7** .20 = 15.760 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.732 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 31.77 TOTAL AREA(ACRES) = 13.40 PEAK FLOW RATE(CFS) = 31.77 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 58.20 DOWNSTREAM ELEVATION(FEET) = 57.50 STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 32.65 ***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) _ .78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTHAVELOCITY = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 18.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.541 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 14.20 AVERAGED Fm(INCH/HR) _ .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 31.77 END OF SUBAREA STREET FLOW HYDRAULICS.- DEPTH(FEET) _ .78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY = 1.71 :K**:k�*:f:'K*�**#��:K*K:K:K*�:f::KIK*=!=�K**x�=X:Y.***:Y•:X:Y.:%***:K=K*:Y.W.:Y•W..W.'K:K�C .K*:K*:Y•********�******** FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 4 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION(FEET) = 58.20 DOWNSTREAM NODE ELEVATION(FEET) = 57.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 FIFE-FLOW(CFS) = 31.77 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 19.24 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM i ARE: TIME OF CONCENTRATION(MIN.) = 19.24 RAINFALL INTENSITY(INCH/HR) = 2.47 A TT T"" 4 r -T% T" / T .'/"TT /TTT] \ - 4 h L'PPLl.I1VC. ')IMP -AM AnLAIAi nLZO = 14.Lu TOTAL STREAM AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.77 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 93.80 DOWNSTREAM ELEVATION(FEET) = 81.80 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389*[( 900.00** 3.00)/( 12.00)]** .20 = 14.017 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.897 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 21.70 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21.70 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 81.80 DOWNSTREAM ELEVATION(FEET) = 68.70 STREET LENGTH(FEET) = 890.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF NALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 31.37 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) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 2.57 STREET FLOW TRAVEL TIME(MIN.) = 3.45 TC(MIN.) = 17.47 100 YEAR RAINFALL INTENSITY(INCII/HOUR) = 2.595 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH;HR) _ .4850 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 19.37 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 3S.36 END OF SUBAREA STREET FLOW IiYDRAULICS: DEPTH(FEET', _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY = 2.S9 **3:**********:Y******* FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 68.70 DOWNSTREAM ELEVATION(FEET) = 57.50 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 46.60 ***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) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 3.19 STREET FLOW TRAVEL TIME(MIN.) = 2.78 TC(MIN.) = 20.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.410 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 16.46 EFFECTIVE AREA(ACRES) = 29.70 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) = 51.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .68 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY = 3.38 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.24 RAINFALL INTENSITY(INCH/HR) = 2.41 AVERAGED Fm(INC,'I/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 29.70 TOTAL STREAM AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) AT CONFLUENCE � 51.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. w* PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 82.26 19.24 2 82.40 20.24 Fm(INCH/HR) Ae(ACRES) .355 42.43 .359 43.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.40 Tc(MIN.) = 20.244 EFFECTIVE AREA(ACRES) = 43.90 AVERAGED Fm(INCH/HR) _ .36 TOTAL AREA(ACRES) = 43.90 .4: *VVT**T*T*•*XT-9*'rT'J**.'X}:*:iso:X V* X*x **V.*T**XrY:Y::r. or 11rlT no%v rC C nnnar Nn r. n n mn 71r nnn A n r r nnnr+. - A ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBARE0<0< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 57.60 DOWNSTREAM NODE ELEVATION(FEET) = 56.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.40 TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 20.93 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.371 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/IIR) _ .5820 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 8.53 EFFECTIVE AREA(ACRES) = 49.20 AVERAGED Fm(INCH/HR) _ .383 TOTAL AREA(ACRES) = 49.20 PEAK FLOW RATE(CFS) = 87.99 TC(MIN) = 20.93 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN. ) Fm(INCII/IIR) Ae (ACRES) 1 88.02 19.92 .380 47.73 2 87.99 20.93 .383 49.20 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 88.02 Tc(MIN.) = 19.92 AVERAGED Fm(INCH/HR) _ .38 EFFECTIVE AREA(ACRES) = 47.73 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM `ODE ELEVATION(FEET) = 56.50 DOWNSTREAM NODE ELEVATION(FEET) = 55.80 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.02 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 20.55 FLOW PROCESS FROM NODE 2.40 TO NODE 3.30 IS CODE = 10 -------------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< iT.(.Tt /'.T\/T-`\tT T awl ati T \T/'+f r YT 1 \!T f fl T)T. a� ♦ nT�•m • t 1 ♦ ♦\Tltn♦ ♦ ♦ ♦ ryr / . ryT.T�. 1(. = .S.UU)/(tLtVA1'lUN CHANUL)j" .LU INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 93.50 DOWNSTREAM ELEVATION(FEET) = 74.00 ELEVATION DIFFERENCE(FEET) = 19.50 TC(MIN.) _ .412*(( 1200.00** 3.00)/( 19.50)]** .20 = 16.010 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.710 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 16.86 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 16.86 FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 74.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 980.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.02 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) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 4.88 TC(MIN.) = 20.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.373 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 12.25 EFFECTIVE AREA(ACRES) = 16.