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HomeMy WebLinkAboutKaiser Permantente Proposed Site ImprovementsHYDROLOGY STUDY FOR KAISER PERMANENTE PROPOSED SITE IMPROVEMENTS ]I Wagner Pacific CML CNOINIEMLS SURVEYORS DWI, 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 Wagner Pacific Inc. 1 Wagner Pacific, Inc., conducted a field review of the drainage basin 18484 HIGHWAY 18, SUITE 285 1 APPLE VALLEY, CA 92307 (619) 946 -1775 May 25, 1990 FAX (619) 946 -1781 ' Mr. Robert W. Weddle, P.E. 352 -05 -90 City Engineer City of Fontana ' 8353 Sierra Avenue Fontana, CA 92335 Subject: Review and Revision of Hydrology for Kaiser Permanente 1 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 1 Dear Mr. Weddle, P. E. We are pleased to have had the opportunity to prepare this report for 1 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 1 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 Wagner 1 Pkif1C May 25, 1990 11111 aArEo findings of this CIVIL ENGINEERS I S U R V E Y O R S ' Mr. Robert W. Weddle, P.E. 352 -05 -90 City Engineer City of Fontana ' 8353 Sierra Avenue Fontana, CA 92335 Subject: Review and Revision of Hydrology for Kaiser Permanente 1 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 1 Dear Mr. Weddle, P. E. We are pleased to have had the opportunity to prepare this report for 1 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 1 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. Master Planned system. 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 1 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. II 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, Ell WAG ACIFIC, INC Q Rpf ESSIO Dana S. Halladay, P. E. NL UL 34751 Vice President Keith E. Wallace f OF CA���� Project Manager KEW:jj AVK:1 -009 Enclosures cc: J. Strodtbeck, Project Coordinator F. Molinos, Senior Engineering Services D. Hunt, Kaiser Permanente R. Hoskins, Robert G. Hoskins & Associates L Wagner Pacific w ew�or,n�o eM� aew•.w .unv�ven. t•. ht�.�� wn ;: :(•:�;~ Cx.. AVE' .•. •••• 2 IZ t •YMCA j L 'F 22• t i . : veterans:. •Wel E -• •• , : m , a y, ;- t;.:. Memorial;• Fontana cb • �)I • r •� rI V , ST - ..... - I > _. "•; .......... AT L • ' •• .`e:.,� i ms L PINE AVE ` .. ' PIN AVE : .. k : , . m ti ........ 1200 • �' . - ri o : ;% 1 p t• _ �. 17 AVE t 18 // RAN AtL 1 — =e—sJ �h w ' �• ~ HAW OR E �` • I . U. _ u ..... . «s ... > L � •� •••.i � �',6p`�JI C AVE `1 : „ :....: SAN B RN ROINO — _ —� •• = W i,• t I r - I Trailer ..� • • •�W > q I l4 OUp rk s MA G s �tal el +�• I I �� Trailer _ Trailer •I ��L I) �•� X •.•• i Park ' rBifeC Qa J W I -- n ■ � a . � of .'.. • .. loa • ■ Trailer 1094 LIMITS OF • — �� t •T Park - - - - -- -- - - - - -- - - - - - -: W - -- STUDY 7 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. u � I I I L 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. Ll ' 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 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. 1 u [l 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. 1 u [l P4 W 0 7 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 - STUDY: - 11_34 -- - 7/11/ 1990 ------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULI =C 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)] ** .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 *[( 2380.00 ** 3.00)/( 36.00)] ** •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 1 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.) = 1.86 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 1 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 0 I n ull i I� J C r 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 M<< << 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 AREA(ACRES) = 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 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *)K FLOW PROCESS FROM NODE 220 TONODE 2.30 IS CODE _ - - 6 - -- ------------------------------------------------------- - - - - -- --- - - - - -- » » >C041PUTE STREET FLOW TRAVEL TIME THRU SUBAREA <M< ' 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 DEPTHAVELOCITY = 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 /HR) _ .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 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(INCH /HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 29.70 TOTAL STREAM AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.25 t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * .x PEAK FLOW RATE TABLE 'x Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 51.11 19.86 .354 42.10 ' 2 50.96 21.14 .359 43.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 19.860 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<< <<< L n �I 0 Hl 0 ---------------------------------------------------------------------------- DEPTH 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 = 1 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(I.NCH /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<< M >> >>>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 - << « <----------- - - - - -- C! I J ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE _ ---------------------------------------------------------------------------- >> >>>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 *[( 1200.00'K* 3.00)/( 19.50)]'x* .20 = 16.010 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.857 SOIL CLASSIFICATION IS "A" RESIDENTIAL 3 - 4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 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) = 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) 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 0 '1 iv Fii G 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 DEPTH *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 = K ** 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)) ** .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) = 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) = 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 WI.DTH(FEET) = 15.19 FLOW VELOCITY(FEET /SEC.) = 1.24 DEPTH *VELOCITY = .69 1 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(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 8.78 EFFECTIVE AREA(ACRES) = 16.50 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 15.74 TC(MIN) = 20.49 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 I n 0 7 Ll Fl u u I L' C� 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) = 18.19 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 HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 FLOW VELOCITY(FEET /SEC.) = 3.80 DEPTH *VELOCITY = 1.99 -- 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) = 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(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 1.69 STREET FLOW TRAVEL TIME(MIN.) = .85 TC(MIN.) = 24.23 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 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) = 22.20 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 19.08 END OF SUBAREA STREET FLOW HYDRAULICS: C r I C i I 0 J FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY = 1.69 -- FLOW - PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 --------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE M<< << >> M AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< M 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. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 33.78 21.27 .582 35.88 2 32.78 24.23 .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(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) = 36.31 ** *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.) = 4.37 PRODUCT OF DEPTHAVELOCITY = 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) = 41.88 AVERAGED Fm(INCH /HR) _ .58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .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<< <<< * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 87.40 23.74 .475 91.08 2 82.05 26.80 .478 93.80 3 88.23 21.65 .470 85.60 4 88.38 22.93 .473 89.65 TOTAL AREA = 93.80 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(INCH) = 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(CFS) = 89.90 TC(MIN) = 23.65 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 VELOCITY(FEET /SEC.) = 3.0 DOWNSTREAM NODE ELEVATION(FEET) = r 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<< M 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 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) = 8.73 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(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) = 12.34 STREET FLOW MODEL RESULTS: - ' STREET FLOW DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) 9.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.74 PRODUCT OF DEPTH &VELOCITY = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 3.57 TC(MIN.) = 13.60 �l L u 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) _ .58 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 14.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 10.81 FLOW VELOCITY(FEET /'SEC.) = 3.76 DEPTH *VELOCITY = 1.;5 FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< J i J H L r J L STREET LENGTH(FEET) = 1000.00 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 STREET FLOW TRAVEL TIME(MIN.) = 4.09 TC(MIN.) = 17.69 * *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.) = 4.08 PRODUCT OF DEPTH&VELOCITY = 2.03 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(INCH /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 << <<< » »> USING USER- SPECIFIED PIPESIZE « «< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.2 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 = 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(INCII /fIOUR) = 1.739 RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) 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 Fm(INCH /HR) _ .5820 3.85 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 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 C� n I T I �J 1 L� 1 n C * *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 /SEC.) = 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) _ .58 TOTAL AREA(ACRES) = 33.80 PEAK FLOW RATE(CFS) = 32.88 END OF SUBAREA STREET FLOW HYDRAULICS: 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 - 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) = 37.62 ** *STREET FLOWING FULL * * * STREET FLOW MODEL RESULTS: r f` 0 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) = 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 VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.58 RAINFALL INTENSITY(INCH /HR) = 1.47 AVERAGED Fm(INCH /HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 140.35 TOTAL STREAM AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.96 -- 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 65.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = - 4.0 UPSTREAM NODE 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(MI1.) = 2.74 TC(MIN.) = 28.32 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) = 17.03 ** *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) = .68 - HALFSTREET FLOOD WIDTH(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 /HOUR) = 1.581 SOIL CLASSIFICATION IS "A" RESIDENTIAL - > 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCII /AIR) _ .5820 FLOW - PROCESS - FROM - NODE - - - -- 7_00 - TO - NODE 7.10 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS4< <<< 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)] ** .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 SUBAREA MAINLINE - PEAK - FLOW<< «<----------------------- - ->> - OF - - TO - 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 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) = 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) = 17.03 ** *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) = .68 - HALFSTREET FLOOD WIDTH(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 /HOUR) = 1.581 SOIL CLASSIFICATION IS "A" RESIDENTIAL - > 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCII /AIR) _ .5820 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 TIIRU 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 i. 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. 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.) = 4.30 PRODUCT OF DEPTH &VELOCITY = 2.41 STREET FLOW TRAVEL TIME(MIN.) = 3.10 TC(MIN.) = 25.20 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.480 SOIL CLASSIFICATION IS "A" RESIDENTIAL - > 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 7.52 EFFECTIVE AREA(ACRES) = 34.20 AVERAGED Fm(INCH /HR) _ .58 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 ------------------------------------------------------------------------------ > > > > > CO3'APUTE STREET FLOW TRAVEL TIME TIARU 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) = 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 V 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) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.02 DEPTH *VELOCITY = 2.52 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(INCH /HR) = 1.40 AVERAGED Fm(INCH /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 - CODE - = --- 7 -- _--- - - - - -- >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 28.32 RAINFALL INTENSITY(INCH /HR) = 1.40 EFFECTIVE AREA(ACRES) = 185.55 TOTAL AREA(ACRES) = 189.70 PEAK FLOW RATE(CFS) = 161.38 AVERAGED LOSS RATE, Fm(INCII /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 = 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 NODE 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)t« « 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) = 161.38 TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 29.82 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 FOINCII/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(CM = 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 CA TC(MIN.) = .412 *[( 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) = 6. STREET IIALFWIDTH(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 WIDTH(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 INTENSITY(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 1 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 DEPTH *VELOCITY = 1.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 39.80 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 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 w *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 WIDTH(FEET) = 14.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.22 PRODUCT OF DEPTH &VELOCITY = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 18.39 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.733 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(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 VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY = 1.85 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 *l 3.00) /(ELEVATION CHANGE)] ** .20 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 DI.FFERENCE(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) = 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 w *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 WIDTH(FEET) = 14.