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SP 211C; HME CORPORATE HEADQUARTERS; SWMM Modeling for Hydromodification Compliance for High-Tech, Whiptail Loop, Lots 18 & 19; 2016-02-12
City of Carlsbad FEB 1.7 20/S Planning o,v-_ TECHNICAL MEMORANDUM: is,un SWMM Modeling for Hydromodification Compliance of: High-Tech, Whiptail Loop, Lots 18 &19 Prepared For: KENNETH D. SMITH ARCHITECT & ASSOCIATES, INC. Prepared by: Luis Pa a, PhD, CPSWQ, T oR, D.WRE. RC.E. 66377 REC Consultants 2442 Second Avenue San Diego, CA 92101 Telephone: (619) 232-9200 TO: FROM: DATE: RE: R·E·C TECHNICAL MEMORANDUM KENNETH D. SMITH ARCHITECT & ASSOCIATES, INC. Luis Parra, PhD, PE, CPSWQ, ToR, D.WRE. David Edwards, PE. February 12, 2016 Summary of SWMM Modeling for Hydromodification Compliance for Hi-Tech, Whiptail Loop, Lots 18 & 19, Carlsbad, CA. INTRODUCTION This memorandum summarizes the approach used to model the proposed commercial development project site in the City of Carlsbad using the Environmental Protection Agency (EPA) Storm Water Management Model 5.0 (SWMM). SWMM models were prepared for the pre and post-developed conditions at the site in order to determine if the proposed LID biofiltration facilities have sufficient volume to meet Order R9-2013-001 requirements of the California Regional Water Quality Control Board San Diego Region (SDRWQCB), as explained in the Final Hydromodification Management Plan (HMP), dated March 2011, prepared for the County of San Diego by Brown and Caldwell. SWMM MODEL DEVELOPMENT The Hi-Tech Whiptail Lots 18 & 19 project comprises of two (2) proposed commercial developments, including an office research structures and associated parking lots. Two (2) SWMM models were prepared for this study: the first for the pre-development and the second for the post-developed conditions. The project site drains to two (2) Points of Compliance (POC-1 and POC-2) located at the existing storm drain locations within the adjacent Whiptail Loop. Runoffs from both storm drains are conveyed in a southerly direction, discharging to a creek adjacent to Faraday Avenue at two (2) separate locations. The SWMM model was used since we have found it to be more comparable to San Diego area watersheds than the alternative San Diego Hydrology Model (SOHM) and also because it is a non- proprietary model approved by the HMP document. For both SWMM models, flow duration curves were prepared to determine if the proposed HMP facilities are sufficient to meet the current HMP requirements. The inputs required to develop SWMM models include rainfall, watershed characteristics, and BMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the project site precipitation due to elevation and proximity to the project site. Evaporation for the site was modeled using average monthly values from the County dataset. The site was modeled with Type D hydrologic soils as this is the existing soil determined from the NRCS Web Soil Survey. Soils have been assumed to be compacted in the existing condition to represent the current mass graded condition of the site and fully compacted in the post developed conditions. Other SWMM -, High-Tech Lots 18 & 19 HMP Memo February 12, 2016 inputs for the subareas are discussed in the appendices to this document, where the selection of the parameters is explained in detail. HMP MODELING EXISTING CONDITIONS The current site is a mass graded lot that drains in a southerly direction to two (2) receiving storm drains located within the adjacent Whiptail Loop. TABLE 1-SUMMARY OF EXISTING CONDITIONS DMA Tributary Area, A (Ac) Impervious Percentage, Ip DMA-la 3.83 0.0%(l) DMA-lb 0.35 0.0%(l) DMA-2a 4.72 0.0%(l) DMA-2b 0.41 0.0%(l) TOTAL 9.31 -- Notes: (1)-Per the 2013 RWQCB permit, existing condition impervious surfaces are not to be accounted for in existing conditions analysis. DEVELOPED CONDITIONS Storm water runoff from the proposed project site is routed to two (2) POCs located at the discharge locations to the south of the project site to the existing storm drains within Whiptail Loop. Runoff from the developed project site is drained to five (5) onsite receiving biofiltration LID BMPs. Once flows are routed via the proposed LID BMPs, developed onsite flows are then conveyed to the aforementioned storm drains. It is assumed all storm water quality requirements for the project will be met by the biofiltration LID BMPs. However, detailed water quality requirements are not discussed within this technical memo. For further information in regards to storm water quality requirements for the project, please refer to the site specific Storm Water Management Plan (SWMP). 2 W.O.1091-01 <. High-Tech Lots 18 & 19 HMP Memo February 12, 2016 TABLE 2 -SUMMARY OF DEVELOPED CONDITIONS POC DMA DMA-1 DMA-4 POC-1 DMA-6 ST-1 ST-2 DMA-2 DMA-3 POC-2 DMA-5 ST-3 ST-4 TOTAL -- Notes: (1) -DMA areas include the area of the biofiltration. Tributary Area, A Impervious Percentage %, (Ac)111 Ip 4.00 75.07 0.31 51.77 0.68 84.59 0.46 0.00 0.03 0.00 1.20 90.99 2.08 82.32 0.28 50.82 0.06 0.00 0.21 0.00 9.31 -- Six (6) LID biofiltration basins are located within the project site and are responsible for handling hydromodification requirements for the project. In developed conditions, the basins will have a surface depth and a riser spillway structure (see dimensions in Table 3). Flows will then discharge from the basins via the outlet structure or infiltrate through the base of the facilities to the receiving amended soil and low flow orifice. The riser structure will act as a spillway such that peak flows can be safely discharged to the receiving storm drain systems. Beneath the basins' invert lies the proposed LID biofiltration portion of the drainage facility. This portion of the basin is comprised of a 3-inch layer of mulch, an 18-inch layer of amended soil (a highly sandy, organic rich composite with an infiltration capacity of at least 5 inches/hr) and a layer of gravel. All basins will be infiltrating per the pert test except for Basin 2, which will be lined to prevent infiltrating due to geotechnical safety concerns. The biofiltration basins were modeled using the biofiltration LID module within SWMM. The biofiltration module can model the amended soil layer, and a surface storage pond up to the elevation of the invert of the spillway. It should be noted that detailed outlet structure location and elevations will be shown on the construction plans based on the recommendations of this study. BMP MODELING FOR HMP PURPOSES Modeling of dual purpose Water Quality/HMP BMP Six (6) LID BMP biofiltration basins are proposed for water quality treatment and hydromodification conformance for the project site. Tables 3 & 4 illustrate the dimensions required for HMP compliance according to the SWMM model that was undertaken for the project. 3 W.O.1091-01 High-Tech Lots 18 & 19 HMP Memo February 12, 2016 TABLE 3 -SUMMARY OF DEVELOPED DUAL PURPOSE BMP DIMENSIONS BMP Tributary BMP Low Flow Gravel Area (Ac) Area111, Orifice Depth Depth Riser Weir Perimeter Total Surface (ft2) (in) (in) Invert (ft)121 Length131 (ft) BMP-1 4.00 4534 1.75 12 2.33 12.00 BMP-2 1.20 2010 2.00 12 1.25 12.00 BMP-3 2.08 3047 2.00 12 1.25 12.00 BMP-4 0.31 201 1.00 12 0.83 12.00 BMP-5 0.28 184 1.00 12 0.83 12.00 BMP-6 0.68 481 1.00 12 1.83 12.00 Notes: (1): Area of amended soil= area of gravel= area of the BMP (2): Depth of ponding beneath riser structure's surface spillway. (3): Overflow length, the internal perimeter of the riser is 12 ft {3 ft x 3 ft internal dimensions). (4): Total surface depth of BMP from top of amended soil to crest elevation. TABLE 4 -SUMMARY OF RISER DETAILS: Lower Outlet BMP Bx H (in), Elev. Type #-Dia (in) (ft)(l) BMPl Orifice 2 -1-inch 1.00 BMP2 Slot 12x2 0.75 BMP3 Slot 12x2 0.75 BMP4 Orifice 1-1-inch a.so BMPS Orifice 1-1-inch a.so BMP6 Orifice 2-2-inch a.so Notes: (1): Basin ground surface elevation assumed to be 0.00 ft elevation. {2): Overflow length is the internal perimeter of the riser structure. FLOW DURATION CURVE COMPARISON Top Riser Length121 Elev.111 (ft) (ft) 12 2.33 12 1.25 12 1.25 12 0.83 12 0.83 12 1.83 Depth141 {ft) 3.00 2.00 2.00 1.33 1.33 2.50 The Flow Duration Curve (FDC) for the site was compared at the POC-1 by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC was compared between 10% of the existing condition Oi up to the existing condition 010 for POC-1. The Oi and 0 10 were determined with a partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method (which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. 4 W.O.1091-01 ., High-Tech Lots 18 & 19 HMP Memo February 12, 2016 The range between 10% of Oi and 010 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (G.; with i=3 to 9). For the purpose of the plot, the values were presented as percentage of time exceeded for each flow rate. FDC comparison at the POC is illustrated in Figure 1 in both normal and logarithmic scale. Attachment 5 provides a detailed drainage exhibit for the post-developed condition. As can be seen in Figure 1, the FDC for the proposed condition with the HMP BMP is within 110% of the curve for the existing condition in both peak flows and durations. The additional runoff volume generated from developing the site will be released to the existing point of discharge at a flow rate below the 10% Oi lower threshold for the POC. Additionally, the project will also not increase peak flow rates between the Oi and the 010, as shown in the graphic and also in the peak flow tables in Attachment 1. DRAWDOWN TIME Assuming the surface orifice or slot is clogged, the volume accumulated at riser elevation divided by the discharge of the low flow orifice determines the drawdown time of the surface volume (see Attachment 4). The values on Attachment 4 are considered satisfactory for water quality and vector control purposes. SUMMARY This study has demonstrated that the proposed HMP BMPs provided for the Hi-Tech Lots 18 & 19 project site is sufficient to meet the current HMP criteria if the cross-section areas and volumes recommended within this technical memorandum, and the respective orifice and outlet structure are incorporated as specified within the proposed project site. KEY ASSUMPTIONS 1. Type D Soil is representative of the existing condition site. 2. Basin 2 will be lined to prevent infiltration. All other basins to be unlined to allow for infiltration. ATTACHMENTS 1. Oi to 0 10 Comparison Tables 2. Flow Duration Curve Analysis 3. List of the "n" largest Peaks: Pre-Development and Post-Development Conditions 4. Area Vs Elevation & Discharge Vs Elevation 5. Pre & Post Development Maps, Project Plan and Section Sketches 6. SWMM Input Data in Input Format (Existing and Proposed Models) 7. EPA SWMM Figures and Explanations 8. Soil Maps & Geotechnical Investigation 9. Summary files from the SWMM Model 5 W.O.1091-01 High-Tech Lots 18 & 19 HMP Memo February 12, 2016 Hi-Tech Whlptail Lots 18 & 19 POC 1-Flow Duration Curve 1m --------------- i-'>ll af =:--:=: ___ ·-.= = = =:=:= =·=:=:=.=-=:=.=-=:= = =-=•= =.=:=.=:=:=:=:= =:= =:= =:ei J,]Cj --------------------------------~ l 1~ -Q,·-·---·-- i 1.:.u ---------+------'~-------------l rs 0.5(1, ·-·-·-·-·-·-·-·-·----·-·-·-·-· 0./j -~---------------a......-------'"'-.::------------- 0.25 0.l(q ·-·------·-·---·-·--------·--·--·-·-·--·--·-·-·-·- o.m 0.001 O.oJ 0.1 Pwcentae• of time exceeded(") Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve -~-~-~-~-~:~-~-~-~-~-~-~-~ ~-~-~:~-~-~-~-~-~ ~-~-~-~-~-~-~-~-~-~-~-~-~-~ ~-~-~-~%: : : =-= ::: :.:.: :.:.:.: =-= :.:.:.:.: = = :.:.: :.:.:.:.:.:.:.:.:.:.: :.:.: =ai ----------------------------------------~ -·---------·--·-·---·-------------------·-·------~ --1.,,,iue i,-. --Prupo..,,..I rs --Ox O.l(l2 ----------=-=-~-=--=-:--=-=-~--:::-~--=-=-=-""'-,,....,,,~--..::. -------· ----0:tQ,z 0------------------------------------ 0 00', 0.1 UJ Pore11ntai• of timG axcaaded (") Figure la and lb. Flow Duration Curve Comparison (logarithmic and normal "x" scale) 6 W.O.1091-01 High-Tech Lots 18 & 19 HMP Memo February 12, 2016 HI-Tech Whlptall Lots 18 & 19 POC 2 Flow Duration Curve ·--·-----·-----·---------·---·-·--·-·------·--·--·-·--Q,o ---------------------------------------~ l ,ro ; 1.7.i 1.50 u /~ --Lx~lr1£ --~rnpns.