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HomeMy WebLinkAboutCT 02-14-04; BRESSI RANCH PA 9 UNIT 4; PRELIMINARY DRAINAGE REPORT; 2004-04-01PRELIMINARY DRAINAGE REPORT FOR BRESSI RANCH RECREATION CENTER OPEN SPACE 2 CARLSBAD, CALIFORNIA APRIL 2004 Prepared For: LENNAR PARTNERS 18401 Von Karman Avenue, Suite 540 Irvine, CA 92612 Prepared By: PROJECTDESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, CA 92101 Project No. 2407.00 Gregorys Shields, PE RCE 42951 Registration Expires 03/31/06 Prepared By: RI Checked By: MW TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY 3 2.1 Mass Grading Hydrology 4 2.2 Ultimate Condition Hydrology 4 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 4 3.1 Hydrology Criteria 4 3.2 Hydrology Methodology 5 3.3 Explanation of AES Rational Method Software 6 4.0 HYDROLOGY ANALYSIS RESULTS 7 5.0 CONCLUSION 9 FIGURES 1.0 Vicinity Map 2 TABLES 1.0 Hydrology Criteria 5 2.0 Pipe Capacities 8 APPENDICES 1.0 2, 10, lOO-year: 6-, 24-hr. Isopluvials Maps 2.0 Poroposed Conditions Rational Method Computer Output 3.0 Flowmaster Normal Depth Calculations EXHIBITS A Proposed Conditions Hydrology Map 1.0 INTRODUCTION This drainage report supports the preliminary design of the proposed storm drain improvements associated with Bressi Ranch Recreation Center OS-2 (Project). The overall Bressi Ranch development is located in the City of Carlsbad (City) and is bounded by: 1) Palomar Airport Road to the north, 2) Melrose Drive to the east, 3) El Camino Real to the west, and 4) Poinsettia Drive to the south. Within the Bressi Ranch development, the Project is bounded by: 1) Planning Area 10 (PA) to the west. Planning Area 7 to the northeast. Planning Area 9 to the east, and Planning Area 8 to the south. See Figure 1: Vicinity Map, for the project location. In general, the Project is part of the Bressi Ranch master planned development consisting of 15 mixed-use PAs. The existing and proposed Project drainage pattems generally traverse the site southwesterly toward the intersection of Gateway Road and Alicante Road and the intersection of El Camino Real and Town Garden Road. From a construction standpoint, the recreation center site will have been mass graded in preparation for the Project precise grading and construction of the storm drain improvements. The drainage analyses presented herein reflect a Tentative Map level-of-effort, which include: 1) 100-year storm event hydrologic analyses using relative pad and street grades, 2) normal depth hydraulic calculations to determine onsite storm drain sizes. Detailed hydraulic storm drain analysis to finalize storm drain sizes and to determine the hydraulic grade lines (HGL) will be provided during final engineering. Additionally, hydraulic analyses for inlets, ditches, and erosion protection measures etc. will also be provided during final engineering. Therefore, the purpose of this report submittal is to acquire from the City: 1) concept approval of the proposed storm drain layout, 2) approval of the Methodology used in the evaluation ofthe Project storm drain system hydrology, and 3) identification of critical path drainage issues that need to be addressed during final engineering. T:\Water Resources\2407.3-Bressi ResidentialVOpen Space 2\lst Subnrattal\Reporl\2407DR.DOC UJ O O <o a. Figure 1: Vicinity Map 2 T:\Water Resources\2407.3-Bressi Residential\Open Space 2\lst Submittal\Report\2407DR.DOC The Project will meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project will be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project are currently being developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. The final post-construction BMP design will be provided during final engineering. 