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 26.43 END OF SUBAREA STREET FLOW IIYDRAULICS. DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTII(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY = 2.17 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ------------------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.89 RAINFALL INTENSITY(INCH/HR) = 2.37 AVERAGED Fm(INCH/IIR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 16.40 TOTAL STREAM AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.43 FLOW PROCESS FROM NODE 4.00 TO NODE 41il) IS CODE = 2 -------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1480.00 UPSTREAM ELEVATION(FEET) = 92.00 DOWNSTREAM ELEVATION(FEET) = 74.10 ELEVATION DIFFERENCE(FEET) = 17.90 TC(MIN.) = .412*[( 1480.00** 3.00)/( 17.90)]'x* .20 = 18.471 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 12.75 ` TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 12.75 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 74.10 DOWNSTREAM ELEVATION(FEET) = 73.90 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.75 ***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) = .65 HALFSTREET FLOOD WIDTII(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.42 PRODUCT OF DEPTH&VELOCITY = .91 STREET FLOW TRAVEL TIME(MIN.) = 1.77 TC(MIN.) = 20.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.411 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.30 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 12.75 END OF SUBAREA STREET FLOW IIYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.42 DEFTii"VELOCITY = .91 ***:x*:x*w:t*.r. FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.411 SOIL CLASSIFICATION IS "A" T'TTCT TtTT 41 1 n . T1.TT'.11 T1 _ /. I`__ -I,-.__. 1 _(`_ -. TT` - T %1-11 ITT-\ aUbAtthA AHhA(AUhtt i) _ EFFECTIVE AREA(ACRES) _ AVERAGED Fm(INCH/HR) _ TOTAL AREA(ACRES) _ PEAK FLOW RATE(CFS) _ TC(MIN) = 20.24 a U BAXEA 16.50 .582 16.50 27.16 HU1 OFF ((;r'a ) = lb. 14 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 6 ---------------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 73.90 DOWNSTREAM ELEVATION(FEET) = 65.20 STREET LENGTH(FEET) = 630.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 31.49 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) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY = 2.49 STREET FLOW TRAVEL TIME(MIN.) = 2.58 TC(MIN.) = 22.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.270 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 8.66 EFFECTIVE AREA(ACRES) = 22.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) _ °" "0 PEAK FLOW RATE(CFS) = 33.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH'VELOCITY = 2.54 FLOW PROCESS FROM NODE 4.30 TO NODE 3.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 65.20 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTII(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF IIALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 33.74 f**STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. MiT_ -^T T .ITIYT \T .tiTMT1"•T TY -111 --T YIT T.'• . -- I . --M .l\1 TTY- 1 11 .IYiIlTTT !\. InA1 NtULIbLL VLUW UUUUKJ UUlalUL UC I= a11iL'L1 UHAANLL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., Its NEGLECTED. STREET FLOW DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY = 2.31 STREET FLOW TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 23.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 22.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 33.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY = 2.31 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.53 RAINFALL INTENSITY(INCH/HR) = 2.24 AVERAGED Fm(INCH/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 22.20 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.74 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. w* PEAK FLOW RATE TABLE* Q(CFS) TC(MIN.) 1 58.86 20.89 2 55.14 23.53 Fm(INCH/HR) Ae(ACRES) .582 36.10 .582 38.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.86 Tc(MIN.) = 20.888 EFFECTIVE AREA(ACRES) = 36.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 38.60 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 6 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 55.80 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = G. STREET ::ALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 63.41 t**STREET FLOWING FULL-v"T-* NU1L: J'IKLLT PLUW LXC:LEDL i TUF Ula CURB. TIIE 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) _ .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.37 PRODUCT OF DEPTHAVELOCITY = 3.88 STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 22.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.266 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5S20 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 9.09 EFFECTIVE AREA(ACRES) = 42.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) = 63.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.40 DEPTH*VELOCITY 3.91 FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<< *** PEAK FLOW RATE TABLE Q(CFS) Tc(MIN.) 1 148.64 22.91 2 142.04 25.59 3 149.56 20.55 4 150.53 21.55 TOTAL AREA = 93.80 Fm(INCH/HR) .475 .478 .469 . 4 "' Ae(ACRES) 91.30 93.80 85.50 88.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.53 Tc(MIN.) = 21.553 EFFECTIVE AREA(ACRES) = 88.S2 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 93.80 **** KvyW.t'K'K'K********************'K*****************.*.**.w.****.W.*************** FLOW PROCESS FROM NODE 3.30 TO NODE 6.80 IS CODE = 4 ------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE-rFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.30 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.53 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 22.06 t:****It*'*****lK**'K*:t********'k*t****T'K'*'it *************tx:r.r't*',**.**tw'k*wr FLOW PROCESS FROM NODE 6.S0 TO NODE 6.50 IS CODE = 8 ----•------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCT/HOUR) = 2.309 SOIL CLASSIFICATION IS "A" RESIDENTIAL-'- - # DWELLINGS/ACRE SUBAREA LUSS RATZ, Fm(INCH/IIR) _ .5820 .Vi♦T 4 TIT' • . n- A , • ;•Tlr0 _ - "A ryrrT { .lr t -T-I'l •T^ / _T`r ♦ - n n 11 nr P ZU l l V Z AnrlA (AUAL.3) = J4. 4Z AVERAGED Fm(INCH/HR) _ .473 TOTAL AREA(ACRES) = 99.40 PEAK FLOW RATE(CFS) = 155.55 TC(MIN) = 22.06 FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 IS CODE = 4 ------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 54.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.70 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.55 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 23.40 FLOW PROCESS FROM NODE 6.00 TO NODE 6.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CIIANGE)1** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 89.00 DOWNSTREAM ELEVATION(FEET) = 84.