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.22 PRODUCT OF DEPTH &VELOCITY = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 18.39 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.733 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(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 VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY = 1.85 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 *l 3.00) /(ELEVATION CHANGE)] ** .20 UPSTREAM ELEVATION(FEET) yy 54.30 vy ry DOWNSTREAM ELEVATION(FEET) = 38.80 ELEVATION DIFFERENCE(FEET) = 15.50 TC(MIN.) _ .412 *[( 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 HALFWIDTII(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 TC(MIN.) = 20.25 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.651 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCII /HR) _ .5820 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 10.40 AVERAGED Fm(INCH /IIR) _ .58 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 TIME 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) = 38.80 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.) = 21.68 -- 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 DEPTHAVELOCITY = 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 ?LODE 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) « <<< 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 LENGTII(FEET) = 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) = 178.0.3 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 TC(MIN.) = 31.37 FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 8 ---------------------------------------------------------------------------- - ->> >>>ADDITION 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 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 - IS -CODE - _--- 7------ - - - - -- ----------- ---------- ---------- ------------ >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE M<< << USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.75 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. - - FLOW PROCESS FROM NODE 12.00 TO NODE 12.2.0 IS CODE = 3 I Ile / V %JLUA USA- Z • i L. t L V f. • A." . L " • • a. - • •la.v v v ua......sl • • • • ` - ->> >>> USING - COMPUTER_ ESTIMATED - PIPESIZE -(NON _PRESSURE - FLOW)« « <----- - - - - -- 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 ESTIMATED 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 E l >> >>>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) = 22.80 FLOW LENGTH(FEET) = 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 x* �:* ��r*: KY: �KY���K* r:' K* K*: K*' K��cy:' K*** �K***' K�' K' K: K***** �:* �**: Y• � * * * *'K *� * * * * *= K *�c� *�� *�K'K * *� 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 /HR) _ .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(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 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 /HR) _ .0970 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 11.97 EFFECTIVE AREA(ACRES) = 295.25 AVERAGED Fm(IYCH /HR) _ .486 TOTAL AREA(ACRES) = 300.29 PEAK FLOW RATE(CFS) = 232.36 TC(MIN) = 32.36 - - 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 38.6 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 = i 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 G fl 0 i J P4 4 � W LO I I 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)] ** .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 *[( 2380.00 ** 3.00)/( 36.00)1 ** .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 •rte �•i 4 i••r 1 � 3 i rrt ki wy tt #i• •ttw?•Yd•-.•r• Pit• ww• bY• w• l• �••+• wwwK•: wwwww +-wwwwwwwwwwwwwwwwwwww•rwww 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** p" 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 mnnn A r Ofrnr. A 14 A n A. A /"n r. r� - 4 A o 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<< <<< - - fe. Ce Tee+ . .. +♦ T"e. . m � mow• e+e+re e. \ n n w n nAe.T.T t'e Te'. t . •• T'e• TeT . T e' I1f /!".n TT \ .. r w r A 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 D$PTH *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. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 61.38 19.70 .355 42.23 2 61.34 20.87 .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 ---------------------------------------------------------------------------- i t y � i r4Ailn T Ta n T TNr' "I AUT mn 4 IITTT m T %IT? mTT"ll .111" A nVl A i i 1 iI - >> >>>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 M<< << >> >>>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" Tf"."• i TT1.n i • • ♦ A • f\f.•f+f • f f•lv ev i . rvrT Cf.n . �� ♦ • /.rvry e'. . w.T .+ I f ••hif /fffl ♦ _ r / [ A 7 L 0 u u G 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 DEPTHAVELOCITY = 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 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.22 RAINFALL INTENSITY(INCH /HR) = 1.86 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 16.40 TOTAL STREAM AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 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 trnrmnc A AN rr "lY 4 Ir T ^ILT ( n"T`T \ -- n 0 n n r H Fil �l fl J llUWNSTt(EAM ELEVATI = 74.10 ELEVATION DIFFERENCE(FEET) = 17.90 TC(MIN.) = .412 *[( 1480.00 ** 3.00)/( 17.90)1 ** .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 HALFSTREETS 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 /SEC.) = 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 OF 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 r+♦ r. n. r+n r. rr r r. (. .- ..��.r •r�.+r. . nn n.n ..r. e�� . nn •c. /'. f�TT _ I'. ---------------------------------------------------------------------------- - ->> >>>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 FLOW 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 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" T%T`C T ""UTT T ♦ T % /i • TT.TT!T T T \- L TT" A • m_ TT ... i T %T"'T f iTT \ - C 0 i1 A 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.) Fm(INCH /HR) Ae(ACRES) 1 42.17 21.22 .582 36.12 2 41.33 23.89 .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 LENGTH(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 ** *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 .1 r T)T . i9 T ♦ T 1TT l I r • {T Ti. T.1TN T T {l ( T Ie IV T• r Ii /TfT\ \ - ♦ n A A 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 - _-- ------ - - - - -- >> >>>CONFLLENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 107.59 23.58 .475 91.32 2 102.20 26.31 .478 93.80 3 108.32 21.47 .470 85.87 4 108.77 22.65 .473 89.65 TOTAL AREA = 93.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.77 Tc(MIN.) = 22.646 Ell 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) = 54.80 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 6.80 TO NODE 6.90 IS CODE = 4 -- - - - - -- - - - - ----------------------------------------------------- _- ;1j.IlrY IT Tr nTnT-• r T .-SO mn4 TTr•T mT it1} M : TTTfAT%" �� i » >>> USING USEK- 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 Ll 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 16 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) = 10.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.85 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(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 8.86 EFFECTIVE AREA(ACRES) = 11.10 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 Y w- w w w- w w w w -- w w Y w w w w w w V- w- w- - -- w- w w w- w .Y w w w w w w-- w w w- w w w w -- w w w w Y w w- --------- 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) = 21.94 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) = .