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND TM ULTIMATE CONDITION HYDROLOGY From a regional drainage perspective, the Recreation Center OS-2 site storm drains convey Project storm runofT to Witley Way and thence to the backbone storm drain improvements within Alicante Road that will be constructed with the overall Bressi Ranch mass grading and backbone improvements, prior to the start of the Project construction. The project runoff is tributary to the detention basin located along Alicante Road. Since the project runoff is tributary to the backbone storm drain system and is tributary to a detention basin, the hydrology analysis in this report focuses on the Project impacts on the backbone storm drain system. As previously mentioned, the overall Bressi Ranch mass grading and backbone drainage improvements will be completed prior to the start of Project construction. Note that the mass grading hydrology accounted for the Project storm runoff in the design of the backbone drainage system. However, the Project hydrology in this report supersedes the hydrology used to design the backbone storm drain improvements. T:\Water Resources\2407.3-Bressi ResidentialXOpen Space 2\1 st Submittal\Report\2407DR.DOC The following sections address the mass grading and ultimate condition hydrology. 2.1 Mass Grading Hydrology The Project will be mass graded as part of the overall Bressi Ranch project (City Project No. CT 00-06). The drainage for the mass graded condition is addressed in the approved PDC "Drainage Report for Bressi Ranch Mass Grading," dated January 2003. The Mass Grading report provides: 1) mass graded condition lOO-year storm flows, and 2) ultimate condition lOO-year storm flows within the Recreation Center OS-2 site. The mass graded condition, which is assumed to be the existing condition for this Project, consists of a mass graded pad tributary to a desilting basin located east of Alicante Road at the southwest comer of PA-10 and then to a detention basin west of Alicante Road. The following section provides a discussion of the ultimate condition hydrology. 2.2 Ultimate Conditions Hydrology The Project hydrology analysis, included herein, supersedes the ultimate condition hydrology calculations contained in the mass grading report, since the Project hydrology reflects the current site layout, and roadway and storm drain alignments. Specifically, the mass grading ultimate conditions hydrology was based on the October 2002 concept layout of the Project storm drain system. See Exhibit A for the Project hydrology map. 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 3.1 Hydrology Criteria This section of the report summarizes the drainage criteria that were used in the hydrologic T:\Water Resources\2407.3-Bressi ResidentialXOpen Space 2\lst Submittal\Report\2407DR.DOC analysis and key elements of the methodology. Also included is a description of the computer model used in the computations. Table 1: Hydrology Criteria Design Storm: 1 OO-year, 6-hour storm. Land Use: Recreational, Parking, and roadway Runoff Coefficients: Based on criteria presented in the County of San Diego Hydrology Manual. C=0.45 for good grass cover, C=0.70 for 50% hardscape, C=0.85 for commercial, and C=0.95 for roadway. Hydrologic Soil Group: Soil Group 'D' per the County of San Diego Hydrology Manual. Intensity and Time of Concentration: Based on criteria presented in "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad," Drainage - Design Criteria section, dated 4-20-93 and the County of San Diego Hydrology Manual. See Appendix 1 for the County Isopluvials. Minimum Tc = 6 min used per County of San Diego Hydrology Manual and AES Rational Method Program. 3.2 Hydrology Methodology The hydrology methodology for the Project is straightforward. The Modified Rational Method was used to determine the lOO-year storm flows for the design of the storm drain improvements. The goal of the Project hydrology analysis was to: • Determine more detailed design storm flows for the sizing of the intemal site storm drain system and storm drain laterals that connect to the backbone storm drain improvements. From an analytical perspective, the Project hydrology was prepared using street and pad grades and approximate invert elevation where available for the storm drain slopes and the actual storm drain