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC(MIN.) = .412*[( 350.00** 3.00)/( 5.00)1-"r* .20 10.036 100 YEAR RAINFALL INTENSITY(INCN/HOUR) = 3.423 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 14.06 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 14.06 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = S4.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CRO55FALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.06 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) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 ' f•n r'1 a ('..". .'•♦ •lft [1T1 11ryr Tt) /."•P•P'•T .Cv r. /V ♦ _ / An rnUliuul Ur ULYfh&VtLUUl'I'Y = L. Vu STREET FLOW TRAVEL TIME(MIN.) = 3.33 TC(MIN.) = 13.37 100 YEAR RAINFALL INTENSITY(INCH/IiOUR) = 2.966 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 12.01 EFFECTIVE AREA(ACRES) = 11.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 23.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 4.17 DEPTH*VELOCITY = 2.28 ***�=�'*k�**`K*Y****�*=Y•***:K******�:**:K:K*:K:K*=K**:K******�*********W*******X.X *�C :K*•K**�K FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 88.80 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 29.88 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) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 AVERAGE FLOW VEL OCT = 4.62 PRODUCT OF DEPTH&VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 3.61 TC(MIN.) = 16.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.632 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 12.18 EFFECTIVE AREA(ACRES) = 17.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 32.65 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH�VELOCITY = 2.67 :r.letwTt*'K't': IVICK*t*T.."I.'v*V*Y..W'Y *****'****%-.t***..'f"**t*_ * y FLOW PROCESS FROM ;NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.98 RAINFALL INTENSITY(INCH/HR) = 2.63 AVERAGED Fm(INCH/HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 17.70 TOTAL STREAM AREA(ACRES) = 17.70 PEAI{ FLOW RATE(CFS) AT CONFLUENCE = 32.65 FLOW PROCESS FROM NODE 6.20 TO NODE 6.40 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ----------------------------------------------------------------------------- ------------------------------------------------------------------------------ ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION(FEET) = 71.00 DOWNSTREAM NODE ELEVATION(FEET) = 64.00 FLOW LENGTN(FEET) = 350.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 21.00 NUMBER, OF PIPES = 1 PIPE-FLOW(CFS) = 32.65 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 17.41 FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS.CODE = 8 ------------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.599 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 6.72 EFFECTIVE AREA(ACRES) = 21.40 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 21.40 PEAK FLOW RATE(CFS) = 38.85 TC(MIN) = 17.41 ***`K 'x�K* K*w.=1:•r.�:KY.�K*:Y. :Kw***:K�K:K�'Y•*:K:x��**K K:K**�*�*�K*****=K�K**:z**:K'K�**�:��***��*�** FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 IS CODE = 6 ------------------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 58.90 STREET LENGTII(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 1S.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 49.56 "*STREET FLOWING FULL-Y'ty 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) = 68 IIALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCIT`i(FEET/SLC.) = 4.7G PRODUCT OF DEPTIi&VELOCITY = 3.26 STREET FLOW TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 18.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.500 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/Hrl) _ .5820 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 21.41 TT^TTl`TT i T ! TIT+ A • . lv TT l". f'. \ 1 \ r. A . ilt't'f . / T+n .+ • T .i/TY /ilii \ .. n FOTAL ARhA(AURLS) = 33.80 PEAK FLOW RATE(CFS) = 58.36 END OF SUBAREA STREET FLOW IYDRAULICS: DEPTH(FEET) _ .70 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY = 3.70 **********************************************************:KFC***********:K*A* K FLOW PROCESS FROM NODE 6.50 TO NODE 6.90 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 58.90 DOWNSTREAM ELEVATION(FEET) = 54.70 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 67.17 ***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) _ .84 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY = 3.52 STREET FLOW TRAVEL TIME(MIN.) = 3.13 TC(MIN.) = 21.99 100 YEAR RAINFALL INTENSITY(INCII/HOUR) = 2.312 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 17.60 EFFECTIVE AREA(ACRES) = 45.10 AVERAGED Fm(INCII/HR) _ .58 TOTAL AREA(ACRES) = 45.10 PEAK FLOW RATE(CFS) = 70.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .86 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY = 3.61 FLOW PROCESS FROM `ODE G.90 TO MODE 6.90 IS CODE = 7 ------------------------------------------------------------------------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE< « « ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.40 RAINFALL INTENSITY(INCH/IiR) = 2.24 EFFECTIVE AREA(ACRES) = 140.35 TOTAL AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) 225.79 AVERAGED LOSS RATE, Fm(INCII/HR) _ .582 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 1 --------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = l+ AT -I I1-1- 11 4 T vl-- TT -"n Tenn T 1!--T "NYAA av�nT'• 1! nT+ liivm ur XlUALIMNInAlLull (m11V. ) = L3.4U RAINFALL INTENSITY(INCH/HR) = 2.24 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 140.35 TOTAL STREAM AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 225.79 **************************************************************************** FLOW PROCESS FROM NODE 6.90 TO NODE 7.60 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<« < >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 54.70 DOWNSTREAM NODE ELEVATION(FEET) = 54.40 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 225.79 TRAVEL TIME(MIN.) = 1.85 TC(14IN.) = 25.25 FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 91.10 DOWNSTREAM ELEVATION(FEET) = 79.60 ELEVATION DIFFERENCE(FEET) = 11.50 TC(MIN.) = .412*[( 800.00** 3.00)/( 11.50)1** .20 = 13.951 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.903 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII;HR) _ .5820 SUBAREA RUNOFF(CFS) = 11.91 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 11.91 W.w:Kw******w****w**` *******w**w********w*www*********w.w*wwww x K ! *wwwww� FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« M ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.903 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5S-20 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.65 EFFECTIVE AREA(ACRES) = 10.50 AVERAGED Fm(INCII/HR) _ .582 TOTAL AREA(ACRES) = 10 . S 0 PEAK FLOW RATE(CFS) = 22.6 TC(MIN) = 13.95 w.w:r.w.W.wwww:x*K=K**:x.t=:r-:K:Y�r:'Y'Y'C:�'+;`!::x*:,;=r.Y:Y:*`�'.w.:�::r.:!:.y:=1=Y'**.w.:r.'Y:r..rc*`�::r.