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 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 'r.:K *�:�c� *�'� *�cA: * * * * * *` KKK' K :Y• * * * *��:K * *w * *'K`K:KK.r::K:K *NYC xK:K'K'KK'K * *�:��'A:w�^ *:K :K *�: :K :K *.rt 'K :K * * * * *:K -- FLOW - PROCESS - FROM - NODE - - - -- 6_20 - TO - NODE - - - -- 6_40 - IS - CODE = --- 4 ------ - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<C «< >> >>> 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 = 1 PIPE- FLOW(CFS) = 23.62 m"l Ty", TT it" 1 i1 \ - "A Mf` /1!T \T f, ■ f` i N I N u 0 11 P 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 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.) = 4.28 PRODUCT OF DEPTH &VELOCITY = 2.68 STREET FLOW TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 19.40 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 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) = 33.30 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 DEPTH *VELOCITY - 2.35 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) = 6. STREET HALFWIDTH(FEET) = 18.00 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) = 159.83 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 VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.22 RAINFALL INTENSITY(INCH /HR) = 1.71 AVERAGED Fm(INCH /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.vw.*' K ** * * *r:*Y: *:K:K *It'�����:�y:��ww -- FLOW - PROCESS - FROM - NODE - - - -- 6_90 - TO - NODE - - - -- 7_60 - IS - CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING USER- SPECIFIED PIPESIZE<< <<< ---------------------------------------------- A t OTT%fV L`TTT T _ VT fNTUT 11T!" n T nr'T T Mr' 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 = 2.81 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) = 159.83 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 VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.22 RAINFALL INTENSITY(INCH /HR) = 1.71 AVERAGED Fm(INCH /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.vw.*' K ** * * *r:*Y: *:K:K *It'�����:�y:��ww -- FLOW - PROCESS - FROM - NODE - - - -- 6_90 - TO - NODE - - - -- 7_60 - IS - CODE = 4 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING USER- SPECIFIED PIPESIZE<< <<< ---------------------------------------------- A t OTT%fV L`TTT T _ VT fNTUT 11T!" n T nr'T T Mr' i �jl 7 u J i- i u 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 = 1 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 *[( 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) = 10.80 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 16.66 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 IIALFWIDTH(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) = 20.89 ** *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. TTT l T TM IT T TT ^TIT .1 ^ %'P "ITT\". \". 1 TITTTIT 1 \1 -ITT T ^ \fT , _ P.T _ 7 14 n le 7 r 7 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(INCH /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 HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 33.73 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.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 2.66 STREET FLOW 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 Fm(INCH /HR) _ .58 m.: m. r . n_ A . A: +n v- n I - n. .i ., n r 4 •. -T ­1 n A m r i _r_ I - r r C r f END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = . 61 HALFSTREET FLOOD WIDTH(FEET) = 17.68 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. THAT 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 TC(MIN.) = 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 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.52 DEPTH *VELOCITY = 3.01 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.) = 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 = 43.59 FLOW PROCESS FROM NODE 7.60 TO NODE 7.60 IS CODE _ ---------------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « CCC USER - SPECIFIED VALUES ARE AS FOLLOWS: EFFECTIVE AKEA(ACKES) = 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(INCH /HR) _ .485 TOTAL AREA(ACRES) = 198.40 PEAK FLOW RATE(CFS) = 203.72 TC(MIN) = 28.39 - - 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 :LODE ELEVATION(FEET) = 46.60 DOWNSTREAM NODE ELEVATION(FEET) 36.60 FLOW LENGTH(FEET) = 800.00 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 = 8 - ->> >>>ADDITION - OF - SUBAREA TO 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 f7 T7 Tl AM"" T"... I T 111 f.T♦ /TTT1 - A^^ 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 CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 58.80 DOWNSTREAM ELEVATION(FEET) = 38.x.0 ELEVATION DIFFERENCE(FEET) = 20.60 TC(MIN.) _ .412 *[( 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(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 17.98 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 17.98 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) = 36.30 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. 1 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 `UMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.36 ** *STREET FLOWING FULL* ** STREET FLOW MODEL RESULTS: VOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE PLOW OCCURS OUTSIDE OF 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 TT1 AT\i•!TT Ai"` TT"T1m Tt1 iln• lIT T<r _ r. e L [i F �I h [I No 0 �I C 0 u u 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 ** 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 *E( 1100.00 ** 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 THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 43.20 DOWNSTREAM ELEVATION(FEET) = 39.80 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 SPECIFIED NUMBER OF IIALFSTREETS CARRYING RUNOFF = 2 "TRAVEL 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.) = 3.28 PRODUCT OF DEPTH &VELOCITY = 1.92 STREET FLOW TRAVEL TIME(MIN.) = 1.78 TC(MIN.) 18.36 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 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 25.80 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<< M 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. THAT 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 INTENSITY(INCH /HOUR) = 1.915 SOIL CLASSIFICATION IS "A" RESIDENTIAL--> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 1 EFFECTIVE AREA(ACRES) _ 1 0.40 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 14.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 16.63 FLOW VELOCITY(FEET /SEC.) = 2.02 DEPTH *VELOCITY = 1.19 FLOW PROCESS FROM NODE 10.10 TO NODE 10.30 IS CODE = 4 ----------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< « < ♦ ♦ . . .. rr nTw•n rrrr. c�rr+���*�r r,r .-.rn�r+r i i i i i L��_ i� 0 0 ---------------------------- ---------------------------- 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.) = 28.09 25 YEAR RAINFALL INTENSITY(INCII /HOUR) = 1.618 SOIL CLASSIFICATION IS "A" at RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCII;'IIR) _ .5820 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) = 20.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 FLOW VELOCITY(FEET /SEC.) = 3.04 DEPTH *VELOCITY = 1.75 - - 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.) = 28.09 RAINFALL INTENSITY(INCH /HR) = 1.62 AVERAGED Fm(INCII;IIR) m .58 EFFECTIVE STREAM AREA(ACRES) = 22.40 TOTAL STREAM AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.88 -t 3• "1 i:.k. . . .�. .4. .�. . z . .�.z : *'*Y: :' * *•�•* - * * * * * * * * *'�*: - * *Y * * ** * r* *•K'X "Ir Alm Tin,::, r. , - .,, "noN%l x J !l n A m 1f A T% r.. A . •1 n T n r Aln " - A ---------------------------------------------------------------------------- >> >>>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) = 20.88 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) = 1.58 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 - - --------------------------------v------------------------------------- >> >>>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.) = 30.81 FLOW PROCESS FROM NODE 11.30 TO NODE 12.30 IS CODE = 8 - ->> >>> ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<< <<<----------------------- 25 YEAR RAINFALL 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 Fm(INCH /HR) _ .498 TOTAL AREA(ACRES) = 249.79 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<< <<< rfr i"n hrr.ry r.