system layout, in contrast to the mass grading report hydrology, which was determined using the October 2002 site storm drain system layout. T:\Water Resources\2407.3-Bressi ResidentialXOpen Space 2X1 st SubmittalXReportX2407DR.DOC • Verify that the Project does not adversely impact the backbone storm drain improvements. A comparative analysis was performed between the backbone improvements design runoff and Project hydrology runoff at locations within the backbone storm drain system to determine Project impacts. • The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. The following section provides a brief explanation of the computational procedure used in the computer model. See Appendix 2 for Project hydrology Rational Method computer output and Exhibit A for the Project hydrology map. 3.3 Explanation of AES Rational Method Software The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model. The AES Rational Method was used to determine the 1 OO-year storm flows for the Project. The AES Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. The program has the capability of estimating conduit sizes to convey design storm flows, or the user may input specific conduit sizes and open channels. Soil types used in the model are based on hydrologic soil groups as outlined in the Conservation Service's Soil Survey for San Diego County. The rainfall intensity distribution and runoff coefficients utilized by the program can be user-specified to be based on either the County of San Diego or the City of San Diego Drainage Design Manuals. Developing independent node link models for each interior watershed and linking these sub- models together at confluence points creates the node link model. The program allows up to five streams to confluence at a node. Stream entries must be made sequentially until all are entered. The program allows consideration of only one confluence at a time. The program has the TrXWater ResourcesX2407.3-Bressi ResidentialXOpen Space 2X1 st Submittal\Report\2407DR.DOC capability of performing calculations for 17 hydrologic and hydraulic processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as follows: CODE 0: ENTER Comment CODE 1: CONFLUENCE analysis at node CODE 2: INITIAL subarea analysis CODE 3: PIPE/BOX travel time (COMPUTER estimated pipe/box size) CODE 4: PIPE/BOX travel time (USER specified pipe/box size) CODE 5: OPEN CHANNEL travel time CODE 6: STREETFLOW analysis through subarea, includes subarea runoff CODE 7: USER-SPECIHED hydrology data at a node CODE 8: ADDITION of subarea runoff to MAIN-Stream CODE 9: V-GUTTER flow through subarea CODE 10: COPY MAIN-stream data onto memory BANK CODE 11: CONFLUENCE a memory BANK with the Mainstream memory CODE 12: CLEAR a memory BANK CODE 13: CLEAR the MAIN-stream CODE 14: COPY a memory BANK onto the Main-stream memory CODE 15: HYDROLOGIC data BANK storage ftinctions CODE 16: USER-SPECIHED Source How at a node 4.0 HYDROLOGY ANALYSIS RESULTS In general, the Project hydrology results presented herein were used to determine: 1) Project storm drainpipe sizes within the Recreation Center site, and 2) verify that the project does not TAWater ResourcesX2407.3-Bressi ResidentialXOpen Space 2X1 st Submittal\Report\2407DR.DOC adversely impact the backbone storm drain system. The proposed Project causes a slight localized increase in flow to the PA-10 storm drain system at the catch basin in PA-10. This catch basin is the connection point for the onsite storm drain system of the Project. The PA-10 runoff at this location is 7.05 cfs while the Project runoff is 8.15 cfs for an increase of 1.1 cfs (see table 2). This increase is due to the higher runoff coefficients used in the current hydrology calculations. However, as shown in table 2, the increase will have little effect on the backbone system since there is adequate capacity in the backbone system for the increase. See Appendix 3 for Howmaster Normal Depth Calculations. Table 2: Pipe Capacities PA-10 PIPE CAPACITIES Pipe Pipe Mass Graded Proposed Pipe Location