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HomeMy WebLinkAbout17621 Foothill BlvdMR ea A WAW ■r MW A r ■ r ,. 40 .r • land planning • civil engineering �t m • landscape architecture CO phone 909.748.7777 fax 909.748.7776 hatc er engineering & associates, Inc. 1461 ford stm suite 105, rediands, ca 92373 Drainage Study APN 0192- 311 -04 17621 Foothill Boulevard City of Fontana ASP #09 -032 March 3, 2010 Prepared for: ICO Development, LLC Attn: Rick Jenkins 700 South Flower Street, Suite 2400 Los Angeles, CA 90017 91461 ford street, suite 105 •rediands, ca 92373 9909.748.7777 phone •909.748.7776 fax F .0 A q" X111 rr • land planning • civil engineering W cn • landscape architecture phone 909.748.7777 fax 909.748.7776 per engineering & associates, inc. 1461 ford strut, suite 105, redlands, ca 92373 r Proposed development for the project site includes the construction of a one -story office , Description will drain around the building, through the landscaping and parking areas via curb and �• The project site is approximately 2.5 acres in size and is currently vacant except for some „ existing asphalt pavement providing access to the adjacent Big Lots store through the site from both Foothill Boulevard and Alder Avenue. The site is located directly adjacent to +� an existing vacant property at the southwest corner of Foothill Boulevard and Ander Avenue in the City of Fontana. The property located at the corner is not a part of this project, is vacant and does contribute some drainage to the project site. Currently, site drainage is from the northwest corner to the southeast at an approximate grade of 0.5% - 1.0% through a flowline in the existing pavement that has been deteriorated over the years. There is an existing alley way along the south edge of the project from Alder A Avenue that continues west behind the Big Lots building. Flow is generally directed to this alley way and continues east to Alder Avenue from the site. Flow on Foothill Boulevard does not enter the site but continues east to Alder as well. Flow in Alder Avenue is surface flow to the south, eventually entering a trapezoidal channel just north V of the AT &SF Railroad Track at Merrill Avenue. Flow from the channel enters the City of Rialto and the Merrill Avenue detention basin system and eventually drains to the Santa Ana River. The Big Lots store to the west of the project site does not contribute drainage to the site as flows continue to the west along a system of ribbon gutters in both the parking lot fronting Foothill Boulevard and the alley way. The adjacent residential development to the south of the project site drains to the south and therefore does not „ contribute drainage to the site. •1461 ford street, suite 105 •rediands, ca 92373 •909.748.7777 phone •909.748.7776 fax An Proposed development for the project site includes the construction of a one -story office , building for office and retail uses, with related landscaping, parking and access. The site will drain around the building, through the landscaping and parking areas via curb and gutter and ribbon gutters to an onsite storm drain system. The storm drain system will „ capture the site runoff and direct it to an underground basin located at the east side of the parking lot. The purpose of the basin is to limit the flow discharged to Alder Avenue in all storm events and also to treat site runoff in accordance with the Water Quality Management Plan for the site. Ultimately, overflow and discharge from the basin that is not infiltrated into site soil will be pumped to Alder Avenue and will not exceed pre - development flows. •1461 ford street, suite 105 •rediands, ca 92373 •909.748.7777 phone •909.748.7776 fax An in Ad F " Purpose The purpose of this study is to analyze the flows through the site both pre - development and post - development and use this information to size a proposed underground basin. Analysis .. To achieve the desired goal the following steps will be taken: •• 1. Determine the 10 year and 100 year pre- development flows. 2. Determine the 10 year and 100 year post - development flows. 3. Determine and size an onsite underground basin to mitigate any increase in .r post - development flows. Results 1. The 10 year and 100 year pre- development flows were determined utilizing the Rational Method per San Bernardino County Hydrology Manual. AES 2008 Software was utilized for the calculations and they can be found in the appendix of this report. The variables used were: as Rainfall Values (per reference Isohyetal Maps in appendix): qM Y10 = 0.99 Y1oo= 1.44 40 Soil Group: A Pervious Cover Designations (see Figure 1.1 in Appendix for explanation of the cover designations): 3 -4 Dwellings /Acre Results: 10 year: Pre - development flows: Q10 = 6.89 CFS 100 year: Pre - development flows: Q100= 11.26 CFS 2. The 10 year and 100 year post - development flows were determined utilizing the Rational Method per San Bernardino County Hydrology Manual. AES 2008 Software was utilized for the calculations and they can be found in the appendix of this report. The variables used were: ,® Rainfall Values (per reference Isohyetal Maps in appendix): Id Y10= 0.99 Y i oo = 1.44 <w Soil Group: A rr Pervious Cover Designations (see Figure 2.1 in Appendix for explanation of the cover designations): .. to 0 .r me 10 Commercial Condominiums Mobile Home Park Apartments 0.4 Dwellings /Acre * 3 -4 Dwellings /Acre Am +w A s .r Results: 10 year: Post - development flows: QI( = 11.62 CFS *■ 100 year: Post - development flows: Q100= 17.32 CFS 3. The total amount of storage required to hold the runoff of a 100 -year storm event will be 8,886 cubic feet (Figure 4.1). The proposed underground basin will have a capacity to hold 13,014 cubic feet. The size of the basin is more then adequate to handle the increase in runoff produced by the development of this site. A sump pump has been proposed to help decrease standing water in .. the underground system, and therefore, help the infiltration rates in the basin. The pumped water will be carried east to Alder Avenue where it will continue to flow south at rates less than the pre- development conditions (0.36 CFS). If .. the proposed basin chambers fail, emergency over land flow will allow the water to flow offsite at the south east corner to Alder Avenue. Calculations to determine the infiltration potential for the basin are included in a separate .• Water Quality Management Plan for the project. The size of the basin needs to be larger to treat for water quality then to detain the increase in flows. Therefore, please refer to the WQMP for further sizing information. Results: The proposed onsite underground basin will be sized to treat 13,014 cubic feet. The anticipated volume from a do 100 -year storm event is 8,886 cubic feet. The basin is fully capable to handle any excess flows due to the �. development of the site. A pump will help discharge water from the basin at a lower rate then that of pre- development flows. Am +w A s .r ai a1 afl "" Conclusion do Any potential increase in the post - development flows will be mitigated through the use of an onsite underground basin. The basin is sized to handle all the flows from a .. 100 -year storm event. Flows will be pumped out by way of a sump pump system to Alder Avenue and will be less then pre - development flows that historically leave the site. MR go „o go E .. r MR +w s w err Patrick Flana an, EIT 133491 ■ di r " T CE 3 hatcher III, P.E. 9964 Exp 12/31 /10 r A a 40 .r A Aw qm err .r AN ., s Ad IN ar .. a APPENDIX Figure 1.1 CALCULATION OF PERVIOUS FACTORS FOR ONSITE PRE - Figure 4.1 DEVELOPMENT FLOWS Figure 1.2 PRE- DEVELOPMENT FLOW CALCULATIONS —10 -YEAR STORM Figure 1.3 PRE - DEVELOPMENT FLOW CALCULATIONS —100 -YEAR STORM Figure 2.1 CALCULATION OF PREVIOUS FACTORS FOR ONSITE POST - Figure 5.3 DEVELOPMENT FLOWS Figure 2.2 POST DEVELOPMENT FLOW CALCULATIONS —10 -YEAR STORM Figure 2.3 POST DEVELOPMENT FLOW CALCULATIONS —100 -YEAR STORM Figure 3.1 STORMDRAIN PIPE SIZING — HGL TABLE Figure 4.1 CALCULATION OF REQUIRED DETENTION CAPACITY Figure 4.2 PUMP INFORMATION Figure 5.1 ISOHYETAL MAPS Y -10 Figure 5.2 ISOHYETAL MAPS Y -100 Figure 5.3 SOIL GROUP Figure 6.1 PRE- DEVELOPMENT TRIBUTARY MAP Figure 6.2 POST - DEVELOPMENT TRIBUTARY MAP F I" as Figure 1.1: Calculation of Pervious Factors for Onsite Pre- Development Flows For the pre - development land use was based on the actual percentage amount of pervious materials in the given area. The following charts are to illustrate how the "land use" *• descriptions were used to fit our drainage models: Area = 3.75 Acres an Name/Type of cover Area `% Pervious Area Pervious Pavement 1.42 Acres 0% Pervious 0.00 AC Pervious Barren 2.33 Acres 100% Pervious J 2.33 AC Pervious Total Pervious Area = 2.33 Acres Total Area = 3.75 Acres • = 62% Pervious, Use "3 -4 Dwellings /Acre" at 60% previous. OR rr .. IM E �r ,. .r a • A ,r Figure 1.1 Page 1 of 1 * ** *** i * * ** * * * ****.. * * * * * * * * * * * * * * * * *' AAA . * * ** - * * * ** * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1533 Analysis prepared by: THATCHER ENGINEERING & ASSOCIATES, INC. 1461 FORD STREET, SUITE 105 REDLANDS, CA 92374 PHONE: 909.748.7777 FAX: 909.748.7776 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 117219 FOOTHILL OFFICE /RETAIL COMPLEX * PRE - DEVELOPMENT DRAINAGE STUDY * 10 -YEAR STORM ANAYSIS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 117219PR.DAT TIME /DATE OF STUDY: 08:14 02/09/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.990 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.440 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9999 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 i Figure 1.2 Page 1of2 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR ]NITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 688.00 ELEVATION DATA: UPSTREAM(FEET) = 16.85 DOWNSTREAM(FEET) = 8.49 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.583 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.626 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS /ACRE" A 3.75 0.98 0.600 32 13.