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Home My WebLink AboutTract Map 31946 Hydrology & Hydraulics .. I I I I I I I I J I I I I I I I I I Hydrology/Hydraulics Report TEMECULA LANE I TENTATIVE TRACT 31946 City of Temecula County of Riverside, California February 2006 Prepared for: Temecula Lane, LLC 41743 Enterprise Circle N, Suite 207 Temecula, Ca. 92590 Date Report Prepared By: 40810 County Center Drive, Suite 100 Temecula, California 92591-6022 . .. 951.676.8042 telephone CONSULTING 951.676.7240 fax Engineer of Work! Contact Person: Deborah de Chambeau, P.E. Joseph Daniel Hales, E.I.T. RBF IN 15-100834 Revision History Comment I~ \ I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS SECTION 1 -INTRODUCTION ...............................................................................................................1 1.1 Background .............................................................................................1 1.2 Objective .................................................................................................1 1.3 Previous Studies ........................................................................, ............2 SECTION 2 - HYDROLOGIC DATA ........................................................................................................2 2.1 Hydrologic Analysis and Methodology........................................,............2 2.1.1 Rational Method ...................................................................................................2 2.2 PROPOSED CONDITION HYDROLOGY...............................................4 SECTION 3 - WATER QUALITY SUMMARy...........................................................................,..............4 3.1 Non-Structural and Structural BMPs .......................................................4 3.2 Best Management Practices (BMP) Sizing Criteria .................................5 SECTION 4 - HYDRAULIC ANAL YSIS..................................................................................... ..............6 4.1 Catchbasin Sizing......................................... ...........................................6 4.2 Street Hydraulics .....................................................................................7 4.3 Local Stormdrain Hydraulics ................................................................... 7 SECTION 5 - CONCLUSIONS ..... .................... ...... ..................................... ......... ............. ..... .............. .... 8 SECTION 6 - REFERENCES ..................................................................................................................9 TECHNICAL APPENDICES A Rational Method - Proposed Condition 10-Year B Rational Method - Proposed Condition 100-Year C Street Capacity Calculations using Flowmaster v6.1 D Catchbasin Sizing and Street Hydrualic Calculations using AES (HELE-1) and Flowmaster v6.1 E Stormdrain hydaulic calculations using Water Surface Pressure Gradient for Windows ('NSPGW) F Water Quality Extended Detention Basin Sizing Calculations G Hydrology back-up data LIST OF FIGURES Figure-1: Vicinity Map Figure-2: Soils Map- Proposed Conditions Figure-3: Hydrology Map- Proposed Conditions Figure-4: Water Quality Exhibit <1.- I I I I I I I I I I I I I I I I I I I SECTION 1 - INTRODUCTION 1.1 BACKGROUND The proposed project, tract 31946/ Temecula Lane I, is located in the County of Riverside within the corporate boundary of the City of Temecula. The project site is located at the Northwest corner of the intersection of Loma Linda and Temecula Lane. See Figure 1 for location details. The project consists of about 38 acres of residential uses, including 21.9 acres for multi-family dwelling area, and 13.8 acres single-family dwelling area. The proposed Temecula Lane I project is located within the Santa Margarita Watershed and discharges directly to T emecula Creek. Since the site discharges directly to a regional facility, no on-site flood attenuation will be provided to mitigate proposed condition storm flows to less than existing condition. Approximately 1.3 miles downstream of the project site, Temecula Creek confluences with Murrieta Creek and becomes Santa Margarita River, which eventually discharges to the Pacific Ocean. 1.2 OBJECTIVE The primary objective of this report is to provide the technical documentation for the design and improvements plans for the proposed storm drain facilities and include the following: 1. Identify the required storm drain facilities for the tract improvements based upon the grading plans; and delineate the drainage area tributary to each proposed drainage inlet/concentration point. 2. Based on drainage patterns, ground slope, land use, soil type, and using the County of Riverside Rational Method, perform a hydrologic analysis to provide the design f10wrate used, to size the proposed storm drain facilities. No offsite flows enter the site. This analysis covers the proposed condition hydrology. 3. Perform hydraulic analysis on the proposed storm drain facilities for the tract improvement. 4. Adhere to the Riverside County Flood Control and Water Conservation District's (RCFCD& W CD) hydrologic criteria that 1 O-year storm flow and 1 OO-year storm flow be contained within the curb and street right-of-way, respectively. 5. Provide water quality treatment of the surface runoff per Regional Water Quality Control Board criteria. 6. Appropriately size the storm drain facilities by identifying the HGL using Water Surface Presssure Gradient (WSPG) 7. Appropriately size all catch basin inlets to control street flooding using AES,HELE-1. 8. Provide street capacity calculations at all catch basins using Flowmaster. All assessments and technical analysis in this report are in compliance with the local drainage policies and requirements, and the California Environmental Quality AGt (CEQA) of 1970, as amended. Temecufa Lane f, Temecufa, Riverside County, CA Hydofogy/Hydraufics Report 1 ~ I I I I I I I I I I I I I I I I I I I CONSULTING HWY 79 ~~ ~ PROJECT SITS f'4;-c /) C0;1" .. /' 50 <"c;): <',"1~ ~ \l--C)~ '-14; (--11/. ,,\\0 "r (;'--1 <; \)\~ /)1; C)\}. "r Ip)- '- \; ~ VICINITY MAP NOT TO SCALE TEMECULA LANE. TTM 31946 FIGURE 1 VICINITY MAP PLANNING DESIGN CONSTRUCTION 40810 COUNTY CENTER DRIVE, SUITE 100 TEMECULA. CALIFORNIA 92591-6022 951676.8042 FAX 951.676.7240 www.ABF.com E o r-- If) .. ~ ~ <.D o '- If) .::::. N o 0::: o Z W f- o CJ s: o CL <( :2 >- f- Z U '> "<l- n CXl /' o 0::: o >- I /' > -' o /' o Z <( -' /' o o <( u /' "<l- n CXl o o If) /' <( f- <( o CL /' I A- I I I I I I I I I '. I I I I I I I I I I 1.3 PREVIOUS STUDIES No previous studies are included in this analysis. SECTION 2 - HYDROLOGIC DATA 2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY Hydrologic calculations to evaluate surface runoff associated with the 10-year, and 100- year hypothetical design storm frequencies from the project watershed were performed using the rational method based upon the relative size of the watershed. The rational method is a surface hydrology procedure, which allows evaluation of the peak discharge generated from a watershed area. This method only evaluates peak discharge and does not analyze runoff volumes or the time variation of runoff. The watershed subbasin boundaries within the project site were delineated utilizing topographic mapping of the area for the proposed grading plan to determine the development drainage patterns. Hydrologic parameters used in this analysis sllch as rainfall and soil classification areas presented in Riverside County Hydrology Manual, dated April 1978, were identified. A hydrology analysis was performed to evaluate the anticipated runoff generated from the proposed residential development. The hydrology analysis of the proposed development included determining a storm drain collection system, which corresponds to the development drainage pattems. The drainage areas and subarea boundaries within the study area were delineated based on the proposed grading plan. The proposed storm drain facility was designed to not exceed the current capacities of the existing drainage facilities at the downstream project boundary. 2.1.1 Rational Method The hydrologic calculations to determine the 10- and 1 OO-year ultimate design discharges were performed using the County of Riverside Rational Method from the RCFC&WCD Hydrology Manual dated April 1978. The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for watersheds less than 300 acres and storms of a given recurrence interval. This procedure is the most common method for small area urban drainage design since the peak discharge is generally the only required parameter for hydraulic design of drainage facilities. The Rational Method equation is based on the assumption that the peak f10wrate is directly proportional to the drainage area, rainfall intensity, and a loss coefficient related to land use and soil type. Flows are computed based on the formula Q=CIA, where: Q = Discharge in Cubic Feet Per Second; C = Runoff Coefficient, based on Land Use and Hydrologic Soils Group; Temecufa Lane f, Temecufa, Riverside County, CA Hydofogy/Hydraufics Report 2 ~ I I I I I I I I I I I I I I I I I I I I = Rainfall Intensity, Inches/Hour; A = Area, Acres. The peak discharge from a drainage area using the rational method occurs at a critical time when the entire drainage area is contributing runoff known as the "time of concentration" for the watershed area. The design discharges were computed by generating a hydrologic "link-node" model, which divides the analysis area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by proposed conditions. The hydrology analysis was performed for the developed condition 10-, and 100-year hydrology. The results of the watershed analysis for the proposed development generated the resulting peak discharges at the downstream project boundary. The following assumptions/guidelines were applied under the Rational Method. 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. Soils maps from Riverside County Flood Control and Water Conservation District Hydrology Manual indicate the Soil Type "A", "B" and "C" is representative of the project location. The Manual utilizes the Soil Conservation Service (SCS) soil classification system, which classifies soils into four (4) hydrologic groups (HSG): A through D, where "D" is the least pervious, providing greatest storm runoff. The soils maps (Plate C-1.61 Pechanga) from the Manual and the project site are shown on FigurE! 2, Hydrologic Soils Group Map. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff coefficients used were based on the proposed residential layout for single family and multi-family residential. "Condo" and "Apartment" were used to represent the single- family residence with 5,000 square foot lots (65'Yo impervious) and multi- family residence (80% imperviOUS), respectively. 3. Rainfall data used was taken from the above Manual for the "Murrieta- Temecula and Rancho California" areas. 4. The initial area is generally less than 10 acres and flow path lengths are less than 1,000 feet, per RCFC&WCD analysis procedure. 5. The 2-year (1 hour) and the 1 OO-year (1 hour) precipitation values of 0.57 inches and 1.35 inches respectively were obtained from Figures D-4.3 and D- 4.4 of the Manual, respectively. The slope of the Intensity Duration Curve of 0.55 was obtained from Figure D-4.6 of the Manual. The above-mentioned figures are included in Technical Appendix D. Temecufa Lane f, Temecufa, Riverside County, CA Hydofogy/Hydraufics Report 3 Ct? I I I I I I I I I I I I I I I I I I I 2.2 PROPOSED CONDITION HYDROLOGY The developed land use conditions associated with the proposed project will modify the hydrologic characteristics of the watershed by (1) increasing the amount of impervious area, (2) modifying existing drainage patterns, (3) increasing the hydraulic efficiency of the drainage conveyance system from natural drainage courses to improved underground storm drain systems, (4) reducing the time to peak flow, and (5) increasing the peak discharges. A hydrologic analysis was prepared for the project watershed reflecting the proposed project. The peak runoff f10wrate at particular concentration points (nodes) throughout the watershed is provided for the 1 O-year and 1 OO-year storm events. AppendiX A and B contain the 10-year and 100-year hydrologic analysis which are summarized in the following table below. Node Q10-Ccfsl Q100 (cfs) 29.5 25.4 39.0 314 11.4 17.4 120 27.4 41.9 SECTION 3 - WATER QUALITY SUMMARY The water quality program consists of both non-structural and structural Best Management Practices (BMPs). The non-structural BMPs consist of: .