+rTr f•.• it rrn aAT ♦h r lr i- Arltl r _----- •------- •---------- - - - - -- 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 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<< <<< 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(INCH /HR) _ .355 TOTAL AREA(ACRES) = 27.10 PEAK FLOW RATE(CFS) = 56.74 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 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM :NODE ELEVATION(FEET) = 23.20 DOWNSTREAM NODE ELEVATION(FEET) = 22.30 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 TI M (MI;N. ) = .57 TC(MI N. ) = 10.79 !• w• rx��rw�w�r�z� - �•«z��� *�ww�rr:�w���wWwx w** xxrx�wW�: xr* ����www+r.w�ww��w:�:� * *�::�� *� 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 /HR) = 1.54 EFFECTIVE AREA(ACRES) = 257.59 TOTAL AREA(ACRES) = 276.89 PEAK FLOW RATE(CFS) = 236.46 A rrrn A m"n T^ mm "AM" - i n n NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. a 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.) = 13.2 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 FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 8 -- ------ ----------------------- - » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOWtt «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.529 ti 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 TIME THRU SUBAREA << <<< - - »» > USI NG USER-SPECIFIED PI PESI ZE««< ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 14.6 UPSTREAM ;NODE ELEVATION(FEET) = 19.20 DOWNSTREAM NODE ELEVATION(FEET) = 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(MIti.) = 31.77 FLOW PROCESS FRO" NODE 12.90 TO NODE 12.90 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) = 256.46 K * *'x.* ******* *** *****)K *********** * *** **** * * * * * ** * **** * * * ** * ** *** K� rwY** *`Y' , t" 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 SUMMARY: TOTAL AREA(ACRES) = 300.29 TC(MIN.) = 32.82 EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH /HR)= .47 PEAK FLOW RATE(CFS) = 286.46 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS m pli P4 W O O W,- L� 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 TCOVIN O = .304 *(( 2380.00 ** 3.00)/( 36.00)] ** .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 * * ** * * ** ** * ** ** * * ** 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 TCOVIN O = .304 *(( 2380.00 ** 3.00)/( 36.00)] ** .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 [J ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = G. 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: y 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 DEPTHEEVELOCITY = 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 FLOW PROCESS FROM NODE 1.20 TO NODE 2.30 IS CODE = 4 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <1 «< >> >>> 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 PIPE 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 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.24 RAINFALL INTENSITY(INCH /HR) = 2.47 t1T`T 1 dIrl" I'- / T 111/".1 1 TTO'I - 4 A CC C Lu 1 1 V L a l ntAM Anna ( AunLa )= 14 . L U 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" v 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 HALFSTREETS 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(INCH /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) = 38.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 4.62 DEPTH *VELOCITY = 2.89 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 6 ---------------------------------------------------------------------------- ♦ ♦ ♦ ♦ ♦ /V ntITTTT T+ !'.TT1T'•T'•... T• !♦T.. TT'. . TT T'.• T T ♦TTY T..t TT♦T• t'.TTT a TTT . • / . ♦ . 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(INCH /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. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 82.26 19.24 .355 42.43 2 82.40 20.24 .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 cr not nonrc ��c+ *^n nay •+nn r. n n n mn %rnnn n A n r 0 r nTR - A ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < <<<{ - ->> >>>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 /HR) _ .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(INCH /HR) 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 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) = 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<< <<< 717"7/7.7 A(l•lT`1TT T .1 C T \TrT r 1'• \ \!T T t) !')P. l T TT+�1T i • ! � . i\f.tT+• T T \Tr fV / . /V T!". LU = A- L(LLNUln-- s. UU)/ (tL.C.VATlUN L;hANUt)) -- .'ZU 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 HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(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 /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 16.40 TOTAL STREAM AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.43 0 0 0 0 �l Ll U 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 WIDTH(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 HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 1.42 DEPTHvVELOCITY = .91 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 --T TT^ l-T 41 1 - . T\t11f^f . T1`!Y(. /l --- CT -.--1 1 ACC -1n T__ /T %T N TT /TTTI\ - rAnA .,. ,. .,. ..... ... ... --------- ----,i --. w. w. ww. w. r. w. w. wTr... T.. w ..w....w.w.wn..w.rr..w..r.n..r. .r -- FLOW - PROCESS - FROM - NODE - - - -- 4.00 - TO - NODE - - -- - 4.10 IS +w ,w-- ------- .r- ---- -T T ... .. - 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)] ** .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 0 0 0 0 �l Ll U 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 WIDTH(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 HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 1.42 DEPTHvVELOCITY = .91 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 --T TT^ l-T 41 1 - . T\t11f^f . T1`!Y(. /l --- CT -.--1 1 ACC -1n T__ /T %T N TT /TTTI\ - rAnA pf 0 pl; ��'i C 0 C� aUKAhtA AULA(A(RLb) = `J.20 NUKAREA KUNUVk"(Lt"S) = 15.14 EFFECTIVE AREA(ACRES) = 16.50 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 27.16 TC(MIN) = 20.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 22.20 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 vwt )K 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) = 33.74 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. MIT- -^T T ^VITT %?P C..i.T rl"m TAT AT &T "".ITTT Ir CT . "" A ► CTA AfT TTTT . CCiiilTT T n.T 1 t1A 1 AL' laL l nLC. C LUn U(:l:Ult, UU'1 J 1 Lt'. U1' 111L ,11tr.L l L HAINALL . 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.) = 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 i 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. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 58.86 20.89 2 58.14 23.53 n n 0 L C 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) = 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) = 63.41 ** *STREET FLOWING FULL* ** i"IT P'TTnT f♦ I1,TIT '. lf1T\T"`• ear �tT• me'. NOTh : J 1 KELT P LUW EXC;I hMi TUF UP* 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) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.37 PRODUCT OF DEPTH&VELOCITY = 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) _ .5820 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 - _ li ------ - - - - -- ------------------------- ---- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY<< <<< * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 148.64 22.91 .475 91.30 2 142.04 25.59 .478 93.80 3 149.56 20.55 .469 85.50 4 150.53 21.55 .472 88.82 TOTAL AREA = 93.