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 6.89 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) = 6.89 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.8 TC(MIN.) = 13.58 EFFECTIVE AREA(ACRES) = 3.75 AREA - AVERAGED Fm(INCH /HR)= 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.600 PEAK FLOW RATE(CFS) = 6.89 END OF RATIONAL METHOD ANALYSIS ...Figure 1.2 Page 2 of 2 ■R 44 -A * .A i. -k 'k k -k * i * # A '1. * 1. 'k 'k * 'k �1 -A "k 'k �A 'A -A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE w (Referenc(-: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1533 "" Analysis prepared by: am THATCHER ENGINEERING & ASSOCIATES, INC. on 1461 FORD STREET, SUITE 105 REDLANDS, CA 92374 dw PHONE: 909.748.7777 FAX:909.748.7776 DESCRIPTION OF STUDY 117219 FOOTHILL OFFICE /RETAIL COMPLEX r * PRE - DEVELOPMENT DRAINAGE STUDY 100 -YEAR STORM ANAYSIS +!r FILE NAME: 117219PR.DAT an TIME /DATE OF STUDY: 08:14 02/09/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------- - - - - -- �' -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.990 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.440 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4400 SLOPE OF INTENSITY DURATION CURVE = 0.6500 re *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* MR *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING As WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 14 - -- - - - -- --- - - ---- ______ _____ ______ _____ _______ 4d 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) " *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- Figure 1.3 Page 1 of 2 • >RAT] ONAL METHOD INITIAL SUBAREA ANALYS] S<• -«< ▪ USI ]1ME- OF- CONCENTRAT]ON NOMOGRAPH FOR INITIAL Sl7BAREA« J N] T] AL SUBAREA FLOW - LENGTH (FEET) = 688.00 ELEVATION DATA: UPSTREAM(FEET) = 16.85 DOWNSTREAM(FEET) = 8.49 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.583 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.782 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.75 0.74 0.600 52 13.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 11.26 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) = 11.26 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.8 TC(MIN.) = 13.58 EFFECTIVE AREA(ACRES) = 3.75 AREA - AVERAGED Fm(INCH /HR)= 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.600 PEAK FLOW RATE(CFS) = 11.26 END OF RATIONAL METHOD ANALYSIS Figure 1.3 Page 2 of 2 4% is in ar ,. .o .. MR a s I" s s a A. Figure 2.1: Calculation of Pervious Factors for Onsite Post - Development Flows For the post- development land use was based on the actual percentage amount of pervious materials in the given area. The following charts are to illustrate how the "land use" descriptions were used to fit our draina)e models: Area A = 0.44 Acres Name/Type of cover Area I % Pervious Area Pervious Buildings /Pavement 0.33 Acres 0% Pervious 0.00 AC Pervious Landscape 0.11 Acres 100% Pervious 0.11 AC Pervious Total Pervious Area = 0.11 Acres Total Area = 0.44 Acres = 25% Pervious, Use "Mobile Home Park" at 25% pervious. Area B = 0.54 Acres Name/Type of cover Area % Pervious Area Pervious Buildings /Pavement 0.48 Acres 0% Pervious 0.00 AC Pervious Landscape 0.06 Acres 100% Pervious 0.06 AC Pervious Total Pervious Area = 0.06 Acres Total Area = 0.54 Acres = 11 % Pervious, Use "Commercial" at 10% pervious. Area C = 0.10 Acres Name/Type of cover Area % Pervious Area Pervious Buildings /Pavement 0.07 Acres 0% Pervious 0.00 AC Pervious Landscape 0.03 Acres 100% Pervious 0.03 AC Pervious Total Pervious Area = 0.03 Acres Total Area = 0.10 Acres = 30% Pervious, Use 0.05 acres "Mobile Hoene Park" at 25% pervious, and 0.05 acres "Condominiums" at 35% pervious. Figure' 2.1 Page 1 of 3 I" a IM ar IM a. a( n Area D = 0.03 Acres Name/Type of cover Area `%, Pervious Area Pervious Buildings /Pavement 0.027Acres 0% Pervious 0.00 AC Pervious Landscape 0.003 Acres 100% Pervious 0.003 AC Pervious Total Pervious Area = 0.003 Acres Total Area = 0.03 Acres = 10% Pervious, Use "Commercial" at 10% pervious. Area E = 0.10 Acres Name/Type of cover Area % Pervious Area Pervious Buildings /Pavement 0.075 Acres 0% Pervious 0.00 AC Pervious Landscape 0.025 Acres 100% Pervious 0.025 AC Pervious Total Pervious Area = 0.025 Acres Total Area = 0.10 Acres = 25% Pervious, Use "Apartments" at 25% pervious. Area F = 0.64 Acres Name/Type of cover Area % Pervious Area Pervious Buildings /Pavement 0.48 Acres 0% Pervious 0.00 AC Pervious Landscape 0.16 Acres 100% Pervious 0.16 AC Pervious Total Pervious Area = 0.16 Acres Total Area = 0.64 Acres = 25% Pervious, Use "Apartments" at 25% pervious. Area G = 0.34 Acres Name/Type of cover Area % Pervious Area Pervious Buildings /Pavement 0.30 Acres 0% Pervious 0.00 AC Pervious Landscape 0.04 Acres 100% Pervious 0.04 AC Pervious Total Pervious Area = 0.04 Acres Total Area = 0.34 Acres = 12% Pervious, Use "Commercial" at 10% pervious. Figure 2.1 Page 2 of 3 M ac .r ar .r do .. s Ad IR A Area 1­1 = 1.06 Acres Name/Type of cover Area `%o Pervious Area Pervious Buildings /Pavement 0.10 Acres 0% Pervious 0.00 AC Pervious Landscape /Barren 0.96 Acres 100% Pervious 0.96 AC Pervious Total Pervious Area = 0.96 Acres Total Area = 1.06 Acres = 91 % Pervious, Use "0.4 Dwellings /Acre" at 90% pervious. Area I= 0.53 Acres Name/Type of cover Area %Pervious Area Pervious Buildings /Pavement 0.18 Acres 0% Pervious 0.00 AC Pervious Landscape /Barren 0.35 Acres 100% Pervious 0.35 AC Pervious Total Pervious Area = 0.35 Acres Total Area = 0.53 Acres = 66% Pervious, Use "34 Dwellings /Acre" at 60% pervious, and "2 Dwellings /Acre" at 70% pervious. Figure 2.1 Page 3 of 3 i •c a in * * * * * * * * * * * * * * * -A* k * * * * * * * * * * * * * * * * 'I * * * * * * * * * * * k* -k * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BE'RNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2008 Advanced Engineering Software (aes) Vey. 15.0 Release Date: 04/01/2008 License ID 1533 Analysis prepared by: Ak THATCHER ENGINEERING & ASSOCIATES, INC. 1461 FORD ST, SUITE 105 REDLANDS, CA 92374 PHONE: 909.748.7777 FAX:909.748.7776 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 117219 FOOTHILL OFFICE /RETAIL COMPLEX POST- DEVELOPMENT DRAINAGE STUDY * 10 -YEAR STORM EVENT _ FILE NAME: 117219PO.DAT TIME /DATE OF STUDY: 17:57 03/03/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- ,rr USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 a SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.990 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.440 a.r COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9999 SLOPE OF INTENSITY DURATION CURVE = 0.6500 A ` *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEF , HALF- WIDTH NO. (FT) 1 30.0 'INED STREET CROWN TO CROSSFALL (FT) 20.0 SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY 0.018/0.018/0.020 LED PIPEFLOW AND ST REETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) 0.67 2.00 0.0313 0.167 0.0150 ° 'R GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- „� Figure 2.2 Page 1 of 17 Q >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.00 ELEVATION DATA: UPSTREAM(FEET) = 16.80 DOWNSTREAM(FEET) = 11.64 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.690 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.623 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) : MOBILE HOME PARK A 0.44 0.98 0.250 32 5.69 .. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 r SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 1.73 +wr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< „■, ELEVATION DATA: UPSTREAM(FEET) = 7.65 DOWNSTREAM(FEET) = 5.83 FLOW LENGTH(FEET) = 97.58 MANNING'S N = 0.018 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 ,r PIPE- FLOW(CFS) = 1.73 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 290.58 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: At TIME OF CONCENTRATION(MIN.) = 6.06 RAINFALL INTENSITY(INCH /HR) = 4.44 Im AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA- AVERAGED Fp(INCH /HR) = 0.98 AN AREA - AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 0.44 "` TOTAL STREAM AREA(ACRES) = 0.44 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 21 ----------------------------------------------------------------------------- > > >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *� >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 244.00 ELEVATION DATA: UPSTREAM(FEET) = 16.80 DOWNSTREAM(FEET) = 11.69 Figure 2.2 Page 2 of 17 AK 0 As Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.938 'w A 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.497 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp hp SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.54 0.98 0.100 32 5.94 ++� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 2.14 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 qr ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < .r >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------- '� TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.94 RAINFALL INTENSITY(INCH /HR) = 4.50 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.54 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.14 