*w*w�•iw»:**�'Y:w*Y: :f: :l: x: Y:�:**'K :K FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 -------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « 44< UPSTREAM ELI;VATION'(FEET) = 7S.30 DOWNSTREAM ELEVATION(FEET) = 77.00 atttt:r.l HALrI4liJltt(rC.C.1) = 1b.UU DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 28.54 ***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) = .78 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05 PRODUCT OF DEPTH&VELOCITY = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 6.51 TC(MIN.) = 20.46 100 YEAR RAINFALL INTENSITY(INCII/HOUR) = 2.398 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCI-I/IIR) _ .5820 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 11.93 EFFECTIVE AREA(ACRES) 18.10 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 29.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY = 1.66 FLOW PROCESS FROM NODE 7.00 TO NODE 7.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCII/IIOUR) = 2.398 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 11.11 EFFECTIVE AREA(ACRES) = 24.30 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 24.90 PEAK FLOW RATE(CFS) = 40.69 TC(MIN) = 20.416 FLOW PROCESS FROM :NODE 7.30 TO NODE 7.40 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 64.00 STREET LENGTII(FEET) = 500.00 CURB HEIGTH(INCHES) = 6. STREET iIALFWIDTH(FEET) = 1S.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL Ti ME COMPUTED USING ASEAN FLOW(CFS) = 47.68 .... r**STREET FLOWItiG FULLt** ,-T nTky A.fNnT" , "TIC -TTI mc• . NUIPI: .511ttL'l PLUVV VIAULP.11a TUP UP �,Ultb. 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) = .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.91 PRODUCT OF DEPTH&VELOCITY = 3.27 STREET FLOW TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 23.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.253 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/HR) _ .5820 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 13.98 EFFECTIVE AREA(ACRES) = 34.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) = 51.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.30 DEPTHwVELOCITY = 3.52 FLOW PROCESS FROM NODE 7.40 TO NODE 7.60 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 54.40 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTII(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 w*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 59.21 *w*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) = .70 HALFSTREET FLOOD WIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.33 PRODUCT OF DEPTH&VELOCITY = 3.75 STREET FLOW TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 25.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.153 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 15.56 EFFECTIVE AREA(ACRES) - 45.20 AVERAGED Fm(INCH/HR) _ .5S TOTAL AREA(ACRES) " 45.20 PEAT{ FLOW RATE(CFS) = 63.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = ..41 DEPTHwVELOCITY = 3.91 wwwww r r* rw r rw e7www***A*$slow,wwANY Www rww� wwwwWw**� e�w r Kw� wwww.ww FLOW PROCESS FROM NODE 7.60 TO MODE 7.60 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< T/�T . • \1111T TAT .lT (vm P'. .". a 1.'h n LUAPLULAUL VALULJ U6U) I'Ult INULPL'NUhNT ZiTKhAM 1 AKh: TIME OF CONCENTRATION(MIN.) = 25.36 RAINFALL INTENSITY(INCII/HR) = 2.15 AVERAGED Fm(INCH/IIR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 45.20 TOTAL STREAM AREA(ACRES) = 45.20 PEAL{ FLOW RATE(CFS) AT CONFLUENCE = 63.92 FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.25 RAINFALL INTENSITY(INCIi/HR) = 2.16 EFFECTIVE AREA(ACRES) = 1S5.55 TOTAL AREA(ACRES) = 189.70 PEAK FLOW RATE(CFS) = 289.21 AVERAGED LOSS RATE, Fm(INCH/HR) _ .582 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 7.60 TO NODE 11.10 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 23.0 UPSTREAM NODE ELEVATION(FEET) = 54.40 DOWNSTREAM NODE ELEVATION(FEET) = 46.60 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 289.21 TRAVEL TIME(MIN.) _ .39 TC(MIN.) 25.64 w��K.r�r•x.��"K`K:e`KwYK'Kw'KW*:K:r:v`K'Kww:kwx:w.r:Kw.�::KKWr.:Y•'K:Kw'K YC W:xWw:KW�:Wv:'K.w.K'K.v:A::Kw.w.*�':+:w:r.:Kr:�:wr.r,:rw. FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = S ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCII/HOUR) = 2.142 SOIL CLASSIFICATION IS ''A'' RESIDENTIALO 3-4 DWELLINGS/ AC :E SU0AREA LOSS RATE, Fm(INCH/HI'ti) _ .5S20' SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 12.21 EFFECTIVE AREA(ACRES) = 194.25 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 195.40 PEAK FLOW RATE(CFS) = 289.21 TC(MIN) = 25.64 *AA ANA * W A'f::K` *T v:Y*? Y':K'K'K**$At**AT* A t t A* A A IAN ANN A****& Y.'tt Y: Y: :Y W. `K W. W. T'K:K'KY;`Y,:K W,Y.'**1w, w* FLOW PROCESS FROM NODE 11.10 TO NODE 11.30 IS CODS = 4 ------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION(FEET) = 46.60 DOWNSTREAM NODE ELEVATION(FEET) _ 36.50 WYLN PlPh 0lAKt'l*tltklNUH) = b1.UU NUMbbit UP rirL'J = 1 PIPE-FLOW(CFS) = 250.21 TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 26.30 FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 8 -------------------------------------------------- -------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.115 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 16.55 EFFECTIVE AREA(ACRES) = 206.25 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 210.40 PEAK FLOW RATE(CFS) = 289.21 TC(MIN) = 26.30 FLOW PROCESS FROM NODE 11.25 TO NODE 11.30 IS CODE = 8 ------------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< << ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.115 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 8.97 EFFECTIVE AREA(ACRES) = 212.75 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 216.90 PEAK FLOW RATE(CFS) = 293.49 TC(MIN) = 26.30 w:�w�K�:��-r..r:�w:�•�:��W��Kww.:��:�:�:�w:�*r:*:��wr:��x��:Www:�.rc*.rc*�*x:r.:�W�x:*:�:�x�**�x��c��x:x�•� FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 2 -------------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------- ------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = KNE(LENGTN" 3.00)/(ELEVATION CHANGE)]" .