Dia. Slope Flow Flow Capacity (in) (ft/ft) (cfs) (cfs) (cfs) Wiley Way 3+00 18 0.018 7.05 8.15 14.09 Dunham Ave. 11+00 18 0.06 18.53 19.63 25.73 See Appendix 2 for the Project Rational Method output. Also, see Exhibit A for the ultimate conditions Project hydrology map. 6.0 CONCLUSION This drainage report supports a preliminary design of the proposed storm drain improvements associated with Bressi Ranch Recreational Center Site (Project). From a construction standpoint, the Project site will have been mass graded in preparation for the precise grading and construction 8 TAWater ResourcesV2407.3-Bressi ResidentialXOpen Space 2X1 st SubmittalXReportX2407DR.DOC of the storm drain improvements. The drainage analyses presented herein reflect a Tentative Map level-of-effort, which includes: 1) 1 OO-year storm event hydrologic analyses using street grades and approximate invert elevations where available, for pipe flow routing, 2) normal depth hydraulic calculations to determine onsite drainpipe sizes. Detailed hydraulic storm drain analysis to finalize the storm drain sizes and to determine the hydraulic grade lines (HGL) will be provided during final engineering. Additionally, hydraulic analyses for inlets, ditches, and erosion protection measures etc. will also be provided during final engineering. Therefore, the purpose of this report submittal is to acquire from the City: 1) concept approval of the proposed storm drain layout, 2) approval of the methodology used in the evaluation of the Project storm drain system hydrology, and 3) identification of critical path drainage issues that need to be addressed during final engineering. The project causes localized increases in the 1 OO-year storm flows within the PA-10 storm drain system. The localized increases in the storm runoff can be accommodated in the backbone storm drain system with no adverse impacts based on a comparison of the proposed Project mnoff versus the backbone storm drain system capacity. The Project will meet State NPDES constraction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project will be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project are currently being developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. Thefinal post-construction BMP design will be provided during final engineering. TAWater ResourcesX2407.3-Bressi ResidentialXOpen Space 2Xlst SubmittalXReportX2407DR.DOC APPENDIX 1 2,10, & lOO-YEAR 6- & 24-hr ISOPLUVIALS TAWater Resources\2407.3-Bressi ResidentialXOpen Space 2Xlst SubmittalXReportXAppendix.DOC 5 6 7 8 9 10 15 20 30 40 50 1 t^lnutes DuraUon Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts forthe selecled frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so lhal it is within the range of 45% lo 65% of the 24 hr precipilalion (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of lhe chart. (4) Draw a line Ihrough the point parallel to lhe plotted lines. (5) This line is lhe inlensily-duration curve for lhe location being analyzed. '24 = 55 %(2) Application Form: (a) Selecled frequency year (b) Pe = tAO in., P24 = 5..J10 .- (c) AdjustedPe<2) = 2 .SOin. (d) tjj = . min. (e) 1 = in./hr. Note: This chart replaces the Intensily-Duration-Frequency curves used since 1965. ......... ........ "'•"i i;3 '4 "• 4.5 " "5.5" 6'" buialbn .. .„.. .. . .. ""1" .„. _. I~ "-"i • T • ..... ""'i 5 2.e3 3.95 5.27 6.59 7.90 9,22 10.54 11.86 13.17; 14.49 15.81 "•7 2.12 '3.IB 4.24 5.30 6.36 7,42 8.48 9.64 i 10.60 11.66 T2!72 10 1.68 2.S3 3.37 4.21 5.05 5.90 6.74 7.68 8.42 9,27' 16".Ti' is "T.W T.95 "2.59 3.89 4'54 "b'.is 5.iA 6149 7.78 i'M i;62 "£15 '2:69 3723 3.77 Tsi" 'i'M' 5.39 ~6.'46" "25 0.B3 1.40 1.87 2733' 2.80 3.27 3.73 4.20 •4.67' 5.13" sieb 3d 0.63 1.24 i.W zbf .„.._ 2,90 '3:32" 3.73 "4;iS 4,56 '4,98' 40 0.69 i!63 1.38 "Viiz 2.07 ZAi "2.76 aio 3'4S 3,79 4X3 50 0.60 0.90 "1:19 1.49 1:79 2!69' 2,^" "2.69 ZSB 3:28 3.58 SO 0.53 0.80 i.be i.33 lisai Tee ... £39 "2."65"' "3.Y8 0.41 0.61 bi82 "'i'.b2 "i.23 1.43 'V.es 1.84 2.04 2,25 2.45 120 b'34 aisi 0.68 "0.8S 1.19 i.53' i.7Q i,87" zoi' ISO 0.29' 0744 a69 6.73" 0.88 i.W i.ie i.47 1,62 1.76 180 0.26 0.39 0.52 6.66 6.7ij 6.91 '1.64 1.18 1.31 • l".44 ....... 