•<1 --(l)I o.30,,-·-·-·-·-·-·-·-·-·--·-·-·-·-·-·-·--·-·- o.m 0.001 0.01 0.1 Pwctntac• of time ex01Hed (") HI-Tech Whlptall Lots 18 & 19 POC 2-Flow Duration Curve 3.80 -------------------------------------, ).40 Si° ;_;_,_;_;_;_;_;_;_;_;_;_;_;_;_;_;_;_;_;_;_;_; ___ ;_;_;_;_;_;_;_;_;_;_;_;_;_:t -------------------------------------=8: J.W -flr:1-t-----------------------------------ftc--i 1M .u,o ~14------_-_._-_-_._-_-_-_-_._-_-_-_-_-_-_-_._-_-_-_-_-_-_-_-_-_-_-_-_._-_-__ .;__ _ ____;.c_c..._'--'--_C.....C_'--C.lo( .... --l f '"' a 1ao 1.M ,.,n 040 U . .111 0.1 l O.M 1 0.01 0.01 --LJc~linf, --rmpr<t'd --°" ---------------------------------0.~ ·---------------·--·----·-----0. ------====::::::==----...,,..._ Q, 0.05 0.07 o.o, 0.11 0.13 0.15 0.17 0.1!) 0.21 0.23 0.25 Percentace of time exceeded tK) Figure la and lb. Flow Duration Curve Comparison (logarithmic and normal "x" scale) 7 W.O.1091-01 High-Tech Lots 18 & 19 HMP Memo February 12, 2016 ATTACHMENT 1. Qi to Q10 Comparison Table -POC 1 Return Period Existing Condition (cfs) 2-year 1.673 3-year 1.968 4-year 2.183 5-year 2.364 6-year 2.422 7-year 2.506 8-year 2.659 9-year 2.721 10-year 2.790 Qi to Q10 Comparison Table -POC 2 Return Period Existing Condition (cfs) 2-year 2.292 3-year 2.641 4-year 3.000 5-year 3.144 6-year 3.247 7-year 3.499 8-year 3.509 9-year 3.557 10-year 3.674 8 Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 0.934 0.739 1.216 0.753 1.552 0.631 1.627 0.737 1.731 0.691 1.970 0.536 2.330 0.329 2.417 0.304 2.442 0.348 Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 0.895 1.397 1.122 1.520 1.168 1.832 1.263 1.881 1.339 1.908 1.466 2.032 1.677 1.832 1.792 1.765 1.804 1.870 W.O.1091-01 ATTACHMENT 2 FLOW DURATION CURVE ANALYSIS 1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The figures on the following pages illustrate that the flow duration curve in post-development conditions after the proposed BMP is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.10Q2 -Q10 is divided in 100 sub- intervals, then a) the post development divided by pre-development durations are never larger than 110% (the permit allows up to 110%); and b) there are no more than 10 intervals in the range 101%-110% which would imply an excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the flow duration curve can be expressed in the "x" axis as percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to look exactly the same, and compliance can be observed regardless of the variable selected. However, in order to satisfy the City of Carlsbad HMP example, % of time exceeded is the variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the normal scale is preferred, as differences between the pre-development and post-development curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. In terms of the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by REC, not only the range of analysis is clearly depicted (10% of 02 to Q10) but also all intermediate flows are shown (Q2, Cb, ~, Os, Cl{;, Q7, Qg and Q9) in order to demonstrate compliance at any range Ox -Ox+1. It must be pointed out that one of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Qi from i = 2 to 10). REC performed the analysis using the Cunnane Plotting position Method (the preferred method in the HMP permit) from the "n" largest independent peak flows obtained from the continuous time series. The largest "n" peak flows are attached in this appendix, as well as the values of Qi with a return period "i", from i=2 to 10. The Qi values are also added into the flow-duration plot. Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve 3.00 2.75 2.50 2.25 2.00 1.75 ------_JJ ---------l -. I 1 I ~ -,-·-· -·,· -·-·'-·,·-·-·-·,·-·A-._ -~-~ -·-·--· ...... ·:1 · . ' ·:::J· . . . . . . . . . ----· ·---1 · . . . . -~ -·-· . -·-·1·-·r·i · 1·-·t · r-·-·-·---·-·t ·-· -·-· 1 ·-·' -·-·-·-· I ___ g I I I I I ' I - -<1 .J.._.~_...l.-1 . ..l.l. ~--·-·-·-r-·-·I ·-· -· I . I . I .1 ~ I ·-·-·-·-·-·i ~--·-· ·-· ·-· -· J.~-·r·i ·...l ·-t ·-· 7·-·-·-·-·-·-·i ·-· -·r·t ·, ·1 1·t ·---·-·1·-· s z-·-·-·-· ---•~L 1-i -1------·1 --·t· 1 · i ·1 t_L·-·-·-· 1·-·~, cti'·-·-·-· -·-·-·-· ~---~·r·11· . ·---1----· .. . . i . I T---. . . . -.1. -. -0,3 -'" I . Qi-·-·-·-· -. ~ ... -. -. -. --~ . -_J_J. -. -. -. _J. _. -. -. --. -. _!_.+.r t-. -. -. -. -. -. tl2 -,l!! .!::!.. 1.50 ~ \ I . I -Existing 1 l,, r'\. '\. '---I -Proposed a 1.25 1.00 0.75 0.Stti-. -·-1· -·-. -·- 0.50 ll .;,42 0.25 C.lfti · · 0.00 0.001 I ... -· I , -·-Qx ', I . ,, I I I I ' 1 -.............. ----~-~-~---·-t·-·-· ~ -· -. --·-· -. -·-· -. -. -. -. ,-. --0.5Q :2 I ~ ........... '1_, I I ' "'-.... J_I l' u.3Q I I ..........._ ........... ~ I :2 i . L . -i f ........ · i-. --. 1 . -·--. . . . I. . . . . -· . . l .tQ I I I ,2 0.01 0.1 Percentage of time exceeded (%) " -.,,- Hi-Tech Whiptail Lots 18 & 19 POC 1-Flow Duration Curve 3 ~------,-------------------~--------, 2.5 .=:=:=:=:=•= =•=•=:=:=:=•=1:=:=:=:=:=:=:1:=•=•=:=:=•=• i :=•=•=·---•~: -------------------4----·--+--~-~-~ ·-·-·-·-·-·-1-·-·-·-·-·-·-·-·-·-·-·-·-· 1·-·-·-·-·-·-· I ·-·-·-·-·-·O~ ------·-·-·----·---·-·-·-·-·-·-·-·-·-·j ·-·-·-·-·-·-· I ·-·-----·-·t:1s i·-·-·-·-·-·-1-·-·-·-·-·-·-,-·-·-·-·-·-··-·-·-·-·-·-·-·-·-·-·-·-·~ 2 ~ ~ --·-·-_______ ! ____ ........... 1 ..... ·o.3 ---·-·-·-·-1-·-·-·-·-·-·~----·-·-·-·-·~----· -Existing . -. t't2 I ~ 1.5 a -Proposed -·-Qx 1 +---lf---~-----+---------.------------+---------+-------------j ·-·-•-·-·-·-·-·-·~----·-·-·-·-· __ . _. _. ---o."5Q2 :2 . . . . . ..... ·_ . . . . I ----t= I :{~, . I ! I · -o:tQz 0 0.05 0.1 0.15 0.2 0.25 Percentage of time exceeded (%) ~ • Hi-Tech Whiptail Lots 18 & 19 POC 2 Flow Duration Curve 3.75 3.50 3.25 3.00 2.75 2.50 2.25 -2.00 "' ~ CJ 1.75 1.50 1.25 1.00 0.75 0.50 ~i:--·----·I·--~·t ·j_i.L j·-·-·-·-·-·-· ---. - ~---·-· -. -. _I . -. ~ . -. . ~ . --J. . +-. ·-·-·-·-·-·-·· ~--· ""' -I 'I -I ~ -~_l, __ __ ,.l..,_ --------r-·-· :fs-·-·-·-· --. -·-~--· ., I I I ..(.i 'i-, I I ~----·-·-·-·-·-· ~ ,:-·-. --'-·-·-----1----· -·-· ---1 I ~ -·-·-· _____ .... ,_, ---. -. -,~. -..... ,_ ·-·-·-·-·-·-· ~--· .. h I ~I I 1" I ----I ~ I "'' I ' '--..... ""---........ C .S'Qi -· -· -· -· -· ----· --·-·-·-·-·-·-· K -........ -- I ...... ~ C .3'Qi -. -. -·-·-· -·--· -·--· -· -. --·-----~ -·- ....... 0.25 I I I (.l'C{i 0.00 0.001 -r . I . l . l . -r 1 · I 0.01 Percentage of time exceeded (%) -·t-·t ·t-· -•-•1• I • =tt .·=.•=.•=.• I .•=-~10 ' ,_ I I I ~ -__ .L_ .. l.. ___ '::.(6 -·-------·-·Q I I I _s I I I ~I -·t·-_,.L .L -·-·-·-·----~ I I __ l __ -. : .L~ -·-·-· ·-. ·A I I I -, -Existing -Proposed -•-Qx I I __ LJ_l° -. -. -. -. .i . -O.SQ2 ·-· -· ' "' r--,..... ... I ·-· -· _;' ...... ~ -. -. -. -. -. -0.3Q2 .._ I r---~ I r----. I . I • 1 • u.1Q2 I 0.1 Hi-Tech Whiptail Lots 18 & 19 POC 2-Flow Duration Curve 3.80 3.60 ~ 3.401! 3.20 . 300E 2.80 2.60 . -· ~ ·l · -1· --1-· ~ · ~---1-· + · ~ · -1-· ~ · ~ · -1-· t · ! · -l-· ~ · -f · -1· -·t · + · -1---1-Q,n ,=:~::;::=I: =:I=:=:=:=:=: T: : = =: r :-r: = =: 1 : 1 : =:: =: r_: t : =: = :1r: t : =1: = :1= :ea ~-~.+.-I· -·I-.+.~--•I-.~. J. _ J_. L. J. _ J _. ~. J. -l-. L .1 . -1---~. l . _J_ --1--~ '-·;-· t · -1· -·1-· t · =t -·1-· t · 1 · -·1-· t · _! · -1-· ~ · j · =l-· 1 · t · -1· -·f · t · -1· -·1--~~ I I I I I I I I I I I I I I I I;~ .L-.~--1---1--l .J __ J_. I .J ._] __ L.~--l-.[.J __ [ __ [.J ._1._.[.l .J._.J_.: ,3· 2.40 I I I I I I I 1 I I I : Qi-,~ .L.J.. ______ J_·-·-·-·+·-·--· ..... -i . ___ L.1._t ______ ·-·-·--~----·1-·Q 2.20 1 1 1 I 2 1 I ' I -Existing vi 2.00 \ -Proposed I ~ 1.80 I I 1 1.60 1 11 I\ i I I 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1.40 ' : \ i I : I ' I I ' 1.20 1 \ "-J . r -·-Qx ,o.St:i\ . ---~·-·-·--·-·-·-·--·-·-·-·~--·--· __ J __ -· -·-·--· -·-·-1-~.SQ2 1.00 1 ~ I , 1 r I\ ,........_ I I 0.80 ,, i • I I 10.3'(: i -i -. ~ -. -. -. -. -~r---,....~ . _._ . -. -. -. T . -. --....... -f . --. -. -. --. -. -. -. "tt 3Q 0.60 1 " 1 1 . 2 I ' ~---I I --I I ::: H 1 ++ f J + 11 11 -1 11 i 1 1 l™'t 1 1 1 1 ~ Ma -0.01 0.01 0.03 0.05 0.07 0.09 0.11 0.13 0.15 0.17 0.19 0.21 0.23 0.25 Percentage of time exceeded (%) Flow Duration Curve Data for Hi-Tech Whiptail Lots 18 & 19 POC-1, City of Carlsbad, CA Q2= 1.67 cfs Fraction 10 % Ql0= 2.79 cfs Step= 0.0265 cfs Count= 497375 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 1 0.167 1137 2.29E-01 802 l.61E-01 71% Pass 2 0.194 1027 2.06E-01 587 1.18E-01 57% Pass 3 0.220 926 1.86E-01 440 8.85E-02 48% Pass 4 0.247 859 1.73E-01 359 7.22E-02 42% Pass 5 0.273 790 l.59E-01 298 5.99E-02 38% Pass 6 0.300 730 1.47E-01 253 5.09E-02 35% Pass 7 0.326 654 1.31E-01 226 4.54E-02 35% Pass 8 0.353 612 1.23E-01 198 3.98E-02 32% Pass 9 0.379 561 l.13E-01 172 3.46E-02 31% Pass 10 0.406 528 1.06E-01 156 3.14E-02 30% Pass 11 0.432 479 9.63E-02 144 2.90E-02 30% Pass 12 0.459 438 8.81E-02 130 2.61E-02 30% Pass 13 0.485 399 8.02E-02 123 2.47E-02 31% Pass 14 0.512 375 7.54E-02 114 2.29E-02 30% Pass 15 0.538 343 6.90E-02 107 2.lSE-02 31% Pass 16 0.565 320 6.43E-02 99 1.99E-02 31% Pass 17 0.591 298 5.99E-02 92 l.85E-02 31% Pass 18 0.618 287 5.77E-02 87 1.75E-02 30% Pass 19 0.644 269 5.41E-02 83 1.67E-02 31% Pass 20 0.671 252 5.07E-02 81 1.63E-02 32% Pass 21 0.697 234 4.70E-02 77 1.SSE-02 33% Pass 22 0.724 217 4.36E-02 73 1.47E-02 34% Pass 23 0.750 200 4.02E-02 66 1.33E-02 33% Pass 24 0.777 186 3.74E-02 64 1.29E-02 34% Pass 25 0.803 177 3.56E-02 60 1.21E-02 34% Pass 26 0.830 171 3.44E-02 60 1.21E-02 35% Pass 27 0.856 166 3.34E-02 57 1.lSE-02 34% Pass 28 0.883 156 3.14E-02 57 1.lSE-02 37% Pass 29 0.909 142 2.85E-02 56 1.13E-02 39% Pass 30 0.936 131 2.63E-02 so 1.0lE-02 38% Pass 31 0.962 120 2.41E-02 47 9.45E-03 39% Pass 32 0.989 111 2.23E-02 45 9.0SE-03 41% Pass 33 1.015 106 2.13E-02 44 8.85E-03 42% Pass 34 1.042 97 1.95E-02 42 8.44E-03 43% Pass 35 1.068 89 1.79E-02 38 7.64E-03 43% Pass 36 1.095 87 1.75E-02 36 7.24E-03 41% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 37 1.121 84 1.69E-02 33 6.63E-03 39% Pass 38 1.148 82 l.65E-02 32 6.43E-03 39% Pass 39 1.174 74 1.49E-02 31 6.23E-03 42% Pass 40 1.201 72 1.45E-02 29 5.83E-03 40% Pass 41 1.227 69 1.39E-02 27 5.43E-03 39% Pass 42 1.254 65 1.31E-02 27 5.43E-03 42% Pass 43 1.280 57 1.15E-02 26 5.23E-03 46% Pass 44 1.307 54 1.09E-02 24 4.83E-03 44% Pass 45 1.333 52 l.05E-02 22 4.42E-03 42% Pass 46 1.360 51 1.03E-02 21 4.22E-03 41% Pass 47 1.386 47 9.45E-03 19 3.82E-03 40% Pass 48 1.413 46 9.25E-03 19 3.82E-03 41% Pass 49 1.439 43 8.65E-03 19 3.82E-03 44% Pass 50 1.465 42 8.44E-03 19 3.82E-03 45% Pass 51 1.492 39 7.84E-03 19 3.82E-03 49% Pass 52 1.518 38 7.64E-03 19 3.82E-03 50% Pass 53 1.545 37 7.44E-03 18 3.62E-03 49% Pass 54 1.571 37 7.44E-03 17 3.42E-03 46% Pass 55 1.598 36 7.24E-03 17 3.42E-03 47% Pass 56 1.624 36 7.24E-03 14 2.81E-03 39% Pass 57 1.651 35 7.04E-03 14 2.81E-03 40% Pass 58 1.677 34 6.84E-03 14 2.81E-03 41% Pass 59 1.704 34 6.84E-03 13 2.61E-03 38% Pass 60 1.730 32 6.43E-03 12 2.41E-03 38% Pass 61 1.757 32 6.43E-03 12 2.41E-03 38% Pass 62 1.783 32 6.43E-03 10 2.0lE-03 31% Pass 63 1.810 30 6.03E-03 10 2.0lE-03 33% Pass 64 1.836 27 5.43E-03 10 2.0lE-03 37% Pass 65 1.863 26 5.23E-03 10 2.0lE-03 38% Pass 66 1.889 25 5.03E-03 10 2.0lE-03 40% Pass 67 1.916 23 4.62E-03 10 2.0lE-03 43% Pass 68 1.942 23 4.62E-03 10 2.0lE-03 43% Pass 69 1.969 21 4.22E-03 10 2.0lE-03 48% Pass 70 1.995 20 4.02E-03 10 2.0lE-03 50% Pass 71 2.022 20 4.02E-03 10 2.0lE-03 50% Pass 72 2.048 18 3.62E-03 