sr ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ar 1 1.73 6.06 4.436 0.98( 0.24) 0.25 0.4 1.00 2 2.14 5.94 4.497 0.98( 0.10) 0.10 0.5 1.00 „w RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO m CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** di STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 4 1 3.86 5.94 4.497 0.98( 0.16) 0.17 1.0 1.00 2 3.84 6.06 4.436 0.98( 0.16) 0.17 1.0 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'R PEAK FLOW RATE(CFS) = 3.86 Tc(MIN.) = 5.94 dd EFFECTIVE AREA(ACRES) = 0.97 AREA - AVERAGED Fm(INCH /HR) = 0.16 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 1.0 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 290.58 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< 99 >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< Ai Figure 2.2 Page 3 of 17 90 At no aw ELEVATION DATA: UPSTREAM(FEET) = 5.83 DOWNSTREAM(FEET) = 5.35 FLOW LENGTH(FEET) = 74.32 MANNING'S N - 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.58 as 1 ES'1'IMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 3.86 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 6.28 AK LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 364.90 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ------------------------------------------------ ---------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: w. TIME OF CONCENTRATION(MIN.) = 6.28 RAINFALL INTENSITY(INCH/HR) = 4.33 ik AREA- AVERAGED Fm(INCH /HR) = 0.16 AREA - AVERAGED Fp(INCH /HR) = 0.98 " AREA- AVERAGED Ap = 0.17 AL EFFECTIVE STREAM AREA(ACRES) = 0.97 TOTAL STREAM AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< JAM >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< .n INITIAL SUBAREA FLOW- LENGTH(FEET) = 42.00 rr ELEVATION DATA: UPSTREAM(FEET) = 12.82 DOWNSTREAM(FEET) = 10.80 .s Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 5.028 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.05 0.98 0.250 32 5.00 CONDOMINIUMS A 0.05 0.98 0.350 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.300 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.43 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 31 --------------------------------------------------------- ------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< my ELEVATION DATA: UPSTREAM(FEET) = 8.80 DOWNSTREAM(FEET) = 5.35 41 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.018 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 4r Figure 2.2 Page 4 of 17 A DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.2.86 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.43 PIPE TRAVEL TIME(MIN.) == 0.01 Tc(MIN.) = 5.01 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 46.00 FEET. .r +■+ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- `"� >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ,ar TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ..r TIME OF CONCENTRATION(MIN.) = 5.01 RAINFALL INTENSITY(INCH /HR) = 5.02 +� AREA- AVERAGED Fm(INCH /HR) = 0.29 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.30 EFFECTIVE STREAM AREA(ACRES) = 0.10 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.43 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER .ti. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (Ar NODE 1 3.86 6.28 4.334 0.98( 0.16) 0.17 1.0 1.00 1 3.84 6.41 1 4.279 0.98( 0.16) 0.17 1.0 1.00 2 0.43 5.01 5.025 0.98( 0.29) 0.30 0.1 5.00 ,r. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** *� STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.01 5.01 5.025 0.98( 0.18) 0.18 0.9 5.00 2 4.22 6.28 4.334 0.98( 0.17) 0.18 1.1 1.00 3 4.20 6.41 4.279 0.98( 0.18) 0.18 1.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.22 Tc(MIN.) = 6.28 EFFECTIVE AREA(ACRES) = 1.07 AREA - AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 364.90 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.35 DOWNSTREAM(FEET) = 5.10 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES Figure 2.2 Page 5of17 r" F7 a PIPE -FLOW VELOCITY(FEET /SEC.) = 3.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.22 PTPE TRAVEL TTME(MIN.) = 0.26 Tc(MIN.) = 6.55 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 1.00 = 416.40 FEET. a FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 ar -------------------- -------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.55 ., RAINFALL INTENSITY(INCH/HR) = 4.22 ON AREA- AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.98 �. AREA- AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.07 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22 r FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ww ------------------------------------- --------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ++�+ >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 47.00 ELEVATION DATA: UPSTREAM(FEET) = 13.35 DOWNSTREAM(FEET) = 10.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 5.028 SUBAREA Tc AND LOSS RATE DATA(AMC II): ,.0 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.03 0.98 0.100 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.13 '� FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 31 011 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< so ELEVATION DATA: UPSTREAM(FEET) = 8.60 DOWNSTREAM(FEET) = 5.10 401 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.018 40 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 0.9 INCHES 1" PIPE -FLOW VELOCITY(FEET /SEC.) = 9.44 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 s PIPE- FLOW(CFS) = 0.13 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.01 me Figure 2.2 Page 6 of 17 A ON ,/ LONGEST FLOWPATH FROM NODE 8.00 TO NODE 7.00 = 51.00 FEET. A A * k * * * * * * * * * * 'k * * * * i * A k * * * * k * * 'k k FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 1S CODE = 7 i ----------------------------------------- ----------------------------------- » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< wr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.01 RAINFALL INTENSITY(INCH /HR) = 5.02 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.03 TOTAL STREAM AREA(ACRES) = 0.03 .. PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.01 5.27 4.858 0.98( 0.18) 0.18 0.9 5.00 dw 1 4.22 6.55 4.220 0.98( 0.17) 0.18 1.1 1.00 Am 1 4.20 6.67 4.168 0.98( 0.18) 0.18 1.1 1.00 2 0.13 5.01 5.024 0.98( 0.10) 0.10 0.0 8.00 as RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 40 1 4.08 5.01 5.024 0.98( 0.17) 0.18 0.9 8.00 2 4.14 5.27 4.858 0.98( 0.17) 0.18 0.9 5.00 a 3 4.34 6.55 4.220 0.98( 0.17) 0.18 1.1 1.00 4 4.31 6.67 4.168 0.97( 0.17) 0.18 1.1 1.00 ar COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 4.34 Tc(MIN.) = 6.55 EFFECTIVE AREA(ACRES) = 1.10 AREA - AVERAGED Fm(INCH /HR) = 0.17 gnu AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 416.40 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOC)<<<<< dl ELEVATION DATA: UPSTREAM(FEET) = 5.10 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.018 q4 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.03 do ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.34 10 Figure 2.2 Is Page 7of17 .■ dO IQ r7 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) _ 6.76 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 467.90 FEET. * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A * * * * * * k * * * * -k i - A- i- * * * * * * * * * * - * k * * * * * * * * * * * A- k 40 FLOW PROCESS FROM NODE 1_0.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- ,� > > >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< �r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '^ TIME OF CONCENTRATION(MIN.) = 6.76 RAINFALL INTENSITY(INCH /HR) = 4.13 aw AREA- AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.18 •r EFFECTIVE STREAM AREA(ACRES) = 1.10 TOTAL STREAM AREA(ACRES) = 1.11 �* PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- �r >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 43.00 r" ELEVATION DATA: UPSTREAM(FEET) = 13.35 DOWNSTREAM(FEET) = 10.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 tir * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 5.028 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc do LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.10 0.98 0.250 32 5.00 *� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 ` SUBAREA RUNOFF(CFS) = 0.43 w TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.43 do FLOW PROCESS FROM NODE 12.00 TO NODE 10.00 IS CO = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ELEVATION DATA: UPSTREAM(FEET) = 8.40 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 4.00 MANNING`S N = 0.018 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 4Q DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.37 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.43 "A1 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 5.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 10.00 = 47.00 FEET. 4d Figure 2.2 Page 8of17 At 0 rl FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 5.00 RAINFALL INTENSITY(INCHAR) = 5.03 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.25 do EFFECTIVE STREAM AREA(ACRES) = 0.10 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.43 wr CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.08 5.23 4.882 0.98( 0.17) 0.18 0.9 8.00 1 4.14 5.49 4.733 0.98( 0.17) 0.18 0.9 5.00 1 4.34 6.76 4.133 0.98( 0.17) 0.18 1.1 1.00 1 4.31 6.89 4.084 0.97( 0.17) 0.18 1.1 1.00 2 0.43 5.00 5.025 0.98( 0.24) 0.25 0.1 11.