240 '0.22' a33 0.43 0.54 aes 6.76 6.87 OM 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 6M "6.75" 6.65 0.94 1.03 1.13 360 0.17 0.25 0T33 a42' 0.50 "6.68 "a67 6J5 'a84 6:i"2 Too" FIGURE Intensity-Duration Design Chart - Template HazMal/Counly Hydrogeology Manual/lnt.Dur Oesign C>)art.FH8 30 40 50 Minutes Duration Directions for Application: (1) From precipitation maps delermine 6 hr and 24 hr amounls for the selecled frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (nol applicaple to Desert), (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line Ihrough the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the localion being analyzed. Application Form: (a) Selected frequency JO year (b) Pp. = 1.8 5 in., p^, = Z25 24-•P (c) Adjusted PQ<2) = 1.85 24 = 57 o/o(2) in. (e)l = mm. in./hr. Nole: This chart replaces the Inlensily-Duration-Frequency cun/es used since 1965. "li" re ........ "li" ~2" "is" "T"' ,3.5 4 4.5 is' , "5.5" "'6'"' butaitlon .... .... . ........ ' i""" "1" i "'•" i i' i'""" '"•"'1 5 2.63 3.95 5.27 6.59 7.90 9.22 ia54j 11.88113.17; 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 laii 15 1.30 1.95 2.59 3.24 "3.89 4.54 "'5:19' 5.84' 6;49 7.13 7.78 ""ab I'M' i.62 "Os .„ "2."69" "3:23 377 Tsi"' ~i'.as "5.39 "'5.93' "6.46" ~25 0.B3 i."4"'6 2",'33' 2.80 3.27 3.73 4.20 4.67" 5,13" "5:66 •"30 "oW 1.24 i.'66" 2.67 "2.49 2,90 3.32 ""3.73 'A.iS 4,'58 4.98' 40 '0.69 i:b3 i'.38 "i"7"2 2.67 ij;*"! 2.76 'SJO 3.4S 3.79 4.13 50 _ 6.96 i;i9 l."49 i;79 "2;69" '2.W "2.69 Z98 3:28 3.58 • '60 6.86 1.06 '"i.'33' 'i';59 1.86 •"2.12 '2.39 "2.65" "3.ia "90 6.41 6.61 0.82 1.02 1.23 1.43 1.63 1.64 2.04 2,25 2.45 120 0.34 b'si 6.'68 6.85 i;62 'i;i9 "1.36' "1.53 'i.70 'i,ia7' 2.04" •ISO •6.29' 6744 6.59 6.73 6.88 t.63 " i.is i;32" "i.47 1,62 l','76 180 '0.26" a39 6.52 '6.'65' '6'78 6,91 1.18 1.31 "li? 24b' '0.22' 6.30 6.43 "6.54" aes "6,76 6.87 •6."98 1.08 1.19 i.3b 300 0.19 0.28 0.38 0.47 0.56 bSe •^6.75 ass a94 1.03 1.13 380 0.17 6.25 "6733 "6.'42" aso ass 0.67 6.75 "6.84"" 6.92 i.66" I G U Intensity-Duration Design Chart - Template HazMal/County Hydrogeology Manual/lnt.Dur Oesign Chart.FH8 3 4 Hours Directions for Application: (1) From precipitation maps delermine 6 hr and 24 hr amounls for lhe selected frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is wilhin the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert), (3) Plot 6 hr precipilalion on the right side of the chart. (4) Draw a line Ihrough the point parallel to lhe plotted lines. (5) This line is the inlensily-duration curve for the localion being analyzed. 2 . year 2.00 — P24 e_7_ o/,(2) Application Form: (a) Selecled frequency. (b) P6 = ll^-?.in..P24 = (c) Adjusted PQ<2) = 1_. 3^ in. (d) Ijj = . min. (e) I = in./hr. Nole: This chart replaces the Intensily-Duration-Frequency curves used since 1965. .......... ........ i;3 3.'5" "4" " 4."5 " s ' "5.5" "6""' Duiaildn .......... ...... . ,-....„ ......... i" r'"i""' ...... i •"" i . 1 ' 5 2.63 195 5.27 6.59 7.90 9,22 10.541 11.88 1117 14.49 15.81 ..... 3."iB 4.24 5.30 6.36 7.42 8.48J Taeo ......... 1:2772 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 laii is Tsb" T55 "2.59" "124 "189 'i.si ~5.6A a49 7:13' '"7.'78' JO TM' i.62 zi'5 'zM "3.23 3.77 A'.BS ""5.39 5.93 6,46 '25 0.03 1.40 i."87 2"33 '2:86 327 3.73" 4:20 '4.'67" s.'i'iT 30 o."e3 1724 1.66 2j67 "2.49 2,90 3.32 "3.73 4.15 4,'56 "iM' 4b "a69 i.63 i.3e "i.72" 2.07 2;4i "2.76 lio 3:45 3,79 "47l3 5b 6.60 6.96 1.19 i."49 i;79 2;69" "2,39" "2.69 2:98 128 3.58 60 6.53 6.86 i.be "i;'33" i".59 i'.'eisi "2:12' 2!39" "2.'65" "2,Mi '3.18 '"'90 0.41 ...„_.. 