\) Public Education; and 2) Common Area Maintenance Practices. The proposed structural BMPs include water quality extended detention basins. 3.1 NON-STRUCTURAL AND STRUCTURAL BMPs Maintenance will include both Integrated Pest Management and Integrated Vegetation Management to minimize impacts to urban runoff water quality. Also, irrigation will be minimized to the maximum extent practicable. The method of irrigation control reduces the amount of water used for irrigation and minimizes the potential for overspray and nuisance runoff. Additional maintenance pollution prevention practices include monthly street sweeping, catch basin signage, and routine trash pick-up. Three separate water quality extended detention basins are proposed as structural BMPs for the project site. The basins will be constructed at ultimate project discharge locations. The extended detention basins will be a flow-through system with only the water quality volume being detained, no flood attenuation will occur. The water quality volume to be treated based on Regional Water Quality Control Board sizing criteria, for Basin A, Band C Temecufa Lane f, Temecufa, Riverside County, CA Hydofogy/Hydraulics Report 4 l o N o o 3 9V6lC rill. - 3N'tl 'Vlno3V'l3.1 ,. I ~ I - /' "D 0 )> -; )> ~ (J1 ~ 0 0 OJ IN -l' /' 0 )> 0 0 /' ,- )> Z 0 /' 0 ,- < /' I -< 0 AJ 0 /' OJ IN -l' (J) 0 ,- (J) s: )> -0 0 ::E C) 0 -; rT1 Z 0 AJ 0 ElNI.L,nSNC:J . . . lVnNWl AOO1Ol:lGAH OOM aNV ::8O!:l191-0 3J.\'ld '3Ol:!flOS dV'~ dnOtlO SllOS :::>IOOlOtlaAH .~ 3t1nOI:::l I I I I I I I I I I I I I I I I I I I are 0.56 ac-ft, 0.35 ac-ft, and 1.0 ac-ft, respectively. The water quality calculations are included in Technical Appendix F, with tributary areas shown on Figure 4. An extended detention water quality basin provides medium removal effiGiency for 5 of the 7 pollutants expected to be generated from a residential site. The removal efficiency of a basin for bacteria/viruses and pesticides, the two remaining pollutants, is unknown. Calculations for the Water Quality basins and supporting unit storage volume graph are found in Technical Appendix F. 3.2 BEST MANAGEMENT PRACTICES (BMP) SIZING CRITERIA The San Diego Regional Water Quality Control Board (SDRWQCB) for the portion of Riverside County within the San Diego Region has established numeric sizing criteria for post-construction best management practices (BMPs) for new development and significant redevelopment under Order No. R9-2004-001. The proposed numeric sizing criteria is intended to reduce adverse impacts to San Diego regional waters caused by new sources of urban pollution and increased volumes of storm water and non-storm water flows resulting from new development and significant redevelopment. The numeric sizing criteria requirement to be included in the tentative waste discharge requirements for San Diego municipal storm water dischargers will read as follows: Post-construction BMPs for a project shall be designed as follows: 1. Volume-based BMPs shall be designed to mitigate (infiltrate, filter, or treat) either: i. The volume of runoff produced from a 24-hour 85th percentile storm rainfall depth, as determined from the local historical rainfall record (0.6 inch approximate average for the Riverside County area); or ii. The volume of runoff produced by the 85th percentile 24-hour runoff event, determined as the maximized capture storm water volume for the area, from the formula recommended in Urban Runoff Quality ,Manaqement. WEF Manual of Practice No. 23/ASCE manual of Practice No. 87, (1998): or Hi. The volume of annual runoff based on unit basin storage volume, to ,achieve 90% or more volume treatment by the method recommended . in California Stormwater Best Manaqement Practices Handbook new . DeveloDment and RedeveloDment (2003); or iv. . The volume of runoff, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85th percentile 24- Temecufa Lane f, Temecufa, Riverside County, CA HydofogylHydraufics Report 5 <\ I I I I I I I I I I I I I I I I I I I hour runoff event. 2. Flow based BMPs shall be designed to mitigate (infiltrate, filter, or treat) either: I. The maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each hour of a storm event; or ii. The maximum flow rate of runoff produced by the 85th percentile hourly rainfall intensity (for each hour of a storm event), as determined from the local historical rainfall record, multiplied by a factor of two; or iiL The maximum flow rate of runoff for each hour of a storm event, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85th percentile hourly rainfall intensity multiplied by a factor of two. The Co-permittees may develop, as part of the SUSMP, any equivalent method for calculating the volume or flow, which must be mitigated (I.e., any equivalent method for calculating numberic sizing criteria) by post-construction treatment control BMPs. Such equivalent sizing criteria may be authorized by the SDRWQCBfor use in place of the above criteria. In the absence of development and subsequent authorization of such equivalent numeric sizing criteria, the above numeric sizing criteria requirement shall be implemented. SECTION 4 - HYDRAULIC ANALYSIS 4.1 CATCHBASIN SIZING The design discharges tributary to each proposed catch basin were taken from the results of the Rational Method Hydrology calculation. The proposed catch basins have been designed to intercept the 1 O-year and 1 OO-year flows for on-grade and sump conditions, respectively. Both, interception (on-grade) and local sump inlets are proposed to be used to intercept drainage from the street improvements. Since the interception capacity of the on-grade catch basin is a function of the gutter depth of street flow, the street flow calculations are included along with the catch basin sizing calculations. The street flow hydraulics and catch basin sizing calculations were conducted using the computer program ~Hydraulic Elements 1 (HELE-1)", created by Advanced Engineering Software Co. (AES). The program approximates curb inlet capacities based on Bureau of Public Roads nomographs plots for flow-by and sump type basins. Tables 1.0 and 1.1 (attached) summarize the 10-year, and 1 DO-year flows and proposed lengths for each catch basin including the accounting process for each basin within the development. The supporting calculations are included in Appendix D. Temecufa Lane f, Temecufa, Riverside County, CA Hydofogy/Hydraufics Report 6 - ,I I I , - , , , , (.,..../ I . , < 'f :'\) ~ . I I Y r .'\ / . ., , " 2- -....?1 \ / .'. m : . /' . '" J ,/ -/ (I!..-....... .,." " I ~.." /'.' I y---, ~ , "',': " A' ."" ~. / ... 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'. , c::::::::. - _ ~ ~ iiiiiiiiiiI H: \PDATA\15100834\CADD\LAND\DLV\HYDRO\834WQ.DWG DTENORIO 2/10/06 1: 46 pm J .. ------------ ...,. / " \' ------- \ -- --, , \ \ . ~ I , \ \ I I I , .- \ ~ --"" o 6 I I I I I I I I I I I I I I I I I I I 4.2 STREET HYDRAUl:.ICS The majority of the flows will be conveyed in interior streets with 12.5- or 18-foot half widths and 34- and 46-foot R-O-W, respectively. All interior streets within the single-family residential portion are utilizing modified 4-inch rolled curbs and have a traditional cross slope of 2.0 percent. Within the multi-family residential portion of the project, the same modified 4-inch rolled curb is used for interior streets as well as a 2.0% cross slope. The 1 O-year analyses for these developments were analyzed differently. In the single-family portion, the street crown is designed at a higher elevation than the top of curb elevation. Therefore, only a halfwidth of 18 feet could be used to contain the storm flows on one side of the street. In the multi-family portion, the street crown is designed lower than the top of curb; therefore this analysis assumes "mixed" flows. In the 100-year condition for both single and multi-family developments the street crown is lower than the Right of Way. The street capacities, as measured to the top of curb and within the R-O-W, based on RCFC&WCD's hydrologic criteria, are summarized in Table 2.0. All supporting cross- sections are included in Technical Appendix C. Table No. 2.0 - SummarY of Street CaDacitv Slope (%) 12.5-foot half width/34-foot R-Q.W 18-foot half width/46.foot R-Q-W Top of Curb (cfs) Within R-Q-W Top of Curb Within R-Q-W (cfs) (cfs\ (cfs) 0.5 11.1 18.8 5.1 21.3 0.6 12.1 20.6 5.6 2a.3 0.7 13.1 22.3 6.0 25.2 0.8 14.0 23.8 6.5 26.9 0.9 14.8 25.3 6.9 28.6 1.0 15.6 26.6 . 7.2 30.1 4.3 LOCAL STORM DRAIN HYDRAULICS The hydraulic analysis and design of the local storm drain system associated with the project was performed for the calculated 100-year f10wrates using the 'Water Surface Pressure Gradient" computer program. Water Surface Pressure Gradient (WSPG) is the Hydraulic Analysis Computer Program (F0515P) developed Los Angeles County Department of Public Works. The program is designed to eompute and plot uniform and non-uniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The water surface profiles are computed using Bernoulli's equation for the total energy at each section and Manning's formula for friction loss between sections in a reach. The open Ghannel flow computation uses the standard step method. Confluences are analyzed using pressure and momentum theory. The results of the .WSPG" program are included in the Technical Appendix E. The following assumptions/guidelines were applied for the Temecufa Lane f, Temecufa, Riverside County, CA HydofogylHydrauffcs Report 7 ,\'\ 0 - '" 0101-...100 wo. 01 .. 0 01 '" '" ooo. , : ~ '" -...lC11~ ... 0 0. C 0 (J) (J) ."".,,-n "" -l c c O~OO 00 ~ 3 3 ~ I ~ ~ . . " -0 CTCTCTCT &~ 0 :3; (J) !f; , , NNN..r>- ",o. " o~o:r.. "',,+ ~fc [~C II. ~ o. ~ w.,r..WOI .,..01 f~ <0 O:"':""Olo o o,[;:~ ~ f'4 0 , , ~~I , , ,~ iil'o 0 ~~ a <I 3 ~ , , = t: I , , , 0" 010 , ~ o 0 ... 0. 0 '" - 0 ~~I , , ,n '" - ;Of! 0 ~o '0-0 a 0 3 ~ , .,!!! .;! .,.. ~'O:::: t I , , 1~6 , ~:<: 6 ~ ! '" 0. 0 o . , , WNN'c' ",o. 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'" g~.\. ,,,,' 1 '. .s' =-li3i:l.(;;; ....1 F.1= ',I 'I'l.lll,.~'r"- .'f" , / i '1,;-<..,......" j !. \ f,,]:J..! ,J;;tJ.. .'" 1\. . > "j I /it !, . o ,". ~m"" "~_. __" "., ~;", iI:ri o -l . ',' ~{. ~ ~'> '"'RE''' Ei"V" 'i?i.' - , " / I ~"'I/' o i \ \ ~~h' iit"_ ~~ _.~- - -.5,..T. riV' iF-ri.... - p'..'!J;.~ "'--.-- _\[{lrli...i>. if'" -:/' i ....i;'.':I.' I' z _ '< bD .%..",,'" t,dli -18" __ *tt", It''J~ .', I _:'j' I, ~ . 0 ::---.",/. ;::::::=0' __ ';We ,. . , J -' ' I, 'I~' '-'i .~ ill!- 1 ;~~,. :i\' ,I'!'I,: _ _ .... __ 0 .' ,,' , o \ .~~ I ':.' ..t !ij" f:;\';' ,,', .,,~'i~ '1' ,r'I!' tii .,~' .hi .'" . t:N 01"; '0' ,'i ;; ~u ,,' i"~i .'.1..... .i/I '. "\ '0' ,G". ______ __ ., _ _~-- _l!' -- )\/ -~ [" 411! ' 1:-_____ :3;.... -- <:'--~-- cJ ~ ---- - i I I ,I ! ", '-- _________ _ ........,/'".' ' i f' U : I ......:::'" \;;:;:--.......---. .,------....---.. 2:?'"} '" - - ~ ' I:', , '____:",___.____,<....,,__~.--....--.-. _,___._______________"- , = ;q;_<'-"__"'; \ !i' ",\"""\'"00'''\''' .","WI' ""''':'':/''/~;-~':~-;~".--'---;:..=--.. ...._n.... (~l i ,I _ _~ .'. ri~ ~fi1; '-J ~ I I I I I '. I I I I I I I I I I I I I use of WSPGW: 1. Manning's "n" value of 0.013 was used for RCP. 2. The elevations, lengths, pipe diameters and other dimensions used in the computer model are in Imperial units. 