10 2.0lE-03 56% Pass 73 2.075 18 3.62E-03 10 2.0lE-03 56% Pass 74 2.101 18 3.62E-03 10 2.0lE-03 56% Pass 75 2.128 17 3.42E-03 10 2.0lE-03 59% Pass 76 2.154 16 3.22E-03 10 2.0lE-03 63% Pass 77 2.181 16 3.22E-03 10 2.0lE-03 63% Pass 78 2.207 16 3.22E-03 10 2.0lE-03 63% Pass 79 2.234 16 3.22E-03 10 2.0lE-03 63% Pass 80 2.260 16 3.22E-03 9 1.81E-03 56% Pass 81 2.287 16 3.22E-03 8 1.61E-03 50% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 82 2.313 15 3.02E-03 8 l.61E-03 53% Pass 83 2.340 15 3.02E-03 8 1.61E-03 53% Pass 84 2.366 13 2.61E-03 8 1.61E-03 62% Pass 85 2.393 13 2.61E-03 8 1.61E-03 62% Pass 86 2.419 12 2.41E-03 7 l.41E-03 58% Pass 87 2.446 10 2.0lE-03 7 1.41E-03 70% Pass 88 2.472 10 2.0lE-03 6 1.21E-03 60% Pass 89 2.499 10 2.0lE-03 6 1.21E-03 60% Pass 90 2.525 10 2.0lE-03 6 1.21E-03 60% Pass 91 2.552 10 2.0lE-03 6 1.21E-03 60% Pass 92 2.578 10 2.0lE-03 6 1.21E-03 60% Pass 93 2.605 10 2.0lE-03 6 1.21E-03 60% Pass 94 2.631 9 1.81E-03 6 l.21E-03 67% Pass 95 2.658 9 1.81E-03 6 l.21E-03 67% Pass 96 2.684 9 1.81E-03 6 l.21E-03 67% Pass 97 2.711 7 1.41E-03 6 1.21E-03 86% Pass 98 2.737 7 1.41E-03 6 1.21E-03 86% Pass 99 2.764 7 1.41E-03 6 1.21E-03 86% Pass 100 2.790 7 1.41E-03 6 1.21E-03 86% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 2.790 2.442 0.348 9 2.721 2.417 0.304 8 2.659 2.330 0.329 7 2.506 1.970 0.536 6 2.422 1.731 0.691 5 2.364 1.627 0.737 4 2.183 1.552 0.631 3 1.968 1.216 0.753 2 1.673 0.934 0.739 Flow Duration Curve Data for Hi-Tech Whiptail Lots 18 & 19 POC-2, City of Carlsbad, CA Q2= 2.29 cfs Fraction 10 % QlO= 3.67 cfs Step= 0.0348 cfs Count= 497375 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 1 0.229 1078 2.17E-01 1182 2.38E-01 110% Pass 2 0.264 984 1.98E-01 649 1.30E-01 66% Pass 3 0.299 902 1.81E-01 427 8.59E-02 47% Pass 4 0.334 827 1.66E-01 338 6.80E-02 41% Pass 5 0.368 764 1.54E-01 281 5.65E-02 37% Pass 6 0.403 695 1.40E-01 243 4.89E-02 35% Pass 7 0.438 645 1.30E-01 208 4.18E-02 32% Pass 8 0.473 598 1.20E-01 184 3.70E-02 31% Pass 9 0.508 540 1.09E-01 165 3.32E-02 31% Pass 10 0.542 499 1.00E-01 144 2.90E-02 29% Pass 11 0.577 466 9.37E-02 135 2.71E-02 29% Pass 12 0.612 429 8.63E-02 128 2.57E-02 30% Pass 13 0.647 402 8.08E-02 113 2.27E-02 28% Pass 14 0.682 375 7.54E-02 108 2.17E-02 29% Pass 15 0.716 343 6.90E-02 98 1.97E-02 29% Pass 16 0.751 328 6.59E-02 79 1.59E-02 24% Pass 17 0.786 304 6.11E-02 68 1.37E-02 22% Pass 18 0.821 286 5.75E-02 64 1.29E-02 22% Pass 19 0.856 267 5.37E-02 60 1.21E-02 22% Pass 20 0.890 251 5.05E-02 58 1.17E-02 23% Pass 21 0.925 232 4.66E-02 54 1.09E-02 23% Pass 22 0.960 222 4.46E-02 48 9.65E-03 22% Pass 23 0.995 207 4.16E-02 44 8.85E-03 21% Pass 24 1.029 196 3.94E-02 38 7.64E-03 19% Pass 25 1.064 180 3.62E-02 34 6.84E-03 19% Pass 26 1.099 170 3.42E-02 32 6.43E-03 19% Pass 27 1.134 162 3.26E-02 27 5.43E-03 17% Pass 28 1.169 152 3.06E-02 21 4.22E-03 14% Pass 29 1.203 143 2.88E-02 20 4.02E-03 14% Pass 30 1.238 135 2.71E-02 18 3.62E-03 13% Pass 31 1.273 127 2.55E-02 13 2.61E-03 10% Pass 32 1.308 117 2.35E-02 12 2.41E-03 10% Pass 33 1.343 106 2.13E-02 11 2.21E-03 10% Pass 34 1.377 99 1.99E-02 11 2.21E-03 11% Pass 35 1.412 93 1.87E-02 10 2.0lE-03 11% Pass 36 1.447 91 1.83E-02 10 2.0lE-03 11% Pass 37 1.482 88 1.77E-02 10 2.0lE-03 11% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 38 1.517 86 1.73E-02 10 2.0lE-03 12% Pass 39 1.551 83 1.67E-02 10 2.0lE-03 12% Pass 40 1.586 78 1.57E-02 10 2.0lE-03 13% Pass 41 1.621 73 1.47E-02 9 1.81E-03 12% Pass 42 1.656 70 1.41E-02 9 1.81E-03 13% Pass 43 1.691 65 1.31E-02 9 1.81E-03 14% Pass 44 1.725 62 1.25E-02 9 l.81E-03 15% Pass 45 1.760 57 1.lSE-02 8 1.61E-03 14% Pass 46 1.795 56 1.13E-02 7 1.41E-03 13% Pass 47 1.830 53 1.07E-02 6 1.21E-03 11% Pass 48 1.865 52 1.0SE-02 6 1.21E-03 12% Pass 49 1.899 49 9.85E-03 6 1.21E-03 12% Pass so 1.934 48 9.65E-03 6 1.21E-03 13% Pass 51 1.969 46 9.25E-03 6 1.21E-03 13% Pass 52 2.004 44 8.85E-03 6 1.21E-03 14% Pass 53 2.039 42 8.44E-03 6 1.21E-03 14% Pass 54 2.073 38 7.64E-03 6 1.21E-03 16% Pass 55 2.108 38 7.64E-03 6 1.21E-03 16% Pass 56 2.143 37 7.44E-03 6 1.21E-03 16% Pass 57 2.178 34 6.84E-03 6 1.21E-03 18% Pass 58 2.213 34 6.84E-03 6 l.21E-03 18% Pass 59 2.247 33 6.63E-03 6 1.21E-03 18% Pass 60 2.282 33 6.63E-03 6 1.21E-03 18% Pass 61 2.317 32 6.43E-03 6 1.21E-03 19% Pass 62 2.352 30 6.03E-03 6 1.21E-03 20% Pass 63 2.387 29 5.83E-03 6 1.21E-03 21% Pass 64 2.421 29 5.83E-03 5 1.0lE-03 17% Pass 65 2.456 29 S.83E-03 5 1.0lE-03 17% Pass 66 2.491 29 5.83E-03 5 1.0lE-03 17% Pass 67 2.526 26 5.23E-03 5 1.0lE-03 19% Pass 68 2.560 26 5.23E-03 5 1.0lE-03 19% Pass 69 2.595 26 5.23E-03 5 1.0lE-03 19% Pass 70 2.630 23 4.62E-03 5 1.0lE-03 22% Pass 71 2.665 21 4.22E-03 5 1.0lE-03 24% Pass 72 2.700 20 4.02E-03 4 8.04E-04 20% Pass 73 2.734 20 4.02E-03 4 8.04E-04 20% Pass 74 2.769 19 3.82E-03 4 8.04E-04 21% Pass 75 2.804 19 3.82E-03 4 8.04E-04 21% Pass 76 2.839 19 3.82E-03 4 8.04E-04 21% Pass 77 2.874 19 3.82E-03 4 8.04E-04 21% Pass 78 2.908 17 3.42E-03 4 8.04E-04 24% Pass 79 2.943 17 3.42E-03 4 8.04E-04 24% Pass 80 2.978 16 3.22E-03 4 8.04E-04 25% Pass 81 3.013 16 3.22E-03 4 8.04E-04 25% Pass 82 3.048 16 3.22E-03 4 8.04E-04 25% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 83 3.082 16 3.22E-03 4 8.04E-04 25% Pass 84 3.117 14 2.81E-03 4 8.04E-04 29% Pass 85 3.152 13 2.61E-03 4 8.04E-04 31% Pass 86 3.187 13 2.61E-03 3 6.03E-04 23% Pass 87 3.222 12 2.41E-03 3 6.03E-04 25% Pass 88 3.256 11 2.21E-03 3 6.03E-04 27% Pass 89 3.291 11 2.21E-03 3 6.03E-04 27% Pass 90 3.326 11 2.21E-03 3 6.03E-04 27% Pass 91 3.361 11 2.21E-03 3 6.03E-04 27% Pass 92 3.396 10 2.0lE-03 3 6.03E-04 30% Pass 93 3.430 10 2.0lE-03 2 4.02E-04 20% Pass 94 3.465 10 2.0lE-03 2 4.02E-04 20% Pass 95 3.500 8 1.61E-03 2 4.02E-04 25% Pass 96 3.535 6 1.21E-03 2 4.02E-04 33% Pass 97 3.570 6 1.21E-03 2 4.02E-04 33% Pass 98 3.604 6 1.21E-03 2 4.02E-04 33% Pass 99 3.639 6 1.21E-03 2 4.02E-04 33% Pass 100 3.674 6 1.21E-03 1 2.0lE-04 17% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 3.674 1.804 1.870 9 3.557 1.792 1.765 8 3.509 1.677 1.832 7 3.499 1.466 2.032 6 3.247 1.339 1.908 5 3.144 1.263 1.881 4 3.000 1.168 1.832 3 2.641 1.122 1.520 2 2.292 0.895 1.397 ATTACHMENT 3 List of the "n" Largest Peaks: Pre & Post-Developed Conditions Basic Probabilistic Equation: R = 1/P R: Return period (years). P: Probability of a flow to be equaled or exceeded any given year (dimensionless). Cunnane Equation: p = i-0.4 n+0.2 Weibull Equation: p =-i- n+l i: Position of the peak whose probability is desired (sorted from large to small). n: Number of years analyzed. Explanation of Variables for the Tables in this Attachment Peak: Refers to the peak flow at the date given, taken from the continuous simulation hourly results of the n year analyzed. Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis is included under the variable Posit. Date: Date of the occurrence of the peak at the outlet from the continuous simulation Note: All peaks are not annual maxima; instead they are defined as event maxima, with a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before, the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily peak). List of Peak events and Determination of Q2 and QlO (Pre-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-1 T Cunnane Weibull Peaks Period of Return (Year) (cfs) (cfs) (cfs) (Years) 10 2.79 2.93 Date Posit Weibull Cunnane 9 2.72 2.75 1.243 3/15/1986 57 1.02 1.01 8 2.66 2.68 1.249 1/9/2005 56 1.04 1.03 7 2.51 2.57 1.255 2/22/1998 55 1.05 1.05 6 2.42 2.42 1.267 2/4/1994 54 1.07 1.07 5 2.36 2.38 1.271 2/18/1980 53 1.09 1.09 4 2.18 2.22 1.272 2/14/1998 52 1.12 1.11 3 1.97 1.97 1.272 2/23/2005 51 1.14 1.13 2 1.67 1.67 1.278 1/20/1962 50 1.16 1.15 1.279 12/24/1988 49 1.18 1.18 1.293 1/15/1978 48 1.21 1.20 Note: 1.296 3/17/1963 47 1.23 1.23 Cunnane is the preferred 1.297 3/8/1968 46 1.26 1.25 method by the HMP permit. 1.316 12/2/1961 45 1.29 1.28 1.33 2/18/1993 44 1.32 1.31 1.341 1/11/2005 43 1.35 1.34 1.361 10/20/2004 42 1.38 1.38 1.376 1/6/1979 41 1.41 1.41 1.376 1/6/2008 40 1.45 1.44 1.405 11/11/1985 39 1.49 1.48 1.415 11/15/1952 38 1.53 1.52 1.433 4/27/1960 37 1.57 1.56 1.445 2/16/1980 36 1.61 1.61 1.469 2/15/1986 35 1.66 1.65 1.479 2/27/1983 34 1.71 1.70 1.48 1/27/2008 33 1.76 1.75 1.513 8/17/1977 32 1.81 1.81 1.526 1/16/1972 31 1.87 1.87 1.631 2/22/2008 30 1.93 1.93 1.673 1/29/1983 29 2.00 2.00 1.728 2/17/1998 28 2.07 2.07 1.785 12/19/1970 27 2.15 2.15 1.822 1/16/1978 26 2.23 2.23 1.825 1/29/1980 25 2.32 2.33 1.827 4/1/1958 24 2.42 2.42 1.848 12/30/1991 23 2.52 2.53 1.883 3/2/1980 22 2.64 2.65 1.893 2/23/1998 21 2.76 2.78 1.957 11/22/1965 20 2.90 2.92 1.979 2/3/1998 19 3.05 3.08 2.033 10/29/2000 18 3.22 3.25 2.046 3/17/1982 17 3.41 3.45 2.115 2/10/1978 16 3.63 3.67 2.135 1/14/1993 15 3.87 3.92 2.303 2/18/2005 14 4.14 4.21 2.355 3/1/1978 13 4.46 4.54 2.356 1/16/1952 12 4.83 4.93 2.411 9/23/1986 11 5.27 5.40 2.422 2/20/1980 10 5.80 5.96 2.423 10/27/2004 9 6.44 6.65 2.631 2/4/1958 8 7.25 7.53 2.698 2/25/1969 7 8.29 8.67 2.805 2/25/2003 6 9.67 10.21 3.528 1/4/1978 5 11.60 12.43 3.743 1/4/1995 4 14.50 15.89 3.776 1/15/1979 3 19.33 22.00 3.844 10/1/1983 2 29.00 35.75 4.316 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Post-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-1 T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 2.44 2.53 Date Posit Weibull Cunnane 9 2.42 2.43 0.442 1/13/1997 57 1.02 1.01 8 2.33 2.37 0.451 8/17/1977 56 1.04 1.03 7 1.97 2.12 0.453 3/17/1963 55 1.05 1.05 6 1.73 1.74 0.453 1/6/1977 54 1.07 1.07 5 1.63 1.64 0.462 1/16/1972 53 1.09 1.09 4 1.55 1.57 0.462 3/5/1995 52 1.12 1.11 3 1.22 1.22 0.494 2/18/1980 51 1.14 1.13 2 0.93 0.93 0.497 2/17/1998 50 1.16 1.15 0.501 11/15/1952 49 1.18 1.18 0.503 1/29/1983 48 1.21 1.20 Note: 0.504 12/19/1967 47 1.23 1.23 Cunnane is the preferred 0.552 12/19/1970 46 1.26 1.25 method by the HMP permit. 0.56 2/3/1998 45 1.29 1.28 0.561 1/22/1967 44 1.32 1.31 0.562 2/10/1978 43 1.35 1.34 0.576 3/2/1980 42 1.38 1.38 0.58 4/1/1958 41 1.41 1.41 0.59 12/30/1991 40 1.45 1.44 0.609 10/29/2000 39 1.49 1.48 0.628 1/14/1993 38 1.53 1.52 0.633 2/18/2005 37 1.57 1.56 0.638 1/11/2005 36 1.61 1.61 0.667 2/20/1980 35 1.66 1.65 0.701 3/11/1995 34 1.71 1.70 0.734 9/23/1986 33 1.76 1.75 0.798 2/23/1998 32 1.81 1.81 0.802 1/16/1978 31 1.87 1.87 0.833 12/5/1966 30 1.93 1.93 0.934 1/11/1980 29 2.00 2.00 0.963 10/1/1983 28 2.07 2.07 1.023 2/4/1958 27 2.15 2.15 1.024 2/25/2003 26 2.23 2.23 1.05 12/25/1983 25 2.32 2.33 1.066 1/15/1979 24 2.42 2.42 1.069 11/30/2007 23 2.52 2.53 1.111 1/25/1969 22 2.64 2.65 1.155 10/27/2004 21 2.76 2.78 1.209 3/1/1991 20 2.90 2.92 1.222 1/16/1952 19 3.05 3.08 1.293 11/22/1996 18 3.22 3.25 1.379 1/20/1962 17 3.41 3.45 1.379 1/16/1993 16 3.63 3.67 1.531 1/9/2005 15 3.87 3.92 1.604 2/15/1986 14 4.14 4.21 1.615 1/15/1978 13 4.46 4.54 1.616 2/23/2005 12 4.83 4.93 1.69 2/22/2008 11 5.27 5.40 1.729 3/8/1968 10 5.80 5.96 1.769 1/6/1979 9 6.44 6.65 2.274 1/29/1980 8 7.25 7.53 2.408 11/22/1965 7 8.29 8.67 2.448 3/17/1982 6 9.67 10.21 2.903 3/1/1978 5 11.60 12.43 3.192 1/4/1978 4 14.50 15.89 3.269 2/25/1969 3 19.33 22.00 4.48 1/4/1995 2 29.00 35.75 5.208 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and Ql0 (Pre-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-2 T Cunnane Weibull Peaks Period of Return (Year) (cfs) (cfs) (Years) 10 3.67 3.87 (cfs) Date Posit Weibull Cunnane 9 3.56 3.61 1.69 2/18/1980 57 1.02 1.01 8 3.51 3.51 1.695 2/23/2005 56 1.04 1.03 7 3.50 3.50 1.7 12/24/1988 55 1.05 1.05 6 3.25 3.31 1.714 3/11/1995 54 1.07 1.07 5 3.14 3.16 1.729 3/19/1981 53 1.09 1.09 4 3.00 3.02 1.732 1/6/1979 52 1.12 1.11 3 2.64 2.64 1.738 2/8/1993 51 1.14 1.13 2 2.29 2.29 1.747 2/22/1998 50 1.16 1.15 1.785 1/11/2005 49 1.18 1.18 1.795 3/15/1986 48 1.21 1.20 Note: 1.798 1/18/1993 47 1.23 1.23 Cunnane is the preferred 1.805 2/14/1998 46 1.26 1.25 method by the HMP permit. 