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.45 5.00 5.025 0.98( 0.18) 0.19 0.9 11.00 2 4.49 5.23 4.882 0.98( 0.18) 0.19 1.0 8.00 • 3 4.54 5.49 4.733 0.98( 0.18) 0.19 1.0 5.00 4 4.69 6.76 4.133 0.98( 0.18) 0.18 1.2 1.00 5 4.66 6.89 4.084 0.98( 0.18) 0.18 1.2 1.00 dd COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.69 Tc(MIN.) = 6.76 me EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.18 do AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.2 l" LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 467.90 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.68 DOWNSTREAM(FEET) = 4.32 40 FLOW LENGTH(FEET) = 55.53 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES 1 " PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.01 ngwe 12 Page 9 of 17 a LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 - 523.43 FEET. i FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 10 ---------------------------------------------------------------------------- >>»MAIN- STREAM MEMORY COPIED UNTO MEMORY BANK # 1 <<<<< Lel ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 M ---------------------------- ------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 395.00 , ELEVATION DATA: UPSTREAM(FEET) = 16.26 DOWNSTREAM(FEET) = 8.52 ... Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.688 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.896 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ao RESIDENTIAL ".4 DWELLING /ACRE" A 1.06 0.98 0.900 32 11.69 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 ++ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 1.93 do w FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 31 --------------------------------------------------------------------------- ai >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< .w ELEVATION DATA: UPSTREAM(FEET) = 6.02 DOWNSTREAM(FEET) = 5.34 FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES a., PIPE -FLOW VELOCITY(FEET /SEC.) = 2.66 w ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.93 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 12.60 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 541.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 12.60 RAINFALL INTENSITY(INCH /HR) = 2.76 AREA- AVERAGED Fm(INCH /HR) = 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.90 Figure 2.2 Page 10 of 17 ds I" El FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 8.38 RAINFALL INTENSITY(INCH /HR) = 3.59 AREA - AVERAGED Fm(INCH /HR) = 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.98 r AREA - AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.53 w11 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 EFFECTIVE STREAM AREA(ACRES) = 1.06 ** Tc it TOTAL STREAM AREA(ACRES) = 1.06 STREAM NUMBER (CFS) PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.93 1 2.757 0.98( 0.88) 0.90 1.1 14.00 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 2 1.41 w >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 0.5 16.00 ' >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 264.00 9.40 RAINFALL INTENSITY ELEVATION DATA: UPSTREAM(FEET) = 14.68 DOWNSTREAM(FEET) = do CONFLUENCE FORMULA USED FOR 2 STREAMS. Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.382 ++ * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.594 SUBAREA Tc AND LOSS RATE DATA(AMC II): SCE Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap (INCH /HR) (DECIMAL) CN (MIN.) LAND USE GROUP (ACRES) +or RESIDENTIAL 0.26 0.98 0.600 32 8.38 "3 -4 DWELLINGS /ACRE" A RESIDENTIAL 0.26 0.98 0.700 32 8.91 ewr "2 DWELLINGS /ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 +. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 1.41 1.41 0.53 PEAK FLOW RATE(CFS) _ TOTAL AREA(ACRES) = FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 8.38 RAINFALL INTENSITY(INCH /HR) = 3.59 AREA - AVERAGED Fm(INCH /HR) = 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.98 r AREA - AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.53 w11 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 I ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Figure 2.2 Ad Page 11 of 17 Iq A ** CONFLUENCE DATA 4 ** Tc Intensity Fp(Fm) Ap Ae HEADWATER STREAM NUMBER (CFS) (M IN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.93 1 2.757 0.98( 0.88) 0.90 1.1 14.00 2 1.41 8.38 3.594 0.98( 0.63) 0.65 0.5 16.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Figure 2.2 Ad Page 11 of 17 Iq A I FLOW PROCESS FROM NODE 17.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.34 DOWNSTREAM(FEET) = 4.32 FLOW LENGTH(FEET) = 154.67 MANNING'S N = 0.018 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES 4w PIPE -FLOW VELOCITY(FEET /SEC.) = 3.40 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.26 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.67 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 ---------------------------------------------------------------------------- '�' » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMk. ««< rr ----------------------- -------- ** MAIN STREAM CONFLUENCE DATA ** 1 3.26 8.38 3.594 0.98( 0.77) 0.79 1.2 16.00 Q 2 2.94 12.60 2.757 0.98( 0.80) 0.82 1.6 14.00 Ae COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: (CFS) dl PEAK FLOW RATE(CFS) = 3.26 Tc(MIN.) = 8.38 NODE EFFECTIVE AREA(ACRES) = 1.24 AREA- AVERAGED Fm(INCH /HR) = 0.77 3.397 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.79 "* TOTAL AREA(ACRES) = 1.6 13.37 2.653 0.98( 0.80) LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 541.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.34 DOWNSTREAM(FEET) = 4.32 FLOW LENGTH(FEET) = 154.67 MANNING'S N = 0.018 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES 4w PIPE -FLOW VELOCITY(FEET /SEC.) = 3.40 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.26 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.67 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 ---------------------------------------------------------------------------- '�' » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMk. ««< rr ----------------------- -------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.26 9.14 3.397 0.98( 0.77) 0.79 1.2 16.00 "* 2 2.94 13.37 2.653 0.98( 0.80) 0.82 1.6 14.00 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.67 FEET. .sr ** MEMORY BANK # 1 CONFLUENCE DATA ** ,. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ar NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.45 5.26 4.868 0.98( 0.18) 0.19 0.9 11.00 2 4.49 5.48 4.736 0.98( 0.18) 0.19 1.0 8.00 3 4.54 5.74 4.599 0.98( 0.18) 0.i9 1.0 5.00 4 4.69 7.01 4.037 0.98( 0.18) 0.18 1.2 1.00 5 4.66 7.13 3.991 0.98( 0.18) 0.18 1.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 523.43 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE �1 7.38 5.26 4.868 0.98( 0.44) 0.45 1.6 11.00 2 7.45 5.48 4.736 0.98( 0.44) 0.45 1.7 8.00 4 0 3 7.53 5.74 4.599 0.98( 0.44) 0.45 1.8 5.00 4 7.80 7.01 4.037 0.98( 0.44) 0.45 2.1 1.00 5 7.78 7.13 3.991 0.98( 0.44) 0.45 2.2 1.00 6 7.20 9.14 3.397 0.98( 0.48) 0.49 2.4 16.00 Al Figure 2.2 Page 12 of 17 in A Li Re 7 S. 96 13.37 2.653 0.98( 0.53) 0.54 2.8 14.00 do TOTAL AREA(ACRES) = 2.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < PEAK FLOW RATE(CFS) = 7.80 Tc(MIN.) = 7.009 >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< EFFECTIVE AREA(ACRES) = 2.15 AREA- AVERAGED Fm(INCH /HR) = 0.44 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.49 INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.00 TOTAL AREA(ACRES) = 2.8 46 ELEVATION DATA: UPSTREAM(FEET) = 16.59 DOWNSTREAM(FEET) = LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 - 695.67 FEET. Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 r SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = 31 +yr ------------------------------------------------ ---------------------------- �4 SUBAREA Tc AND LOSS RATE DATA(AMC II): >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< a. >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.32 DOWNSTREAM(FEET) = 4.11 FLOW LENGTH(FEET) = 35.06 MANNING'S N = 0.018 5.00 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.06 Figure 2.2 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.80 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.15 arr LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 730.73 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �+ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- ""' >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< arr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ... TIME OF CONCENTRATION(MIN.) = 7.15 ,rr RAINFALL INTENSITY(INCH /HR) = 3.98 AREA - AVERAGED Fm(INCH /HR) = 0.44 w AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 2.15 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.80 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.00 46 ELEVATION DATA: UPSTREAM(FEET) = 16.59 DOWNSTREAM(FEET) = 11.85 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 r SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 5.028 �4 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.64 0.98 0.250 32 5.00 Figure 2.2 Page 13 of 17 0 rl a SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 2.V6 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 a ---------------------------------------------------------------------------- rr >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 8.85 DOWNSTREAM(FEET) = 4.11 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.76 ,., PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 5.71 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 20.00 = 350.00 FEET. �r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ------------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ,r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: *■ TIME OF CONCENTRATION(MIN.) = 