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.53 Tc(MIN.) = 21.553 EFFECTIVE AREA(ACRES) = 88.82 AVERAGED Fm(INCH /HR) _ .47 TOTAL AREA(ACRES) = 93.80 L 0 L J 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.) = 10.6 UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 54.80 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 FLOW PROCESS FROM NODE - - - -- 6_80 - TO NODE 6.80 8 - IS CODE = >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.309 SOIL CLASSIFICATION IS "A" RESIDENTIAL 3 - 4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 tiiTn A nr 4 1 nil 4 1 A :mrr % - . 0 A ditn 1 nr t nIT%T/1rr / r.rC . - n , A r.rrZLl l Vn AnnAtAt,tcr.J) = U4. 4z AVERAGED Fm(INCH /HR) _ .479 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 << M >> >>> 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 14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.10 IS CODE = 2 ---------------------------------------------------------------------------- - ->> >>>RATIONAL- METHOD - INITIAL - SUBAREA- ANALYSIS<< «t------------------------ 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)7 ** .20 = 10.036 100 YEAR RAINFALL INTENSITY(INCH /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) = 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) = 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 ! Tf"T1 I ^. -T ^TIT TTP•T ^^T MAY / n""M /IN" Y' 1 A n A rKVllUl.l Ur LCt'fffdEVtLUUlTl = Z.uu STREET FLOW TRAVEL TIME(MIN.) = 3.33 TC(MIN.) = 13.37 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- 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 VELOCITY(FEET /SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 3.61 TC(MIN.) = 16.98 7 100 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 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 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.65 Ll - - FLOW PROCESS FROM NODE 6.20 TO MODE 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 LENGTH(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 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) = 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) = 49.56 "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) = .68 IIALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.76 PRODUCT OF DEPTH &VELOCITY = 3.26 STREET FLOW TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 18.81 1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.500 - SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3-4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) .5820 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 21.41 TTTT l.T T TfT . T1♦" / • !. T\TC \ ♦ 1 n A • t /T+.l . lT+t♦ !. / T \./1.1 /1.T1 \ � n TUTAL AKEA(AU MS) = 33.80 PEAK FLOW RATE(CFS) = 58.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.25 DEPTH *VELOCITY = 3.70 FLOW PROCESS FROM NODE 6.50 TO NODE 6.90 IS CODE = 6 ----------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «ttt UPSTREAM ELEVATION(FEET) = 58.90 DOWNSTREAM ELEVATION(FEET) = 54.70 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) = 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.) = 3.18 TC(MIN.) = 21.99 100 YEAR RAINFALL INTENSITY(INCH /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(INCH /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 El FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 7 » » >L'SER SPECIFIED HYDROLOGY INFORMATION AT NODE <CC<C USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.40 RAINFALL INTENSITY(INCH /HR) = 2.24 EFFECTIVE AREA(ACRES) = 140.35 TOTAL AREA(ACRES) = 144.50 PEAK FLOW RATE(CFS) = 225.79 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 - ->> >>>DESIGNATE INDEPENDENT TOTAL NUMBER OF STREAMS = 11111TT+T TTT'TI'll" IT IT TIT­[ TT( T`T TTfITI 6.90 TO NODE 6.90 IS CODE = 1 - STREAM - FOR - CONFLUENCE <<<tt--------------- - - - - -- T \TTI 7`717"17 TIT ITT :•TTI T'• It J • TT+ . limn ur %.viNt NinAiiviNtm114.) _ Zi.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(MIN.) = 25.25 FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 2 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< u 0 LJ Ci it L G 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(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 11.91 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 11.91 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.903 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.65 EFFECTIVE AREA(ACRES) = 10.50 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 22.56 TC(MIN) = 13.95 w. w.. r: w. r:: �: �: r x**: �**: �w: r. r:: r w. w�:: e: �u• w: r.: �: x* w: r �rw�: �r: r.* �:***: �r**:►:. r: w *.r: *w * *w * * * *:r.w:� *�:w * *� * * ** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 - ->> >>>COMPUTE STREET - FLOW - TRAVEL - TIME - THRU - SUBAREA << << < _ ------- y - - -_ -_ UPSTREAM ELEVATION(FEET) = 7S.30 DOWNSTREAM ELEVATION(FEET) = 77.00 rti T•w T". •".T • •'.w•.v ...t• i .+•'. ter.. ♦ n n n n .. .v ••• -..� •wn � rrw �• � � r- ..••�'. ♦ n a�tcr.ni t1ALC1'M1Llri(CCCI) = 12S.VU 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(INCH /HOUR) = 2.398 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .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) _ .78 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY = 1.66 OR - - FLOW PROCESS FROM NODE 7.00 TO NODE 7.30 IS CODE = 8 ------------------------------------------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 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) = 24.90 AVERAGED Fm(INCH /HR) _ .582 TOTAL AREA(ACRES) = 24.90 PEAK FLOW RATE(CFS) = 40.69 TC(MIN) = 20.46 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) = 800.00 CURB HEIGTH(INCHES) = 6. STREET IIALFWIDTH(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) = 47.68 ** *STREET FLOWING FULL * ** omnr. r. m rr nur •rnnr, r nnc*n. ma . NULL: bIALLT rLUW LAULLUa TUP Ur L;UKIi. 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 DEPTH *VELOCITY 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) = 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) = 59.21 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWINNG 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) = 18.00 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) _ .58 TOTAL AREA(ACRES) = 45.20 PEAK FLOW RATE(C:S) = 63.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTII(FEET) = .72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.41 DEPTII *VELOCITY = 3.91 -- FLOW - PROCESS - FROM - NODE _ - - -- 7_60 - TO - NODE - - - -- 7_60 IS_ CODE __- 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< LUNVLULNLt VALULJ UJLL rUK 11V0LPLIVULNT bTULAM 1 AM.: TIME OF CONCENTRATION(MIN.) = 25.36 RAINFALL INTENSITY(INCH /HR) = 2.15 AVERAGED Fm(INCH /HR) _ .58 EFFECTIVE STREAM AREA(ACRES) = 45.20 TOTAL STREAM AREA(ACRES) = 45.