3. Storm drain pipe lengths and elevations were taken from the proposed storm drain improvements. 4. The design discharges used in the hydraulic analysis for the storm drain were generated in the 100-year hydrologic analysis included in Technical Appendix B. SECTION 5. CONCLUSIONS 1. The methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District's criteria. 2. This report accompanies the rough grading plans and storm drain improvement plans. Temecula Lane f, Temecufa, Riverside County, CA HydofogylHydraufics Report 8 \~ I I I I I I I I I I I I I I I I I I I SECTION 6 - REFERENCES 1. Riverside Flood Control District and Water Conservation District (RCFC&WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, 2001. 3. The AES Hydraulics Elements I Program Package (HELE-1) Version 6.0,1999. 4. Haestad Methods, FlowMaster Software v 6.1 5. Water Surface Pressure Gradient for Windows ('NSPGW) v14.06 H:\PDA T A\ 151 00834\Admin\reports\Hydrology report. doc Temecufa Lane f, Temecufa, Riverside County, CA HydologylHydraufics Report 9 ~ I I I I I I I I I I I I I I I I I I I ~ DRAINAGE STUDY TEMECUlA LANE I AES Rational Method 10- YEAR PROPOSED CONDITION ANALYSIS TECHNICAL APPENDIX A \<0 I lOO.,,~, t9~1 OJ _~u~~l~ .oo~/lo/to I~~ea _s~~T_~ (Q1"!1 aOls.7"^ 6UHC{'!.I. t'eUol~'e'll) (SiOl'e) il.l'ef'\'UOS 6UP;l;;lU"[:6U3 P";;:Im!ll.PY tOar-Za6l ~~6'p:^cIo;) {;;I) 'l\'nmf)I XDO'IOHCLUI 8L6t (a:JM'7;).i1::n::l J..:lnLI.SIQ NOI.L'(J,USUOC) 113.LYM. , 'lOlLLNOO aOO'ld }..LN!100 30ISliaAHf I NO Q3S'i'ii 1>M.l;)QlId ll3J.CldWO.J J.DO'IO-aCUO.S aOlLl.3h' 'NNQU'fil : ...........................................................................................4- . . . I A'I!JI\J{.J:'ed aO::j'N SZl.l:rt 6u'r~tnguo::> d'inl 'Aq p_:tecI..ld StS^le~ . :1 9l9l!:6 1!ltuO;H1<';) ';ItI1A.J:I . I _Ui''l etn:lalllil,L.. 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I 1 DRAINAGE STUDY TEMECUlA LANE I Street Capacity Calculations Single and Multi Family Using Flowmaster ~ TECHNICAL APPENDIX C 1\~ I I I 1 I I I 1 I I I I I I I I I I I Street Capacity, 10-Year Multi-family (Top Of Curb) Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Multi-family-10' Irregular Chann Manning's Fern Discharge Section Data Manning5 Coeffidel 0.015 Slope 0.005000 WfI Water Surface Elev. 100.00 ft Elevation Range .60 to 100.09 Discharge 11.1 cfs ';;;;:~~sJ--= 99.55' ' 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 V:10.0~ H:1 NTS h:\... \calcs\hydro\flowmaster\street sections.fm2 02110/06 11:17:18 AM @HaestadMethods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer. RBF Consulting * . FlowMaster v6.1 [614k} (203) 755-1666 Page 1 of 1 I I I I I I I I I I I I I I 1 I I I I Street Capacity, 100-Year Multi-family (Right Of Way) Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Multi~family.100 Irregular Chanm Manning's Fonnl Discharge Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftIfl Waler Surface Elev. 100.09 ft Elevation Range .60 to 100.09 Discharge 18.8 cfs 100'10G~, i i ~! i 99.85------ !--- +---- -r--------l --~+---- 99.70---n, - - i-- , ~--,~= ,n_ 99.55 . . . . . 0+95,0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 j, 1+30.0 V:1 a.ab,. H:1 NTS h:\... \calcs\hydro\f1owmaster\street sectionS.fm2 02110/06 11: 18:06 AM @ Haestad Methods. Inc. Project Engineer. ReF Consulting ^- ~ FlowMaster v6.1 [614k] "'" (203) 755-1666 Page 1 of 1 RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA I I I I I I I I I I I I I I I I I I 1 Street Capacity, 10-Year Single-family (Top Of Curb) Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Single-Family wI rolled CUrb-11 Irregular Channel Manning's Fonnula Discharge Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftIft Water Surface Elev. 100.00 It Elevation Range .60 to 100.10 Oischarge 5.1 cls 100.10'" 99.95 99.85 99.75 99.65 ----- 99.55 0+95.0 ~ ~_._..~ On 1+00.0 1+05.0 1+10.0 1+15.0 1+:10.0 V:l a.ab,. H:1' NTS h:\... \calcs\hydro\f1owmaster\street sections. fm2 02110/06 11 :18:51 AM @Haestad Methods. Inc. Project Engineer: RBF Consulting ho... RBFConsuttlng FlowMasterv6.1 [614k] ",",V 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I I I 1 I 1 I I I I I I I I I' I I I 1 Street Capacity, 100-Year Single-family (Right otWay) Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Single~Family wI rolled cum-1QO-Year Fu Irregular Channel Manning's Fonnula Discharge Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftIfl Water Surface Elev 100.10 It Elevation Range .60 to 100.10 Discharge 21.3 cfs 100.10C 99.85 : 99.70 : 99.55 ' 0+95.0 o , - . , , ,. , , , , , '. '. '. . .., . . . . . .. . .. - - . . . . . . . . . . . . . . . . . . 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 1+35.0 1+40.0 1+45.0 V:10.0b, H:1 NTS Project Engineer. RBF Consulting J....O. h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k) ""- \ 02110/06 11:19:57 AM @Haestad Methods. tnc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I I I I I I I I I I I I 1 I I I I I 1 DRAINAGE STUDY TEMECULA LANE I Catchbasin Sizing and Street HydrualicCalculations Using HELE-1 and Flowmaster ~ TECHNICAL APPENDIX D ,~p I I I I I 1 1 1 I I I I I 1 I I I 1 I ),,,< /0 ~ ~ cnr..n-..lCI:I (.o,l ~ \"f CD if .. .'1 n - III III ~ ~ .................. ~... . C ~ '" -...r..n~..... 0 '" CD . $1 -' '" '" -n"'T1"T1"'T1 ","";{J i:: 0 0 HH ~i~.:2 u 3 3 6-~~~ . ,....." 'C ~ CT ~Z~ G C f~ 3 U> 3 0 ~ , , I'\)f\)f\).{:lo ~... 0' 0:"'0:'" Ql:r.. . . . 0 ... U> (' 0 ... ~ (.o,l~c.lQ) ...'" DO' III io o:"':""'a:, 001 . . ... . . C'l . :l _0 0 C , , (,.)01 , , , " llJ "n III . .".:/ - a . - 3 < ~ . , , -...' , , ,n' ~ III 0 . ~ o 0 ~ '" . U 0 ii ~ ~o , , , " . '" ~ ex.u.1 jjl'~ (j 0' .,,0' ~ ~~.......... 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"" ....9 I I I Multi-Family CB 109-100 YR (SUMP) ....*********...............**-,.*****.........**...**..*****"*.........".*****........ I >>>>SUMP TYPE BASIN INPUT INFORMA TION<<<< 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I BASIN INFLOW(CFS) : 8.20 BASIN OPENING(FEET): 0.83 DEPTH OF WATER(FEET): 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET): 3.14 GATd\ 6AS.:cN I M ---------------------------------------------------------------------------- ------------------------------------------------------------.-------------- 1 1 I I I 1 1 1 1 I 1 1 ~'V I I CB 104-10 YR (FLOW-BY) *****.............*****.**.*******.****.***_..*****...*******.**...._**.....-. I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 2.60 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIOTH FLOW INTERCEPTION 0.83 0.37 1.00 0.44 1.50 0.65 2.00 0.85 2.50 1.06 3.00 1.25 3.50 1.41 4.00 1.57 4.50 1.72 5.00 1.87 5.50 1.99 6.00 2.11 6.50 2,22 7.00 2.33 <- 7.50 2.43 8.00 2.54 8.32 2.60 I I I -----------------------------------------------------------_._-------------- ------------------------------------------------------------.---------------- I I I I I 1 I I 1 ~?? 1 I Project Description Worksheet Flow Element Method Solve For 104 MF 10-YR Irregular Cham Manning's FOil Discharge I I Input Data Slope 005000 ftIft Water Surface Elev. 99.93 ft 1 1 Options Current Roughness Methe )ved Lotter's Method Open Channel Weighting Jved Lotter's Method Closed Channel Weigh tin! Harton's Method I Results Mannings Coeffic 0.015 Elevation Range .60 to 100.09 I 2.6 cts 1.5 It' 12.42 It 12.33 It 0.33 It -< 99.92 It 0.006777 ftIft 1.73 ftls 0.05 It 99.98 It 0.87 Subcritical Discharge Flow Area Wetted Perimetel Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Fraude Number Flow Type I I 1 I Roughness Segments End Mannings Station Coefficient Start Station 0+95,5 I 1+12.5 0.015 Natural Channel Points 1 Station (It) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 Elevation (It) 100.09 100.00 99.60 99.69 99.72 99.93 I 1 1 I 1 h:\.. .\calcs\hydro\f1owmaster\street sections.fm2 02109/06 07:02:53 AM @ Haestad Methods, Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF Consutting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k] L'A (203) 755-1666 Page 1 of 1 -r " I Cross Section Cross Section for Irregular Channel I Project Description Worksheet Flow Element Method Solve For 8 104 MF 10-YR Irregular Cham Manning's Fan Discharge I I Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftllt Water Surface Elev 99.93 ft Elevation Range .60 to 100.09 Discharge 2.6 cis I r 4 ncf.- \~IO = .t- ,~ I I I CI\PAC.IT'( \5 2.1.D (FS ,0 C. \~\..u N . F'-ASI~ES d1J:mliJ ! i :i.~c.Fs.; . i l ! -fa U'" HBrI~TAI II \ . . ~ JA :. : : , , '<l ~---r--r . aJ. I 100.10 I 99,95 99.85 99.75 99.65 99.55 0+94.00+96.00+98.01+00.0 1+02.0 1+04.01+06.0 1+08,() 1+10.0 1+12.0 1+14.0 I I 1 V:10.aD,. H:1 NTS M __ '" O. s FLO..JS'/ ;),I.vf.-FS - J.3c-F-s fo UHf.-Hi3A"".4 I To uHC/-JI3f\,;:rN j 1(" ;(i\ I I 1 I Project Engineer. RBF Consulting ':fi h:\...\calcs\hydro\f1owmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614kJ 02/09/06 07:02:59 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 I I CB 111-10 YR (FLOW-BY) ******.***************...************************..................***************** I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 2.20 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIOTH FLOW INTERCEPTION 0.75 0.31 1.00 0.40 1.50 0.60 2.00 0.79 2.50 0.98 3.00 1.14 3.50 1.29 4.00 1.43 4.50 1.58 5.00 1.69 5.50 1.80 6.00 1.90 6.50 2.00 7.00 2.10 < 7.50 2.20 7.52 2.20 I I I --------------------------------------------------------------.-------------- -------------------------------------------------------------.-------------- 1 I I I I I 1 I I + -; I --J I I , , I I Project Description Worksheet Flow Element Method Solve For 111 MF 10-YR Irregular Cham Manning's Ferr Channel Depth I Input Data I Slope Dischargl 005000 ftJft 2.2 cfs I Options Current Roughness Mathe )ved Lotter's Method Open Channel Weighting Ned Lotter's Method Closed Channel Weightinl Horton's Method I Results I Mannings Coefficiel Water Surface Elev. Elevation Range Flow Area Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type I I I 0.015 99.91 ft .60 to 100.09 1.3 ft2 11.56 ft 11.46 ft 0.31 ft ~ 99.90 ft 0.006936 ftlft 1.66 tus 0.04 ft 99.96 ft 0.86 Subcritical I Roughness Segments I Start Station 0+95.5 End Mannings Station Coefficient 1+12.5 0.015 I Natural Channel Points I Station (ft) 0+95.5 1+00,0 1+01.0 1+02.0 1+02.0 1+12.5 Elevation (ft) 100.09 100.00 99.60 99.69 99.72 99.93 1 I I I h:\...\calcs\hydro\flowmaster\street sections.fm2 02108/06 04;38:20 PM @ Haestad Methods. Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 013708 USA Project Engineer: RBF Consulting L,." FlowMaster v6.1 [614k] ~..I \ (203) 755-1666 Page 1 of 1 - I I I I I I I I I I I I I I I I I I 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 111 MF 10-YR Irregular Cham Manning's Forr Channel Depth h~ Section Data Mannings Coefficiel 0.015 Slope 0.005000 fUll Water Surface Elav. 99.91 ft Elevation Range .60 to 100.09 Discharge 2,2 cts Q\O -;: O. VJ CFS'T \, 19 C.f'5 00El2.\OP'5 C~\.UN ,:; '2.,2 0::5 100.10 r , ~ '-8 99.95 99.85 99,75 99.65 99.55 0+94.00+96.00+98.01+00.0 1+02.0 1+04.01+06.0 1+08.0 1+10.0 1+ 2.0 1+14.0 A ),d.cFs-d, I a '0:> To {f\TCHI3I1S.::[/I1=O V:10.0~ H:1 NTS ~ Ie FS f /_ovJ B'( To U\Te H !3.45.:r;l.l lIlt- h:\... \calcs\hydro\flowmaster\street sections.fm2 02108106 04:38:29 PM @ Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting ~*> FlowMaster 1/6.1 [614k] J (203) 755-1666 Page 1 of 1 I I CB 111 & 104-100 YR (FLOW-BY) *************.._**'**************".*,,*.*******,,*.*****.******.*_."""'fI__.__ I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 3.70 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 1.08 0.54 1.50 0.73 2.00 0.97 2.50 1.20 3.00 1.43 3.50 1.65 4.00 1.85 4.50 2.03 5.00 2.20 5.50 2.38 6.00 2.54 6.50 2.70 I 7.00 2.83" 7.50 2.96 8.00 3.08 8.50 3.20 9.00 3.32 9.50 3.43 10.00 3.53 10.50 3.64 10.80 3.70 I I I I ------------------------------------------------------------.---.---------- --------------------------------------------------------------.----.