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 58.80 DOWNSTREAM ELEVATION(FEET) = 38.20 ELEVATION DIFFERENCE(FEET) = 20.60 TC(MIN.) _ .412TE( 1200.00" 3.00)/( 20.60)j** .20 = 15.536 100 YEAR RAINFALL INTENSITY(IN CII/IIOUR) = 2.725 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/I1R) _ .5820 SUBAREA RUNOFF(CFS) = 24.50 TOTAL AREA(ACRES) = 12.70 PEAI{ FLOW RATE(CFS) = 24.50 FLOW PROCESS FROM NODE 8.20 TO NODE 8.40 iS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ----------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 38.20 DOWNSTREAM ELEVATION(FEET) _ 36.50 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = G. STREET :IALFWIDTH(FEET) = 20.00 n ♦ - . 1f^- __ -11 ---VPlkI -- 4 1 1 .-f- . ---l+.+ . 11 1 ____ \ • .% "" 1 N'1 ER10H STREET CHUSSFALL ( DEC 1 MAL ) = . 0 2 0 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 36.09 ***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 DEPTII(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 17.93 100 YEAR RAINFALL INTENSITY(INCH/HOLTR) = 2.561 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 23.15 EFFECTIVE AREA(ACRES) = 25.70 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 45.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY = 2.46 K****:K*�K:Y•**'K=K**:1:**-%Y::K**:K'-K******'K***�C:K*�K:K:K:K:K*�K:K*;K=K**:K=K*:K=K:K*=K*�K Vii:**�K :K :K 'Y.=Y.*:K*�: :K :Y Y: FLOW PROCESS FROM NODE 9.00 TO NODE 9410 IS CODE 2 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]*w .20 INITIAL SUBAREA FLOW--LENGTII(FEET) = 1100.00 UPSTREAM ELEVATION(FEET) = 55.80 DOWNSTREAM ELEVATION(FEET) = 43.20 ELEVATION DIFFERENCE(FEET) = 12.60 TC(MIN.) = .412*E( 1100.00'* 3.00)/( 12.60)]** .20 = 16.583 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.663 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/IIR) = .5S20 SUBAREA RUNOFF(CFS) = 24.72 TOTAL AREA(ACRES) = 13.20 PEAI{ FLOW RATE(CFS) = 24.72 FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 6 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 43.20 DOWNSTREAM ELEVATION(FEET) = 39.50 STREET LE NGTH(FEET) = 350.00 CURB IiEIGTII(INCIIES) = 6. STREET IIALFWI DTH ( FEET ) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 O;;TSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED `UMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) - 30.31 W*"STREET FLOWING FULL*** I----T'•>n T -T nnr ""C TfT .... - iVUlh: blArILT rLUW tAuhhila l'uY or GuAb. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CIiANNEL. TIIAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTII(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY = 2.33 STREET FLOW TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 18.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.545 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCII/HR) _ .5S20 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 12.37 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH/IIR) _ .58 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 35.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH�VELOCITY 2.56 FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTII(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 54.30 DOWNSTREAM ELEVATION(FEET) = 33.80 ELEVATION DIFFERENCE(FEET) = 15.50 TC(MIN.) _ .412M 1200.00" 3.00)/( 15.50)]''x' .20 = 16.763 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.649 SOIL CLASSIFICATION IS "A'' RESIDENTIAL--> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 19.34 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 19.34 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) _ .35.50 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) 19.34 ST ZET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION TIiAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTIi(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11 PRODUCT OF DEPTH&VELOCITY = 1.37 rr -11, -.1- m r •.r 1.11 - . n n ... r • •. • . 100 YEAR RAINFALL INTENSITY(INCH/IIOUR) = 2.429 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3-4 DWELLINGSiACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 10.40 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 19.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 19.63 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY = 1.37 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE <<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 38.80 DOWNSTREAM NODE ELEVATION(FEET) = 37.40 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.34 TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 21.01 FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«< UPSTREAM ELEVATION(FEET) = 47.00 DOWNSTREAM ELEVATION(FEET) = 37.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 6. STREET IIALFWI DTII ( FEET ) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ;':TTRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 27.49 ***STREET FLOWING FULLT** STREET FLOW MODEL RESULTS: VOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION TIIAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE: FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 2.07 STREET FLOW TRAVEL TIME(MlN.) = 6.04 TC(MIN.) = 27.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.OS5 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL--> 3-4 DWELLINGS/ACRE SUEAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 16.23 EFFECTIVE AREA(ACRES) = 22.40 AVERAGED Fm(INCII/IHR) _ .58 TOTAL AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) = 30.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) _ 18.00 FLOW VELOCITY(rEEKSEC.) 3.36 DEPTAiVELOCI:Y Z.i7 FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.05 RAINFALL INTENSITY(INCH/HR) = 2.09 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 22.40 TOTAL STREAM AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.30 FLOW PROCESS FROM NODE 10.30 TO NODE 11.30 IS CODE = 4 --------------------------------------------------------------------..-------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 37.40 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.30 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 28.40 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 26.30 RAINFALL INTENSITY(INCII/HR) = 2.11 EFFECTIVE AREA(ACRES) = 235.15 TOTAL AREA(ACRES) = 240.19 PEAK FLOW RATE(CFS) = 323.79 AVERAGED LOSS RATE, Fm(INCH/HR) = .535 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONI LUENCE ANALYSES. FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 4 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »»>USING USER-SPECIFIED PIPESIZE««< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM `'ODE ELEVATION(FEET) = 2 2 . S 0 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 323.79 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 27.36 FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 8 \ \ \ \ \ . 