1.869 3/17/1963 45 1.29 1.28 1.872 12/2/1961 44 1.32 1.31 1.875 2/4/1994 43 1.35 1.34 1.929 4/27/1960 42 1.38 1.38 1.947 8/17/1977 41 1.41 1.41 1.962 1/6/2008 40 1.45 1.44 1.978 2/18/1993 39 1.49 1.48 1.991 2/15/1986 38 1.53 1.52 2.004 10/20/2004 37 1.57 1.56 2.043 1/16/1972 36 1.61 1.61 2.058 2/22/2008 35 1.66 1.65 2.071 11/11/1985 34 1.71 1.70 2.072 11/15/1952 33 1.76 1.75 2.118 2/16/1980 32 1.81 1.81 2.145 2/27/1983 31 1.87 1.87 2.166 1/27/2008 30 1.93 1.93 2.292 1/29/1980 29 2.00 2.00 2.32 2/17/1998 28 2.07 2.07 2.324 1/16/1978 27 2.15 2.15 2.386 1/29/1983 26 2.23 2.23 2.504 12/19/1970 25 2.32 2.33 2.508 2/23/1998 24 2.42 2.42 2.511 12/30/1991 23 2.52 2.53 2.603 11/22/1965 22 2.64 2.65 2.621 4/1/1958 21 2.76 2.78 2.631 3/2/1980 20 2.90 2.92 2.651 2/3/1998 19 3.05 3.08 2.766 2/10/1978 18 3.22 3.25 2.879 3/17/1982 17 3.41 3.45 2.896 10/29/2000 16 3.63 3.67 2.965 1/14/1993 15 3.87 3.92 3.088 3/1/1978 14 4.14 4.21 3.111 1/16/1952 13 4.46 4.54 3.136 2/18/2005 12 4.83 4.93 3.192 2/20/1980 11 5.27 5.40 3.231 10/27/2004 10 5.80 5.96 3.496 9/23/1986 9 6.44 6.65 3.503 2/4/1958 8 7.25 7.53 3.518 2/25/1969 7 8.29 8.67 3.699 2/25/2003 6 9.67 10.21 4.665 1/4/1995 5 11.60 12.43 4.798 1/15/1979 4 14.50 15.89 4.843 1/4/1978 3 19.33 22.00 4.998 10/1/1983 2 29.00 35.75 5.572 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and Ql0 (Post-Development) Hi-Tech Whiptail Lots 18 & 19 -POC-2 T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 1.80 1.91 Date Posit Weibull Cunnane 9 1.79 1.80 0.584 12/19/1970 57 1.02 1.01 8 1.68 1.74 0.609 1/25/1969 56 1.04 1.03 7 1.47 1.53 0.62 2/23/1998 55 1.05 1.05 6 1.34 1.35 0.621 3/17/1963 54 1.07 1.07 5 1.26 1.27 0.626 10/20/2004 53 1.09 1.09 4 1.17 1.17 0.637 4/1/1958 52 1.12 1.11 3 1.12 1.12 0.645 12/18/1967 51 1.14 1.13 2 0.90 0.90 0.646 2/2/1960 50 1.16 1.15 0.657 1/13/1997 49 1.18 1.18 0.684 11/29/1985 48 1.21 1.20 Note: 0.696 2/3/1998 47 1.23 1.23 Cunnane is the preferred 0.715 10/29/2000 46 1.26 1.25 method by the HMP permit. 0.721 3/5/1995 45 1.29 1.28 0.733 1/16/1972 44 1.32 1.31 0.744 3/2/1980 43 1.35 1.34 0.747 2/13/1954 42 1.38 1.38 0.748 1/11/1980 41 1.41 1.41 0.75 2/26/2004 40 1.45 1.44 0.751 3/1/1983 39 1.49 1.48 0.771 12/25/1983 38 1.53 1.52 0.777 1/13/1957 37 1.57 1.56 0.777 2/20/1980 36 1.61 1.61 0.808 1/9/2005 35 1.66 1.65 0.811 2/23/2005 34 1.71 1.70 0.827 2/18/2005 33 1.76 1.75 0.828 1/22/1967 32 1.81 1.81 0.842 12/5/1966 31 1.87 1.87 0.849 12/30/1991 30 1.93 1.93 0.895 9/24/1986 29 2.00 2.00 0.898 2/4/1958 28 2.07 2.07 0.907 11/30/2007 27 2.15 2.15 0.928 1/16/1993 26 2.23 2.23 0.993 2/10/1978 25 2.32 2.33 0.994 3/11/1995 24 2.42 2.42 1.001 11/22/1996 23 2.52 2.53 1.013 1/15/1978 22 2.64 2.65 1.106 1/16/1978 21 2.76 2.78 1.113 2/15/1986 20 2.90 2.92 1.13 11/22/1965 19 3.05 3.08 1.139 1/20/1962 18 3.22 3.25 1.139 1/20/1962 17 3.41 3.45 1.151 2/25/1969 16 3.63 3.67 1.167 1/16/1952 15 3.87 3.92 1.171 8/17/1977 14 4.14 4.21 1.242 1/6/1979 13 4.46 4.54 1.259 2/25/2003 12 4.83 4.93 1.289 10/27/2004 11 5.27 5.40 1.336 3/8/1968 10 5.80 5.96 1.379 3/17/1982 9 6.44 6.65 1.598 2/22/2008 8 7.25 7.53 1.788 1/29/1980 7 8.29 8.67 1.806 3/1/1978 6 9.67 10.21 2.392 1/4/1978 5 11.60 12.43 3.157 10/1/1983 4 14.50 15.89 3.401 1/15/1979 3 19.33 22.00 3.647 1/4/1995 2 29.00 35.75 4.395 4/14/2003 1 58.00 95.33 ATTACHMENT 4 AREA VS ELEVATION The storage provided by the LID BMPs is entered into the LID Module within SWMM -please refer to Attachment 7 for further information. Volume provided above the first surface outlet is accounted for in the basin Module within SWMM. A stage-storage relationship is provided within this Module, a copy of which is located on the following pages. DISCHARGE VS ELEVATION The orifice has been selected to maximize its size while still restricting flows to conform with the required 10% of the Q2 event flow as mandated in the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While REC acknowledges that the orifice is small, to increase the size of the outlet would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the BMP from conformance with HMP requirements. In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser and orifice must be performed to ensure potential blockages are minimized. A detail of the orifice and riser structure is provided in Attachment 5 of this memorandum. A stage-discharge relationship is provided on the following pages for the surface outlet structure. The LID low flow orifice discharge relationship is addressed within the LID Module within SWMM -please refer to Attachment 7 for further information. A drawdown calculation is provided on the following page to demonstrate that the facility is dry in less than 96 hours, within the permit requirement for HMP. DISCHARGE EQUATIONS 1) Weir: Qw = Cw . L . H3f2 (1) 2) Slot: As an orifice: Q5 = B5 • h5 ·Cg· j2g (H -:5 ) (2.a) As a weir: Q5 = Cw · B5 • H312 (2.b) For H > hs slot works as weir until orifice equation provides a smaller discharge. The elevation such that equation (2.a) = equation (2.b) is the elevation at which the behavior changes from weir to orifice. 3) Vertical Orifices As an orifice: Q0 = 0.25 · rrD 2 • Cg · j2g ( H -%) (3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined Q as a function of H: Yer = % [1 -sin(0.5 · acr)] (3.b.l, 3.b.2, 3.b.3, 3.b.4 and 3.b.5) There is a value of H (approximately H = 110% D) from which orifices no longer work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge using critical equations and equations (3.b). A mathematical model is prepared with the previous equations depending on the type of discharge. The following are the variables used above: Ow, Os, Oo = Discharge of weir, slot or orifice (cfs) Cw, c8 : Coefficients of discharge of weir (typically 3.1) and orifice (0.61 to 0.62) L, Bs, D, hs: Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft) H: Level of water in the pond over the invert of slot, weir or orifice (ft) Acr, Tcr, Yer, ac,: Critical variables for circular sector: area (sq-ft), top width (ft), critical depth (ft), and angle to the center, respectively. Outlet structure for Discharge of Basin 1 Discharge vs Elevation Table Low orifice 1.000 II Lower slot Lower Weir Number of orif: 2 Number of slots: 0 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.75 ft B 0.500 ft B: 0.25 ft Middle orifice 1 II h,1at 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.500 ft Number of slots: 0 Invert: 1.33 ft Invert: 1.50 ft W: 12.00 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,lot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (cfs) (ds) (cfs) (cfs) (cfs) (cfs) (ds) (ds) (ds) (ds) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.003 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003 0.083 1.000 0.000 0.011 0.010 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.125 1.500 0.000 0.016 0.019 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.167 2.000 0.000 0.019 0.D25 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.208 2.500 0.000 0.022 0.028 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 0.250 3.000 0.000 0.D25 0.028 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.D25 0.292 3.500 0.000 0.027 0.031 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 0.333 4.000 0.000 0.029 0.047 0.029 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 0.375 4.500 0.000 0.031 0.093 0.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 0.417 5.000 0.000 0.033 0.191 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.458 5.500 0.000 0.035 0.350 0.035 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 0.500 6.000 0.000 0.037 0.367 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037 0.542 6.500 0.500 0.038 0.384 0.038 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.D38 0.583 7.000 1.000 0.040 0.399 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.040 0.625 7.500 1.500 0.041 0.415 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.667 8.000 2.000 0.043 0.429 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.043 0.708 8.500 2.500 0.044 0.443 0.044 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.044 0.750 9.000 3.000 0.046 0.457 0.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046 0.792 9.500 3.500 0.047 0.470 0.047 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.047 0.833 10.000 4.000 0.048 0.483 0.048 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.048 0.875 10.500 4.500 0.050 0.495 0.050 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.050 0.917 11.000 5.000 0.051 0.508 0.051 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.958 11.500 5.500 0.052 0.520 0.052 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.052 1.000 12.000 6.000 0.053 0.531 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 1.042 12.500 6.500 0.054 0.543 0.054 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.054 1.083 13.000 7.000 0.055 0.554 0.055 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 1.125 13.500 7.500 0.056 0.565 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.056 1.167 14.000 8.000 0.058 0.576 0.058 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.058 1.208 14.500 8.500 0.059 0.586 0.059 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.059 1.250 15.000 9.000 0.060 0.597 0.060 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.060 1.292 15.500 9.500 0.061 0.607 0.061 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.061 1.333 16.000 10.000 0.062 0.617 0.062 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.062 1.375 16.500 10.500 0.063 0.627 0.063 0.000 0.000 0.000 0.000 0.000 0.000 0.316 0.379 1.417 17.000 11.000 0.064 0.636 0.064 0.000 0.000 0.000 0.000 0.000 0.000 0.895 0.959 1.458 17.500 11.500 0.065 0.646 0.065 0.000 0.000 0.000 0.000 0.000 0.000 1.644 1.709 1.500 18.000 12.000 0.066 0.655 0.066 0.000 0.000 0.000 0.000 0.000 0.000 2.531 2.597 1.542 18.500 12.500 0.066 0.665 0.066 0.000 0.000 0.000 0.000 0.000 0.000 3.537 3.604 1.583 19.000 13.000 0.067 0.674 0.067 0.000 0.000 0.000 0.000 0.000 0.000 4.650 4.717 1.625 19.500 13.500 0.068 0.683 0.068 0.000 0.000 0.000 0.000 0.000 0.000 5.860 5.928 1.667 20.000 14.000 0.069 0.692 0.069 0.000 0.000 0.000 0.000 0.000 0.000 7.159 7.228 1.708 20.500 14.500 0.070 0.701 0.070 0.000 0.000 0.000 0.000 0.000 0.000 8.543 8.613 1.750 21.000 15.000 0.071 0.709 0.071 0.000 0.000 0.000 0.000 0.000 0.000 10.005 10.076 1.792 21.500 15.500 0.072 0.718 0.072 0.000 0.000 0.000 0.000 0.000 0.000 11.543 11.615 1.833 22.000 16.000 0.073 0.726 0.073 0.000 0.000 0.000 0.000 0.000 0.000 13.152 13.225 1.875 22.500 16.500 0.073 0.735 0.073 0.000 0.000 0.000 0.000 0.000 0.000 14.830 14.903 1.917 23.000 17.000 0.074 0.743 0.074 0.000 0.000 0.000 0.000 0.000 0.000 16.574 16.648 1.958 23.500 17.500 0.Q75 0.751 0.075 0.000 0.000 0.000 0.000 0.000 0.000 18.381 18.456 2.000 24.000 18.000 0.076 0.760 0.076 0.000 0.000 0.000 0.000 0.000 0.000 20.249 20.325 Outlet structure for Discharge of Basin 2 Discharge vs Elevation Table Low orifice 1.000 " Lower slot Lower Weir Number of orif: 0 Number of slots: 1 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.000 ft B: 0.25 Middle orifice 3" h,1ot 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.333 ft Number of slots: 0 Invert: 0.50 ft Invert: 1.50 ft W: 12.00 ft • Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,lot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 0.000 0.000 0.000 0.026 0.083 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.000 0.000 0.000 0.075 0.125 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.137 0.000 0.000 0.000 0.137 0.167 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.211 0.000 0.000 0.000 0.211 0.208 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.288 0.000 0.000 0.000 0.288 0.250 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.333 0.292 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.372 0.000 0.000 0.000 0.372 0.333 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.408 0.000 0.000 0.000 0.408 0.375 4.500 0.200 0.000 0.000 0.000 0.000 0.000 0.000 0.441 0.000 0.000 0.000 0.441 0.417 5.000 0.400 0.000 0.000 0.000 0.000 0.000 0.000 0.471 0.000 0.000 0.000 0.471 0.458 5.500 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.500 0.500 6.000 0.800 0.000 0.000 0.000 0.000 0.000 0.000 0.527 0.000 0.000 0.000 0.527 0.542 6.500 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.552 0.000 0.000 0.316 0.869 0.583 7.000 1.200 0.000 0.000 0.000 0.000 0.000 0.000 0.577 0.000 0.000 0.895 1.472 0.625 7.500 1.400 0.000 0.000 0.000 0.000 0.000 0.000 0.600 0.000 0.000 1.644 2.244 0.667 8.000 1.600 0.000 0.000 0.000 0.000 0.000 0.000 0.623 0.000 0.000 2.531 3.154 0.708 8.500 1.800 0.000 0.000 0.000 0.000 0.000 0.000 0.645 0.000 0.000 3.537 4.182 0.750 9.