---------- I I I I I I I I ~ I Multi-Family Cross-Section Worksheet for Irregular Channel I Project Description Worksheet Flow Element Method Solve For 104,111 MF1C Irregular Cham Manning's FOrT Channel Depth I I Input Data I Slope Discharg, 005000 ftllt 7.3 cfs 1 Options Current Roughness Mathe wed Lotter's Method Open Channel Weighting wed lotter's Method Closed Channel Weightin! Horton's Method I I Results Mannings Coefficiel 0.015 Water Surface Elev. 99.96 ft Elevation Range .60 to 100.09 Flow Area 3.7 It' Wetted Perimeter 24.99 ft Top Width 24.78 It Actual Depth 0.36 It- Critical Elevation 99.95 It Critical Slope 0.006394 ftllt Velocity 1.97 ftls Velocity Head 0.06 It Specific Energy 100.02 It Froude Number 0.89 Flow Type Subcritical I I I I Roughness Segments Start End Mannings Station Station Coefficient I 0+95.5 1+30.0 0.015 Natural Channel Points I Station (It) Elevation (It) 100.09 100.00 99.60 99.69 99.72 99.93 99.72 99.69 99.60 100.00 100.09 1 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 1+23.0 1+23.0 1+24.0 1+25.0 1+30.0 I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02109/06 07:10:52 AM @Haestad Methods, Inc. RBF Consulting 37 Brookside Road WaterbUlY, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k} L'I (203) 755-1666 Page 1 of 1 --,,} " I Cross Section Cross Section for Irregular Channel I I Project Description Worksheet Flow Element Method Solve For 104,111 MF 1C Irregular Cham Manning's FOrT Channel Depth ~~ !J1. I Section Data I Mannings Coefficiel 0.015 Slope 0.005000 Mt Water Surface Elev. 99.96 ft Elevation Range .60 to 100.09 Discharge 7.3 cfs I qloo '-" (0,,-\ e.FS -t-O. ''1 C~S =(.3 I I A . I 99.85 f-------- 99.70 i- 99.55 ' 0+95.0 1+00.0 I\s>v~,;:!,Jl> i:.Q.UA L- OIS '\~'3:-"'~\ 1: oiJ Or' 7.?) L-~-;' i:"oT/loL fLew ~ I (i\-,ut (3r,<,IN 11\ <-AT~f-\ 13AS.IN 10'+ -'::;::"5. 7c.. pS '''\1' I 100.10c; , ::t. 3,7~F-S I 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 I 3.7,,1=-<' -J,,'b<f-S To (A1~1~6i~!;:r..NS 10't ~ III IO/..f) 0(\ Fl..-ov-'2,-r ~ ':,~HilI3I\Sj)\1 V:10.0b:, 'H:1 I~~ /\ NTS ,lIg \ I 111)0,<1 fLO""D''f TO LI\TLlH3i~SItJ II ~\ d,ch I I I I I Project Engineer: RBF Consulting m... h:\...\calcs\hydro\f1owmaster\street sectionS.fm2 RBF Consulting RowMaster v6.1 {614k] ?V 02109/06 07:10:48 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT CEl7De USA (203) 755-1666 Page 1 of 1 I I I I I I I I I CB 114-100 YR (SUMP) **......****.......*"'*****...,*....._...._*..**-_.....*..,.**._**._***.....-....._*.... >>>>SUMP TYPE BASIN INPUT INFORMA TION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. BASIN INFLOW(CFS) = 9.40 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.60 ============================================================================ QIOO _ 8, 5 -;- o,q CF5 CFWrn~lll) '" '). y I I I I I I I I I I ~ U~E t.t' t..IHc.HBASIN 6<\ I I CB 116 & 118-10 YR (FLOW-BY) ...........****.***..****.....,,*****.**'*._****..*****.***...*******."'*****,,,.******** I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 3.60 GUTTER FLOWDEPTH{FEET) = 0.35 BASIN LOCAL DEPRESSION{FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 1.08 0.52 1.50 0.71 2.00 0.93 2.50 1.15 3.00 1.37 3.50 1.59 4.00 1.79 4.50 1.96 5.00 2.13 5.50 2.30 6.002.46 6.50 2,62 7.00 2.74 <- 7.50 2.87 8.00 2.99 8.50 3.10 9.00 3.21 9.50 3.32 10.00 3.43 10.50 3.53 10.83 3.60 I I I I -----------------------------------------------------------------.---------- ------------------------------------------------------------ --.--.---------- I 1 I I 1 I I I (gO I I 1 Project Description Worksheet Flow Element Method Solve For 116,118 MF 1C Irregular Cham Manning's FOrT Channel OepU1 1 Input Data I Slope Dischargl 005000 ftllt 7.1 efs Multi-Family Cross-Section Worksheet for Irregular Channel I Options Current Roughness Methe lVed Lotter's Method Open Channel Weighting lVed Lotter's Method Closed Channel Weightin! Horton's Method I Results Mannings Coefficiel 0.015 Water Surface Elev 99.95 ft Elevation Range .60 to 100.09 Flow Area 3.7 It" Wetted Perimeter 24.98 ft Top Width 24.77 It Actual Depth 0.35 It""'- Critical Elevation 99.94 ft Colical Slope 0.006432 ftllt Velocity 1.94 ftls Velocity Head 0.06 It Specific Energy 100.01 It Fraude Number 0.89 Flow Type Subcritical 1 I I 1 I Roughness Segments 1 Start Station 0+95.5 End Mannings Station Coefficient 1+30.0 0.015 I Natural Channel Points I Station (It) 0+95.5 1+00.0 1+01.0 '+02.0 1+02.0 '+12.5 1+23.0 '+23.0 1+24.0 1+25.0 '+30.0 I I Elevation (It) 100.09 100.00 99.60 99.69 99.72 99.93 99.72 99.69 99.60 100.00 100.09 I I h:\.._ \calcs\hydro\f1owmaster\street sections.fm2 02109/06 07:32:06 AM @ Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT Oti708 USA ~\ Project Engineer: RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 I I I 1 I I I 1 I I 1 I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Sollie For &~& 116.118MF 1( Irregular Cham Manning's Fan Channel Depth (BYP/\SS ~ jD&.\) 1- 0.3 C.FS = I. I cF5 (ill:>) (\Ie,) ::; 4.4 cF'S 1'" 2. L.\ (~f5 Section Data alO Mannings Coefficiel Slope Water Surface Elev Elevation Range Discharge 0.Q15 0.005000 ftIft 99.95 ft .60 to 100.09 7.1 cts Lfu ~ . .= Q>JI~L..- ASSvlAT. N (, C D 3. S 1 WU:,U r loti Of 7.1 cF'S tOTAL- Ft-OC'-' CAT<..I-i G/'tsr:A/ 116 C.AT' H '6A~VJ 11'i> / 100.10 ...8 ~1,to(:fS 3.(><.;:<;' 99.85 99.70 99.55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 13,0cFS - d..'7'-FS To U\TC It BASINS. W6 f /(Ie =1 Ilg) O.1i.fS FI-D~")i';-{ \0 C-A-TCj+5"svJ ~\d.. \I:10.0~ H:1 NTS & I I I I I II") 0,'1 'F-', fLO(.J3'-f 10 ^ u\lLlH?~\SI.jJ dolO L~ (}/ Project Engineer: RBF Consulting h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k] 02109/06 07:44:24 AM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 II I CB 116 & 118.100 YR (FLOW-BY) **-*--*******-***..._._****......-***.**********"..._......***-*.* I I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flawby basins and sump basins. 1 STREETFLOW(CFS) = 5.60 GUTTER FLOWDEPTH(FEET) = 0.40 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: 1 BASIN WIDTH FLOW INTERCEPTION 1.46 0.84 1.50 0.86 2.00 1.13 2.50 1.39 3.00 1.66 3.50 1.92 4.00 2.18 4.50 2.43 5.00 2.67 5,50 2.88 6.00 3.09 6.50 3.29 7.00 3.48 < 7.50 3.68 8.00 3.86 8.50 4.04 9.00 4.21 9.50 4.35 10.00 4.50 10.50 4.63 11.00 4.76 11.50 4.89 12.00 5.02 12.50 5.13 13.00 5.25 13.50 5.36 14.00 5.47 14.50 5.57 14.63 5.60 I 1 I I I I I -------------------------------------------------------------.--------------- ---------------------------------------------------------------------------- I I I I ~4-; I I I Project Description Worksheet Flow Element Method Solve For 116.118MF 1( Irregular Chanl Manning's Fan Channel Deptl'1 I I Input Data I Slope Dischargl 005000 ft'ft 11.2 cfs I Options Current Roughness Methe lVed lotter's Method Open Channel Weighting wed lotter's Method Closed Channel Weightin! Horton's Method I 1 Results Mannings Coefficiel 0.015 Water Surface Elev. 100.00 ft Elevation Range .60 to 100.09 Flow Area 4.8 ft2 Wetted Perimeter 25.44 ft Top Width 25.22 ft Actual Depth 0.40 ft- Critical Elevation 99.99 ft Critical Slope 0,005830 ft'ft Velocity 2.32 fUs Velocity Head 0.08 ft Specific Energy 100.09 ft Froude Number 0.93 Flow Type Subcritical I I 1 I Roughness Segments Mannings Coefficient End Station 1+30.0 Start Station 0+95.5 I 0.015 Natural Channel Points 1 Station (ft) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 1+23.0 1+23.0 1+24.0 1+25.0 1+30.0 Elevation (ft) 100.09 100.00 99.60 99.69 99.72 99.93 99.72 99.69 99.60 100.00 100.09 I I I 1 I h:\... \calcs\hydro\f1owmaster\street sectionS.fm2 02109/06 07:55:46 AM @ Haestad Methods. Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF ConsulUng 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMasterv6.1 [614k] (203) 755-1666 Page 1 of 1 vA 1 I I I I I I I I I I , I I II I I S~~(F-S -3SCFS TO Cf\TCHJ;)ASLNS II~ tl/0:r I I I I I Cross Section Cross Section for Irregular Channel & A f...... - 'lCF<= +3 ~ (~S-T O.q C.fS::\I.'2-CfS \...)(100-1...01 ";>-' Project Description Worksheet Flow Element Method Solve For 116.118MF 1C Irregular Cham Manning's FOrT Channel Depth Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftllt Water Surface Elev. 100.00 ft Elevation Range .60 to 100.09 Discharge 11.2 cfs ffi ~ ,\"'sv.~\JjJ b aQv~ l- 'V1-S':f....LQ,~T io/.J Of IL;). cF-S ,olAL. fl.-OvJ CATC#BASSN I/(o ~. (.,.:.f':> S.c:'(.~s 99.85 99.70 99.55 0+95.0 ~ 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 V:10.0~ H:1 NTS ll'l,)~.l dS rtDlJ.l~'( \0 ^ CAlc 1-1 BAsrA! O\.\d-. ~ 11(,).;(.1,..10,:> Fl-ov-J3'Y To C",1cI1I3A5.IAI .;(\0 & h:\...\calcs\hydro\f1owmaster\street sections.fm2 02109/06 07:55:51 AM <9 Haestad Methods, Inc_ RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer. RBF Consulting <.t;!J FlowMaster v6. 1 [614k] Page 1 of 1 (203) 755-1666 I I CB 202-100 YR (SUMP) ******....*+.,0.***"..'*****"."********'*"-***-********'*****-*****-**....**.. I >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I BASIN INFLOW(CFS) = 3.90 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.49 1 L~ VS E. I.{-' C-ATd+ I3ASrN ==========:;:;=================;::;================================::===:========= I I 1 I I I I I I I I I I <If I I I CB 205-10 YR (FLOW-BY) ........**................**Hr....****..........**********...****....*******...."'*****'* I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 2.10 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 0.72 0.29 1.00 0.40 1.50 0.60 2.00 0.79 2.50 0.98 3.00 1.13 3.50 1.28 4.00 1,42 ( 4.50 1.55 5,00 1.66 5.50 1.77 6.00 1.87 6.50 1.97 7.00 2.07 7.18 2.10 I I I -----------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- I I I 1 I I I I I eo'\ I Multi-Family Cross-Section Worksheet for Irregular Channel I Project Description Worksheet Flow Element Method Solve For 205 MF 10-YR Irregular Chanl Manning's Farr Channel Depth I I Input Data I Slope Dischargl 005000 ItIIt 2.1 cis I Options Current Roughness Mathe wed Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightin{ Horton's Method I Results Mannings Coefficiel 0.015 Water Surface Elev 99.91 It Elevation Range .60 to 100.09 Flow Area 1.3 It" Wetted Perimeter 11.35 ft Top Width 11.25 It Actual Depth 0.31 It- Critical Elevation 99.90 ft Critical Slope 0.006978 ItIIt Velocity 1.64 ItIs Velocity Head 0.04 It Specific Energy 99.95 It Fraude Number 0.86 Flow Type Subcritical I I I I I Roughness Segments Start End Mannings Station Station Coefficient I 0+95.5 1+12.5 0.015 Natural Channel Points I I Station (It) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 Elevation (It) 100.09 100.00 99.60 99.69 99.72 99.93 I I I I h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting 02109/06 08:25:25 AM @ Haestad Methods, Inc. .37 Brookside Road Waterbury, CT OEi70B USA Project Engineer. RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 CIb I I I I 1 I I I I I 1 I I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 205 MF 10-YR Irregular Cham Manning's Fon Channel Depth ~ Section Data Mannings Coefficiel 0.015 Slope 0.005000 ft/ft Water Surface Elev 99.91 ft Elevation Range .60 to 100.09 Discharge 2.1 cfs 100.10 99.95 99.85 99.75 99.65 99.55 0+94.00+96.00+98.01+00.0 1+02.0 1+04.01+06,0 1+08.01+10.0 1+12.0 1+14.0 ~ d.l cfS - \.4-cFS To u.rc!-\i3A-s,IAJ:::: O.7cFS V:l0.0b" H:l NTS ~ fLOt.0i5'1 TO {ATcI~J3A-SLAI ~\O Project Engineer: RBF Consulting fA. h:\...\calcs\hydro\f1owmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k] 02109/05 08:25:31 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury. CT QB70B USA (203) 755-1666 Page 1 of 1 I I CB 207-10 YR (FLOW-BY) ***-***............***....-*_.......__.....**.****.....**""'*-**-,..*** I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 1.80 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIOTH FLOW INTERCEPTION 0.64 0.25 1.00 0.39 1.50 0.57 2.00 0.75 2.50 0.92 3.00 1.06 3.50 1.20 L 4.00 1.33", 4.50 1.43 5.00 1.54 5.50 1.64 6.00 1.73 6.37 1.80 7.00 1.80 I 1 II ---------------------------------------------------------------.--.---------- -----------------------------------------------------------------.