11 -1 -1 f-. .1- ♦ i T . -- . - 11 .1 1 ♦ -T ♦ • a T -- . - -T -... 1 1 1 1 1 - -------------------------------------------- ------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.073 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 13.72 EFFECTIVE AREA(ACRES) = 244.75 AVERAGED Fm(INCIi/HR) _ .581 TOTAL AREA(ACRES) = 249.79 PEAK FLOW RATE(CFS) = 328.65 TC(MIN) = 27.36 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.75 RAINFALL INTENSITY(INCII/IIR) = 3.67 EFFECTIVE AREA(ACRES) = 18.10 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 39.34 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.252 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 12.00 TO NODE 12.20 IS CODE = 4 ------------------------------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM :NODE ELEVATION(FEET) = 24.60 DOWNSTREAM NODE ELEVATION(FEET) = 23.20 FLOW LENGTH(FEET) = 510.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.34 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 10.22 FLOW PROCESS FROM NODE 12.20 TO NODE 12.20 IS CODE = 8 ------------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCaiNOUR) = 3.392 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 26.69 EFFECTIVE AREA(ACRES) = 27.10 AVERAGED F m (I :NCH/ IIIZ ) _ . S 6 S TOTAL AREA(ACRES) = 27.10 PEAK FLOW RATE(CFS) = 61.55 TC(MIN) = 10.22 FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 4 ---------------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUME FULL -FLOWING PIPELINE UPSTREAM NUDE ELEVA-1.1ON(NEET) = 23.20 DOWNSTREAM NODE ELEVATION(FEET) = 22.30 FLOW LENGTII(FEET) = 175.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.55 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 10.75 FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 27.36 RAINFALL INTENSITY(INCH/HR) = 2.07 EFFECTIVE AREA(ACRES) = 257.59 TOTAL AREA(ACRES) = 276.S9 PEAK FLOW RATE(CFS) = 292.04 AVERAGED LOSS RATE, Fm(INCH/HR) = .820 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 12.30 TO NODE 12.60 IS CODE = 4 --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION(FEET) = 22.50 DOWNSTREAM NODE ELEVATION(FEET) = 19.20 FLOW LENGTI•I(FEET) = 520.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 292.04 TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 28.00 »:�:��:�r:�wr:*�::r•:��:r.:��w�*WrwwWv:ww.�:w.:z�**:�:�:�r::�*�**W�x�**:r.�:�*��*:�wr�:�*�*****:�:�**r:*�:�*� FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.049 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCII/HR) _ .0970 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 21.79 EFFECTIVE AREA(ACRES) = 269.99 AVERAGED m(INCH/HR) _ .787 TOTAL AREA(ACRES) = 2S9.29 PEAK FLOW RATE(CFS) = 306.78 TC(MIN) = 28.00 c• w � •r Y::Y. 'Y. * '!::f: �: �: w :K :x =� Y' * Y::% � Yc * � w �::� y: �: * �::K x :K Y:.W. Y: �: w y; 'K •K 'K 'K 'K w Y: 'Y- 'Y• 'Y .� W. 'K 'tr 7 :Y �: w 'f= 'X =1: �: �: t 'k .r 'Y � 'r. '� 'Y- r: Y' 'r W w PLOW PROCESS FROM NODE 12.60 TO NODE 12.30 IS CODE = 4 >>>>>COMPUTE PIPE -FLOW TRAVEL TINE THRL' SUBAREA««< > »»USING USER-SPECIFIED PIPESIZE««< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION(FEET) = 19.20 DOWNSTREAM NODE ELEVATION(FEET) = 16.70 FLOW LENGTHREET) = 265.00 MANNING'S N = .013 ."T ♦I P'.\• T\ T T1T. T\ T l \/T TT.TI / T f. 1. TT \ /. ! n .l ♦f.♦♦IT\T. T1 .1^+ T1 T TT+e� + Yll'r-tLUYv(lrJ) = sub. id TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 28.29 FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 8 ----------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.039 SOIL CLASSIFICATION IS "A" C0MMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 19.23 EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH/HR) _ .760 TOTAL AREA(ACRES) = 300.29 PEAK FLOW RATE(CFS) = 323.51 TC(MIN) = 28.29 FLOW PROCESS FROM NODE 12.90 TO NODE 13.00 IS CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 48.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION(FEET) = 16.70 DOWNSTREAM NODE ELEVATION(FEET) = 6.70 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 323.51 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 29.32 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 300.29 TC(MIN.) = 29.32 EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH/IIR)= .76 PEAK FLOW ATE(C S) = 323.51 END OF RATIONAL METHOD ANALYSIS ONSITE MAP ONE RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4478 Analysis prepared by: WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 ************************** DESCRIPTION OF STUDY E3 * KAISER PERMANENTE - ONSITE HYDROLOGY - ONSITE MAP ONE FILE NAME: ONSITE.1 TIME/DATE OF STUDY: 9:52 7/13/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .950 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) _ .9595 SLOPE OF INTENSITY DURATION CURVE = .5000 FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA--FLOW-LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1140.00 DOWNSTREAM ELEVATION(FEET) = 1135.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC(MIN.) = .304*(( 280.00** 3.00)/( 4.50)]** .20 = 6.615 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.890 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.02 J' •N yJ'J'•4- -- I 1•.4- W. -+ -- W a. J• J - - - w �- --—-- W W W •, --— J. — y„ i W -J —-- W ---— W W W W - L - W W FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 7.54 RAINFALL INTENSITY(INCH/HR) = 2.71 EFFECTIVE AREA(ACRES) = 5.40 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 13.60 AVERAGED LOSS RATE, Fm(INCH/HR) = .097 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 1.20 TO NODE 1.40 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1131.50 DOWNSTREAM NODE ELEVATION(FEET) = 1131.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.60 TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 7.66 FLOW PROCESS FROM NODE 1.40 TO NODE 1.40 IS CODE = 8 ------------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.686 SOIL CLASSIFICATION IS "A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 10.72 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 23.30 TC(MIN) = 7.66 FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< - DEPTH OF OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 1131.00 DOWNSTREAM NODE ELEVATION(FEET) = 1128.