6.61 6:82 "1^62 1.23 1.43 1.63 1.84 2.64 2,25 2,45 120 b.i5i aisis a85 ;^1.02 1.19 1.36 1.53 "i:7b "i.87' 2:64' "150 6.29" 0.44 6;59 a'73 6.88 i.03 'i.ia' 1.32 i.47 1,62 'l776 180 "0.26" a39 6,52 "d'es 6.78 '6.9i' "1.64 tie 1.31 ' i'.'4'4 Tsf 240 0.22 6M 6.43 0.54 aes "6.76 6.87 '6.'98 t":o8 i.i9 300 0.19 0.26 0.38 0.47 0.56 6^6 "0.75 a85 6.94 1.63' "1.13 380 ai7" 0.25 0T33 "042" a"5b "6,68" "a67 6:75' 'O.SA "6792 "'i"."cw" FIGURE Intensity-Duration Design Chart - Template HazMal/County Hydrogeology Manual/tnt_Dur I>esign ChartF=H8 / Orange Coutiy Tjuana County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rairtfall Event - 6 Hours /V'' Isopluvial (inches) MapNrtes Stateplane Prcjedion, Zones. NAD83 Creatiori [Me: Ame 22.2001 NOTTO BE USED FOR DESIGN CW.CULATIONS Mn.ES 7.5 amecP i / ! 'I / / Orange Sv^ County 1 -^ / ,vV>>j^ Point Loma County of San Diego Hydrology ManuS Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours /V' Isopluvial (inches) Map Mrtes stateplane Projection, Zone6, NAD83 Creation Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS MLES 7.5 amecP / Orange Cou^ Tfuaia Coimty of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hoiffs /V' Isc^luvial (inches) Map Notes Staeplane PnjedkDa Zon^, NAD83 Crealion Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS r^LES 7.5 amecP /cislAal]fJi)tdnV|iloBAi(»fatal}.ari / —T'^'^—T' /7 Riverside County — , t. _ •* County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours /V' Isopluvial (inches) Map Notes stateplane Ftqjedioa Zone6, NAD83 Creation Dale: June 22,2001 NOT TO BE USED FOR DESIGN CALCUUTIONS MLES 7.5 / Orange Cour^ / / .Deluz / /I , Riverside County o Tjuana EstadosUradosl County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainfall Event - 6 Hours /V' Isqjiuvial (incl^) Map Notes stateplane Pnjection, ZoneS. NAD83 Creation Dale: Ame 22,2001 NOTTO BE USED FOR DESIGN CALCUIATIONS MI.ES 7.5 amecP / Orange Tguana ^lAnlyJiycbD^dots/figambAnlyjml County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainfall Event - 24 Hours /V' Isqaluvial (inches) Map Notes Stdeplane Prqjecdon, Zone6. NAD83 Creatiai Date: June 2a 2001 NOTTO BE USED FOR DESIGN CALCULATIONS MILES 75 APPENDIX 2 PROPOSED CONDITIONS RATIONAL METHOD COMPUTER OUTPUT TAWater ResourcesX2407.3-Bressi ResidentialXOpen Space 2X1 st SubmittalXReportXAppendix.DOC RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407.30 - BRESSI RANCH * * PROPOSED CONDITIONS - OS-2 * * lOO-YEAR STORM EVENT * FILE NAME: 2407-HOl.DAT TIME/DATE OF STUDY: 10:50 04/16/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximuin Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************jtjmjt*jtjtjt************************ FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 372.70 DOWNSTREAM ELEVATION(FEET) = 369.20 ELEVATION DIFFERENCE(FEET) = 3.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.382 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.24 ************************************************************i.**jt;jtjt.ytjt*jt.jtjti*^t.* FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TFIAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.00 DOWNSTREAM(FEET) = 367.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.06 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.404 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.69 TC(MIN.) = 6.23 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 367.00 DOWNSTREAM(FEET) = 355.00 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.80 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.69 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.351 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 1.39 TC(MIN.) = 6.31 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TFIAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 355.00 DOWNSTREAM(FEET) = 354.40 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 231.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.46 RAINFALL INTENSITY(INCH/HR) = 6.26 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00 UPSTREAM ELEVATION(FEET) = 361.00 DOWNSTREAM ELEVATION(FEET) = 355.80 ELEVATION DIFFERENCE(FEET) = 5.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 13.598 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 13 0.