---------- I I I I 1 I I I /\,0 1 I I Project Description Worksheet Flow Element Method Solve For 207 MF 10-YR Irregular Cham Manning's Farr Channel Depth I I Input Data I Slope Dischargl 005000 tuft 1.8 cIs I Options Current Roughness Methe )ved Lotter's Method Open Cha~nel Weighting )ved Lotter's Method Closed Channel Weightin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev, 99.90 ft Elevation Range .60 to 100.09 Flow Area 1.1 It' Wetted Perimeter 10.66 ft Top Width 10.57 ft Actual Depth 0.30 ft<;:- Critical Elevation 99.88 ft Critical Slope 0.007117 tuft Velocity 1.58 ftIs Velocity Head 0.04 ft Specific Energy 99.94 ft Fraude Number 0.85 Flow Type Subcritical I I I I Roughness Segments Start End Mannings Station Station Coefficient I 0+95.5 1+12.5 0.015 Natural Channel Points I Station (ft) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 Elevation (ft) 100.09 100.00 99.60 99.69 99.72 99.93 I I I I Multi-Family Cross-Section Worksheet for Irregular Channel I h:\... \calcs\hydro\flowmaster\street sectionS.fm2 02109106 08:30:42 AM @ Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting RowMaster v6.1 [614k) "\ \ (203) 755-1666 Page 1 of 1 I I I I Project Description Worksheet Flow Element Method Solve For 207 MF 10-YR Irregular Cham Manning's Fan Channel Depth Cross Section Cross Section for Irregular Channel & I I Section Data Mannings Coefficiel 0.015 Slope 0.005000 ft/ft Water Surface Elev 99.90 ft Elevation Range .60 to 100.09 Discharge 1.8 efs I I I I I I I I I I I I I 100.10 99.95 99.85 99.75 99.65 99.55 0+94.00+96.00+98.01+00.0 1+02.0 1+04.01+06.0 1+08.01+10.0 1+12.0 1+14.0 '-" ! ~ \ ,Cbc F';:, - L3 (f'j 10 CNCf+\3AS:LN =- 8 V10.0b. H:1 NTS LJl O.SCFS fLocdi3'! Ta cAfLHi5ASrtJ ;1.ID h:\.. .\calcs\hydro\f1owmaster\street sections.fm2 02109/06 08:30:48 AM @ Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMasterv6.1 [614k] "11' (203) 755-1666 Page 1 of 1 \ I I CB 205 & 207.100 YR (FLOW-BY) ***.-*.********..*...*****...........***.****....**"'..**********...._***********'".* I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 3.00 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.93 0.43 1.00 0.46 1.50 0.68 2.00 0.89 2.50 1,10 3,00 1.31 3.50 1.50 4.00 1.67 ( 4,50 1.83 5.00 1.99 5.50 2.14 6.00 2,27 6.50 2.39 7.00 2.51 7.50 2.62 8.00 2,73 8.50 2.84 9.00 2.94 9.30 3.00 1 I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I I I ~'? I I Project Description Worksheet Flow Element Method Solve For 205,207 MF 1 C Irregular Cham Manning's FOrT Channel Depth I I Input Data Slope 005000 ftllt Dischargl 6.0 cfs I I Options Current Roughness Mathe wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method I I Results Mannings Coefficiel 0.015 Water Surface Elev. 99.94 ft Elevation Range .60 to 100.09 Flow Area 3.3 ft2 Wetted Perimeter 24.90 ft Top Width 24.70 It Actual Depth 0.34 It--- Critical Elevation 99.93 ft Critical Slope 0.006664 Mt Velocity 1.82 ftls Velocity Head 0.05 It Specific Energy 99.99 It Froude Number 0.88 Flow Type Subcritical I I I I 1 Roughness Segments Start End Mannings Station Station Coefficient 0+95.5 1+30.0 0.Q15 Natural Channel Points Station Elevation (It) (It) 0+95.5 100.09 1+00.0 100.00 1+01.0 99.60 1+02.0 99_69 1+02_0 99.72 1+12.5 99.93 1+23.0 99.72 1+23.0 99_69 1+24.0 99.60 1+25.0 100.00 1+30_0 100.09 I 1 I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02109/06 08:35:14 AM @Haestad Methods. Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 ~PI" I I Cross Section Cross Section for Irregular Channel I I I I I I I Project Description Worksheet Flow Element Method Solve For 205.207 MF 1C Irregular Cham Manning's Fan Channel Depth )~i~ , (200) (20.1) Q "'33-t''2-.'~ \00 . &:>.0 if-::" Section Data Mannings Coefficiel 0.015 Slope 0,005000 ftIft Water Surface Elev. 99.94 ft Elevation Range .60 to 100.09 Discharge 6.0 cfs I I I I I I I I I I &\ Cr'<Tdt Bi'.StN ;;"07 100.10 99.85 99.70 99.55 0+95.0 L~ f\SSu~1T..1J G t:.QoJAL -P~S'\I<.:r.Bi)TU'" of (1.0i.FS Ic'lAt... fLO...:J LATe. i-\ f3ASLN :JD$" 3.0<1'-<> V ..Ii) 3.DLfS ...... -, 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30.0 V;10.0D, H;1 ;207) 1.3Lf~ ft..D"""''( TO NTS Cr-tU-\i3ASIN ~ \0 ^ 3,O(.FS-1.7(.FS TO~"T~t-lf>fl,-S.:Ci'J.s :;"'07 ~:>.O~ 7> ~ ;).O~') - f LDl,J i:;'( \0 BASI.v ;llO /\ ~ \.3 CFS u\Tc.l-\ h:\... \calcs\hydro\f\owmaster\street sections. fm2 02109/06 08:35:24 AM @ Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting / FlowMasterv6.1 [614k] .It') (203) 755-1666 Page 1 of 1 \ 1 I I I I I I 1 I I I I 1 I 1 I I I I CB 210-100 YR (SUMP) **-*-*********.....******....."..,,***-_..__......*'***....******........*****..**...* >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. BASIN INFLOW(CFS) = 7.30 BASIN OPENING{FEET) = 0.83 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = ~ us. E.. 4- 'C.A 1c..H BASI;J 2.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Q :::: 2,(P 100 (2-10) + \ ,1 e->=S T (20"1 B'i PASS) I, '?:> (..1==5 ('2.05 BiPASS) + 2.\ cFS - 1.3 c.F'S (I \/.p B't'P~ss) ,\(q 1 I 1 I CB 212-100 YR (SUMP) ....******...***.****-**********************************----*****.***** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. L<~ I 1 1 1 1 I I 1 I I 1 I BASIN INFlOW(CFS) = 5.40 BASIN OPENING(FEET) = 0.83 DEPTH OFWATER(FEET)= 0.93 iJ S E. l{-' U\ TL.. H- BASI/II >>>>CAlCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 -------------------------------------------------------------- -..------------ -------------------------------------------------------------- --.-..--------- Q\oo _ 3,:':' cfS (1..12...) -r '2. I (I IE> B<r'Pf\SS) :;:: 5.4 cFS I I I c'I(\ I II CB 304 & 307-10 YR (FLOW-BY) ****************....*****'******.."'....*****,,_.........-*****-*.***-********* I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 4.90 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 1.31 0.73 1.50 0.83 2.00 1.09 2.50 1.34 3,00 1.60 3.50 1.85 4.00 2.10 4.50 2.33 5.00 2.53 5.50 2,73 6.00 2.92 6.50 3.11 7.00 3.30 ( 7.50 3.48 8.00 3.64 8.50 3.79 9.00 3.93 9.50 4.06 10.00 4.19 10.50 4.31 11.00 4.43 11.50 4.55 12.00 4.66 12.50 4.77 13.00 4.87 13.15 4.90 1 I I I 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I I 1 I I I ,,\1, I 1 Project Description Worksheet Flow Element Method Solve For 304.307 MF 1 ( Irregular Cham Manning's Fan Channel Depth I 1 Input Data Slope 005000 ftIft Discharg' 9.8 cfs I I Options Current Roughness Methe JVed Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightinl Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev, 99.99 It Elevation Range .60 to 100.09 Flow Area 4.4 It' Wetted Perimeter 25.15 ft Top Width 24.93 It Actual Depth 0.39 It ~ Critical Elevation 99.98 ft Crttical Slope 0.006000 ftIft Velocity 2.21 ftfs Velocity Head 0.08 It Specific Energy 100.06 ft Froude Number 0.92 Flow Type Subcritical 1 I I I Roughness Segments End Mannings Station Coefficient Start Station 0+95.5 1 1+30.0 0.015 Natural Channel Points I I Station (It) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 1+23.0 1+23.0 1+24.0 1+25.0 1+30.0 Elevation (It) 100.09 100.00 99.60 99.69 99.72 99.93 99.72 99.69 99.60 100.00 100.09 I I 1 I h:\...\calcs\hydro\flowmaster\street sections.fm2 02109/06 09:15:57 AM @Haestad Methods, Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v8.1 [614k] (203) 755-1666 Page 1 of 1 ,,0.... I I I 1 I 1 I I 1 I 1 1 I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Mf M 304,307 MF 1 ( Irregular Cham Manning's FOIT Channel Depth Qo - 'is, (0 -t \ ' 2 C,fS ~ ~,g cfS Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftJft Waler Surface Elev 99.99 ft Elevation Range .60 to 100.09 Discharge 9.8 cfs ~ (..1'\'L~bP.S:;:N 30'-\ AS~j)IAIN(;, E:-Q\JA-I...-_ ,..-- Or.S\~!,G i/fI.o!\l or ~.1, /...P', \oTf'o-i.- p/...ovJ ,-"'TC. \-\ I?:.ASL!\I 39.2..- L~ 4-,g"ps 4 cl c.P~ 100.10 '-./ -EJ 99.85 - 99.70 , ._-~~ _._-_.-~ 99,55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 1+25.0 1+30,0 3 $ 307 =-Y L\-.qa-s -3,3c.p> TOLATC.t+BA~rNS; o'-t-- V:10.0~ H:1 NTS 304-) 3.7tfS FLOW BY To g 0"1.- t-\- BPrSL.0 3' i D 10 307) )./cFS pt--o<Ji!8 (D OHLf-lI3Asr.J 3' 3, & Project Engineer: RBF Consulting h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k] 02109/06 09:01:36 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ttP 1 I CB 304 & 307-100 YR (FLOW-BY) ..,....,............**..........................................***........."............................................... I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 7.50 GUTTER FLOWDEPTH(FEET) = 0.45 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.73 1.16 2.00 1.33 2.50 1.64 3.00 1.95 3.50 2.25 4.00 2.55 4.50 2.85 5.00 3.15 5.50 3.42 6.00 3.68 6.50 3.92 7.00 4.16 ( 7.50 4.39 8.00 4.62 8,50 4.64 9.00 5.06 9.50 5.27 10.00 5.47 10.50 5.66 11.00 5.83 11.50 5.99 12.00 6.15 12.50 6.30 13.00 6.45 , 3.50 6.59 14.00 6.73 14.50 6.86 15.00 6.98 15.50 7.10 16.00 7.22 16.50 7.33 17.00 7.44 17.31 7.50 I I 1 I I 1 1 1 -------------------------------------------------------------.--.----------- --------------------------------------------------------------.-------------- 1 I I I I ~\ 1 I Project Description Worksheet Flow Element Method Solve For 304,307 MF 1( Irregular Cham Manning's FOrT Channel Depth I I Input Data Slope 005000 ftI11 Dischargl 15.0 cfs I I Options Current Roughness Methe )ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weigh tin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev 100.05 ft Elevation Range .60 to 100.09 Flow Area 6.2 ft' Wetted Perimeter 30.65 ft Top Width 30.42 11 Actual Depth 0.45 11 Critical Elevation 100.04 11 Critical Slope 0,005654 ftI11 Velocity 2.42 ft/s Velocity Head 0.09 11 Specific Energy 100.14 11 Froude Number 0.94 Flow Type Subcritical I 1 I I Roughness Segments Start Station 0+95.5 End Mannings Station Coefficient I 1+30.0 0.015 Natural Channel Points I Station (11) 0+95.5 1+00.0 1+01.0 1+02.0 1+02.0 1+12.5 1+23.0 1+23.0 1+24.0 1+25.0 1+30.0 Elevation (11) 100.09 100.00 99.60 99.69 99.72 99.93 99.72 99.69 99.60 100.00 100.09 I I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02109/06 09:43:08 AM @Haestad Methods, Inc. Multi-Family Cross-Section Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Ennineer: RBF Consulting FlowMaster v6.1 [614k] ~t.- (203) 755-1666 Page 1 of 1 v I I I I I 1 I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 8z ~ Ol(lO -::. \ 3, I + \ ,9 304,307 MF 1 ( Irregular Cham Manning's FOrT Channel Depth 15,OLfS Section Data Mannings Coefficiel 0.015 Slope 0.005000 ftlfI Water Surface Elev 100.05 fI Elevation Range .60 to 100.09 Discharge 15.0 cfs ffi r\SSu VI r AI b 'E-GtuA-L.- \)S.'/i:I€..I 6iip:.oJII c. f \';,OlP> TOI/-\/....ft..O,J M CA Tc H Bf\stlv' 30Lf e,,,, lL H BA-(;.r..v 30'/ 7\).:F'> \1 99.85 99.70 99.55 0+95.0 "j" 1+25.0 1t30.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 V:l a.ab,. H:1 NTS r.sc.r-S-4-.d..LFS TDUHL./-lj3,A$:[!J~ jOl{- ;3072) 301+) 3. 3CFS fLOc.J\5Y fO ~ CATd-13i-'>S..LN~iO 10 I I I I I 307) 3,3cP5 fl.O\J-'(S'I TO CAH..H/3ASItJ ~13 ffi Project Engineer: RBF Consulting h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k] ~ 02109/06 09:43:15 AM @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 0670811SA (203) 755-1666 Page 1 of 1 I I I I I I I I I CB 310-100 YR (SUMP) +*+**....._*'"*"'fr**..************+...*_*___.....**_*************__'******* >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.70 BASIN OPENING(FEET) = 0.83 OEPTH OF WATER(FEET) = 0.93 >>>>CALcULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.18 ------------------------------------------------------------------.---------- ---------------------------------------------------------------------------- GIOO '=- ~. ~ C: FS -r 3.3 (f-S .- (301 B~P>6S,) I I I I I I I I I I I ~ v;,c Lt ' (A TGI-\ BASlt! 5.1 c..FS ~ I I CB 313-100 YR (SUMP) I 1 I I ++**-******+****......***................................._*...........**.....******-**** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.20 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATEO ESTIMATEO SUMP BASIN WIDTH(FEET) = 1.99 & V)f-.l{' cI).,\1-H BhSOJ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I OIDO 1. q, CJ::S ;- 3,~ c-~5 .::: (.