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.30 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 8.02 FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.624 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.56 SUBAREA RUNOFF(CFS) = 8.10 EFFECTIVE AREA(ACRES) = 13.56 AVERAGED Fm(INCII/HR) _ .097 TOTAL AREA(ACRES) = 13.56 PEAK FLOW RATE(CFS) = 30.84 TC(MIN) = 8.02 FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 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 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1128.00 DOWNSTREAM NODE ELEVATION(FEET) = 1125.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.84 TRAVEL TIME(MIN.) _ .84 TC(MIN.) = 8.86 FLOW PROCESS FROM NODE 1.60 TO NODE 12.00 IS CODE = 8 ------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/IIOUR) = 2.497 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 9.81 EFFECTIVE AREA(ACRES) = 18.10 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 39.09 TC(MIN) = 8.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.10 TC(MIN.) = 8.86 EFFECTIVE AREA(ACRES) = 18.10 AVERAGED Fm(INCH/HR)= .10 PEAK FLOW RATE(CFS) = 39.09 END OF RATIONAL METHOD ANALYSIS ONSITE MAP TWO RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4478 Analysis prepared by: WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 (619) 946-1775 DESCRIPTION OF STUDY * * * KAISER PERMANENTE - ONSITE HYDROLOGY - ONSITE MAP 2 :r.***:�*:�*x:*:��:*:r•*************-r:*********w..�*****:�*:�****�t**-r.*x:x:r.*:�*:*****:►:*w:r•:r-w:r FILE NAME: K2ONSITE.DAT TIME/DATE OF STUDY: 10:14 7/13/1990 ------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .950 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) _ .9595 SLOPE OF INTENSITY DURATION CURVE _ .5000 FLOW PROCESS FROM NODE 2.01 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < DEVELOPMENT IS COMMERCIAL TC = K -"[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 1131.60 DOWNSTREAM ELEVATION(FEET) = 1131.25 ELEVATION DIFFERENCE(FEET) _ .35 TC(MIN.) _ .304*[( 250.00** 3.00)/( .35)]** .20 = 10.300 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.316 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) _ .76 TOTAL AREA(ACRES) _ .38 PEAK FLOW RATE(CFS) _ .76 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESILE (NON -PRESSURE FLOW) <<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.5 UPSTREAM NODE ELEVATION(FEET) = 1131.25 DOWNSTREAM NODE ELEVATION(FEET) = 1130.80 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = .76 TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 10.51 FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.292 SOIL CLASSIFICATION IS "A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .40 EFFECTIVE AREA(ACRES) _ .58 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = .58 PEAK FLOW RATE(CFS) = 1.15 TC(MIN) = 10.51 w.r.��.r::r.r:.w.ww.w:r::rww�:.�=r.war:r.:r::r�:x:.rc.r:w:�*w.r:�=*wr::rW.w.:r�:�:*:�:r.:�:w�::r•x:a:WwWw..r:�::�:�:•r:-+=w:�:x.r:.r:�:�::v:��:�:�:�w*.r: FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.0 UPSTREAM NODE ELEVATION(FEET) = 1130.80 DOWNSTREAM NODE ELEVATION(FEET) = 1129.70 FLOW LENGTH(FEET) = 110.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.15 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 10.97 *:rr:�:r•r:.r::r•:r.:r.x:�:�x:x::xr::�x:r.�.w.��:�:w*�:r:****:r�*��.r. r.�:rwWr*�:��xr:�:�w�:t•�c�:v::��:�wr:*=x*�****:�-�.rc FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 8 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.244 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.35 EFFECTIVE AREA(ACRES) = 1.28 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 2.47 TC(MIN) = 10.97 t :t' �::t" :t :t :i' :t t- -'� -t �- -+ :t .R' :t' :t::t' i 1' +' :t:.t: _t::t t :t t t t :t• .k .k t' :f f' .t t: 't :t' + x -t• :t' :t' :t' :R' :t::t::k :t' :t::t' :t :t' :t :f' :i' :r :t' #::�' :t::K :f :t::f• :t' t' :�W,_ :y.:i::t:.y::{: FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION(FEET) = 1129.70 DOWNSTREAM NODE ELEVATION(FEET) = 1128.90 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.47 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 11.25 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.216 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCIi/HR) _ .0970 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.86 EFFECTIVE AREA(ACRES) = 2.78 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 5.30 TC(MIN) = 11.25 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1128.90 DOWNSTREAM NODE ELEVATION(FEET) = 1127.40 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.30 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 11.69 :r:x•r::r.W�:x:r.rww:�:t::x�::�*�:r:r:x:.r:**.w.*x: .r::�:�x:x:�::�w*»:r *x:*�:�:*Wr::�W r: x�:��:.w.*x»::r. :r..w.w�:�WWr:�:�w�:*�:*�:** FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.174 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .73 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 3.51 AVERAGED Fm(INCIi/IIR) _ .097 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 6.56 TC(MIN) = 11.69 END OF STUDY SUMMARY: EFFECTIVE AREA(ACRES) = 3.51 AVERAGED Fm(INCII/I11)= .10 PEAK FLOW RATE(CFS) = 6.56 END OF RATIONAL METHOD ANALYSIS APPENDIX n LIJ ZD 7: lU :r 'YL IYagIle r f'ucifie 33" 42" 45" J51" Qf " J i11 J L J 5AN DERNAROINn AVENUE In CL L ill N CD U cl, 7 -C - 5 1 -< 'r j{ -C 4 211" r.lnizY�o>ro nvcl�iuc:::::--.... ..................1��-- '-t-1 ►,Ns. VALLEY. BOULL".VARD 54 11 63�� CITY OF FONTANA PROPOSED MASTER PLAN IMPROVEMENTS RIALTO CHANNEL 72'! CITY OF FONTANA MASTER PLAN IMPROVEMENTS STORM DRAIN CONSTRUCTION ESTIMATE DESCRIPTION QTY UNIT UNIT PRICE COST 24" RCP 400 L.F. $ 88.00 $ 35,200.00 30" RCP 500 L.F. 97.00 48,500.00 33" RCP 330 L.F. 104.00 34,320.00 42" RCP 350 L.F. 123.00 43,050.00 45" RCP 300 L.F. 126.00 37,800.00 48" RCP 540 L.F. 135.00 72,900.00 51" RCP 1120 L.F. 137.00 153,440.00 54" RCP 1300 L.F. 145.00 188,500.00 60" RCP 265 L.F. 159.00 42,135.00 63" RCP 520 L.F. 167.00 86,840.00 72" RCP 1000 L.F. 199.00 199,000.00 81" RCP 350 L.F. 245.00 85,750.00 84" RCP 650 L.F. 263.00 170,950.00 Manhole 14 EA 2,000.00 28,000.00 Paving Replacement 68,850 SQ.FT. 1.50 103,275.00 Sub -Total $1,331,660.00 20% Contingency 266,332.00 Total $1,597,922.00 Wo (7 l �1 V7 J irugT,cr 33" J 42�� 4 5" J 51 81 ") 84" J AVENUE to Cl. r Ct. K V t U �. ........... -�-.. ilk VALLEY. BOULLVARD RIALTO