5.71 RAINFALL INTENSITY(INCH/HR) = 4.61 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 0.64 TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.38 5.40 4.783 0.98( 0.44) 0.45 1.6 11.00 1 7.45 5.63 4.657 0.98( 0.44) 0.45 1.7 8.00 1 7.53 5.88 4.525 0.98( 0.44) 0.45 1.8 5.00 1 7.80 7.15 3.984 0.98( 0.44) 0.45 2.1 1.00 rll 1 7.78 7.28 3.939 0.98( 0.44) 0.45 2.2 1.00 1 7.20 9.29 3.363 0.98( 0.48) 0.49 2.4 16.00 1 5.96 13.52 2.634 0.98( 0.53) 0..54 2.8 14.00 2 2.76 5.71 4.611 0.98( 0.24) 0.25 0.6 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER lie NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 449 1 10.08 5.40 4.783 0.98( 0.39) 0.40 2.2 11.00 2 10.19 5.63 4.657 0.98( 0.39) 0.40 2.3 8.00 Figure 2.2 49 Page 14 of 17 At Lj ri 40 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- do >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< i >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 152.00 ELEVATION DATA: UPSTREAM(FEET) = 14.23 DOWNSTREAM(FEET) = 11.53 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.078 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.978 w A* Figure 2.2 Page 15 of 17 i 3 10.23 5.71 4.611 0.98( 0.39) 0.A0 2.4 18.00 4 10.23 5.88 4.525 0.98( 0.39) 0.40 2.4 5.00 5 10.16 7.15 3.984 0.98( 0.40) 0.41 2.8 1.00 6 10.11 7.28 3.939 0.98( 0.40) 0.41 2.8 1.00 7 9.16 9.29 3.363 0.98( 0.43) 0.44 3.1 16.00 8 7.47 13.52 2.634 0.98( 0.48) 0.49 3.4 14.00 a COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: �++ PEAK FLOW RATE(CFS) = 10.23 Tc(MIN.) = 5.71 EFFECTIVE AREA(ACRES) = 2.37 AREA - AVERAGED Fm(INCH /HR) = 0.39 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 3.4 err LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 730.73 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- .. >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.11 DOWNSTREAM(FEET) = 4.01 FLOW LENGTH(FEET) = 15.60 MANNING'S N = 0.018 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES rr PIPE -FLOW VELOCITY(FEET /SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.23 ar PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.77 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 21.00 = 746.33 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** nr FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ar =________________________________________ TOTAL NUMBER OF STREAMS = 2 in CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.77 RAINFALL INTENSITY(INCH /HR) = 4.58 AREA - AVERAGED Fm(INCH /HR) = 0.39 AREA - AVERAGED Fp(INCH /HR) = 0.98 dW AREA - AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 2.37 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.23 40 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- do >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< i >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 152.00 ELEVATION DATA: UPSTREAM(FEET) = 14.23 DOWNSTREAM(FEET) = 11.53 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.078 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.978 w A* Figure 2.2 Page 15 of 17 i 10 Ap SUBAREA Tc AND LOSS RATE DATA(AMC II): do DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) " COMMERCIAL A 0.34 0.98 0.100 32 5.08 ref SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 1.49 9" FLOW PROCESS FROM NODE 23.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- NI >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< mm » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < AN ELEVATION DATA: UPSTREAM(FEET) = 9.03 DOWNSTREAM(FEM = 4.01 FLOW LENGTH(FEET) = 38.67 MANNING'S N = 0.018 MR DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 ' ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.49 on PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.15 MAW LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 190.67 FEET. *ea FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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.) = 5.15 �r RAINFALL INTENSITY(INCH/HR) = 4.93 AREA - AVERAGED Fm(INCH /HR) = 0.10 ** AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.34 TOTAL STREAM AREA(ACRES) = 0.34 ... PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 A" ** CONFLUENCE DATA ** Alm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.08 5.46 4.750 0.98( 0.39) 0.40 2.2 11.00 1 10.19 5.68 4.626 0.98( 0.39) 0.40 2.3 8.00 1 10.23 5.77 4.581 0.98( 0.39) 0.40 2.4 18.00 1 10.23 5.94 4.496 0.98( 0.39) 0.40 2.4 5.00 1 10.16 7.21 3.964 0.98( 0.40) 0.41 2.8 1.00 1 10.11 7.34 3.919 0.98( 0.40) 0.41 2.8 1.00 1 9.16 9.34 3.349 0.98( 0.43) 0.44 3.1 16.00 it 1 7.47 13.59 2.626 0.98( 0.48) 0.49 3.4 14.00 2 1.49 5.15 4.931 0.98( 0.10) 0.10 0.3 22.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 4 0 Figure 2.2 Page 16 of 17 0 Am it I" *" PEAK FLOW RATE TABLE ** is STI;LAM Q Tc Intensi -ty Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HP,) (INCH / }]R) (ACRES) NODE ' 1 11.41 5.15 4.931 0.98( 0.35) 0.36 2.5 22.00 2 11.52 5.46 4.750 0.98( 0.35) 0.36 2.6 11.00 3 11.59 5.68 4.626 0.98( 0.35) 0.36 2.7 8.00 4 11.62 5.77 4.581 0.98( 0.35) 0.36 2.7 18.00 m 5 11.59 5.94 4.496 0.98( 0.35) 0.36 2.8 5.00 .r 6 11.35 7.21 3.964 0.97( 0.36) 0.37 3.1 1.00 7 11.29 7.34 3.919 0.98( 0.36) 0.37 3.2 1.00 8 10.17 9.34 3.349 0.98( 0.40) 0.41 3.4 16.00 9 8.25 13.59 2.626 0.98( 0.44) 0.45 3.8 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.62 Tc(MIN.) = 5.77 EFFECTIVE AREA(ACRES) = 2.71 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 21.00 = 746.33 FEET. ,rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< �r ELEVATION DATA: UPSTREAM(FEET) = 4.01 DOWNSTREAM(FEFT) = 4.00 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.26 ,rr ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 .w PIPE- -FLOW (CFS) = 11.62 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.78 46 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 24.00 = 748.33 FEET. .ew END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.8 TC(MIN.) = 5.78 EFFECTIVE AREA(ACRES) = 2.71 AREA - AVERAGED Fm(INCH /HR)= 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 11.62 40 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(F'm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 40 1 11.41 5.16 4.926 0.98( 0.35) 0.36 2.5 22.00 2 11.52 5.47 4.745 0.98( 0.35) 0.36 2.6 11.00 1 3 11.59 5.69 4.622 0.98( 0.35) 0.36 2.7 8.00 4 11.62 5.78 4.577 0.98( 0.35) 0.36 2.7 18.00 19 5 11.59 5.95 4.492 0.98( 0.35) 0.36 2.8 5.00 6 11.35 7.22 3.961 0.97( 0.36) 0.37 3.1 1.00 7 11.29 7.34 3.916 0.98( 0.36) 0.37 3.2 1.00 ri 8 10.17 9.35 3.347 0.98( 0.40) 0.41 3.4 16.00 9 8.25 13.59 2.625 0.98( 0.44) 0.45 3.8 14.00 ------------------------------ END OF RATIONAL METHOD ANALYSIS qm Figure 2.2 Page 17 of 17 a 4 in RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1533 Analysis prepared by: alit THATCHER ENGINEERING & ASSOCIATES, INC. 'w 1461 FORD ST, SUITE 105 REDLANDS, CA 92374 a PHONE: 909.748.7777 FAX:909.748.7776 MM * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** At * 117219 FOOTHILL OFFICE /RETAIL COMPLEX * POST- DEVELOPMENT DRAINAGE STUDY .. * 100 -YEAR STORM EVENT rr FILE NAME: 117219PO.DAT TIME /DATE OF STUDY: 17:53 03/03/2010 w USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------ +e -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.990 b. 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.440 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4400 •e SLOPE OF INTENSITY DURATION CURVE = 0.6500 A& *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 4 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- sr figure 2.3 Page 1 of 17 cl C! M4 >: > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< As = >USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBARF,A << INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.00 ELEVATION DATA: UPSTREAM(FEET) = 16.80 DOWNSTREAM(FEET) = 11.64 , Tc = K *[(LENGTH ** 3.00) /(ELEVATI0N CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.690 AS * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.658 SUBAREA Tc AND LOSS RATE DATA(AMC III): MR DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.44 0.74 0.250 52 5.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 .. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 2.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1° FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< .� >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « <<< ELEVATION DATA: UPSTREAM(FEET) = 7.65 DOWNSTREAM(FEET) = 5.83 FLOW LENGTH(FEET) = 97.58 MANNING'S N = 0.018 +■ DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.56 r PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.03 wr LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 290.58 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 6.03 RAINFALL INTENSITY(INCH /HR) = 6.41 AREA - AVERAGED Fm(INCH /HR) = 0.19 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 0.44 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.56 AN FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 21 +i ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< r� >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 244.00 ELEVATION DATA: UPSTREAM(FEET) = 16.80 DOWNSTREAM(FEET) = 11.69 Ad Figure 2.3 Page 2 of 17 14 A IN At I" 49 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.938 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.476 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc " LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.54 0.74 0.100 52 5.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.11 rll TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 3.11 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< low » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 .. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.94 1 O RAINFALL INTENSITY(INCH /HR) = 6.48 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.10 rr EFFECTIVE STREAM AREA(ACRES) = 0.54 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11 rr ** CONFLUENCE DATA ** *■ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 40 1 2.56 6.03 6.411 0.74( 0.19) 0.25 0.4 1.00 2 3.11 5.94 6.476 0.74( 0.07) 0.10 0.5 1.00 .s dl RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.66 5.94 6.476 0.74( 0.12) 0.17 1.0 1.00 2 5.64 6.03 6.411 0.74( 0.12) 0.17 1.0 1.00 4/ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.66 Tc(MIN.) = 5.94 49 EFFECTIVE AREA(ACRES) = 0.97 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.17 Im TOTAL AREA(ACRES) = 1.0 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 290.58 FEET. 49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< Figure 2.3 s Page 3 of 17 40 s r al ELEVATION DATA: UPSTREAM(FEET) = 5.83 DOWNSTREAM(FEET) = 5.35 FLOW LENGTH(FEET) = 74.32 MANNING'S N = 0.018 s DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.66 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 6.26 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 364.90 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 6.26 RAINFALL INTENSITY(INCH /HR) = 6.26 �• AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.17 EFFECTIVE STREAM AREA(ACRES) = 0.97 .r TOTAL STREAM AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 42.00 ELEVATION DATA: UPSTREAM(FEET) = 12.82 DOWNSTREAM(FEET) = 10.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 7.242 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.05 0.74 0.250 52 5.00 CONDOMINIUMS A 0.05 0.74 0.350 52 5.00 im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 f SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.300 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.63 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 31 ------------------------ ---------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<:< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.80 DOWNSTREAM(FEET) = 5.35 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES Figure 2.3 Page 4 of 17 i PIPE -FLOW VELOCITY(FEET /SEC.) -_ 14.06 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.63 .� PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 5.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4 .00 = 46.00 FEET. ' FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 7.24 .rr AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.30 +.� EFFECTIVE STREAM AREA(ACRES) = 0.10 TOTAL STREAM AREA(ACRES) = 0.10 '"■ PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 Aw ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER .� NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE .. 1 5.66 6.26 6.256 0.74( 0.12) 0.17 1.0 1.00 1 5.64 6.35 6.197 0.74( 0.12) 0.17 1.0 1.00 2 0.63 5.00 7.237 0.74( 0.22) 0.30 0.1 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.88 5.00 7.237 0.74( 0.14) 0.18 0.9 5.00 +� 2 6.20 6.26 6.256 0.74( 0.13) 0.18 1.1 1.00 3 6.18 6.35 6.197 0.74( 0.13) 0.18 1.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.20 T O MIN.) = 6.26 EFFECTIVE AREA(ACRES) = 1.07 AREA- AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 364.90 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 '"� ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.35 DOWNSTREAM(FEET) = 5.10 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.018 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.59 Figure 2.3 it Page 5of17 MR i v so a ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 +d PIPE- 17LOW(C1?S) = 6.20 PIPE 'TRAVEL 'P1ME(MIN.) = 0.24 Tc (MIN. = 6.50 Vo LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 416.40 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- A L »:> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 6.50 RAINFALL INTENSITY(INCH /HR) = 6.11 AREA - AVERAGED Fm(INCH /HR) = 0.13 ar AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.07 TOTAL STREAM AREA(ACRES) = 1.08 ,ra PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.20 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 47.00 ELEVATION DATA: UPSTREAM(FEET) = 13.35 DOWNSTREAM(FEET) = 10.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 7.242 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.03 0.74 0.100 52 5.00 At SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 31 Al ----------------------------- ----------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< +� >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ' ELEVATION DATA: UPSTREAM(FEET) = 8.60 DOWNSTREAM(FEET) = 5.10 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.018 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.51 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.01 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 7.00 = 51.00 FEET. Figure 2.3 Page 6of17 u rr rr ar FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 7 ---------------------------------------------------------------------------- » >>>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.) = 5.01 RAINFALL INTENSITY(INCH /HR) = 7.24 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.03 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 h Im 4A LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 416.40 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.10 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.70 Figure 2.3 Page 7 of 17 MR rw ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.88 5.25 7.019 0.74( 0.14) 0.18 0.9 5.00 1 6.20 6.50 6.106 0.74( 0.13) 0.18 1.1 1.00 1 6.18 6.59 6.050 0.74( 0.13) 0.18 1.1 1.00 2 0.19 5.01 7.236 0.74( 0.07) 0.10 0.0 8.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO -w CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** s STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.98 5.01 7.236 0.74( 0.13) 0.18 0.9 8.00 ,. 2 6.07 5.25 7.019 0.74( 0.13) 0.18 0.9 5.00 3 6.37 6.50 6.106 0.74( 0.13) 0.18 1.1 1.00 4 6.34 6.59 6.050 0.74( 0.13) 0.18 1.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.37 Tc(MIN.) = 6.50 EFFECTIVE AREA(ACRES) = 1.10 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.1 h Im 4A LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 416.40 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.10 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.70 Figure 2.3 Page 7 of 17 MR rw r Ad no 40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 1-0.00 = 467.90 FEET. ***-A * A* * * * * * * * * * * * * * * * -k * * * * * * * * * * * * * * * * A- * * * * A k * * A****** �- "' FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 1S CODE = 1 ---------------------------------------------------------------------------- 40 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < ----- - - - - -- TOTAL NUMBER OF STREAMS = 2 w CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.70 RAINFALL INTENSITY(INCH /HR) = 5.99 AREA - AVERAGED Fm(INCH /HR) = 0.13 Wr AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.10 TOTAL STREAM AREA(ACRES) = l.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37 r FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< rr >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< w , INITIAL SUBAREA FLOW- LENGTH(FEET) = 43.00 ELEVATION DATA: UPSTREAM(FEET) = 13.35 DOWNSTREAM(FEET) = 10.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 7.242 rr SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) rrl MOBILE HOME PARK A 0.10 0.74 0.250 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 +� SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 0.64 ' TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.64 FLOW PROCESS FROM NODE 12.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- ,� >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< to ELEVATION DATA: UPSTREAM(FEET) = 8.40 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.018 40 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.42 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.64 41 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 5.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 10.00 = 47.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '~ FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- �r Figure 2.3 Page 8 of 17 00 AN mo w a/ +w COMPUTED CONFLUENCE ESTIMA' PEAK FLOW RATE(CFS) = EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE PES ARE AS FOLLOWS: 6.89 Tc(MIN.) = 6.70 1.20 AREA - AVERAGED Fm(INCH /HR) = 0.14 0.74 AREA - AVERAGED Ap = 0.18 1.2 1.00 TO NODE 10.00 = 467.90 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< <;< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 4.68 DOWNSTREAM(FEET) = 4.32 FLOW LENGTH(FEET) = 55.53 MANNING'S N = 0.018 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.89 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 523.43 FEET. Figure 2.3 Page 9 of 17 > > »>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.