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TFAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 354.50 DOWNSTREAM(FEET) = 354.40 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.20 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 120.00 = 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.72 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.39 6.46 6.257 0.41 2 0.83 13.72 3.847 0.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.90 6.46 6.257 2 1.69 13.72 3.847 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.90 Tc(MIN.) = 6.46 TOTAL AREA(ACRES) = 0.80 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 120.00 = 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 135.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 354.40 DOWNSTREAM(FEET) = 354.10 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.49 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 135.00 = 322.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.235 GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 1.18 TOTAL RUNOFF(CFS) = 2.97 TC(MIN.) = 6.49 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 354.10 DOWNSTREAM(FEET) = 352.50 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.19 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.97 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.56 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 140.00 = 363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.193 GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 3.94 TC(MIN.) = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.56 RAINFALL INTENSITY(INCH/HR) = 6.19 TOTAL STREAM AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 166.00 UPSTREAM ELEVATION(FEET) = 360.00 DOWNSTREAM ELEVATION(FEET) = 353.70 ELEVATION DIFFERENCE(FEET) = 6.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.665 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGF^PH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.823 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 190.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 353.20 DOWNSTREAM(FEET) = 352.90 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.80 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 190.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.759 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.26 TC(MIN.) = 9.87 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.90 DOWNSTREAM(FEET) = 352.50 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.44 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc{MIN.) = 10.05 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 140.00 = 237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.05 RAINFALL INTENSITY(INCH/HR) = 4.70 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.94 6.56 6.193 1.53 2 0.26 10.05 4.704 0.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOFMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.14 6.56 6.193 2 3.25 10.05 4.704 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.14 Tc(MIN.) = 6.56 TOTAL AREA(ACRES) = 1.64 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 140.00 = 363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 155.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 352.50 DOWNSTREAM(FEET) = 352.00 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.68 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 155.00 = 411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.121 *USER SPECIFIED(SUBAREA): RUFIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 5.25 TC(MIN.) = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.00 DOWNSTREAM(FEET) = 351.80 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.25 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 160.00 = 447.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.058 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUIVIBER (AMC II) = 80 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 5.51 TC(MIN.) = 6.79 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 351.80 DOWNSTREAM(FEET) = 350.90 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.51 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.93 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 165.