~ S'-( l'\\'::>S) I I I I I I I '::i,LCFS "h~ I I Single Family I CB 4-10 YR (FLOW-BY) *********************,...***-*****"'."'**_.*..****.***.....***..............** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 4.40 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.21 0.65 1.50 0.79 2.00 1.04 2.50 1.29 3.00 1.54 3.50 1.78 4.00 2.01 4.50 2.22 5.00 2.41 5.50 2.60 6.00 2.79 6.50 2.96 7.00 3.14 ~ 7.50 3.29 8.00 3.43 8.50 3.57 9.00 3.69 9.50 3.82 10.00 3.94 10.50 4.05 1'.00 4.16 11.50 4.27 12.00 4.37 12.13 4.40 I 1 I I I -------------------------------------------------------------.--- ----------- ------------------------------------------------------------.---.---------- I I I I I I I lfJP I I Project Description Worksheet Flow Element Method Solve For 4 SF 10-YR Irregular Cham Manning's Farr Channel Deptl1 I I Input Data Slope 005000 Nit Dischargl 4.4 cfs I I Options Current Roughness Methe wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed. Channel Weightin! Horton's Method I I Results Mannings Coefficiel 0.015 Water Surface Elev. 99.98 ft Elevation Range .60 to 100.10 Flow Area 2.2 fill Wetted Perimeter 15.21 ft Top Width 15.10 It Actual Depth 0.38 It Critical Elevation 99.97 ft Critical Slope 0.006339 Nit Velocity 1.96 ftls Velocity Head 0.06 It Specific Energy 100.04 It Froude Number 0.89 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Start Station 0+95.0 I 1+18.5 0.015 Natural Channel Points I Station (It) Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 I I I 1 h:\...\calcs\hydro\flowmaster\street sectionS.fm2 02107/06 07:50:05 AM @ Haestad Methods, Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMasterv6.1 [614k] ~~ (203) 755-1666 Page 1 of 1 ~ I I I I I I I I I I I I I I I 1 I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 4 SF 10-YR Irregular Cham Manning's Forr Channel Depth & Section Data Mannings Coefficiel 0.015 Slope 0.005000 ft/ft Water Surface Elev. 99.98 ft Elevation Range .60 to 100.10 Discharge 4.4 cfs 100.10r -~-- 99.95 99.85 99.75 99.65 99.55 0+95.0 1+00.0 1+05.0 1+10,0 1+15.0 1+20.0 & V:10.0~ H:1 NTS 4-.4-<-(:.", - 3, \ (.f':> .0 cp,,(.t+I3PrSl.tJ;: \.3 C- r~ r[.Ol,.) e,'-( \0 (f\ i (. ttl3AS rrJ d.. 7 & Project Engineer: RBF Consulting /1'!J&.. h:\...\calcs\hydro\f1owmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k} "V'"' 02107/06 07:50:13 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT Oe70e USA (203) 755-1666 Page 1 of 1 I I CB 4.100 YR (FLOW.BY) **********'"**..._..***.*.****,.....*************"...*****+******-**-*** I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 6.80 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 I I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.61 1.04 2.00 1.28 2.50 1.59 3.00 1.88 3.50 2.18 4.00 2.47 4.50 2.76 5.00 3.04 5.50 3.29 6.00 3.53 6.50 3.76 / 7.00 3.98 "- 7.50 4.20 8.00 4.42 8.50 4.63 9.00 4.83 9.50 5.03 10.00 5.20 10.50 5.37 11.00 5.52 11.50 5.67 12.00 5.82 12.50 5.96 13.00 6.09 13.50 6.22 14.00 6.34 14.50 6.46 15.00 6.57 15.50 6.68 16.00 6.79 16.07 6.80 I I I I I I -------------------------------------------------------------.--------------- ----------------------------------------------------------------------------- I 1 I I I I tt>o.. I I Project Description Worksheet Flow Element Method Solve For 4 SF 100-YR Irregular Cham Manning's Fon Channel Depth I I Input Data Slope 005000 ftllI Dischargl 6.8 cfs I 1 Options Current Roughness Methe )ved Lotter's Method Open Channel Weighting Ned Lotter's Method Closed Channel Weightin! Horton's Method I I Results Mannings Coefficiel 0.015 Water Surface Elev. 100.04 ft Elevation Range .60 to 100.10 Flow Area 3.3 It' Wetted Perimeter 20.32 ft Top Width 20.21 II Actual Depth 0.44 II CrtUcal ElevaUon 100.03 It CrtUcal Slope 0.006093 fVft Velocity 2.08 ftls Velocity Head 0.07 It Specific Energy 100.11 ft Froude Number 0.91 Flow Type Subcritical I I I I Roughness Segments Start End Mannings Station Station Coefficient I 0+95.0 1 +18.5 0.015 Natural Channel Points I Station (II) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (II) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I I h:\... \calcs\hydro\f1owmastenstreet sectionS.fm2 02/09/06 06:54:35 AM @ Haestad Methods. Inc. Single-Family,100-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 IJSA Project Enuineer: RBF Consulting FlowMasterv6.1 [614k] ^() (203) 755-1666 Page 1 of 1 '""f' I I I 1 I I I I 1 I I I I I 1 I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element M.thod Solve For 4 SF 100-YR Irregular Cham Manning's Fon Channel Depth & Section Data Mannings Coefficiel 0.015 Slop. 0.005000 IUft Water Surface EI.v, 100.04 ft Elevation Range .60 to 100.10 Discharge 6.8 cfs 100.10"- i S. --~ 99.95 99.85 99.75 99.65 99.55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 & I ~ _ iLO _ -O(AHi-\[?'AS:r.A.i~J..'b~>,,,, 0.-ocF-S "T. ~t"~ \ V:10.0D. H:1 NTS fLOl;j(S 'f TO c(tfUJGASrAl ::<7 11 h:\... \calcs\hydro\f1owmaster\street sections. fm2 02107/06 07:50:30 AM @ Haestad Methods. Inc. Project En!~ineer: RBF Consulting FlowMaster 1/6.1 [614k] (203) 755-1666 Page 1 of 1 <\\ RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA I I CB 8-10 YR (FLOW-BY) ......***************..************....._......**+**********.***.-************.... I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. 1 STREETFLOW(CFS) = 2.60 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 1 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.83 0.37 1.00 0.44 1.50 0.65 2.00 0.85 2,50 . 1.06 3.00 1.25 3.50 1.41 4.00 1.57 4.50 1.72 5.00 1.87 5.50 1.99 6.00 2.11 6.50 2.22 7.00 2.33 ( 7.50 2.43 8.00 2.54 8.32 2.60 1 I I I --------------------------------------------------------------,--------------- -------------------------------------------------------------,--------------- I I I I I I I I I 0....'" I I Project Description Worksheet Flow Element Method Solve For 8 SF 10-YR Irregular Cham Manning's Fan Channel Depth I I Input Data 1 Slope Dischargt 005000 ftIft 2.6 cfs 1 Options Current Roughness Methe lVed Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightin! Horton's Method 1 I Results Mannings Coefficiel 0.015 Water Surface Elev. 99.93 ft Elevation Range .60 to 100.10 Flow Area 1.5 W Wetted Perimeter 12.36 ft Top Width 12.26 ft Actual Depth 0.33 ft Critical Elevation 99.91 ft Critical Slope 0,006789 ftIft Velocity 1.72 ftIs Velocity Head 0.05 ft Specific Energy 99.97 ft Fraude Number 0.87 Flow Type Subcritical 1 I I I Roughness Segments End Mannings Station Coefficient Start Station 0+95.0 I 1+18.5 0.015 Natural Channel Points I Station (ft) Elevation (ft) 100.10 100.00 99.60 99.69 99.72 100.05 I 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 I I I I h:\... \calcs\hydro\f1owmaster\street sections. fm2 02107106 07:50:37 AM @ Haestad Methods, Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Ennineer: RBF Consulting FlowMaster v6. 1 [614kj (203) 755-1666 Page 1 of 1 ~ I I I I I 1 1 1 I 1 I I I 1 1 I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 8 SF 10-YR Irregular Cham Manning's Fen Channel Depth & Section Data Mannings Coefficisl 0.015 Slope 0.005000 ftllt Waler Surface Elev 99.93 It Elevation Range .60 to 100.10 Discharge 2.6 cfs 100.1 99.95 99.85 99.75 99.65 99.55 0+95.0 1+10.0 1+15.0 1+20.0 1+00.0 1+05.0 & j,,(Qc?S - ;;l.,'?:>c.b \0 LAH.I-l 3AS:r.rJ =- 0.3cl'-':> f'Lo,,,13'/' V.10.0D, H:1 NTS TO c..;HLPof!,{\S1JJ ~ S ~ Project En!~ineer: RBF Consulting h:\...\calcs\hydro\f1owmaster\street sectionS.fm2 RBF Consulting FlowMaster v6.1 [614k] 02107/06 07:50:44 AM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT DE70B USA (203) 755-1666 Page 1 of 1 c:JP\. II I CB 8-100 YR (FLOW-BY) 1 ..........********...._..**.."'***.....***.._.*********._..........o*.*...._...,," >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) ; 4.00 GUTTER FLOWDEPTH(FEET); 0.37 BASIN LOCAL DEPRESSION(FEET); 0.33 1 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.13 0.59 1.50 0.76 2.00 1.01 2.50 1.24 3.00 1.48 3.50 1.71 4.00 1.93 4.50 2.12 5.00 2.30 5.50 2.48 6.00 2.66 6.50 2.83 7.00 2.98 ( 7.50 3.11 8,00 3.24 8.50 3.37 9.00 3.49 9.50 3.60 10.00 3.72 10.50 3.82 11.00 3.93 11.34 4.00 1 I I 1 1 ------------------------------------------------------------------.---------- -----------------------------------------------------------------.---------- I I I 1 I I I ~4 I I Project Description Worksheet Flow Element Method Solve For 8 SF 100-YR Irregular Cham Manning's Fan Channel Depth I I Input Data I Slope Dischargl 005000 Wit 4.0 cis I Options Current Roughness Mathe )ved Lotter's Method Open Channel Weighting lved Lotter's Method Closed Channel Weightin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev. 99.97 ft Elevation Range .60 to 100.10 Flow Area 2.1 ft2 Wetted Perimeter 14.65 ft Top Width 14.54 It Actual Depth 0.37 It Critical Elevation 99.96 ft Critical Slope 0.006418 fVft Velocity 1.91 ftls Velocity Head 0.06 It Specific Energy 100.03 It Fraude Number 0.89 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 I 1+18.5 0.Q15 Natural Channel Points I Station (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I I h:\... \calcs\hydro\flowmaster\street sections.fm2 02107106 07:50:51 AM @ Haestad, Methods, Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Enuineer: RBF Consulting FlowMaster v6.1 [614k] ll.(- (203) 755-1666 Page 1 of 1 -,'t' I I Project Description Worksheet Flow Element Method Solve For 8 SF 100-YR Irregular Cham Manning's FOrT Channel Depth I I Section Data I Mannings Coeffiael 0.015 Slope 0.005000 fVft Water Surface Elev. 99.97 ft Elevation Range .60 to 100.10 Discharge 4.0 cfs I I I I I 100.1Or I 99.95 99.85 99.75 99.65 99.55 0+95.0 I I I Cross Section Cross Section for Irregular Channel & 1+00.0 1+05.0 i ________.J ~.~____ ___ __u__ 1+10.0 1+.0 Ci'-':, - 3. 0 (FS TO LATLt\-\)I,SIN'~ 1.0 c FS fLOW B'( TO I I I I I & h:\... \calcs\hydro\f1owmaster\street sections. fm2 02107/06 07:50:57 AM @ Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA 1+15.0 1+20.0 V:10.0~ H:1 NTS CiHcHEflS.J:AJ ;l. S ffi. Project Engineer: RBF Consulting FlowMaster v6.1 [614k] a" (203) 755-1666 Page 1 of 1 -, \ I I CB 11.10 YR (FLOW-BY) ...........*******,.************.***************.********..-.......*****.......... I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATlON<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 4.40 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.21 0.65 1.50 0.79 2.00 1.04 2.50 1.29 3.00 1.54 3.50 1.78 4.00 2.01 4.50 2.22 5.00 2.41 5.50 2.60 6.00 2.79 6.50 2.96 7.00 3.14 ~ 7.50 3.29 8.00 3.43 8.50 3.57 9.00 3.69 9.50 3.82 10.00 3.94 10.50 4.05 11.00 4.16 11.50 4.27 12.00 4.37 12.13 4.40 I I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I I 0...'0 I I Project Description Worksheet Flow Element Method Solve For 11 SF 10-YR Irregular Cham Manning's Forr Channel Depth I I Input Data I Slope Dischargl 005000 Wit 4.4 cfs I Options Current Roughness Methe lved Lotter's Method Open Channel Weighting lVed Lotter's Method Closed Channel Weigh tin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev. 99.98 ft Elevation Range .60 to 100.10 Flow Area 2.2 ft2 Wetted Perimeter 15.21 ft Top Width 15.10 It Actual Depth 0.38 It Critical Elevation 99.97 ft Critical Slope 0.006339 Wit Velocity 1.96 ft/s Velocity Head 0.06 It Specific Energy 100.04 It Fraude Number 0.89 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 I 1+18.5 0.015 Natural Channel Points I Station (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I I h:\... \calcs\hydro\f1owmaster\street sections.fm2 02107/06 07:44:19 AM @Haestad Methods, Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury. CT OS 708 USA Project En!Jineer: RBF Consulting FlowMaster v6.1 [614k] n. (203) 755-1666 Page 1 of 1 ot' I I Project Description Worksheet Flow Element Method Solve For 11 SF 10-YR Irregular Cham Manning's Fan Channel Depth I I Section Data I Mannings Coeffiae! 