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 7.24 AREA - AVERAGED Fm(INCH /HR) = 0.19 +� AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.25 *' EFFECTIVE STREAM AREA(ACRES) = 0.10 TOTAL STREAM AREA(ACRES) = 0.10 ar PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** �r STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.98 5.21 7.053 0.74( 0.13) 0.18 0.9 8.00 1 6.07 5.45 6.850 0.74( 0.13) 0.18 0.9 5.00 1 6.37 6.70 5.987 0.74( 0.13) 0.18 1.1 1.00 1 6.34 6.79 5.934 0.74( 0.13) 0.18 1.1 1.00 2 0.64 5.00 7.237 0.74( 0.19) 0.25 0.1 11.00 +rr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ., CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.54 5.00 7.237 0.74( 0.14) 0.19 0.9 11.00 wr 2 6.60 5.21 7.053 0.74( 0.14) 0.19 1.0 8.00 w 3 6.67 5.45 6.850 0.74( 0.14) 0.19 1.0 5.00 4 6.89 6.70 5.987 0.74( 0.14) 0.18 1.2 1.00 ar 5 6.86 6.79 5.934 0.74( 0.14) 0.18 1.2 1.00 00 AN mo w a/ +w COMPUTED CONFLUENCE ESTIMA' PEAK FLOW RATE(CFS) = EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE PES ARE AS FOLLOWS: 6.89 Tc(MIN.) = 6.70 1.20 AREA - AVERAGED Fm(INCH /HR) = 0.14 0.74 AREA - AVERAGED Ap = 0.18 1.2 1.00 TO NODE 10.00 = 467.90 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< <;< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 4.68 DOWNSTREAM(FEET) = 4.32 FLOW LENGTH(FEET) = 55.53 MANNING'S N = 0.018 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.89 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 523.43 FEET. Figure 2.3 Page 9 of 17 w m FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 ]S CO, = 10 ---------------------------------------------------------------------------- MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 9 1 <<<<< do FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 r --------------------------------------------------------- ------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA <.< ---------------------------------------------------------------------------- nr INITIAL SUBAREA FLOW- LENGTH(FEET) = 395.00 .� ELEVATION DATA: UPSTREAM(FEET) = 16.26 DOWNSTREAM(FEET) = 8.52 rr Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.688 .. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.170 SUBAREA Tc AND LOSS RATE DATA(AMC III): °w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING /ACRE" A 1.06 0.74 0.900 52 11.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 ,.. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 3.34 too TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 3.34 FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< aw _______ ---- __________________________________ ______________________--------- ELEVATION DATA: UPSTREAM(FEET) = 6.02 DOWNSTREAM(FEET) = 5.34 qR FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES 1f PIPE -FLOW VELOCITY(FEET /SEC.) = 3.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 qu PIPE- FLOW(CFS) = 3.34 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 12.48 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 541.00 FEET. +�11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 w ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< d o --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: +" TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH /HR) = 3.99 AREA - AVERAGED Fm(INCH /HR) = 0.67 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 1.06 TOTAL STREAM AREA(ACRES) = 1.06 Figure 2.3 Page 10 of 17 w F aw FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.34 1 --------------------------- ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< FLOW PROCESS FROM NODE 16.00 TO NODE 1-7.00 IS CODE = 21 --------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ---------------------------------------------------------------------------- air > >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< TIME OF CONCENTRATION(MIN.) = 8.38 a4 �I INITIAL SUBAREA FLOW- LENGTH(FEET) = 264.00 ELEVATION DATA: UPSTREAM(FEET) = 14.68 DOWNSTREAM(FEET) = 9.40 +r� AREA - AVERAGED Fp(INCH /HR) = 0.74 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 AREA - AVERAGED Ap = 0.65 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.382 w * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.176 SUBAREA Tc AND LOSS RATE DATA(AMC III): TOTAL STREAM AREA(ACRES) = 0.53 ,,. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) +� RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.26 0.74 0.600 52 8.38 RESIDENTIAL STREAM Q Tc Intensity Fp(Fm) Ap "2 DWELLINGS /ACRE" A 0.26 0.74 0.700 52 8.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 (ACRES) NODE SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 1 3.34 12.48 3.995 0.74( 0.67) 0.90 �r SUBAREA RUNOFF(CFS) = 2.24 2 2.24 8.38 5.176 0.74( 0.48) 0.65 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 2.24 16.00 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 --------------------------- ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 air CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.38 a4 RAINFALL INTENSITY(INCH /HR) = 5.18 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.65 w EFFECTIVE STREAM AREA(ACRES) = 0.53 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 x111 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.34 12.48 3.995 0.74( 0.67) 0.90 1.1 14.00 2 2.24 8.38 5.176 0.74( 0.48) 0.65 0.5 16.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE, 1 5.28 8.38 5.176 0.74( 0.59) 0.79 1.2 16.00 2 5.02 12.48 3.995 0.74( 0.61) 0.82 1.6 19.00 Figure 2.3 4 0 Page 11 of 17 aR COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.28 Tc(M1N.) -- 8.38 EFFECTIVE AREA(ACRES) = 1.24 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 541.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ® >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ,.� ____-- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 5.34 DOWNSTREAM(FEET) = 4.32 FLOW LENGTH(FEET) = 154.67 MANNING'S N = 0.018 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES �.. PIPE -FLOW VELOCITY(FEET /SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.28 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.67 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 +w+ ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** '~ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE me 1 5.28 9.05 4.923 0.74( 0.59) 0.79 1.2 16.00 as 2 5.02 13.16 3.860 0.74( 0.61) 0.82 1.6 14.00 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.67 FEET. 40 ** MEMORY BANK # 1 CONFLUENCE DATA ** 40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '" 1 6.54 5.23 7.031 0.74( 0.14) 0.19 0.9 11.00 40 2 6.60 5.43 6.860 0.74( 0.14) 0.19 1.0 8.00 3 6.67 5.67 6.671 0.74( 0.14) 0.19 1.0 5.00 4 6.89 6.92 5.860 0.74( 0.14) 0.18 1.2 1.00 10 5 6.86 7.02 5.809 0.74( 0.14) 0.18 1.2 1.00 IN LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 523.43 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.07 5.23 7.031 0.74( 0.33) 0.45 1.7 11.00 2 11.18 5.43 6.860 0.74( 0.33) 0.45 1.7 8.00 40 3 11.31 5.67 6.671 0.74( 0.33) 0.45 1.8 5.00 4 11.80 6.92 5.860 0.74( 0.34) 0.45 2.2 1.00 # 5 11.79 7.02 5.809 0.74( 0.34) 0.45 2.2 1.00 6 11.07 9.05 4.923 0.74( 0.37) 0.49 2.5 16.00 7 9.52 13.16 3.860 0.74( 0.40) 0.54 2.8 14.00 TOTAL AREA(ACRES) = 2.8 ill Figure 2.3 Page 12 of 17 qv rl COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.80 Tc(MIN.) = 6.925 EFFECTIVE AREA(ACRES) = 2.15 AREA- AVERAGED F& INCH/HR) = 0.34 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.8 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 13.00 = 695.61 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = 31 ma -------------------------------------- -------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< " >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< Mom ELEVATION DATA: UPSTREAM(FEET) = 4.32 DOWNSTREAM(FEET) = 4.11 , FLOW LENGTH(FEET) = 35.06 MANNING'S N = 0.018 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES ,. PIPE -FLOW VELOCITY(FEET /SEC.) = 4.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.80 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 730.73 FEET. yr+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- arr >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.06 RAINFALL INTENSITY(INCH /HR) = 5.79 ..� AREA - AVERAGED Fm(INCH /HR) = 0.34 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.45 y� EFFECTIVE STREAM AREA(ACRES) = 2.15 TOTAL STREAM AREA(ACRES) = 2.80 4w PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.80 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.00 �! ELEVATION DATA: UPSTREAM(FEET) = 16.59 DOWNSTREAM(FEET) = 11.85 id Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 s * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.242 to SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp ip SCS Tc reR LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK A 0.64 0.74 0.250 52 5.00 # SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 Figure 2.3 Page 13 of 17 0 As 44 SUBAREA RUNOFF(CFS) = 4.06 as TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 4.06 * * * * * * * * _k4, ****4 * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * is * * * * FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE ---------------------------------------------------------------------------- = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< .i >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOC.) <<<<< _ -- ELEVATION DATA: UPSTREAM(FEET) = 8.85 DOWNSTREAM(FEET) = 4.11 °w FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.018 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES As PIPE -FLOW VELOCITY(FEET /SEC.) = 5.70 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.06 As PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 20.00 = 350.00 FEET. *r, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 5.64 RAINFALL INTENSITY(INCH /HR) = 6.69 AREA - AVERAGED Fm(INCH /HR) = 0.19 AREA - AVERAGED Fp(INCH /HR) = 0.74 a.r AREA - AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 0.64 TOTAL STREAM AREA(ACRES) = 0.64 it PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 ■ ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.07 5.36 6.919 0.74( 0.33) 0.45 1.7 11.00 �,. 