CHANNEL 00 1 39 4-5 " 63'` 72" CITY OF FONTANA PROPOSED MASTER PLAN IMPROVEMENTS ( WITH KAISER IMPROVEMENTS) CITY OF FONTANA MASTER PLAN IMPROVEMENTS CONSTRUCTION ESTIMATE STORM DRAIN COST UNIT UNIT PRICE 351200.00 gi $ 88.00 $ DESCRIPTION 400 L.F. 48,500.00 24 RCP " L.P. 97.00 34,320.00 �� 30 RCP 500 L.F. 104.00 43,050.00 33" RCP 330 L.F. 123.00 37,800.00 �� 42 RCP 350 L.F. 126.00 72,900.00 45" RCP 300 L.F. 135.00 153,440.00 46 RCP " 540 L.P. 137.00 188,500.00 51" RCP 1120 L.F. 145.00 42,135.00 54" RCP 1300 L.P. 159.00 86x840.00 60" RCP 265 L.P. 167.00 199,000.00 6311 RCP 520 L.F. 199.00 85,750.00 72" RCP 1000 L.P. 245.00 170,950.00 81" RCP 350 L.F. 263.00 28,000.00 84" RCP 650 EA 2,000.00 14 1.50 103,275.00 Manhole 68,850 SQ. $1,331,660.00 paving Replacement Sub -Total 266,332.00 20% Contingency $1,597 922.00 Total KAISER IMPROVEMENTS DESCRIPTION - OTY UNIT UNIT PRICE+ COST 18" RCP 380 L.F. $ 67.00 $ 25,460.00 21" RCP 50 L.F. 78.00 3,900.00 24" RCP 210 L.F. 88.00 18,480.00 30" RCP 400 L.F. 97.00 38,800.00 39" RCP 510 L.F. 118.00 60,180.00 45" RCP 175 L.F. 126.00 22,050.00 MAN130LE 1 EA 2,000.00 2,000.00 Sub -Total $ 170,870.00 208 Contingency 34,174.00 Total $ 205,044.00 VALLEY 74N I; - w 1 I- R W I I R6W I R5W I I4W' y T 'R2Y/ r i T- ' RlW ' �;'' t ._t.., ,•>: , ''� _„l fit, o - - - - -- -- - - ” - j RIE • i, R2E MXYERIA 1<r•� �- y� I 'Ire -3 • �. 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'16d as I Il • b , -- r -- - - • - - i-- - , - - - . _ _ <.,ro.: • RIE ; 1 R E 1` +}a _ -: • ° ti `� r �; - _.y - SAN I afANA♦f0IN0 WMTY - oN ��' / T2S - -_ ' - _ _ ^w'•• _ _ -- -_ -/_- 1 - ArvlAetoE couxr - > s.•oo - ` o .7 V i I ERSIDE :rL -t• • . •.. "t.•' ••� t. „rl to - 114W 4 I R3 .e<.r...< R2W \ �o� RI " F ; �i� : rte•' QA MT>,)L!'• R 5 W. i A, : REDUCED DRAWING SAS - SCALE ilt= 4 MILES 1•• .e; 3 — _ .�1:.---- A. ,._ — SAN BERNARDINO COUNTY -_ -.-°4 —1- i•Rsw I R7W R5 - - HYDROLOGY MANUALLEGENDt • ......................... ISOt-INES PRECIPITATION [INCHES) B- 1 1 SAN •BERNARDINO COLNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS Y,o — 10 YEAR I HOUR BASED ON U.SO.C., KORA. ATLAS 2. 1973 AIFMIOVED BY --- FL t SCALE FILE N0. DMMC NO - DATE 1 f'•2ML WAO.1 1 3 of 12 FIGURE B-3 E ;7• 7 MY .51- An 21, %:1 2 P • - -_1 I , , 11 L . i. X L a Ir - % y IA 0;_X� uw S—A ar: 4o� d- e. 41— X.•ez A Vj', A jib Vi D lk C 0 'fl fo' W11 % L a N -A-, T.•It iv 11 4 A! • Fri-7 rT Y Z-FlIvi, ; "tr _4;- `Q 1 7 7. 1 41 Z`:2,5E.;;zw m Z. -v 'C -A im MAI* T" Y �;v W. J A 4 • % 4— A 7 A '4 A J -4 -y A :7 sv. V Q _7' •-7 (37 x*-,: V2 m Z, 16 -_-p! 17-11 z= Ar j.6 .51, N-4 , &5—L 6 P. 7 -- pe j - 49s -.11 A -T Ir D D it, ? STUDY A AREA U"W-111 A L JI SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INCEX MAP -V4 SOIL GROUP SOUNOARY A SOIL GROUP DESIGNATION _ SCALE-1.98,000 BOUNDARY OF INOICATEO SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS r-Dr)"D MAP C-10 FOR SOUTHWEST -A AREA FIGURE C-5 C-1 C-2 AN BERNARD COUNTY ca c -e 74- C-4 INCEX MAP -V4 SOIL GROUP SOUNOARY A SOIL GROUP DESIGNATION _ SCALE-1.98,000 BOUNDARY OF INOICATEO SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS r-Dr)"D MAP C-10 FOR SOUTHWEST -A AREA FIGURE C-5 a• IN 4b O CD O LEGEND QTY GIF \ I � FGA�ljlFAl'\ N / COUNTY OF SAN BERNARDINO ILO(��Y MAvP-\ is D% < IVqre 0 A v 67. h/ R% )'OR I PiPD V,!5A-f EJ 7-:5 /,V 7-,-//5 I 6 t's r-c:Tolz v,<E ISTING —\— Dr-- WING "E" /\ — — -�,> /\ 18" X 29" CMP 6'Ll S T I NG 15" RCP RCP IS X29" tA P, > INLET 15 5.D. > INLET kE D A � MED. I L Sx 16'r -1 45. D. -ri-j— -1-j PAP S. D, LL= Il 15 S. D. L Ll MOB '1 T �-j LL, 1 30" RCP\ I iI`xl5-17 18 S.D. EXISTING 24" RCP EXISTING 4Z RCP V A L L E Y PA L M ETTO DRAIN MA6-f E- P-1 DP- 6U'\ W7 o'9"tP, A it L c) I U16 lz/0fa - ,,-\I A R D I Ni 0 APPROVED BY. - F R W Y DA T E 13.0 kr. •fir .. (--j INDICATES AREA IN ACRES. 0 INDICATES NODE NUMBER. .ys®_ PROPOSED REINFORCED CONCRETE PIPE. INDICATES PIPE SIZE IN INCHES. PIPE SIZES SHOWN ARE ESTIMATED PIPE SIZES DETERMINED FROM THE HYDROLOGY CALCULATIONS. } IIM1111111 RIALTO AVENUE CHANNEL. :•: `;_ ;. INDICATES AREA DETERMINED FROM HYDRAULIC ANALYSIS MARCH 4, 1985. INDICATES AREA DETERMINED FROM PHASE I HYDROLOGY STUDY FOR KAISEF PERMANENTS PRIMARY CARE CENTER DATED JULY 1990. INDICATES AREA DETERMINED FROM PHASE 11 HYDROLOGY STUDY FOR KAISER PERMANENTE PRIMARY CARE CENTER DATED JULY 1990. NOTE: THE AFOREMENTIONED STUDIES WERE PREPARED BY WAGNER PACIFIC INC. NOTE: THIS HYDROLOGY STUDY ASSUMES THAT THE PROPOSED RANDALL AVENUE STORM DRAIN INTERCEPTS 100% OF THE FLOW. REFER TO J.M.M. REPORT DATED APRIL, 1988. FOR REFERENCE TO THE RANDALL AVENUE, STORM DRAIN. EX Il�)TIN61 42" STORM D2AIN SHEET CITU OF FONTANA OF COUNTY OF SAN BERNARDINO P YDROLoUY MAP SHEETS FO 12 JAB N0, PALMETTO DRAIN 3'52-°s-9° MASTER DRAIN�iE STUDY V A L L t T -r-r-V-M.------------ - APPROVED BY : i - p to V 1 f• .. _ I -�•rA5 h Y t / �r .. - t i ... h _ � 2 Y.1 G� .. �-AOLmmmmmmmt (--j INDICATES AREA IN ACRES. 0 INDICATES NODE NUMBER. .ys®_ PROPOSED REINFORCED CONCRETE PIPE. INDICATES PIPE SIZE IN INCHES. PIPE SIZES SHOWN ARE ESTIMATED PIPE SIZES DETERMINED FROM THE HYDROLOGY CALCULATIONS. } IIM1111111 RIALTO AVENUE CHANNEL. :•: `;_ ;. INDICATES AREA DETERMINED FROM HYDRAULIC ANALYSIS MARCH 4, 1985. INDICATES AREA DETERMINED FROM PHASE I HYDROLOGY STUDY FOR KAISEF PERMANENTS PRIMARY CARE CENTER DATED JULY 1990. INDICATES AREA DETERMINED FROM PHASE 11 HYDROLOGY STUDY FOR KAISER PERMANENTE PRIMARY CARE CENTER DATED JULY 1990. NOTE: THE AFOREMENTIONED STUDIES WERE PREPARED BY WAGNER PACIFIC INC. NOTE: THIS HYDROLOGY STUDY ASSUMES THAT THE PROPOSED RANDALL AVENUE STORM DRAIN INTERCEPTS 100% OF THE FLOW. REFER TO J.M.M. REPORT DATED APRIL, 1988. FOR REFERENCE TO THE RANDALL AVENUE, STORM DRAIN. EX Il�)TIN61 42" STORM D2AIN SHEET CITU OF FONTANA OF COUNTY OF SAN BERNARDINO P YDROLoUY MAP SHEETS FO 12 JAB N0, PALMETTO DRAIN 3'52-°s-9° MASTER DRAIN�iE STUDY V A L L t T -r-r-V-M.------------ - APPROVED BY : i p 111111 I h Y �r 44`99 h _ � 2 «k 9z E x rt } f « t r, 1-" �` r- N I n (--j INDICATES AREA IN ACRES. 0 INDICATES NODE NUMBER. .ys®_ PROPOSED REINFORCED CONCRETE PIPE. INDICATES PIPE SIZE IN INCHES. PIPE SIZES SHOWN ARE ESTIMATED PIPE SIZES DETERMINED FROM THE HYDROLOGY CALCULATIONS. } IIM1111111 RIALTO AVENUE CHANNEL. :•: `;_ ;. INDICATES AREA DETERMINED FROM HYDRAULIC ANALYSIS MARCH 4, 1985. INDICATES AREA DETERMINED FROM PHASE I HYDROLOGY STUDY FOR KAISEF PERMANENTS PRIMARY CARE CENTER DATED JULY 1990. 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