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.666 0.000 0.000 4.650 5.316 0.792 9.500 2.200 0.000 0.000 0.000 0.000 0.000 0.000 0.687 0.000 0.000 5.860 6.546 0.833 10.000 2.400 0.000 0.000 0.000 0.000 0.000 0.000 0.707 0.000 0.000 7.159 7.866 0.875 10.500 2.600 0.000 0.000 0.000 0.000 0.000 0.000 0.726 0.000 0.000 8.543 9.269 0.917 11.000 2.800 0.000 0.000 0.000 0.000 0.000 0.000 0.745 0.000 0.000 10.005 10.750 0.958 11.500 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.763 0.000 0.000 11.543 12.306 1.000 12.000 3.200 0.000 0.000 0.000 0.000 0.000 0.000 0.781 0.000 0.000 13.152 13.933 1.042 12.500 3.400 0.000 0.000 0.000 0.000 0.000 0.000 0.799 0.000 0.000 14.830 15.629 1.083 13.000 3.600 0.000 0.000 0.000 0.000 0.000 0.000 0.816 0.000 0.000 16.574 17.390 1.125 13.500 3.800 0.000 0.000 0.000 0.000 0.000 0.000 0.833 0.000 0.000 18.381 19.213 1.167 14.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.849 0.000 0.000 20.249 21.098 1.208 14.500 4.200 0.000 0.000 0.000 0.000 0.000 0.000 0.865 0.000 0.000 22.177 23.042 1.250 15.000 4.400 0.000 0.000 0.000 0.000 0.000 0.000 0.881 0.000 0.000 24.162 25.043 Outlet structure for Discharge of Basin 3 Discharge vs Elevation Table Low orifice 2.000" Lower slot Lower Weir Number of orif: 0 Number of slots: 1 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.000 ft B: 0.25 Middle orifice 3" h,101 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.333 ft Number of slots: 0 Invert: 0.50 ft Invert: 1.50 ft W: 12.00 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,101 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(ds) (ds) (cfs) (ds) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 0.000 0.000 0.000 0.026 0.083 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.000 0.000 0.000 0.075 0.125 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.137 0.000 0.000 0.000 0.137 0.167 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.211 0.000 0.000 0.000 0.211 0.208 1.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.288 0.000 0.000 0.000 0.288 0.250 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.333 0.292 1.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.372 0.000 0.000 0.000 0.372 0.333 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.408 0.000 0.000 0.000 0.408 0.375 2.250 0.200 0.000 0.000 0.000 0.000 0.000 0.000 0.441 0.000 0.000 0.000 0.441 0.417 2.500 0.400 0.000 0.000 0.000 0.000 0.000 0.000 0.471 0.000 0.000 0.000 0.471 0.458 2.750 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.500 0.500 3.000 0.800 0.000 0.000 0.000 0.000 0.000 0.000 0.527 0.000 0.000 0.000 0.527 0.542 3.250 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.552 0.000 0.000 0.316 0.869 0.583 3.500 1.200 0.000 0.000 0.000 0.000 0.000 0.000 0.577 0.000 0.000 0.895 1.472 0.625 3.750 1.400 0.000 0.000 0.000 0.000 0.000 0.000 0.600 0.000 0.000 1.644 2.244 0.667 4.000 1.600 0.000 0.000 0.000 0.000 0.000 0.000 0.623 0.000 0.000 2.531 3.154 0.708 4.250 1.800 0.000 0.000 0.000 0.000 0.000 0.000 0.645 0.000 0.000 3.537 4.182 0.750 4.500 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.666 0.000 0.000 4.650 5.316 0.792 4.750 2.200 0.000 0.000 0.000 0.000 0.000 0.000 0.687 0.000 0.000 5.860 6.546 0.833 5.000 2.400 0.000 0.000 0.000 0.000 0.000 0.000 0.707 0.000 0.000 7.159 7.866 0.875 5.250 2.600 0.000 0.000 0.000 0.000 0.000 0.000 0.726 0.000 0.000 8.543 9.269 0.917 5.500 2.800 0.000 0.000 0.000 0.000 0.000 0.000 0.745 0.000 0.000 10.005 10.750 0.958 5.750 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.763 0.000 0.000 11.543 12.306 1.000 6.000 3.200 0.000 0.000 0.000 0.000 0.000 0.000 0.781 0.000 0.000 13.152 13.933 1.042 6.250 3.400 0.000 0.000 0.000 0.000 0.000 0.000 0.799 0.000 0.000 14.830 15.629 1.083 6.500 3.600 0.000 0.000 0.000 0.000 0.000 0.000 0.816 0.000 0.000 16.574 17.390 1.125 6.750 3.800 0.000 0.000 0.000 0.000 0.000 0.000 0.833 0.000 0.000 18.381 19.213 1.167 7.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.849 0.000 0.000 20.249 21.098 1.208 7.250 4.200 0.000 0.000 0.000 0.000 0.000 0.000 0.865 0.000 0.000 22.177 23.042 1.250 7.500 4.400 0.000 0.000 0.000 0.000 0.000 0.000 0.881 0.000 0.000 24.162 25.043 Outlet structure for Discharge of Basin 4 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 1 Number of slots: 0 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.000 ft B: 0.25 Middle orifice 3" h,lot 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.333 ft Number of slots: 0 Invert: 0.33 ft Invert: 1.50 ft W: 12.00 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,1ot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(ds) (ds) (cfs) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.002 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002 0.083 1.000 0.000 0.006 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.125 1.500 0.000 0.008 0.009 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.008 0.167 2.000 0.000 0.010 0.013 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.208 2.500 0.000 0.011 0.014 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.250 3.000 0.000 0.012 0.014 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.292 3.500 0.000 0.014 0.016 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.333 4.000 0.000 0.015 0.024 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.375 4.500 0.200 0.016 0.046 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.316 0.332 0.417 5.000 0.400 0.017 0.095 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.895 0.911 0.458 5.500 0.600 0.Q18 0.175 0.Q18 0.000 0.000 0.000 0.000 0.000 0.000 1.644 1.662 0.500 6.000 0.800 0.Q18 0.184 0.Q18 0.000 0.000 0.000 0.000 0.000 0.000 2.531 2.549 0.542 6.500 1.000 0.019 0.192 0.019 0.000 0.000 0.000 0.000 0.000 0.000 3.537 3.557 0.583 7.000 1.200 0.020 0.200 0.020 0.000 0.000 0.000 0.000 0.000 0.000 4.650 4.670 0.625 7.500 1.400 0.021 0.207 0.021 0.000 0.000 0.000 0.000 0.000 0.000 5.860 5.880 0.667 8.000 1.600 0.021 0.215 0.021 0.000 0.000 0.000 0.000 0.000 0.000 7.159 7.181 0.708 8.500 1.800 0.022 0.222 0.022 0.000 0.000 0.000 0.000 0.000 0.000 8.543 8.565 0.750 9.000 2.000 0.023 0.228 0.023 0.000 0.000 0.000 0.000 0.000 0.000 10.005 10.028 0.792 9.500 2.200 0.024 0.235 0.024 0.000 0.000 0.000 0.000 0.000 0.000 11.543 11.566 0.833 10.000 2.400 0.024 0.241 0.024 0.000 0.000 0.000 0.000 0.000 0.000 13.152 13.176 Outlet structure for Discharge of Basin 5 Discharge vs Elevation Table Low orifice 1.000 II Lower slot Lower Weir Number of orif: 1 Number of slots: 0 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.000 ft B: 0.25 Middle orifice 3" h,101 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.333 ft Number of slots: 0 Invert: 0.33 ft Invert: 1.50 ft W: 12.00 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,101 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(ds) (ds) (cfs) (ds) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.002 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.002 0.083 1.000 0.000 0.006 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.125 1.500 0.000 0.008 0.009 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.008 0.167 2.000 0.000 0.010 0.013 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.208 2.500 0.000 0.011 0.014 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.250 3.000 0.000 0.012 0.014 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.292 3.500 0.000 0.014 0.016 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.333 4.000 0.000 0.015 0.024 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.375 4.500 0.200 0.016 0.046 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.316 0.332 0.417 5.000 0.400 0.017 0.095 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.895 0.912 0.458 5.500 0.600 0.Q18 0.175 0.018 0.000 0.000 0.000 0.000 0.000 0.000 1.644 1.662 0.500 6.000 0.800 0.Q18 0.184 0.018 0.000 0.000 0.000 0.000 0.000 0.000 2.531 2.550 0.542 6.500 1.000 0.019 0.192 0.019 0.000 0.000 0.000 0.000 0.000 0.000 3.537 3.557 0.583 7.000 1.200 0.020 0.200 0.020 0.000 0.000 0.000 0.000 0.000 0.000 4.650 4.670 0.625 7.500 1.400 0.021 0.207 0.021 0.000 0.000 0.000 0.000 0.000 0.000 5.860 5.880 0.667 8.000 1.600 0.021 0.215 0.021 0.000 0.000 0.000 0.000 0.000 0.000 7.159 7.181 0.708 8.500 1.800 0.022 0.222 0.022 0.000 0.000 0.000 0.000 0.000 0.000 8.543 8.565 0.750 9.000 2.000 0.023 0.228 0.023 0.000 0.000 0.000 0.000 0.000 0.000 10.005 10.028 0.792 9.500 2.200 0.024 0.235 0.024 0.000 0.000 0.000 0.000 0.000 0.000 11.543 11.566 0.833 10.000 2.400 0.024 0.241 0.024 0.000 0.000 0.000 0.000 0.000 0.000 13.152 13.176 Outlet structure for Discharge of Basin 6 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 2 Number of slots: 0 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.75 ft B 0.500 ft B: 0.25 ft Middle orifice 1" h,lot 0.167 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.500 ft Number of slots: 0 Invert: 1.33 ft Invert: 1.50 ft W: 12.00 ft *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. h,1ot 0.167 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (ds) (cfs) (cfs) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.000 0.003 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003 0.083 1.000 0.000 0.011 0.010 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.125 1.500 0.000 0.016 0.019 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.167 2.000 0.000 0.019 0.025 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.208 2.500 0.000 0.022 0.028 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 0.250 3.000 0.000 0.D25 0.028 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 0.292 3.500 0.000 0.027 0.031 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 0.333 4.000 0.000 0.029 0.047 0.029 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 0.375 4.500 0.000 0.031 0.093 0.031 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 0.417 5.000 0.000 0.033 0.191 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.458 5.500 0.000 0.D35 0.350 0.035 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 0.500 6.000 0.000 0.037 0.367 0.037 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037 0.542 6.500 0.500 0.038 0.384 0.038 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.038 0.583 7.000 1.000 0.040 0.399 0.040 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.040 0.625 7.500 1.500 0.041 0.415 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.667 8.000 2.000 0.043 0.429 0.043 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.043 0.708 8.500 2.500 0.044 0.443 0.044 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.044 0.750 9.000 3.000 0.046 0.457 0.046 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046 0.792 9.500 3.500 0.047 0.470 0.047 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.047 0.833 10.000 4.000 0.048 0.483 0.048 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.048 0.875 10.500 4.500 0.050 0.495 0.050 