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.92 Flili VE Ll L u C' F 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(INCH /HR) = 2.16 EFFECTIVE AREA(ACRES) = 185.55 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 FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.142 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(iNCH /HR) _ .5820' SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 12.21 EFFECTIVE AREA(ACRES) = 194.25 AVERAGED Fm(INCII /HR) _ .582 TOTAL AREA(ACRES) = 198.40 PEAK FLOW RATE(CFS) = 289.21 TC(MIN) _ 25.64 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.) = 20.4 UPSTREAM NODE ELEVATION(FEET) = 46.60 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 "T Ali? T r a +NmTT; AA AA w[A*T%T T%YfM1 fv %T - AI n [s `I of i1 n C k l LYt.N YIYC. UTAMLTEK(1NUH) = b1.UU NUMbtlt UV VirLb = 1 PIPE- FLOW(CFS) = 289.21 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 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 = KT[(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 *[( 1200.00 ** 3.00)/( 20.60)7 *" .20 = 15.836 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.725 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /IIR) _ .5820 SUBAREA RUNOFF(CFS) = 24.50 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 24.50 !K: K* �r*** T* ** 4* ****. K= K*** *: K= K= K***********: K*****: KX:****: 1' wT* *It*** * **IK* *=K *:K ** 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) = 6. STREET HALFWIDTH(FEET) = 20.00 "t ITT -- . TP^.l-- . / • --- ♦ + n -" INTERIOR STREET CHOSSFALL(DECIMAL) = .020 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 DEPTH(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 /HOUR) = 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 FLOW PROCESS FROM NODE 9.00 TO NODE 9 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- LENGTH(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)3 ** .20 = 16.583 �j 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.663 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 24.72 TOTAL AREA(ACRES) = 13." PEAK 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) = 39.80 STREET LENGTH(FEET) = 350.00 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) = 30.91 ** *STREET FLOWING FULL * ** C'"'"r.'"_ TAT nT" vnnr. T ""T 'TTT mc' - Ik F��" �lfl p 0 i L C' �1_ u!" n it n k H 0 NUIL: lIltr_L'f rLUff LXt;LLUJ I'UY UC uunts. 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) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 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(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 12.37 EFFECTIVE AREA(ACRES) = 20.20 AVERAGED Fm(INCH /HR) _ .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- LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 54.30 DOWNSTREAM ELEVATION(FEET) = 38.80 ELEVATION DIFFERENCE(FEET) = 15.50 TC(MIN.) = .412 *E( 1200.00 ** 3.00)/( 15.50);** .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) = 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) = 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) = .65 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 PRODUCT OF DEPTH &VELOCITY = 1.37 [VTT{{.TT TT Af11 TT\lf)T.• TT \lT. / ♦lT \! \ /\ sA !f. /'. /• /T \• ♦ IA AA 100 YEAR RAINFALL INTENSITY(INCH /IIOUR) = 2.429 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) = 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 a 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 in = 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) = 27.49 ** *STREET FLOWING FULL* ** STREET 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 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(MIN.) = 6.04 TC(MIN.) = 27.05 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.085 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 16.23 EFFECTIVE AREA(ACRES) = 22.40 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) = 30.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .65 IALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCIT.(FEET /SEC.) 3.36 DEPTIFIVELOCITY 2.17 FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = i ---------------------------------------------------------------------------- >> » >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 -----------------------------------------------------T------- >> >>>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.) = 23.40 - - 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(INCH /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 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.) = 20.4 UPSTREAM :NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 22.S0 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = i 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 = 3 \ ♦ \ \ • . T1 T\ T T T n1r l�T l • /.l ♦ fl.'^ . tTA •/. T at♦ T 1r T. T1n . Ts Y.T ATIt J J J J J ---- - - - - -- - -- 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(INCH /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(INCH /HR) = 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(INCH /IIOUR) = 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 Fm(INCH /HR) _ .868 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 << <<< >> M USING USER - SPECIFIED PIPESIZE << <<< ASSUME FULL-FLOWING PIPELINE rr nn r+r nnr rmt n�+r mvi--- /nrn ♦ _ r r i d El ji of d H` J UPSTREAM NUDE ELEVATIUN(FEET) _ 23.20 DOWNSTREAM NODE ELEVATION(FEET) = 22.80 FLOW LENGTII(FEET) = 175.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCII) = 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) = 276.89 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.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 22.80 DOWNSTREAM NODE ELEVATION(FEET) = 19.20 FLOW LENGTH(FEET) = 520.00 MIANNING'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 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(INCH /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) = 289.29 PEAK FLOW RATE(CFS) = 306.78 TC(MIN) = 28.00 + 7r. w* Y: ��r: y: �:w��e�= KY: *� *� * *� *��KY�� * *7:x* %* Y�= �Y��K' K= K: K' K'%' ��Kr:'K:x�'K *:xw�Kw^Y.�K�K��'K 'K:x�xr.•v:r.� r -•r.� FLOW PROCESS FROM NODE 12.60 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.) = 15.6 UPSTREAM NODE ELEVATION(FEET) = 19.20 DOWNSTREAM NODE ELEVATION(FEET) = 16.70 FLOW LENGTII(FEET) = 265.00 MANNING' S N = .013 .tiT T.T'. . TIT TIT'. T♦ l• /T TT'. Tl /Tfr ryTT♦ +1 /\ nrl ..T.. ltln Tl .1 TIT TIT .� + 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 k EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH /HR)= .76 PEAK FLOW RATE(CFS) = 323.51 END OF RATIONAL METHOD ANALYSIS u 0 L� 1 1 r1rC = 3u6.'Ib TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 28.29 PROCESS FROM NODE 12.90 TO NODE 12.90 IS CODE = 8 - - FLOW >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.039 SOIL CLASSIFICATION IS "A" COMMERCIAL 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 k EFFECTIVE AREA(ACRES) = 280.99 AVERAGED Fm(INCH /HR)= .76 PEAK FLOW RATE(CFS) = 323.51 END OF RATIONAL METHOD ANALYSIS u 0 L� 1 1 W z 0 �12i W h H z 0 ® 0 ® ® LA L Lin u 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: E ll WAGNER PACIFIC, INC. 18484 HIGHWAY 18, SUITE 285 APPLE VALLEY, CA 92307 Ell (619) 946 -1775 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * 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 E ll 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 o TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.02 FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.890 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 3.20, SUBAREA RUNOFF(CFS) = 8.04 EFFECTIVE AREA(ACRES) = 4.80 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 12.06 TC(MIN) = 6.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 4 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE << <<< ---------------------------- ---------------------------- ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1135.50 DOWNSTREAM NODE ELEVATION(FEET) = 1131.50 FLOW LENGTH(FEET) = 380.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.06 TRAVEL TIME(MIN.) _ .93 TC(MIN.) = 7.54 0 �c�: �c�c�l:*****: K*** �K* �I: k: �K*** �** �I: �K***** �K* �c* �Y• �' �I: �K�K�K** �K�K�K�I:* �I! �K�: *�i::Kk:!Y•�:�K *�K�K * *�F::K *SIC *�K�K�:�: *�!