1 11.18 5.57 6.755 0.74( 0.33) 0.45 1.7 8.00 1 11.31 5.80 6.573 0.74( 0.33) 0.45 1.8 5.00 1 11.80 7.06 5.789 0.74( 0.34) 0.45 2.2 1.00 1 11.79 7.15 5.740 0.74( 0.34) 0.45 2.2 1.00 1 11.07 9.19 4.877 0.74( 0.37) 0.49 2.5 16.00 1 9.52 13.30 3.835 0.74( 0.40) 0.54 2.8 14.00 2 4.06 5.64 6.694 0.74( 0.19) 0.25 0.6 18.00 Ad RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.07 5.36 6.919 0.74( 0.29) 0.40 2.3 11.00 2 15.23 5.57 6.755 0.74( 0.29) 0.40 2.3 8.00 4d 3 15.29 5.64 6.694 0.74( 0.29) 0.40 2.4 18.00 4 15.30 5.80 6.573 0.74( 0.30) 0.40 2.4 5.00 Figure 2.3 Page 14 of 17 In As 15 15.30 7.06 5.789 0.74( 0.30) 0.41 2.8 1.00 6 15.26 7.15 5.740 0.74( 0.30) 0.41 2.8 1.00 7 14.00 9.19 4.877 0.74( 0.33) 0.44 3.1 16.00 8 11.80 13.30 3.835 0.74( 0.36) 0.49 3.4 14.00 ld COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.30 Tc(MIN.) = 7.06 EFFECTIVE AREA(ACRES) = 2.79 AREA - AVERAGED Fm(INCH /HR) = 0.30 �r AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.4 �* LONGEST FLOWPATH FROM NODE 14.00 TO NODE 20.00 = 730.73 FEET. .. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 4.11 DOWNSTREAM(FE. - T) = 4.01 "" FLOW LENGTH(FEET) = 15.60 MANNING'S N = 0.018 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES am PIPE -FLOW VELOCITY(FEET /SEC.) = 4.95 ar ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.30 No PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 21.00 = 746.33 FEET. ara ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- dm »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------------------------- w TOTAL NUMBER OF STREAMS = 2 3/ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.11 RAINFALL INTENSITY(INCH /HR) = 5.76 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.79 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.30 +� FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- '� >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 152.00 ELEVATION DATA: UPSTREAM(FEET) = 14.23 DOWNSTREAM(FEET) = 11.53 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.078 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 7.169 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp ..p SCS Tc M Figure 2.3 Page 15 of 17 qw LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) / COMMERCIAL A 0.34 0.74 0.100 52 5.08 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 MR SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.17 do TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 2.17 ,rr FLOW PROCESS FROM NODE 23.00 TO NODE 21.00 IS CODE = 31 �• ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOC.)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 9.03 DOWNSTREAM(FEET) = 4.01 FLOW LENGTH(FEET) = 38.67 MANNING'S N = 0.018 dA DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.57 ON ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.17 "W' PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.15 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 190.67 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** arr FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 w --------------------------------- ------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< rr >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< '® TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.15 RAINFALL INTENSITY(INCH /HR) = 7.11 AREA - AVERAGED Fm(INCH /HR) = 0.07 40 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.10 44 EFFECTIVE STREAM AREA(ACRES) = 0.34 TOTAL STREAM AREA(ACRES) = 0.34 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 ' ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.07 5.42 6.875 0.74( 0.29) 0.40 2.3 11.00 1 15.23 5.62 6.713 0.74( 0.29) 0.40 2.3 8.00 1 15.29 5.70 6.654 0.74( 0.29) 0.40 2.4 18.00 1 15.30 5.86 6.534 0.74( 0.30) 0.40 2.4 5.00 +� 1 15.30 7.11 5.761 0.74( 0.30) 0.41 2.8 1.00 1 15.26 7.20 5.713 0.74( 0.30) 0.41 2.8 1.00 1 14.00 9.24 4.858 0.74( 0.33) 0.44 3.1 16.00 1 11.80 13.35 3.824 0.74( 0.36) 0.49 3.4 14.00 49 2 2.17 5.15 7.108 0.74( 0.07) 0.10 0.3 22.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Ad ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER An Figure 2.3 is Page 16 of 17 ri 71 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE alb 1 16.99 5.15 7.108 0.74( 0.26) 0.36 2.5 22.00 2 17.17 5.42 6.875 0.74( 0.27) 0.36 2.6 11.00 3 17.28 5.62 6.713 0.74( 0.27) 0.36 2.7 8.00 4 17.32 5.70 6.654 0.74( 0.2 0.36 2.7 18.00 5 17.29 5.86 6.534 0.74( 0.27) 0.36 2.8 5.00 6 17.05 7.11 5.761 0.74( 0.28) 0.37 3.1 1.00 w. 7 17.00 7.20 5.713 0.74( 0.28) 0.37 3.2 1.00 .w 8 15.47 9.24 4.858 0.74( 0.30) 0.41 3.4 16.00 9 12.96 13.35 3.824 0.74( 0.34) 0.45 3.8 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 17.32 Tc(MIN.) = 5.70 EFFECTIVE AREA(ACRES) = 2.72 AREA - AVERAGED Fm(INCH /HR) = 0.27 �. AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 21.00 = 746.33 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 24.00 IS CODE = 31 "" ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLO' - )<<<<< rri ELEVATION DATA: UPSTREAM(FEET) = 4.01 DOWNSTREAM(FEET) = 4.00 .o FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.018 art DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.67 mm ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.32 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.70 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 24.00 = 748.33 FEET. ar END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.8 TC(MIN.) = 5.70 EFFECTIVE AREA(ACRES) = 2.72 AREA - AVERAGED Fm(INCH /HR)= 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 17.32 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.99 5.15 7.101 0.74( 0.26) 0.36 2.5 22.00 , 2 17.17 5.42 6.869 0.74( 0.27) 0.36 2.6 11.00 3 17.28 5.62 6.708 0.74( 0.27) 0.36 2.7 8.00 4 17.32 5.70 6.648 0.74( 0.27) 0.36 2.7 18.00 71 5 17.29 5.86 6.529 0.74( 0.27) 0.36 2.8 5.00 6 17.05 7.11 5.758 0.74( 0.28) 0.37 3.1 1.00 7 17.00 7.21 5.709 0.74( 0.28) 0.37 3.2 1.00 8 15.47 9.25 4.856 0.74( 0.30) 0.41 3.4 16.00 9 12.96 13.36 3.823 0.74( 0.34) 0.45 3.8 14.00 END OF RATIONAL METHOD ANALYSIS 711 _. - Figure 2.3 Page 17 of 17 41 +s Figure 3.1: Stormdrain Pipe Siring, HCL Table AM Finished Pipe HGL At Node HGL Surface Q (cfs) L (feet) slope slope d (inches) k rr 4W ,r 24 6.35 12.56 17.33 2 0.0065 0.027241 18 105 21 6.40 12.56 15.31 15.6 0.0065 0.02126 18 105 20 1 6.74 12.56 11.81 35.06 0.0065 0.012651 18 105 13 7.18 12.00 6.9 55.53 0.0065 0.011409 15 64.6 10 7.81 10.40 6.38 51.5 0.0065 0.009754 15 64.6 7 8.32 10.60 6.21 51.5 0.0065 0.009241 15 64.6 4 8.79 10.80 5.67 74.32 0.0065 0.007704 15 64.6 3 9.36 11.69 2.56 97.58 0.0186 0.0051641 12 35.6259 1 11.18 11.64 Finished Pipe HGL °r Node HGL Surface Q (cfs) L (feet) slope slope d (inches) k m ,0 mm 13 7.18 12.00 5.28 154.67 0.0043 0.002529 18 105 17 7.84 9.40 3.34 146 0.0043 0.002673 15 64.6 15 8.47 8.62 .rr Finished Pipe HGL .w Node HGL Surface Q (cfs) L (feet) slope slope d (inches) k 40 20 6.741 12.56 4.061 2201 0.0221 0.012987 121 35.6259 19 11,581 11.85 'n Node 23 -21 will be a non - pressure flow and will have a diamater of 12" MR 411 qR ai �i AN AN MR am in ,s A M Ad .r A 44 A 4. Ad IN w Figure 4.1: Calculation of Required Storage, 100 -year Storm Event Post - development flow = 17.33 CFS Tc = 5.70 min 20 18 16 14 12 10 8 6 4 2 0 3Tc = 17.1 Required Storage = 3/2 Tc (QINCREMENTAL) Required Storage = 3/2 (5.70 min)(60sec /min) (17.32 CFS) = 8,886 ft' Figure 4.1 Page 1 of 1 Tc = 5.70 2Tc = 11.4 ?� 52" DIA ALUMINUM DIAMOND TREAD COVER W/ HATCH O 2" ELECTRICAL CONDUIT ALL PIPE IS 3" SCH 80 PVC +w � REMOVABLE ° FLOAT TREE RATION 4 FLOAT OPERATION .. 6 "INLET �J ,.. 6" y IZ.gS� I ' I 24" i 6" ! � w ar — 48" LIBERTY MODEL # LE102M2 -2 118 GPM @ 18.38 TDH, 5.12 FPS 230/1 VAC FLA 8 AMPS IZ.00Fs 36" °1.45 covER FIBERGLASS WET WELL 350 GALLONS OF OPERATING CAPACITY BELOW THE INLET ANTI- FLOTATION FLANGE SYSTEM MODEL #PSITHA2810 PSI liacili�, ^cnul���� 2t.i►zclu�lticv DUPLEX PACKAGED LIFT STATION rrr SCALE DRAWN BY DATE PROJECT DRAWING N0. REV +.I NTS SR 02/08/10, 117219 ICO FONTANA THA2810 A - - F4VRE. 4.7- of S nr go As qq 411 ,. rr A r rr qq Figure 4.2: Pump Discharge Maximum flow from pump at 0 ft of head: 10 liters per second (See Pump Chart Figure 4.2, Page 3) 10 liters per second = 21.19 cubic feet per minute = 0.36 cubic feet per second, maximum flow leaving the site. Figure 4.2 Page 2 of 3 IUbur I s® Pump Specifications W LEI 00-Series q AHP Submersible Sewage Pump LITERS PER SECOND 0 2 4 6 40 12 ,. 35 I i I � j I � I � 10 30 ' I i i j I � 8 LL z zu I 6 711 4 LU LU ar -j -j < 0 0 MW 15 4 ■ 10 7. , i 1 2 5 ad qq 0 0 0 50 100 150 200 LE100-P1 R2YI012010 CCoppight 2009 1 iticily Pumps Inc. All lights reserved. specifications suliject to change without notice. 40 pui* • TIC-URIE '1-7— . STORM QRAIN EXHIBIT FOOTHILL OFFICE /RETAIL COMPLEX APN 0192- 311 -04 17621 FOOTHILL BOULEVARD CITY OF FONTANA � I R= 12.p' �� ', EX15TING CURB t GUTTER APN 0 192-3 1 1-05 ,` t � t 4- -4 - -- ` a ( i i I � i PROPO 20 WIDE IVEWAY i a 5TA 43+ 1 3.3 1 al i d d G . 5' j - 4" DIP STORM DRAIN 5TA 43 +33.25 �I w �I �I i I � I W O N Im 0 l O N I w� W I �I EX15TING TREE TO BE REMOVED FG :- -- - { X�srN ST I APN 0102-31 1 -23 -N- SCALE I "= 10' . land planning • civil engineering C� m • landscape architecture phone 909 748 7777 V fay 909 748 7776 thatc erengineering & associates, inc. 1461 ford sheet, suite K1. redlands 1a 92373 43 3 �� r I I II I II � i I I i 44 Ij II i 12' -- - -T - -T , 32, PREPARED FOR: PREPARED BY: ICO DEVELOPMENT, LLC ATTN: RICK JENKINS 700 SOUTH FLOWER STREET, SUITE 2400 LOS ANGELES, CA 9001 7 PHONE: (2 13) 225 -2225 X220 FAX: (2 1 3) 225 -2226 1 1721 95TEXr11 B 141V * - I 1 I \ y — 1.4 - I -- -- — i - � � , I —�• _ I,,.LU, i A.,. ' u•o. 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