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.050 0.917 11.000 5.000 0.051 0.508 0.051 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.958 11.500 5.500 0.052 0.520 0.052 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.052 1.000 12.000 6.000 0.053 0.531 0.053 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.053 1.042 12.500 6.500 0.054 0.543 0.054 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.054 1.083 13.000 7.000 0.055 0.554 0.055 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 1.125 13.500 7.500 0.056 0.565 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.056 1.167 14.000 8.000 0.058 0.576 0.058 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.058 1.208 14.500 8.500 0.059 0.586 0.059 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.059 1.250 15.000 9.000 0.060 0.597 0.060 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.060 1.292 15.500 9.500 0.061 0.607 0.061 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.061 1.333 16.000 10.000 0.062 0.617 0.062 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.062 1.375 16.500 10.500 0.063 0.627 0.063 0.000 0.000 0.000 0.000 0.000 0.000 0.316 0.379 1.417 17.000 11.000 0.064 0.636 0.064 0.000 0.000 0.000 0.000 0.000 0.000 0.895 0.959 1.458 17.500 11.500 0.065 0.646 0.065 0.000 0.000 0.000 0.000 0.000 0.000 1.644 1.709 1.500 18.000 12.000 0.066 0.655 0.066 0.000 0.000 0.000 0.000 0.000 0.000 2.531 2.597 1.542 18.500 12.500 0.066 0.665 0.066 0.000 0.000 0.000 0.000 0.000 0.000 3.537 3.604 1.583 19.000 13.000 0.067 0.674 0.067 0.000 0.000 0.000 0.000 0.000 0.000 4.650 4.717 1.625 19.500 13.500 0.068 0.683 0.068 0.000 0.000 0.000 0.000 0.000 0.000 5.860 5.928 1.667 20.000 14.000 0.069 0.692 0.069 0.000 0.000 0.000 0.000 0.000 0.000 7.159 7.228 1.708 20.500 14.500 0.070 0.701 0.070 0.000 0.000 0.000 0.000 0.000 0.000 8.543 8.613 1.750 21.000 15.000 0.071 0.709 0.071 0.000 0.000 0.000 0.000 0.000 0.000 10.005 10.076 1.792 21.500 15.500 0.072 0.718 0.072 0.000 0.000 0.000 0.000 0.000 0.000 11.543 11.615 1.833 22.000 16.000 0.073 0.726 0.073 0.000 0.000 0.000 0.000 0.000 0.000 13.152 13.225 1.875 22.500 16.500 0.073 0.735 0.073 0.000 0.000 0.000 0.000 0.000 0.000 14.830 14.903 1.917 23.000 17.000 0.074 0.743 0.074 0.000 0.000 0.000 0.000 0.000 0.000 16.574 16.648 1.958 23.500 17.500 0.075 0.751 0.075 0.000 0.000 0.000 0.000 0.000 0.000 18.381 18.456 2.000 24.000 18.000 0.076 0.760 0.076 0.000 0.000 0.000 0.000 0.000 0.000 20.249 20.325 Stage-Area for Basin 1 Elevation (ft) Area (ft2) 0.00 4534 0.08 4599 0.17 4664 0.25 4730 0.33 4796 0.42 4862 0.50 4928 0.58 4995 0.67 5062 0.75 5129 0.83 5197 0.92 5264 1.00 5332 1.08 5401 1.17 5469 1.25 5538 1.33 5607 1.42 5676 1.50 5746 1.58 5816 1.67 5886 1.75 5956 1.83 6027 1.92 6098 2.00 6169 2.08 6241 2.17 6312 2.25 6384 2.33 6457 2.42 6529 2.50 6602 2.58 6602 2.67 6602 2.75 6602 2.83 6602 2.92 6602 3.00 6602 SUB SURFACE STORAGE BASIN 1 Elevation (ft) Area (ft2) -1.50 5a32 -2.50 5332 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0.000 381 767 1158 1555 1957 2365 2779 3198 3622 4053 4488 4930 5377 5830 6289 6753 7223 7699 8181 8668 9162 9661 10166 10678 11195 11718 12247 12782 13323 13870 14420 14970 15520 16071 16621 17171 Volume (ft") 3999.3 2133.0 6132.3 17171.0 23303.2 810PILTRATION (11 SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) I (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 13.05 in Stage-Area for Basin 2 Elevation (ft) Area (ft2) 0.00 2010 0.08 2058 0.17 2107 0.25 2156 0.33 2205 0.42 2253 0.50 2303 0.58 2352 0.67 2401 0.75 2450 0.83 2500 0.92 2550 1.00 2600 1.08 2649 1.17 2700 1.25 2750 1.33 2800 1.42 2850 1.50 2901 1.58 2952 1.67 3003 1.75 3053 1.83 3105 1.92 3156 2.00 3207 SUB SURFACE STORAGE BASIN 2 Elevation (ft) Area (ft2) -1.50 2010 -2.50 2010 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft3) 0 170 343 521 702 888 1078 1272 1470 1672 1878 2089 2303 2522 2745 2972 3203 3438 3678 3922 4170 4422 4679 4940 5205 Volume (ft3) 904.5 804.0 1708.5 5204.9 6913.4 IIOFILTRA110N 1:0 SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) l (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 9.98 in Stage-Area for Basin 3 Elevation (ft) Area (ft2) 0.00 3047 0.08 3084 0.17 3122 0.25 3160 0.33 3198 0.42 3236 0.50 3274 0.58 3312 0.67 3351 0.75 3390 0.83 3429 0.92 3468 1.00 3507 1.08 3547 1.17 3587 1.25 3626 1.33 3666 1.42 3707 1.50 3747 1.58 3788 1.67 3828 1.75 3869 1.83 3910 1.92 3952 2.00 3993 SUB SURFACE STORAGE BASIN 3 Elevation (ft) Area (ft2) -1.50 3047 -2.50 3047 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 255 514 776 1041 1309 1580 1854 2132 2413 2697 2984 3275 3569 3866 4167 4471 4778 5088 5402 5720 6040 6365 6692 7023 Volume (ft3) 1371.2 1218.8 2590.0 7023.1 9613.1 IIOPILTRATION (1) SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) l (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ pu rposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 9.50 in Stage-Area for Basin 4 Elevation (ft) Area (ft2) 0.00 201 0.08 210 0.17 219 0.25 228 0.33 238 0.42 249 0.50 260 0.58 271 0.67 282 0.75 294 0.83 307 0.92 320 1.00 333 1.08 347 1.17 361 1.25 376 1.33 391 SUB SURFACE STORAGE BASIN 4 Elevation (ft) Area (ft') -1.50 201 -2.50 201 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 17 35 54 73 93 114 137 160 184 209 235 262 290 320 351 383 Volume (ft") 90.5 80.4 170.9 382.6 553.4 ltOFILTRAllON (1) SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) I (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 6.84 in Stage-Area for Basin 5 Elevation (ft) Area (ft2) 0.00 184 0.08 195 0.17 206 0.25 219 0.33 232 0.42 247 0.50 263 0.58 280 0.67 297 0.75 316 0.83 336 0.92 357 1.00 379 1.08 402 1.17 426 1.25 451 1.33 477 SUB SURFACE STORAGE BASIN 5 Elevation (ft) Area (ft2) -1.50 184 -2.50 184 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 16 32 so 69 89 110 133 157 182 210 238 269 302 336 373 411 Volume (ft3) 82.8 73.6 156.4 411.2 567.6 IIOFILTRA110N (1) SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) l (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 7.18 in Stage-Area for Basin 6 Elevation (ft) Area (ft2) 0.00 481 0.08 486 0.17 507 0.25 539 0.33 580 0.42 628 0.50 679 0.58 733 0.67 788 0.75 843 0.83 897 0.92 951 1.00 1003 1.08 1054 1.17 1104 1.25 1153 1.33 1201 1.42 1249 1.50 1297 1.58 1346 1.67 1395 1.75 1445 1.83 1496 1.92 1547 2.00 1599 2.08 1651 2.17 1701 2.25 1749 2.33 1792 2.42 1830 2.50 1858 SUB SURFACE STORAGE BASIN 6 Elevation (ft) Area (ft') -1.50 481 -2.50 481 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft3) 0 40 82 125 172 222 277 335 399 467 539 616 698 783 873 967 1065 1167 1273 1384 1498 1616 1739 1865 1996 2132 2271 2415 2563 2714 2867 Volume (ft3) 216.5 192.4 408.9 2867.3 3276.1 IIOFILTltATION (11 SURFACE DISCHARGE (2) EMERGENCY WEIR (3) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (tt3) I (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) (3): This elevation corresponds to the top of the riser elevation. !Effective Depth: 6.90 in ATTACHMENT 5 Pre & Post-Developed Maps, Project Plan and Detention Section Sketches !~------------------- c 0 :.;::; "'O C 0 u c,, C :.;::; V) ·x w < "'O ::, ..., (/) Q) c,, 0 C ·o I... 9-V) +-' I... 0 0.. Q) 5 Q') co ~ V) +-' 0 _J Q') 0 / "'O 0 u <( / CL w :::e <( z w _J G: lJ') 0 N -........ 8 <( 0 f-0 _J CL lJ') 0 N -........ 8 <( 0 I I I IP. I I I I I -- -=-T --~ V _,, -.:: / -..c ~ I ---IP.------- '1 I I V9 IP. I I I I I I l I T~~ -=----=---......, -------/=-.,,,,.,...,....___ IE J - DWG No. 415-91 ---POC ' / IE= 464.0 □ Q100= PER AS-BUil T ··. LEGEND DWG NO. 415-91 " , NODE ELEV. EL=1000.0 ~ !'j ! /1 /2/' /',.:II f I / / f I I I I I 1,/; --. I J ' /! I I 1 ; SCALE: 1" = 80' ~ Civil Engineering. Environmental NODE NUMBER BASIN~SUB-BASIN # 3.01.5 Consultants, Inc. 2442 Second Avenue Son Diego, CA 92101 (619)2.32-9200 (619)2.32-9210 Fox PROPERTY BOUNDARY NODE # PRE-DEVELOPED CONDITION HIGH-TECH CARLSBAD, CALIFORNIA • c,, ~ -0 -~ .c X w <( ::::. 0 / Q. i ~ (() ..., l-o a. (I) ~ 0) (() ..., 0 ...J ~ 0) 0 / -0 0 0 5- Q. <D 0 N '--0 z. N LEGEND: ■----■ Consultants, Inc. I It f I ; f f : -----I I t IDMA61 t IDMA 11 t 11 lljl 11 11 I I .... S::) /'--/ .. ~ / I I I -------' I -----1----------------L ... ~ j IDMA 21 J I I I I OMA BOUNDARY SURFACE FLOW DIRECTION CONCENTRATED RUNOFF FLOW BASIN 4 (BMP 4) Civil Engineering• Environmental 2442 Second Avenue Son Diego, CA 92101 (619)232 -9200 (619)232-9210 Fax J DRAINAGE MANAGEMENT AREAS TABLE: OMA TOTAL AREA IMPERVIOUS PERVIOUS SOIL DRAINS (ACRES) (ACRES) (ACRES) TYPE TO 1 4.00 2.93 1.07 D BASIN 1 2 1.20 1.05 0.15 D BASIN 2 3 2.08 1.65 0.43 D BASIN 3 4 0.31 0.15 0.16 D BASIN 4 5 0.28 0.14 0.14 D BASIN 5 6 0.68 0.56 0.12 D BASIN 6 ST-1 0.49 -0.49 D BYPASS ST-2 0.03 -0.03 D BYPASS ST-3 0.06 -0.06 D BYPASS ST-4 0.21 -0.21 D BYPASS I I I I I I I I I I I I ' I I ~ ··. I .&"'"', ' " 7 ) SCALE: 1" = 80' ' / ~ // PROPOSED DRAINAGE MANAGEMENT AREAS HIGH-TECH CARLSBAD, CALIFORNIA GRA I-fl LA YER EXIST. GROUND RISER OUTlET STRUCTVRE 18" AMENDED SOIL MIN. INFIL TRA noN RATE 5"/HR. BASIN TOP ELEV BASIN INl-fRT ---BOTTOM OF AMENDED SOIL ---LID INl-fRT-BOTTOM OF GRA I-fl BIORETENllON AREA BIOFIL TRA TION AREA CROSS SECTION NOT TO SCALE BMP H(FT) Hmax (FT) Hg (FT) LID (INCHES) Ag (FTA2) Abot (FTA2) 1 2.33 3.00 1.00 1.75 4534 4534 2 1.25 2.00 1.00 2.00 2010 2010 3 1.25 2.00 1.00 2.00 3047 3047 4 0.83 1.33 1.00 1.00 201 201 5 0.83 1.33 1.00 1.00 184 184 6 1.83 2.50 1.00 1.00 481 481 RISER WALL u· .. 6-c Ll <I RESTRICTOR PLATE FRENCH DRAIN 6" ~ORIFICE GRAVEL STORAGE LAYER 2 L1 Ll <I· LID ORIFICE DETAIL NOT TO SCALE I• Btot = BOX DIMENSION .. , {ORIRCE NUMBERS AND ELEV. PER TABLE ATTACHED. All ORIFICES TO BE UNIFORMIL Y DISTRIBUTED ALONG All FACES OF RISER STRUCTURE.) SURFACE ORIFICE I O O INVERT ELEV Htop BIO-RETENTION OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE SURFACE ORIFICE SPILLWAY BASIN #-DIAM ELEV (FT) Btot ( FT) Htop ( FT) 1 2-1 1.00 12.0 2.33 4 1-1 0.50 12.0 0.83 5 1-1 0.50 12.0 0.83 6 2-1 0.50 12.0 1.83 (OR/ACE NUMBERS AND ELEV. PER TABLE ATTACHED. ALL OR/ACES TO BE UNIFORMIL Y DISTRIBUTED ALONG ALL FACES OF RISER STRUCTURE.) ~ Btot = BOX DIMENSION ~ Htop I• Bs •I J_ SLOT I I Hs INVERT ELEV --r-----1-----T BIO-RETENTION OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE BASIN SLOT SPILLWAY Bs {IN) Hs (IN) ELEV (FT) Btot (FT) Htop (FT) 2 12 2.0 0.75 12.0 1.25 3 12 2.0 0.75 12.0 1.25 ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) [TITLE] [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT START DATE --REPORT START TIME END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP ALLOW PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING STEP MIN SURFAREA NORMAL FLOW LIMITED SKIP STEADY STATE FORCE_MAIN_EQUATION LINK OFFSETS MIN SLOPE [EVAPORATION] CFS GREEN AMPT KINWAVE 08/28/1951 00:00:00 08/28/1951 00:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH NO H-W DEPTH 0 ;;Type Parameters ··--------------------,, PRE_DEV MONTHLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 0.286 0.217 0.14 0.067 0.041 DRY ONLY NO [RAINGAGES J ; ;Name Rain Type ··-----------------------'' Time Snow Data Intrvl Catch Source OCEANSIDE [SUBCATCHMENTS] INTENSITY 1:00 1.0 TIMESERIES OCEANSIDE ; ;Name ··--------------'' OMA-la DMA-2a OMA-lb DMA-2b [SUBAREAS] ;;Subcatchment ,,-------------- OMA-la DMA-2a OMA-lb DMA-2b [INFILTRATION] ;;Subcatchment ··--------------'' OMA-la DMA-2a OMA-lb DMA-2b [OUTFALLS] ,, ; ;Name ··--------------'' Total Raingage Outlet Area ---------------------------------------- OCEANSIDE POC-1 3.83 OCEANSIDE POC-2 4. 