�I: FLOW PROCESS FROM - NODE ----- 1_13_TO_ NODE - - - -- 1_15 - IS CODE = 2 ------------------- ----------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 p� Fl V 2.00)] ** .20 = 6.357 2.948 _ .0970 RATE(CFS) = 1.54 FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 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 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION(FEET) = 1134.50 DOWNSTREAM NODE ELEVATION(FEET) = 1131.50 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.54 TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 7.63 UPSTREAM ELEVATION(FEET) = 1136.50 DOWNSTREAM ELEVATION(FEET) = 1134.50 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304 *[( 200.00 ** 3.00)/( 10 YEAR RAINFALL INTENSITY(1NCH /HOUR) _ SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = .60 PEAK FLOW p� Fl V 2.00)] ** .20 = 6.357 2.948 _ .0970 RATE(CFS) = 1.54 FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 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 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION(FEET) = 1134.50 DOWNSTREAM NODE ELEVATION(FEET) = 1131.50 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.54 TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 7.63 ' * �; �. �? kk�k�c? kak*: ak* ak�4? k**: k�akt�1. ��: ak: kt? 4. �;# tttkt' k�: k*' k*: k** �:: k: �? k�? A? k# k. �' k' k; f; akak�k�C� * � : � c * � Ic ��� * � k � C 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 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<<<<< El ===== RA T H/ == = 2 === ========================== O A ======= 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 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 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(INCH /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<< <<< D fl 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 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 /IIR)= .10 PEAK FLOW RATE(CFS) = 39.09 END OF RATIONAL METHOD ANALYSIS n �1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4 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 * FILE NAME: K20NSITE.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 Li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - 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 = (NON-PRESSURE FLOW - TRAVEL - TIME - TIIRUSUBAREA » » FL ------------ -- >USING - COMPUTER- ESTIMATED PIPESIZE FLOW) W) « <<<< «< 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: 1:**= x�1: �= �:. W. W.= K:K� * * *= K�.K�W�:' * *�K:K:%:K* WAY' �:***:}'= K• W- ��K* �K* �:** 7K�=* �c�Kk= �:: Kk:�7K= K�:•W= K * *�= *�KSK * *1 = *k: k= * *=K 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 FLOW - -- PROCESS - FROM - NODE_ - - -- 2_20 - TO - NODE - - - -- 2_ - 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(INCIIIIIR) _ .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' x � :x � r � :� :t :r- # a' � .y: $ # fi::k � -r- :.. :.:« :...:e' :r :x :x � :�: :r :r - - � :t : ♦.- t -t. t' :. � � r::t.:� :x :r :r- :r � :� :r :f :r :r - - t : # :t :t :r- * a :t x: � :�: :x �: x * � W w * :r• FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 3 ---------------------------------------------------------------------------- - >> >> >USING COMPUTER -ESTIMATED - TIME - IMATED PIPESIZE THRU( SUBAREANON- PRES U FL ------------------ --» » >USING COMPUTER - EST (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 2.40 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(INCH /HR) _ .097 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 6.56 TC(MIN) = 11.69 END OF STUDY SUMMARY: 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(INCH /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 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(INCH /HR) _ .097 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 6.56 TC(MIN) = 11.69 END OF STUDY SUMMARY: '- EFFECTIVE &REMACRES) = 3.51 AVERAGED Fm(INCD/1111)= ,10 PEAK FLOW RATE(CFS) = 6,56 END OF RATIONAL METHOD ANALYSIS ============================================================================ F� A z w a P-4 1 7 L C L 0 f? 1Yog Ile r • T'ucific 33 42 45 � 51 " 84 81 J L J � SAN UL•RNAROINO AVEN U O d t N V 77 � 30�' LU 7 LU :r •�i -.r o. L r -1 Ln MARYGOLD AVLINUL .......... N N.7.S. J7 * n cm I1 1 w �r a � a � 163" VALLEY. BOULEVARD 72" CITY OF FONT ANA PROPOSED MASTER PLAN IMPROVEMENTS RIALTO CHANNEL 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 0 i i J t_U u.) U: C): lU lYnPncr - PElCifiC 33 42 45 51�� al J 64° L :, j J AvENUE >A n: tn cl- :7y. iu f! c 3 0' k ��.. v ........... MARYGOLU AVEi -lUL- '......•••••• N.T.S. i 1 X" 1 0 I' h t— 1 • s q,i �n ( 39 ,6 45 63 I VALLLY. SUULLVAIZO 70 CITY OF FONT ANA PROPOSED MASTER PLAN IMPROVEMENTS RIALTO CHANNEL ( WITH KAISER IMPROVEMENTS) // I I� CITY OF FONTANA MASTER PLAN IMPROVEMENTS Total COST $ 35,200.00 48,500.00 34,320.00 43,050.00 37,800.00 72,900.00 153,440.00 188,500.00 42,135.00 86,840.00 199,000.00 85,750.00 170,950.00 28,000.00 103,275.00 $1,331,660.00 266,332.00 $1,597,922.00 STORM DRAIN CONSTRUCTION ESTIMATE DESCRIPTION QTY UNIT UNIT PRICE 24" RCP 400 L.F. $ 88.00 30" RCP 500 L.F. 97.00 33" RCP 330 L.F. 104.00 42" RCP 350 L.F. 123.00 45" RCP 300 L.F. 126.00 48" RCP 540 L.F. 135.00 51" RCP 1120 L.F. 137.00 54" RCP 1300 L.F. 145.00 60" RCP 265 L.F. 159.00 63" RCP 520 L.F. 167.00 72" RCP 1000 L.F. 199.00 81" RCP 350 L.F. 245.00 84" RCP 650 L.F. 263.00 Manhole 14 EA 2,000.00 Paving Replacement 68,850 SQ.FT. 1.50 Sub -Total 20% Contingency Total COST $ 35,200.00 48,500.00 34,320.00 43,050.00 37,800.00 72,900.00 153,440.00 188,500.00 42,135.00 86,840.00 199,000.00 85,750.00 170,950.00 28,000.00 103,275.00 $1,331,660.00 266,332.00 $1,597,922.00 .3 RAISER IMPROVEMENTS DESCRIPTION QTY 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 MANHOLE 1 EA 2,000.00 2,000.00 Sub -Total 20% Contingency Total $ 170,870.00 34,174.00 $ 205,044.00 MAL"Y uJaRNE W -4 --- --- R R6W IR5W f 4 1 4w - T — --- --- g m 4 R I W RIE R2E T4N NESKRIA N 3 • T- iel 1 .7 T —r -4 T --7 • T 7 L — 7 T g L`4 T 1— 4- • I WEST MIT I I ---------- 3 2 -1.0 1 9 'o 1.4— R- LESNp 16 • .5 r 14 T3N T 1.4 N 1.6 —1.4 4 AL L 7 BERNA ' r _let —" -- — T2N 4& CA " "'•' L E .h —c 4 L A. A w 14 w LIRE S fv T- — T , 7- A., IA- L - 5 Kilaime 3p*1 TT 2 , FIAT ox 7 7 ..... TIN 41 JP! T - .; - w-; -` -��- - - - � -- - - - .� :��. � ��- - PROTECT AL TA 4,.Aftc. ....... LOALA AR6A LIPLAN D It RN CLAA90MT --Ri ALT r • 7 F 0 A'. I A TI, F TIS A,\ ON TA LO;,- :cc 0. C TON _ OLANDS • ���R E 1.2 t 7� OAR GLEN V 7 wo w, VU IPA 6AAXIII TERRACE &AN 'WRMAMMilP • R — 7t .0 3N� CHIN 0 A - T. R R E . ......... . A. I RivfR3101 cQvN woo T2S I RSIDE \ool R w R3 R2W c 4 R t R5w IFL 14NT!0L, _ T3S — SAN BERNARDINO COUNTY 10 A I- R7W R6 HYDROLOGY MANUAL "** ............................. REDUCED DRAWING SCALE I"=4 MILES LE ENO .8 ISOLINES PRECIPITATION (INCHES) B VALLEY AREA ISOHYETALS Yio — 10 YEAR I HOUR BASED ON U.S.D.Q. KDAA. ATLAS 2, 1973 ApprotED By ly FLOW DATE I SCALE I FLE 1401 1 Oft*,, NO* 1982 r•210. " -1 3 ot 12 FIGURE B-3 BENI T .. CL "V 2 D .0111 -WA _4 D kni. r ,w Co. 4 I L V S A • _7 ..... ..... ' V0 PZ- 'Y" i ,;-- . 7 4 J2 'A W, Nl � ' , 4A Lf 3��:' F 7� .4 -:7 'X7 X -A. 7--1"! 114 . 7 .K -, f. - 10 r _ - -:�. �"�.;1 �. "r �.r. .•�.- � /� .. -: I;a� ' � 1 l'`i T ,F .'s- T'C �j 21, p D mow MAP A MAP 6 y sojwa• ism scs SuRvv, A A lk. A TZ c • A .7 V 7 A v 7 ---- --- al -- - -- - ----- 1(J. —_ - _ •� - .. � -.4 L t 7- Z 7.. /� YA. . T _ '2 Z_ _ tu­ 4, r_i Is Ir A, RE" STUDY P AREA lrz A U _mL. A kr SAN BERNARDINO COUNTY HYDROLOGY MANUAL A .. -. INDEX MAP J. �tw C-1 SA N OER.AZO 140 COUNTY LEGE.o INDEX MAP C FOR SOUTHWEST"A AREA FIGURE C-5 J. �tw LEGE.o SOIL GROUP SOUNDARY A SOIL GROUP DESIGNATION SCALE I 8MI40ARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS G ROU P M C FOR SOUTHWEST"A AREA FIGURE C-5