0.015 Slope 0.005000 Wit Water Surface Elev. 99.98 ft Elevation Range .60 to 100.10 Discharge 4.4 cfs I I I I I 100.10~ I 99.95 99.85 99.75 99.65 99.55 0+95.0 II I Cross Section Cross Section for Irregular Channel ~ 1+00.0 1+05.0 ~ I 4-.L-tc.p:, - 3.1 Lb TO c.ATL11 i;,j-\.<':CN I I I I ~- . -- i _n .- 1+10.0 1+15.0 1+20.0 V10.0~ H:1 NTS 1.3. C.FS fLO"'(~'f 10 LAIL;.J (3A:;rN \ 7 & Project Enuineer. RBF Consulting I h:\...\calcs\hydro\flowmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 (614k] \.r-f\ 02107/06 07:44:27 AM @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 .p' I I CB 11-100 YR (FLOW-BY) .......***..".*******************........**-*************.**-*--.-.--.-....-.. I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins_ I STREETFLOW(CFS) = 6.80 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW iNTERCEPTION 1.61 1.04 2.00 1.28 2.50 1.59 3.00 1.88 3.50 2.18 4.00 2.47 4.50 2.76 5.00 3.04 5.50 3.29 6.00 3.53 6.50 3.76 7.00 3.9B ( 7.50 4.20 8.00 4.42 8.50 4.63 9.00 4.83 9.50 5.03 10.00 5.20 10.50 5.37 11.00 5.52 11.50 5.67 12.00 5.82 12.50 5.96 13.00 6.09 13.50 6.22 14.00 6.34 14.50 6.46 15.00 6.57 15.50 6.68 16.00 6.79 16.07 6.80 I I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I \0\ I I Project Description Worksheet Flow Element Method Solve For l' SF 100-YR Irregular Cham Manning's FOrT Channel Depth I I Input Dala I Slope Dischargt 005000 Wit 6.8 ds I Options Current Roughness Mathe wed Lotter's Method Open Channel Weighting lved Lotter's Method Closed Channel Weigh tin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev. 100.04 ft Elevation Range .60 to 100.10 Flow Area 3.3 W. Wetted Perimeter 20.32 ft Top Width 20.21 It Actual Depth 0.44 It Critical Elevation 100.03 It Critical Slope 0.006093 Wit Velocity 2_08 ftls Velocity Head 0.07 ft Specific Energy 100.11 ft Fraude Number 0.91 Flow Type Sub critical I I I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 I 1+18.5 0.Q15 Natural Channel Points I Station (It) Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I 0+95.0 1+00.0 '+01.0 1+02.0 1+02.0 1+18.5 I I I I h:\... \calcs\hydro\f1owrnaster\street sections. fm2 02/07/06 07:44:34 AM @Haestad Methods, Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06"08 USA Project En~ljneer: RBF Consulting FlowMaster v6.1 [614kJ \'"" (203) 755-1666 Page 1 of 1 ,1:1' I I I I I I I I I I I I I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 11 SF 100-YR Irregular Cham Manning's Forr Channel Depth ill Section Data Mannings Coefficiel 0.015 Slope 0.005000 Wit Water Surface Elev 100.04 It Elevation Range .60 to 100.10 Discharge 6.8 cfs 100.10~ u~__~ :' 99.95--- -.------- 99.85 99.75 99.65 99.55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 ill V:10.0~ H:1 NTS ~ GJI",LF<; -it.Oct::':, To (fl-HH13AS.I:N ~).'bLjo.S FLOwi?>'I To (ATlH13AS,.[,J 17 h:\...\calcs\hydro\flowmaster\street sections.fm2 02107/06 07:44:43 AM @ Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT O()70B USA Project Er,gineer. RBF Consulting ~ FlowMaster v6_1 [614k] \t>I' (203) 755-1666 Page 1 of 1 I I CB 14-10 YR (FLOW-BY) ***_....**...**.***.***..**.......****************.****.**********************... I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 2.00 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTiON 0.68 0.28 1.00 0.40 1.50 0.60 2.00 0.79 2.50 0.97 3.00 1.12 3.50 1.26 4.00 1.41 4.50 1.52 5.00 1.63 5.50 1.74 6.00 1.84 6.50 1.94 6.83 2.00 7.00 2.00 ( I I II II ------------------------------------------------------------------.---------- -----------------------------------------------------------------.---------- I I I I I I I I \~ II I Project Description Worksheet Flow Element Method Solve For 14 SF 10-YR Irregular Cham Manning's Fan Channel Depth I I Input Data I Slope Dischargl 005000 Wit 2.0 cis I Options Current Roughness Methe wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method I I Results Mannings Coefficisl 0.015 Water Surface Elev. 99.91 ft Elevation Range .60 to 100.10 Flow Area 1.2 ft2 Wetted Perimeter 11.13 ft Top Width 11.03 It Actual Depth 0.31 It Critical Elevation 99.89 ft Critical Slope 0.007022 Wit Velocity 1.62 fVs Velocity Head 0.04 It Specific Energy 99.95 It Frauds Number 0.85 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coeffioent Slart Station 0+95.0 I 1+18.5 0.015 Natural Channel Points I Station (It) Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 I I I I h:\... \calcs\hydro\f1owmaster\street sections.fm2 02107/06 07:45:56 AM @Haestad Methods. Inc. Single-Family,1 Q-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project En!}ineer: RBF Consulting ~ FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 ~ I I I Cross Section Cross Section for Irregular Channel I Project Description Worksheet Flow Element Method Solve For 14 SF 10-YR Irregular Cham Manning's Fan Channel Depth & I Section Data I Mannings Coefficiel Slope Water Surface Elev Elevation Range Discharge 0.015 0.005000 Wit 99.91 It .60 to 100.10 2.0 cfs I I I I I 100.1 I 99.95 99.85 99.75 99.65 99.55 0+95.0 ----~-- I I I 1 +00.0 1+05.0 1+10.0 1+15.0 1+20.0 I & ill .10 .- /v ~ o..,.?y .0 tATLllgfl~J\J b o. 0 c..F~,"r/",,",~~I..> (l V:10.0~ H:1 NTS ;I.,OLFS -),OtFSTO tATLHBASOJ- I I I I Project En!]ineer: RBF Consulting I h:\...\calcs\hydro\f1owmaster\street sections.fm2 RBF Consulting FlowMaster v6.1 [614k} ,0'0 02107/06 07:46:04 AM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 \ II II CB 14-100 YR (FLOW-BY) ******-***"'..*-****...********..."'***.....**.*.***********...*.........************* I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 3.10 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 0.93 0.45 1.00 0.48 1.50 0.70 2.00 0.93 2.50 1.15 3.00 1.36 3.50 1.56 4.00 1.73 4.50 1.90 5.00 2.06 5.50 2.22 6.00 2.36 6.50 2.48 / 7.00 2.60"" 7.50 2.71 8.00 2.82 8.50 2.93 9.00 3.03 9.32 3.10 I I I I ------------------------------------------------------------.---.----------- -------------------------------------------------------------.--.-.----------- I I I I I I I I \0\ I I I Project Description Worksheet Flow Element Method Solve For 14 SF 100-YR Irregular Chanl Manning's Fan Channel Depth I I Input Dala Slope 005000 Wit Dischargl 3.1 cfs I I Options Current Roughness Methe wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinl Horton's Method I I Results Mannings Caetricis! 0.015 Water Surface Elev. 99.95 ft Elevation Range .60 to 100.10 Flow Area 1 .7 ft2 Wetted Perimeter 13.25 ft Top Width 13.15 It Actual Depth 0.35 It Critical Elevation 99.93 It Critical Slope 0.006635 Wit Velocity 1.80 ftls Velocity Head 0.05 It Specific Energy 100.00 ft Fraude Number 0.88 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Slart Slation 0+95.0 I 1+18.5 0.Q15 Natural Channel Points I I Station (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02108/06 01 :07:04 PM @ Haestad Methods. Inc. Single-Family,1 DO-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k] c" (203) 755-1666 Page 1 of 1 \0'/ I Cross Section Cross Section for Irregular Channel I I Project Description Worksheet Flow Element Method Solve For 14 SF 100-YR Irregular Cham Manning's FOrT Channel Depth & I Section Data I Mannings Coefficiel Slope Water Surface EJev Elevation Range Discharge 0.Q15 0.005000 Wit 99.95 It .60 to 100.10 3.1 cis I I I I I 100.10" I 99.95 99.85 99.75 99.65 99.55 0+95.0 I 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 I & V:10.0~ &. H:1 NTS I :So i qcS - )./"CfS "To Li\TLHI3ASIN = O.s"FS fL.O,;';2,'( TD LATcH@(~S:rN j~ I I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 RBF Consulting 02107/06 07:46:20 AM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670811SA Project Engineer: RBF Consulting FlowMaster v8.1 [614k] 11 (203) 755-1666 Page 1 of 1 \f.5\ I I CB 15-10 YR (FLOW-BY) ..*.............**.....************.....*..**...,.***........".....,,*.**....-.................... I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 2.70 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 0.86 0.38 1.00 0.44 1.50 0.65 2.00 0.85 2.50 1.06 3.00 1.26 3.50 1.42 4.00 1.58 4.50 1.74 5.00 1.89 5.50 2.02 6.00 2.14 6.50 2.25 7.00 2.36 7.50 2.47 8.00 2.57 8.50 2.67 8.64 2.70 14.00 2.70 ~ I I I I --------------------------------------------------------------.-------------- ---------------------------------------------------------------------------- I I I I I I I I \'P I I Project Description Worksheet Flow Element Method Solve For 15 SF 10-YR Irregular Chant Manning's Fan Channel Depth I I Input Data I Slope Discharge 005000 Wit 2.7 cfs I OptIons Current Roughness Mathe Jved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev. 99.93 ft Elevation Range .60 to 100.10 Flow Area 1.6 ft2 Wetted Perimeter 12.55 ft Top Width 12.45 It Actual Depth 0.33 It Critical Elevation 99.92 ft Critical Slope 0.006755 Wit Velocity 1.74 fUs Velocity Head 0.05 It Specific Energy 99.98 It Fraude Number 0.87 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 I 1+18.5 0.015 Natural Channel Points I I Station (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I h:\... \calcs\hydro\f1owmaster\street sectionS.fm2 02107/06 07:47:06 AM @ Haestad Methods. Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project En!lineer: RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 ~ I I I I I I I I I I I I I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 15 SF 10-YR Irregular Cham Manning's Fan Channel Depth & Section Data Mannings Coefficiel 0.015 Slope 0.005000 Wit Water Surface Elev. 99.93 It Elevation Range .60 to 100.10 Discharge 2.7 cfs 100.1 99.95 99.85 99.7 5 99.65 ._um_ 99.55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 & V:10.0~ H:1 NTS ~ ).7I-FS -;).7 cf'.:> To Cine ti 5t1-HrJ ::. 0,0, f''j fL.OV' (!, '( To {.{HCI+IsASI..N J-S h:\...\calcs\hydro\flowmaster\street sectionS.fm2 02107/06 07:47:17 AM @Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 ~ I I CB 15-100 YR (FLOW-BY) I *********...............****._****..........."'......_*"..,....,...........***-""**,,.* '>>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 4.60 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 I I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.23 0.68 1.50 0.82 2.00 1.08 2.50 1.34 3.00 1.59 3.50 1.64 4.00 2.08 4.50 2.30 5.00 2.50 5.50 2.69 6.00 2.89 6.50 3.07 7.00 3.25 7.50 3.42 8.00 3.56 8.50 3.70 9.00 3.83 9.50 3.96 10.00 4.08 10.50 4.20 11.00 4.31 11.50 4.42 12.00 4.53 12.34 4.60 14.00 4.60 ~ I I I I I ============================================================================ I I I I I I I ~ II I Project Description Worksheet Flow Element Method Solve For 15 SF 100-YR Irregular Cham Manning's Forr Channel Depth I I Input Data I Slope Dischargl 005000 fVft 4.6 cis I Options Current Roughness Mathe lved lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightin! Horton's Method I Results I Mannings Coefficiel 0.015 Water Surface Elev. 99.99 ft Elevation Range .60 to 100.10 Flow Area 2.3 ft2 Wetted Perimeter 15.47 ft Top Width 15.36 It Actual Depth 0.39 It Critical Elevation 99.97 It Critical Slope 0.006302 Wit Velocity 1.98 Ws Velocity Head 0.06 ft Specific Ener9Y 100.05 It Fraude Number 0.90 Flow Type Subcritical I I I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 0.Q15 I 1+18.5 Natural Channel Points I Slation (It) Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 I I I I h:\... \calcs\hydro\f1owmaster\street sectionS.fm2 02108/06 08:54:00 AM @ Haestad Methods. Inc. Single-Family,100-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project En~lineer: RBF Consulting FlowMaster v6.1 [614kJ (203) 755-1666 Page 1 of 1 ~r>... I I I I I I I I I I I I I I I I I I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For 15 SF 100-YR Irregular Chant Manning's FOIT Channel Depth & Section Data Mannings Coefficiel 0.015 Slope 0.005000 Wit Water Surface Elev 99.99 It Elevation Range .60 to 100.10 Discharge 4.6 cfs 100.10~ ._u__~.. 99'.95 99.85 99.75 99.65 99.55 0+95.0 1+00.0 1+05.0 1+10.0 1+15.0 1+20.0 4-. f.JJ [PS - 4-. Con=s & L t\ T' t\ i~ A-61:,.J V:10.0~ H:1 NTS & -'0 - 0.0c. Fs. fLOV..I\1'( Tu t.i\ldl t3/~S:rN ~5 h:\... \calcs\hydro\f1owmaster\street sections.fm2 02108106 08:54:08 AM @ Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project EnlJineer: RBF Consulting FlowMaster v6.1 [614k] (203) 755-1666 Page 1 of 1 / ~ I I I CB 17-10 YR (FLOW-BY) .............................