724 OCEANSIDE POC-1 0.347 OCEANSIDE POC-2 0.405 N-Imperv N-Perv S-Imperv S-Perv ---------------------------------------- 0.012 0.15 0.05 0.1 0.012 0.15 0.05 0.1 0.012 0.15 0.05 0.1 0.012 0.15 0.05 0.1 Suction HydCon IMDmax ------------------------------ 9 0.01875 0.33 9 0.01875 0.33 9 0.01875 0.33 9 0.01875 0.33 Invert Outfall Stage/Table Tide Elev. Type Time Series Gate ------------------------------------ Pent. Pent. Curb Imperv Width Slope Length -------------------------------- 0 278 3 0 0 514 3 0 0 296 50 0 0 441 50 0 PctZero Route To PctRouted 25 25 25 25 OUTLET OUTLET OUTLET OUTLET Snow Pack -------- POC-1 POC-2 [TIME SERIES] 0 0 FREE FREE ;;Name Date Time Value ··--------------------------------------------,, OCEANSIDE FILE "OsideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ··--------------------------------------------------,, POC-1 2235.772 2571.138 POC-2 5593.220 2711.864 [VERTICES] ; ;Link [Polygons] ;;Subcatchment ··--------------,, OMA-la OMA-la DMA-2a OMA-lb DMA-2b [SYMBOLS] X-Coord X-Coord 1726.695 1726.695 4819.915 3040.254 6737.288 Y-Coord Y-Coord 6271.186 6271.186 6122.881 6271.186 6197.034 ;;Gage X-Coord Y-Coord ··--------------------------------------------------,, OCEANSIDE 4331.502 7545.788 PRE_DEV NO NO [TITLE] [OPTIONS] FLOW UNITS CFS INFILTRATION GREEN AMPT FLOW ROUTING KINWAVE START DATE 08/28/1951 START TIME 00:00:00 REPORT START DATE 08/28/1951 REPORT START TIME 00:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ;;Type Parameters ··--------------------,, POST_DEV MONTHLY DRY ONLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 0.286 0.217 0.14 NO [RAINGAGES] , , Rain Time Snow Data ; ;Name Type Intrvl Catch Source ··---------------------------------, , OCEANSIDE INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE [SUBCATCHMENTS] , , Total Pent. Pent. ; ;Name Raingage Outlet Area Imperv Width Slope 0.067 0.041 Curb Length ··--------------------------------------------------------------------------------------, , DMA-1 OCEANSIDE BR-1 3.898 75.07 164 1 0 BR-1 OCEANSIDE DIV-1 0.104086 0 10 0 0 DMA-2 OCEANSIDE BR-2 1.155 90.99 274 1 0 BR-2 OCEANSIDE DIV-2 0.046143 0 10 0 0 DMA-3 OCEANSIDE BR-3 2.006 82.32 278 2 0 BR-3 OCEANSIDE DIV-3 0.069949 0 10 0 0 DMA-4 OCEANSIDE BR-4 0.302 51. 77 96 5 0 BR-4 OCEANSIDE DIV-4 0.004614 0 10 0 0 DMA-5 OCEANSIDE BR-5 0.273 50.82 88 4 0 BR-5 OCEANSIDE DIV-5 0.004224 0 10 0 0 DMA-6 OCEANSIDE BR-6 0.011042 84.59 268 1 0 BR-6 OCEANSIDE DIV-6 0.011042 0 10 0 0 ST-1 OCEANSIDE POC-1 0.462 0 57 50 0 ST-2 OCEANSIDE POC-1 0.029 0 12 50 0 ST-3 OCEANSIDE POC-2 0.063 0 12 50 0 ST-4 OCEANSIDE POC-2 0.210 0 25 50 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv Pctzero RouteTo PctRouted ,;------------------------------------------------------------------------------------ DMA-1 0.012 0.15 0.05 0.1 25 OUTLET BR-1 0.012 0.15 0.05 0.1 25 OUTLET DMA-2 0.012 0.15 0.05 0.1 25 OUTLET BR-2 0.012 0.15 0.05 0.1 25 OUTLET DMA-3 0.012 0.15 0.05 0.1 25 OUTLET Snow Pack -------- POST_ DEV BR-3 0.012 0.15 0.05 0.1 25 OUTLET DMA-4 0.012 0.15 0.05 0.1 25 OUTLET BR-4 0.012 0.15 0.05 0.1 25 OUTLET DMA-5 0.012 0.15 0.05 0.1 25 OUTLET BR-5 0.012 0.15 0.05 0.1 25 OUTLET DMA-6 0.012 0.15 0.05 0.1 25 OUTLET BR-6 0.012 0.15 0.05 0.1 25 OUTLET ST-1 0.012 0.15 0.05 0.1 25 OUTLET ST-2 0.012 0.15 0.05 0.1 25 OUTLET ST-3 0.012 0.15 0.05 0.1 25 OUTLET ST-4 0.012 0.15 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction HydCon IMDmax ,,-------------------------------------------- DMA-1 9 0.01875 0.33 BR-1 9 0.01875 0.33 DMA-2 9 0.01875 0.33 BR-2 9 0.01875 0.33 DMA-3 9 0.01875 0.33 BR-3 9 0.01875 0.33 DMA-4 9 0.01875 0.33 BR-4 9 0.01875 0.33 DMA-5 9 0.01875 0.33 BR-5 9 0.01875 0.33 DMA-6 9 0.01875 0.33 BR-6 9 0.01875 0.33 ST-1 9 0.01875 0.33 ST-2 9 0.01875 0.33 ST-3 9 0.01875 0.33 ST-4 9 0.01875 0.33 [LID_CONTROLS] , , Type/Layer Parameters ,,---------------------------------- BR-1 BC BR-1 SURFACE 13.05 0.05 0 0 5 BR-1 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-1 STORAGE 12 0.67 0.057 0 BR-1 DRAIN 0.2249 0.5 0 6 BR-2 BC BR-2 SURFACE 9.98 0.05 0 0 5 BR-2 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-2 STORAGE 12 0.67 0 0 BR-2 DRAIN 0.6626 0.5 0 6 BR-3 BC BR-3 SURFACE 9.50 0.05 0.1 1.0 5 BR-3 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-3 STORAGE 12 0.67 0.138 0 BR-3 DRAIN 0.4371 0.5 0 6 BR-4 BC BR-4 SURFACE 6.84 0.05 0.1 1.0 5 BR-4 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-4 STORAGE 12 0.67 0.057 0 BR-4 DRAIN 1. 6565 0.5 0 6 BR-5 BC BR-5 SURFACE 7.18 0.05 0.1 1.0 5 BR-5 SOIL 18 0.4 0.2 0.1 5 5 1. 5 BR-5 STORAGE 12 0.67 0.138 0 BR-5 DRAIN 1. 8096 0.5 0 6 BR-6 BC BR-6 SURFACE 6.90 0.05 0.1 1.0 5 BR-6 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-6 STORAGE 12 0.67 0.057 0 BR-6 DRAIN 0.6922 0.5 0 6 POST_DEV [LID USAGE] -;;Subcatchment LID Process Number Area Width InitSatur Fromimprv ToPerv Report File ··----------------------------------------------------------------------------------------------, , BR-1 BR-1 1 4534 0 BR-2 BR-2 1 2010 0 BR-3 BR-3 1 3047 0 BR-4 BR-4 1 201 0 BR-5 BR-5 1 184 0 BR-6 BR-6 1 481 0 [OUTFALLS] , , Invert Outfall Stage/Table ; ;Name Elev. Type Time Series ,,-------------------------------------------------- POC-1 0 FREE POC-2 0 FREE [DIVIDERS] , , Invert Diverted Divider ; ;Name Elev. Link Type ··--------------------------------------------------, , DIV-1 0 BYPASS-1 CUTOFF DIV-2 0 BYPASS-2 CUTOFF DIV-3 0 BYPASS-3 CUTOFF DIV-5 0 BYPASS-5 CUTOFF DIV-4 0 BYPASS-4 CUTOFF DIV-6 0 BYPASS-6 CUTOFF [STORAGE] ,, Invert ;;Name Elev. Max. Depth Init. Depth Storage Curve Infiltration Parameters 0 0 0 0 0 0 Tide Gate NO NO Parameters ---------- 0.07633 0.09847 0.09847 0.02582 0.02582 0.02582 Curve Params 0 0 0 0 0 0 100 0 100 0 100 0 100 0 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ponded Evap. Area Frac. ··------------------------------------------------------------------------,, BASIN-1 0 2 0 TABULAR BASIN-1 6602 1 BASIN-2 0 1. 25 0 TABULAR BASIN-2 3207 1 BASIN-3 0 1. 25 0 TABULAR BASIN-3 3993 1 BASIN-4 0 0.83 0 TABULAR BASIN-4 391 1 BASIN-5 0 0.83 0 TABULAR BASIN-5 477 1 BASIN-6 0 2 0 TABULAR BASIN-6 1858 1 [CONDUITS] , , Inlet Outlet Manning Inlet Outlet Init. Max. ; ;Name Node Node Length N Offset Offset Flow Flow ··-----------------------------------------------------------------------------------------------,, ----------- BYPASS-1 DIV-1 BASIN-1 10 0.01 0 0 0 0 BYPASS-2 DIV-2 BASIN-2 10 0.01 0 0 0 0 BYPASS-3 DIV-3 BASIN-3 10 0.01 0 0 0 0 BYPASS-4 DIV-4 BASIN-4 10 0.01 0 0 0 0 BYPASS-5 DIV-5 BASIN-5 10 0.01 0 0 0 0 BYPASS-6 DIV-6 BASIN-6 10 0.01 0 0 0 0 UDRAIN-1 DIV-1 POC-1 10 0.01 0 0 0 0 UDRAIN-2 DIV-2 POC-2 10 0.01 0 0 0 0 UDRAIN-3 DIV-3 POC-2 10 0.01 0 0 0 0 UDRAIN-4 DIV-4 POC-1 10 0.01 0 0 0 0 UDRAIN-5 0 UDRAIN-6 0 [OUTLETS] Flap ; ;Name Gate ··--------------'' 1 NO 2 NO 4 NO 3 NO 5 NO 6 NO [XSECTIONS] ; ;Link ,,-------------- BYPASS-1 BYPASS-2 BYPASS-3 BYPASS-4 BYPASS-5 BYPASS-6 UDRAIN-1 UDRAIN-2 UDRAIN-3 UDRAIN-4 UDRAIN-5 UDRAIN-6 [LOSSES] ; ;Link ··--------------'' [CURVES] ; ;Name ··--------------'' OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 OUTLET-1 DIV-5 DIV-6 Inlet Node POC-2 POC-1 Outlet Node POST_DEV 10 10 Outflow Height 0.01 0.01 Outlet Type 0 0 --------------------------------------------------------- BASIN-1 POC-1 0 TABULAR/HEAD BASIN-2 POC-2 0 TABULAR/HEAD BASIN-4 POC-1 0 TABULAR/HEAD BASIN-3 POC-2 0 TABULAR/HEAD BASIN-5 POC-2 0 TABULAR/HEAD BASIN-6 POC-1 0 TABULAR/HEAD Shape Geoml Geom2 Geom3 Geom4 0 0 Qcoeff/ QTable ---------------- OUTLET-1 OUTLET-2 OUTLET-4 OUTLET-3 OUTLET-5 OUTLET-6 Barrels -------------------------------------------------------------------- DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 DUMMY 0 0 0 0 1 Inlet Outlet Average Flap Gate ---------------------------------------- Type X-Value Y-Value ------------------------------ Rating 0.000 0.000 0.042 0.003 0.083 0.010 0.125 0.016 0.167 0.019 0.208 0.022 0.250 0.025 0 .292 0.027 0.333 0.029 0.375 0.031 0.417 0.033 0.458 0.035 0.500 0.037 0.542 0.038 0.583 0.040 0.625 0.041 0.667 0.043 0.708 0.044 0. 750 0.046 0.792 0.047 0.833 0.048 0.875 0.050 0.917 0.051 0 0 Qexpon --------- POST_DEV OUTLET-1 0.958 0.052 OUTLET-1 1. 000 0.053 OUTLET-1 1.042 0.054 OUTLET-1 1. 083 0.055 OUTLET-1 1.125 0.056 OUTLET-1 1.167 0.058 OUTLET-1 1. 208 0.059 OUTLET-1 1. 250 0.060 OUTLET-1 1. 292 0.061 OUTLET-1 1.333 0.062 OUTLET-1 1. 375 0.379 OUTLET-1 1. 417 0.959 OUTLET-1 1. 458 1. 709 OUTLET-1 1. 500 2.597 OUTLET-1 1. 542 3.604 OUTLET-1 1. 583 4. 717 OUTLET-1 1. 625 5.928 OUTLET-1 1. 667 7.228 OUTLET-1 1. 708 8.613 OUTLET-1 1. 750 10.076 OUTLET-1 1. 792 11. 615 OUTLET-1 1. 833 13.225 OUTLET-1 1. 875 14.903 OUTLET-1 1. 917 16.648 OUTLET-1 1.958 18.456 OUTLET-1 2.000 20.325 OUTLET-2 Rating 0.000 0.000 OUTLET-2 0.042 0.026 OUTLET-2 0.083 0.075 OUTLET-2 0.125 0.137 OUTLET-2 0.167 0 .211 OUTLET-2 0.208 0.288 OUTLET-2 0.250 0.333 OUTLET-2 0. 292 0 .372 OUTLET-2 0.333 0.408 OUTLET-2 0. 37 5 0.441 OUTLET-2 0.417 0. 471 OUTLET-2 0.458 0.500 OUTLET-2 0.500 0.527 OUTLET-2 0.542 0.869 OUTLET-2 0.583 1. 472 OUTLET-2 0.625 2.244 OUTLET-2 0.667 3.154 OUTLET-2 0.708 4.182 OUTLET-2 0.750 5.316 OUTLET-2 0.792 6.546 OUTLET-2 0.833 7.866 OUTLET-2 0.875 9.269 OUTLET-2 0.917 10.750 OUTLET-2 0.958 12.306 OUTLET-2 1. 000 13.933 OUTLET-2 1. 042 15.629 OUTLET-2 1. 083 17.390 OUTLET-2 1.125 19. 213 OUTLET-2 1.167 21. 098 OUTLET-2 1. 208 23.042 OUTLET-2 1. 250 25.043 OUTLET-3 Rating 0.000 0.000 OUTLET-3 0.042 0.026 OUTLET-3 0.083 0.075 OUTLET-3 0.125 0 .137 OUTLET-3 0.167 0.211 OUTLET-3 0.208 0.288 OUTLET-3 0.250 0.333 OUTLET-3 0 .292 0 .372 OUTLET-3 0.333 0.408 OUTLET-3 0.375 0.441 OUTLET-3 0.417 0.471 OUTLET-3 0.458 0.500 POST_DEV OUTLET-3 0.500 0.527 OUTLET-3 0.542 0.869 OUTLET-3 0.583 1. 472 OUTLET-3 0. 625 2.244 OUTLET-3 0.667 3.154 OUTLET-3 0. 708 4.182 OUTLET-3 0.750 5.316 OUTLET-3 0.792 6.546 OUTLET-3 0.833 7.866 OUTLET-3 0.875 9 .269 OUTLET-3 0.917 10.750 OUTLET-3 0.958 12.306 OUTLET-3 1.000 13.933 OUTLET-3 1.042 15.629 OUTLET-3 1. 083 17.390 OUTLET-3 1.125 19.213 OUTLET-3 1.167 21. 098 OUTLET-3 1. 208 23.042 OUTLET-3 1. 250 25.043 OUTLET-4 Rating 0.000 0.000 OUTLET-4 0.042 0.002 OUTLET-4 0.083 0.005 OUTLET-4 0.125 0.008 OUTLET-4 0.167 0.010 OUTLET-4 0.208 0 .011 OUTLET-4 0.250 0.012 OUTLET-4 0. 292 0.014 OUTLET-4 0.333 0.015 OUTLET-4 0.375 0.332 OUTLET-4 0.417 0.911 OUTLET-4 0.458 1. 662 OUTLET-4 0.500 2.549 OUTLET-4 0.542 3.557 OUTLET-4 0.583 4.670 OUTLET-4 0.625 5.880 OUTLET-4 0.667 7.181 OUTLET-4 0.708 8.565 OUTLET-4 0.750 10.028 OUTLET-4 0.792 11. 566 OUTLET-4 0.833 13.176 OUTLET-5 Rating 0.000 0.000 OUTLET-5 0.042 0.002 OUTLET-5 0.083 0.005 OUTLET-5 0.125 0.008 OUTLET-5 0.167 0.010 OUTLET-5 0.208 0.011 OUTLET-5 0.250 0.012 OUTLET-5 0.292 0.014 OUTLET-5 0.333 0.015 OUTLET-5 0.375 0.332 OUTLET-5 0.417 0.912 OUTLET-5 0.458 1.662 OUTLET-5 0.500 2.550 OUTLET-5 0.542 3.557 OUTLET-5 0.583 4.670 OUTLET-5 0. 625 5.880 OUTLET-5 0.667 7.181 OUTLET-5 0.708 8.565 OUTLET-5 0.750 10.028 OUTLET-5 0.792 11.566 OUTLET-5 0.833 13.176 OUTLET-6 Rating 0.000 0.000 OUTLET-6 0.042 0.003 OUTLET-6 0.083 0.010 OUTLET-6 0.125 0.016 OUTLET-6 0.167 0.019 OUTLET-6 0.208 0.022 OUTLET-6 0.250 0.025 POST_DEV OUTLET-6 0 .292 0.027 OUTLET-6 0.333 0.029 OUTLET-6 0.375 0.031 OUTLET-6 0.417 0.033 OUTLET-6 0.458 0.035 OUTLET-6 0.500 0.037 OUTLET-6 0.542 0.038 OUTLET-6 0.583 0.040 OUTLET-6 0.625 0.041 OUTLET-6 0.667 0.043 OUTLET-6 0.708 0.044 OUTLET-6 0.750 0.046 OUTLET-6 0.792 0.047 OUTLET-6 0.833 0.048 OUTLET-6 0.875 0.050 OUTLET-6 0.917 0.051 OUTLET-6 0.958 0.052 OUTLET-6 1. 000 0.053 OUTLET-6 1.042 0.054 OUTLET-6 1. 083 0.055 OUTLET-6 1.125 0.056 OUTLET-6 1.167 0.058 OUTLET-6 1. 208 0.059 OUTLET-6 1. 250 0.060 OUTLET-6 1. 292 0.061 OUTLET-6 1. 333 0.062 OUTLET-6 1. 375 0.379 OUTLET-6 1. 417 0.959 OUTLET-6 1. 458 1. 709 OUTLET-6 1. 500 2.597 OUTLET-6 1.542 3.604 OUTLET-6 1. 583 4. 717 OUTLET-6 1. 625 5.928 OUTLET-6 1. 667 7.228 OUTLET-6 1. 708 8. 613 OUTLET-6 1. 750 10.076 OUTLET-6 1. 792 11. 615 OUTLET-6 1. 833 13.225 OUTLET-6 1. 87 5 14.903 OUTLET-6 1. 