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.93 RAINFALL INTENSITY(INCH/HR) = 5.98 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 135.00 UPSTREAM ELEVATION(FEET) = 360.00 DOWNSTREAM ELEVATION(FEET) = 359.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.779 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 165.00 IS CODE 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 355.60 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.93 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 1.00 PIPE TRAVEL TIME(MIN.) = 0.02 350.90 NUMBER OF PIPES = LONGEST FLOWPATH FROM NODE Tc(MIN.) = 170.00 TO NODE 6.02 165.00 = 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.54 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.51 6.93 5.978 1.96 2 1.00 6.02 6.542 0.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 6.04 6.42 Tc (MIN. ) 6.02 6.93 INTENSITY (INCH/HOUR) 6.542 5 .978 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.42 Tc(MIN.) = 6.93 TOTAL AREA(ACRES) = 2.14 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 165.00 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 180.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 350.90 DOWNSTREAM(FEET) = 350.70 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.28 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.42 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.96 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 180.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.961 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 2.19 TOTAL RUNOFF(CFS) = 6.63 TC(MIN.) = 6.96 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 350.70 DOWNSTREAM(FEET) = 338.40 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.43 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.63 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.15 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 185.00 = 711.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 2.56 TOTAL RUNOFF(CFS) = 8.15 TC(MIN.) = 7.15 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW FlATE (CFS) 2.56 TC(MIN.) = 8.15 7.15 END OF RATIONAL METHOD ANALYSIS APPENDIX 3 FLOWMASTER NORMAL DEPTH CALCULATIONS T:\Water ResourcesX2407.3-Bressi ResidentialXOpen Space 2X1 st SubmittalXReportXAppendix.DOC Wiley Way Catch Basin Pipe Worksheet for Circular Channel Project Description Worksheet Wiley Way Catch Flow Element Circular Channel Method Manning's Fomnul Solve For Full Flow Capacity Input Data Mannings Coeffic 0.013 Slope 018000 ft/ft Diameter 18 in Results Depth 1.50 ft Discharge 14.09 cfs Flow Area 1.8 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.38 ft Percent Full 100.0 % Critical Slope 015608 ft/ft Velocity 7.97 ft/s Vetodty Head 0.99 ft Specific Energ' 2.49 ft Froude Numbe 0.00 Maximum Disc 15.16 cfs Discharge Full 14.09 cfs Slope Full 018000 ft/ft Flow Type N/A Project Engineer: Dick Isaac t;\...\1st submitta^exce^^ec^eational center.fm2 Project Design Consultants FlowMaster v6.1 [614o] 04/19/04 03:16:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Dunham Avenue Worksheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Dunham Avenu Circular Channe Manning's Forn Full Flow Capac Input Data Mannings Coeffic 0.013 Slope 060000 ft/ft Diameter 18 in Results Depth 1.50 ft Discharge 25.73 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.49 ft Percent Full 100.0 % Critical Slope 055704 fVft Vetodty 14.56 ft/s Vetodty Head 3.29 ft Specific Energ 4.79 ft Froude Numbe 0.00 Maximum Disc 27.68 cfs Discharge Full 25.73 cfs Slope Full 060000 ft/ft Flow Type N/A t:X...X1 st submitta^exce^^ecreational center.fm2 04/19/04 03:56:09 PM © Haestad Methods, Inc. Project Engineer: Dick Isaac Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, GT 06708 USA (203) 755-1666 Page 1 of 1 EXHIBIT A PROPOSED CONDITIONS HYDROLOGY MAP TAWater ResourcesX2407.3-Bressi ResidentialXOpen Space 2Xlst SubraittalXReporftAppendix.DOC