*...*....**.................................**........_*****. >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT iNFORMATION<<<< I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 3.30 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.99 0.47 1.00 0.48 1.50 0.70 2.00 0.93 2.50 1.15 3.00 1.37 3.50 1.58 4.00 1.75 4.50 1.92 5.00 2.09 5.50 2.25 6.00 2.41 6.50 2.54 7.00 2.66 7.50 2.78 8.00 2.89 8.50 3.00 9.00 3.11 9.50 3.21 9.92 3.30 14.00 3.30 ( I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I I \\(p I I Project Description Worksheet Flow Element Method Solve For 17 SF 10-YR Irregular Cham Manning's Forr Channel Deptll I I Input Data I Slope Dlschargl 005000 Wit 3.3 cis I Options Current Roughness Mathe )ved Lotter's Method Open Channel Weighting lVed Lotter's Method Closed Channel Weightin! Horton's Method I Results Mannings Coefficiel 0.015 Water Surface Elev, 99.95 ft Elevation Range .60 to 1 00.1 0 Flow Area 1.8 ft2 Wetted Perimeter 13.58 ft Top Width 13.48 It Actual Depth 0.35 It Critical Elevation 99.94 ft Critical Slope 0.006582 Wit Velocity 1.83 fVs Velocity Head 0.05 It Specific Energy 100.00 It Froude Number 0.88 Flow Type Subcritical I I I I I Roughness Segments Slart Station 0+95.0 End Mannings Station Coefficient I 1+18.5 0.Q15 Natural Channel Points I Station (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02107/06 07:47:44 AM @Haestad'Methods. Inc. Single-Family,10-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k] \.{\ (203) 755-1666 Page 1 of 1 '\ I I Cross Section Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For I 17SF10-YR ~ Irre9ular Cham I Manning's Forr (Q Channel Depth I Section Data Mannings Coefficiel Slope Waler Surface Elev Elevation Range Discharge I I 0.015 0.005000 fVft 99.95 It .60 to 100.10 3.3 cIs I I I 100.10r. I 99.95 ------ 99.85 99.75 99.65 99.55 0+95.0 1+00.0 1+05.0 I I I 1+10.0 & 1+15.0 1+20.0 V:10.0b,. &\ H:1 ..., NTS 0<.. I S.3(FS - 3.3 LFt, To CATUIBASIA/= 0.0 (F::' FLOL,'8.-( fa LATc..Ht3AS1:/\/;l.S I I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02107/06 07:47:51 AM @Haestad,Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 0670U USA Project Engineer: RBF Consulting F10wMaster v6.1 (614k) (203) 755-1666 Page 1 of 1 \j\1O I I I CB 17-100 YR (FLOW-BY) ..****........"'*******-****..,....****"'..*_......**._**......**.........**......."'.. I >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. I STREETFLOW(CFS) = 5.80 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 I FLOWBY BASIN ANALYSIS RESULTS: I BASIN WIDTH FLOW INTERCEPTION 1.44 0.88 1.50 0.92 2.00 1.20 2.50 1.48 3.00 1.76 3.50 2.04 4.00 2.32 4.50 2.58 5.00 2.82 5.50 3.05 6.00 3.26 6.50 3.47 7.00 3.68 7.50 3.88 8.00 4.07 8.50 4.26 9.00 4.43 9.50 4.58 10.00 4.73 10.50 4.87 11.00 5.01 11.50 5.14 12.00 5.26 12.50 5.38 13.00 5.50 13.50 5.61 14.00 5.72 <. 14.39 5.80 I I I I II I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I ~~ I I Project Description Worksheet Flow Element Method Solve For 17 SF 10o-YR Irregular Cham Manning's Fan Channel Depth I I Input Dala I Slope Dischargl 005000 Wit 5.8 cis I Options Current Roughness Methe lved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightin! Horton's Method I Results Mannings Coefficiel 0.015 Water Surface Elev. 100.02 ft Elevation Range .60 to 100.10 Flow Area 2.8 ft2 Wetted Perimeter 18.03 ft Top Width 17.91 It Actual Depth 0.42 It Critical Elevation 100.00 ft Critical Slope 0.006130 Wit Velocity 2.04 Ws Velocity Head 0.06 ft Specific Energy 100.08 It Fraude Number 0.90 Flow Type Subcritical I I I II I I Roughness Segments End Mannings Station Coefficient Slart Station 0+95.0 0.015 I 1+18.5 Natural Channel Points I Slation (It) 0+95.0 1+00.0 1+01.0 1+02.0 1+02.0 1+18.5 Elevation (It) 100.10 100.00 99.60 99.69 99.72 100.05 I I I I I h:\...\calcs\hydro\f1owmaster\street sections.fm2 02108106 09:03:45 AM @ Haestad Methods. Inc. Single-Family,100-Year Worksheet for Irregular Channel RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting FlowMaster v6.1 [614k} '\.1P (203) 755-1666 Page 1 of 1 '\ I I Project Description Worksheet Flow Element Method Solve For 17 SF 100-YR Irregular Chanl Manning's FOrT Channel Depth I I Section Data Mannings Coeffiael Slope Water Surface Elev. Elevation Range Discharge 0.015 0.005000 Wit 100.02 It .60 to 100.10 5.8 cis I I I I I 100.10r I 99.95 99.85 99.75 99.65 99.55 0+95.0 I I I I Cross Section Cross Section for Irregular Channel 8 " --8 --~ 1 +00.0 1+05.0 1+10.0 ~ 1+15.0 1+20.0 V:1 0.0 b,. H:1 NT~ S 1$ <-F-S - ~.~" FS 70 LAiLl4 BA$VJ o.lo:.Fs FL-OvJB'( 10 If\Td+8~SI./II J..S I I I I I h:\... \calcs\hydro\f1owmaster\street sections.fm2 02107/06 07:48:12 AM @Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: RBF Consulting , FlowMaster v6.1 [614k] ,11" (203) 755~1666 Page 1 of 1 '\: I I I I I I I I I I I I I I I I I I '. CB 25-100 YR (SUMP) *+**-*********+--+****_.....*****..*......_"'......**....-..***-.****..*. >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of ^ Public Roads nomograph plots for f10wby basins and sump basins. ~ BASIN INFLOW(CFS); 10.20 BASIN OPENING(FEET); 0.83 I.J S E- 1.+ I (1\"\ C r-t 'Or'. s I. tJ DEPTH OF WATER(FEET); 0.93 >>>>CAlCULATED ESTIMATED SUMP BASIN WIDTH(FEET); 3.90 ------------------------------------------------------------------.---------- ---------------------------------------------------------------.---------- 01(:0-':' q, Ic..~s (25) \.0 (~S ('6 D'/ txl% ) T O. \ c.f 5 ( 11 5YPo.SS) /0,'2- .r \1P' I I I I CB 27-100 YR (SUMP) **....**..**..**"'....***.........._***..**************-*-*_..-.._*-********* >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. & I I BASIN INFLOW(CFS) = 7.70 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET} = USE Lf- FooT CAre: H /SA S:'l/J 2.95 ---------------------------------------------------------------------------- -------------------------------------------------------------_._------------- I I I I O := 4.0. c~St" \00 2,SCFS:= 7., CfoS ( 4 E>Ypass) I I I I I I I I I I ,,'" I 1=-;; I I I I I I I I I I I I I I I I I imml DRAINAGE STUDY TEMECULA LANE I Stormdrain Hydraulic Calculations Using WSPGW ~ TECHNICAL APPENDIX E \.+ I I onnnnnnnnnnn~~~~~=~==~~~=~~~===~~~~~ ccccococccc= x ~ ~ ~ O~~~ eo., ....... ...""/1 ....o~~~~~~ww....~~~~~~~~~~~~~~~~~~~~~;~5 ...........~~~~~~~~~~~~~~~~~~~~~=~~ .........~~~~..,~w.........~.~.....~wc ~~ ......~~c~oo~w~~~.~~wo~o ............................................000000000000000000000 ~ .................................................................................... ~ ... 0000000<::>00000000<:>0000 ::I . 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" " 0 0 0 - 0 - o , 0 0 " 0 0 0 0 - - - ~' - , " 0 0 II -1 r- (' " " ., - - - o C 0 'I-' ,., "-' -.J ~ :oJ :"'G:'~ f:A<A.A I o 11\ " V> " ~ C) o I I I I -n .,. " \/'. .~ -i l> r " rI -~ :p ~O , f' ..0 c\,\ / -0 :::!. :::J - CD a. o N - ....... 01 - N o o 0> o ....... ~ ~ N N -0 s: -0 s: s: o a. :::;; CD a. o N - ....... 01 - N o o 0> ....... o ....... o w 0) :t> s: :t> s: -0 Q) tel CD ....... o -... ....... I I I I I I I I I I I I I I I I I I c.1 ~ DRAINAGE STUDY TEMECULA LANE I Water Quality Extended Basin Calculations TECHNICAL APPENDIX \<\~ -.-""---,""","'- --.~"'-:_---'-,::.......~....:-.- ~:;,.--~ I I , I I I I I I I I I I I I I I I I I Worksheet 1 Design Procedure for BMPDesign Volume 85th percentile runoff event Designer: Deborah de Cham beau Company: RBF Consulting, Inc. Date: 12/8/2005 Project: Temecula Lane I IN 15-100834 Location: Basin A Volume Single Family area near street L and X 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) b. Slope value from the Design Volume Curve in Appendix A. c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to the origin, to create the graph T 8S &R2W Section 17 (1) (2) 1.2 Slope = Is this graph attached? Yes [i] No 0 2. Determine Runoff Coeffcient a. Determine total impervious area AunpervioUS = 8.16 acres (5) b. Determine total tributary area Amta, 13.6 acres (6) c. Determine Impervious fraction I = (5) / (6) i= 0.6 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78i2 + .774i + .04 C= 0.41 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V u value Vu= 0.49 in-acre acre (9) 4. Determine Design Storage Volume a. VaMP = (9) x (6) [in-acres] b. VaMP = (10) /12 [fl-acres] c. VaMP = (11) x 43560 [ft3] Notes: 6.67 in-acre 0.56 ft-acre 24,226 ft3 (10) (11) (12) VBMP = VBMP = VBMP = Basin A volume.xls \v\ 85% Unit Storage Volume (Vu) 000000000 .......................................... .......'.............. o~~~~~~~~~.......~~~~~~~~~N ." cZj' r::: .., CD I\) .. c: :;:, ;:;: en - o .., III lQ CD < 2- r::: 3 CD G') .., III "0 ':r _,1- -.,. 1\ \ \ \ \ \ \ I C:) C:) -.... <:> N <:> (,,) :;0 r::: c::> :;:, :1=:>- o =: o o I::> CD . =: 1:J'1 n' (ii' :;:, - - .::> o' _ 0> o -...j o 0) o <.0 ....... ~t.\ I I I I I I I I I I I I I I I I I I I Worksheet 1 Design Procedure for BMP. Design Volume 85th percentile runoff event Designer: Deborah de Cham beau Company: RBF Consulting, Inc. Date: 12/8/2005 Project: Temecula Lane I IN 15-100834 Location: Basin B Volume Multi Family area near street G and I 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) b. Slope value from the Design Volume Curve in Appendix A. c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to the origin, to create the graph T 8S &R2W Section 17 (1) (2) Slope = 1.2 Is this graph attached? Yes [)(] No 0 2. Determine Runoff Coeffcient a. Determine total impervious area ~mpervious = 13.36 acres (5) b. Determine total tributary area Atotal 16.7 acres (6) c. Determine Impervious fraction I = (5) / (6) i= 0.8 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78i2 + .774i + .04 C= 0.60 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired Vu value Vu= 0.72 in-acn~ acre (9) 4. Determine Design Storage Volume a. VaMP = (9) x (6) [in-acres] VBMP = 12.01 in-acrt3 (10) b. VaMP = (10) /12 [ft-acres] VBMP = 1.00 ft-acrel (11) c. VaMP = (11) X 43560 [ft1 VBMP = 43,596 ft3 (12) Notes: Basin B volume.xls \1<\ 85% Unit Storage Volume (Vu) 000000000 ~~~~~~~~~ 0~~w~~m~~0~~~w~~m~~0~ ." <S. s:: ~ CD '" .. C ::I ;:;: en - o Cl (Q CD < o - s:: 3 CD (i) ~ II) 't:l ::r 1\ - \ \ \ 1\ \ .\ \ - 1\ !\ \ \ C> o ~ (::l :j>.. (::l CJ1 (;:) (J') c::> co .::> ':0 ....... I::> .-..1 C> ..>. (::l W :::0 s:: ::I o =: o o CD =: c)" CD' ::I - - o - ~\ I I I I I I I I I I I I I I I I I I I Worksheet 1 Design Procedure for BMP, Design Volume 85th percentile runoff event Designer: Deborah de Chambeau Company: RBF Consulting, Inc. Date: 12/8/2005 Project: Temecula Lane I IN 15-100834 Location: Basin C Volume Multi Family area near street I and J 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) T 8S &R2W b. Slope value from the Design Volume Section 17 (1) Curve in Appendix A. Slope = 1.2 (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to Is this graph the origin, to create the graph attached? Yes @ No 0 2. Determine Runoff Coeffcient a. Determine total impervious area Ampervious = 4.64 acres (5) b. Determine total tributary area Amla' 5.8 acres (6) c. Determine Impervious fraction I = (5) / (6) i= 0.8 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78i2 + .774i + .04 C= 0.60 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V u value Vu= 0.72 in-acr!! acre (9) 4. Determine Design Storage Volume a. VaMP = (9) x (6) [in-acres] VBMP = 4.17 in-acm (10) b. VaMP = (10) /12 [fl-acres ] VBMP = 0.35 fl-acre (11) c. VaMP = (11) x 43560 [fl1 VBMP = 15,141 fl3 (12) Notes: H:/pdata/91000/Strmwtr ManagementlWater Qualitylbmp design/volume.xls Vb\ " = c iil !':' c " ;; en !; iil CD CD < o C 3 CD Q iil "0 :I" 85% Unit Storage Volume (Vu) 000000000 ~~~~~~~~~ o~~w~~~~~w~~~w~~m~~mN o \ \ p ~ o N o '" o :,.. o 0. o '" o :.., o '" o "' ;a c " o =ll o o CD 31 " Iii " - Ii /[,00\ I I , j I I I II i II I I I I I I I I , I I I I I ~ . 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