917 16.648 OUTLET-6 1.958 18.456 OUTLET-6 2.000 20.325 BASIN-1 Storage 0.00 5332 BASIN-1 0.08 5401 BASIN-1 0.17 5469 BASIN-1 0.25 5538 BASIN-1 0.33 5607 BASIN-1 0.42 5676 BASIN-1 0.50 5746 BASIN-1 0.58 5816 BASIN-1 0. 67 5886 BASIN-1 0.75 5956 BASIN-1 0.83 6027 BASIN-1 0.92 6098 BASIN-1 1.00 6169 BASIN-1 1.08 6241 BASIN-1 1.17 6312 BASIN-1 1. 25 6384 BASIN-1 1. 33 6457 BASIN-1 1. 42 6529 BASIN-1 1.50 6602 BASIN-1 1. 58 6602 BASIN-1 1. 67 6602 BASIN-1 1. 75 6602 BASIN-1 1. 83 6602 BASIN-1 1. 92 6602 BASIN-1 2.00 6602 BASIN-2 Storage 0.00 2450 BASIN-2 0.08 2500 POST_DEV BASIN-2 0.17 2550 BASIN-2 0.25 2600 BASIN-2 0.33 2649 BASIN-2 0.42 2700 BASIN-2 0.50 2750 BASIN-2 0.58 2800 BASIN-2 0.67 2850 BASIN-2 0.75 2901 BASIN-2 0.83 2952 BASIN-2 0.92 3003 BASIN-2 1.00 3053 BASIN-2 1.08 3105 BASIN-2 1. 17 3156 BASIN-2 1. 25 3207 BASIN-3 Storage 0.00 3390 BASIN-3 0.08 3429 BASIN-3 0.17 3468 BASIN-3 0.25 3507 BASIN-3 0.33 3547 BASIN-3 0.42 3587 BASIN-3 0.50 3626 BASIN-3 0.58 3666 BASIN-3 0.67 3707 BASIN-3 0.75 3747 BASIN-3 0.83 3788 BASIN-3 0.92 3828 BASIN-3 1.00 3869 BASIN-3 1.08 3910 BASIN-3 1. 17 3952 BASIN-3 1. 25 3993 BASIN-4 Storage 0.00 260 BASIN-4 0.08 271 BASIN-4 0.17 282 BASIN-4 0.25 294 BASIN-4 0.33 307 BASIN-4 0.42 320 BASIN-4 0.50 333 BASIN-4 0.58 347 BASIN-4 0. 67 361 BASIN-4 0.75 376 BASIN-4 0.83 391 BASIN-5 Storage 0.00 263 BASIN-5 0.08 280 BASIN-5 0.17 297 BASIN-5 0.25 316 BASIN-5 0.33 336 BASIN-5 0.42 357 BASIN-5 0.50 379 BASIN-5 0.58 402 BASIN-5 0. 67 426 BASIN-5 0.75 451 BASIN-5 0.83 477 BASIN-6 Storage 0.00 679 BASIN-6 0.08 733 BASIN-6 0.17 788 BASIN-6 0.25 843 BASIN-6 0.33 897 BASIN-6 0.42 951 BASIN-6 0.50 1003 BASIN-6 0.58 1054 BASIN-6 0. 67 1104 BASIN-6 0.75 1153 BASIN-6 0.83 1201 BASIN-6 0.92 1249 BASIN-6 1.00 1297 BASIN-6 1.08 1346 BASIN-6 1. 17 1395 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 BASIN-6 [TIMESERIES] ; ;Name ;,-------------- Date POST_DEV 1. 25 1445 1. 33 1496 1. 42 1547 1. 50 1599 1. 58 1651 1. 67 1701 1. 75 1749 1. 83 1792 1. 92 1830 2.00 1858 Time Value OCEANSIDE FILE "OsideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -1761.648 2633.657 9397.248 7543.070 Units None [COORDINATES] ; ;Node ,,-------------- POC-1 POC-2 DIV-1 DIV-2 DIV-3 DIV-5 DIV-4 DIV-6 BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 [VERTICES] ; ;Link ,,-------------- [Polygons] ;;Subcatchment ;,-------------- DMA-1 DMA-1 BR-1 DMA-2 BR-2 DMA-3 BR-3 DMA-4 BR-4 DMA-5 BR-5 DMA-6 BR-6 ST-1 ST-2 ST-3 ST-4 X-Coord Y-Coord ------------------------------------ 676.909 2962.278 7024.606 2856.812 676.909 5012.261 3856.279 4838.250 6550.012 4827.696 7631.032 4906.795 1906.679 5056.298 2932.784 2959.195 -1241. 242 5012.261 3439.424 4023.779 4928.482 4827.696 2618.539 4581. 724 8890.025 4906.795 2932.784 3824.971 X-Coord Y-Coord X-Coord Y-Coord ------------------------------------ 683.501 6653.566 683.501 6653.566 676.909 5842.801 3824.213 6819.916 3837.039 5511. 632 6404.997 6726.073 6477.505 5579.137 1900.266 6691.653 1906.679 5800.224 7571. 708 6824.947 7617.849 5651. 645 4080.740 2279.400 3439.424 2696.255 -1254.425 4063.072 -1267.835 3055.392 6022.685 2856.812 8758.193 2916.136 POST_DEV [SYMBOLS] ;;Gage X-Coord Y-Coord ··--------------------------------------------------,, OCEANSIDE 4279.661 7319.915 ATTACHMENT 7 EPA SWMM FIGURES AND EXPLANATIONS Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both pre-development and post-development conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weir as a discharge, and outfalls (point of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model, typical values found in technical literature (such as Maidment's Handbook of Hydrology). Recommended values for the SWMM model have been attained from the Model BMP Design Manual San Diego Region. Soil characteristics of the existing soils were determined from the NRCS Web Soil Survey (located in Attachment 8 of this report). Some values incorporated within the SWMM model have been determined from the professional experience of REC using conservative assumptions that have a tendency to increase the size of the needed BMP and also generate a long-term runoff as a percentage of rainfall similar to those measured in gage stations in Southern California by the USGS. A technical document prepared by Tory R Walker Engineering for the Cities of San Marcos, Oceanside and Vista (Reference [1]) can also be consulted for additional information regarding typical values for SWMM parameters. PRE-DEVELOPED CONDITION (,} SWMM 5 • PRE_OEV.inp • (Study Area M1pJ i=-1-@i...:....I .e:.i. fil• fdit ~il'W f.roj•ct R•port I ools Window tlolp £lle:l[!] ]I D~" •1~11 1 {] ?{J~eUlillil L ai' "' ~ a +~ ~s Data j Map I - r·H~otes 9 . .: mil L~OO!I!' 0 'v [r;::,_ 1· Slbcatchments ◊ 1·• .. Aq.ife,s = l:;;;:1 !-Snow Packs 1-· Unit HydrO!Japl ..... L. LID Conbols CJ' , .. Hyades ~ r!J · Qualq, ffi .. Cu,ves -e [ .. T ine Series © ] .... Tine Patte<ns . T 'I "' J ' ,_ + -,Ii • .. ~i Rain Gages ~ 1111■!41~111) Auto-Le,¢ Off ·I Offsets: Depth Rain Gage OCEANSIDE Property Value Name !OCEANSIDE ' X-Coordinate 4331 .502 Y-Coordinate 7545.788 Description t Tag Rain Format Time Interval Snow Catch Factor Data Source · File Name • Station ID · Rain Units INTENSITY 1:00 1.0 TIMES ERIES IN User-assigned name of rain gage OCEANSIDE ■ OMA DMA-1b DMA-2a DMA-2b 1111 • " • : .. '. ·•.poc-2 POC-1 ,. • ·I Flow Units: CFS • li11 Zoan Level: 10W. I X.Y: 7426.740. 11XOJ.DDD [i] Outfall POC-1 ii] Property Value Name jPOC-1 , ........ X-Coordinate 2235.772 Y-Coordinate 2571 .138 Description Tag Inflows NO Treatment NO Invert El. 0 Tide Gate NO Type FREE Series Name User-assigned name of outfall I Subcatchment DMA-l a ii] Proper!}' !Value I Name !OMA-la i ; ....... , ......... X-Coordinate 1726.695 Y-Coordinate 6271 .186 Description Tag Rain Gage OCEANSIDE Outlet IPO C-1 Area 3.83 Width 278 % Slope 3 %Imperv 0 N-lmperv 0.01 2 N-Perv 0.15 D store-I mperv 0.05 111 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO f- Snow Pack LID Controls 0 Land Uses 0 111 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment I -- Infiltration Editor Infiltration Method ~EEN_AMn T] Proper!}' I value Suction Head \9 ' ............. 11 Conductivil}' 0.01 875 Initial Deficit 10.33 'I .I ' ' Subcatchment DMA-l b ii Propert}' !Value I Name !DMA-1b ! ' ......................... J X-Coordinate 3040.254 Y-Coordinate 6271 .186 Description Tag Rain Gage OCEANSIDE Outlet PO C-1 Area 0.347 Width 296 % Slope 50 % lmperv 0 N-lmperv 0.01 2 N-Perv 0.15 -D store-I mperv 0.05 -Dstore-Perv 0.1 %Zero-lmperv 25 - S ubarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT ,, -Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infi ltration Editor Infiltration Method I PropertJ Suction Head Conductivit}' Initial Deficit .,. I GREEN_AMPT T] !_val~ I l.~ ······························••. _, _ .... .J 0.01875 0.33 Outfall POC-2 ii] Subcatchment DMA-2a iii Property Value Name iPOC-2 X·Coordinate 5593.220 I Property lvalue -, I ' Name iDMA·2a .................. .! X-Coordinate f 4819.915 Y-Coordinate 2711.864 Y-Coordinate 6122.881 Description t Tag Description Tag Inflows NO Rain Gage loCEANSIDE Treatment NO Outlet POC-2 Invert El. 0 Area 4.724 1, Tide Gate NO Width 514 FREE % Slope 3 II II % lmperv 0 II -N-lmperv 0.012 II N-Perv 0.15 II D store-I mperv 0.05 t--Dstore-Perv 0.1 Series Name ¾Zero-lmperv 25 I User-assigned name of outfall S ubarea Routing OUTLET - Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial 8 uildup NONE -Curb Length 0 • User-assigned name of subcatchment I -,I Infiltration Editor Infiltration Method I GREEN_AMPT ~ Property I Value Suction Head j9 -_ ........ _ ·-..... Conductivity 0.01875 Initial D elicit 0.33 Subcatchment DMA-2b [iJ Property I Value I Name iDMA-2b ' ' l ............................ : X-Coordinate 6737.288 Y-Coordinate 6197.034 Description Tag Rain Gage OCEANSIDE - Outlet POC-2 - Area 0.405 I Width 441 % Slope 50 %Imperv 0 I N-lmperv 0.012 N-Perv 0.15 -D store-I mperv 0.05 Dstore-Perv 0.1 %:Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 I nfatr ation GREEN_AMPT Groundwater NO Snow Pack -LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment I. Infiltratio n Editor --- Infiltration Method [ GREEN_AMPT ,.-] Property I Value Suction Head \9 ! .......... _ .. _ ....... Conductivity 0.01875 Initial D elicit 0.33 ,. f-lM V-!,,o,orl._,.t_...,_.~ Dl:iilil. IIIIA ii '6'-illi.L :&ci'.. , a:+ ):(LI 0 ::,_"--ti -0 -V ---c..--0 :::: ... , Iii ............ --.,.,_ r, ..... = C> -.... 0 ,_ T s,,.....,u.., "';.... -... --·-· c--__ .... ,_ '---~~1 _.,._ ·---~ ,_ .... ,_,_ ---"' . "' . . --· • .. , • t,'r1"A$$1 ONt POST-DEVELOPED CONDITION ..... • ... • ... . ,..., • .. , • .. ... • I "'-' • ... • ... ... . ■ ,,,_.....,OIi • C.-°"""' • i.,.u,,o.(N •., :-i.--ke lC.YJIIIO!.tf4P Rain Gage OCEANSIDE Property Value Name !OCEANSIDE X-Coordinate 4279.661 Y-Coordinate 7319.915 Description Tag Rain Format INTENSITY Time Interval 1:00 Snow Catch Factor 1.0 Data Source TIME SERIES TIME SERIES· -File Name -Station ID -Rain Units IN User-assigned name of rain gage [i] .................. ! Outfall POC-1 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type Tidal Outfall [ Curve Name Time Series Outtall Value 1Poc-1 676.909 2962.278 NO NO 0 NO FREE ....................... Series Name Name of time series for a TIMESERIES boundary condition ( after specifing a time A~•;~A u~o O -~-.-1-, ol-.1--1;-1, •~ -.-1;, ;,1 i i Subcatchment DMA-1 [ii] Subcatchment DMA-4 [ii Property !Value Property I value I Name lDMA-1 = ........................... Name IDMA-4 i i . ........ _ ....................... X-Coordinate 683.501 X-Coordinate 1900.266 Y-Coordinate 6653.566 Y-Coordinate 6691.653 --Description + Tag Description t Tag -Rain Gage OCEANSIDE Rain Gage OCEANSIDE - Outlet BR-1 Outlet BR-4 11 Area 3.898 Area 0.302 Width 164 Width 96 % Slope 1 %Slope 5 -% lmperv 75.07 I % lmperv 51 .77 N-lmperv 0.01 2 N·lmperv 0.012 II N-Perv 0.15 N-Perv 0.15 -D store-I mperv 0.05 D store-I mperv 0.05 --Dstore-Perv 0.1 Dstore-Perv 0.1 %:Zero·lmperv 25 %:Zero-lmperv 25 S ubarea Routing OUTLET Subarea Routing OUTLET 1, Percent Routed 100 Percent Routed 100 II Infiltration GREEN_AMPT Infiltration GREEN_AMPT Groundwater NO Groundwater NO II ---- Snow Pack Snow Pack LID Controls 0 LID Controls 0 -Land Uses 0 Land Uses 0 -Initial 8 uildup NONE Initial 8 uildup NONE Curb Length 0 Curb Length 0 User-assigned name of subcatchment User-assigned name of subcatchment Infiltration Editor Infiltration Editor Infiltration Method [ GREEN_AMPT Infiltration Method [ GREEN_.ll.MPT ..,J Property !Value Property !Value Suction Head '[9 Suction Head 19 ................ .. ..1 : .................... __ .. _••··= .... ·••¢'"'"''""'''" .... • Conductivity 0.01875 Conductivity 0.01875 Initial D elicit 0.3 Initial D elicit 0.3 Subcatch ment BR-1 liJ Subcatchment BR-4 [i] Property !Value I Properly lva1ue Name !BR-1 I X-Coordinale i676.909 Name !BR-4 X-Coordinale 1906.679 Y-Coordinale 5842.801 Y-Coordinale 5800.224 - D escriplion D escriplion Tag Tag Rain Gage OCEANSIDE Rain Gage OCEANSIDE -Outlet DIV-1 ,, Outlet DIV-4 ~ - Area 0.104086 Area 0.004614 Width 10 Width 10 -% Slope 0 % Slope 0 %1mperv 0 % lmperv 0 --N~mperv 0.01 2 -II N-lmperv 0.01 2 -N-Perv 0.15 N-Perv 0.15 D store-I mperv 0.05 D store-I mperv 0.05 --- Dslore-Perv 0.1 D store-Perv 0.1 -- %Zero-lmperv 25 %Zero-lmperv 25 Subarea Routing OUTLE T S ubarea Routing OUTLET --Percent Routed 100 Percent Routed 100 Infiltration GREEN_AMPT Infiltration GREEN_AMPT ~ Groundwater NO Groundwater NO Snow Pack Snow Pack ~ LID Controls 1 LID Controls 1 Land Uses 0 Land Uses 0 -I nilial Buildup NONE Initial Buildup NONE Curb Length 0 Curb Length 0 User-assigned name of subcalchmenl User-assigned name of subcatchment ----- Infiltration Editor Infiltration Edrtor Infiltration lv1 elhod I GREEN_AMPT .J Infiltration lv1 ethod I GREEN .c..MPT ·] Property I value Properly I value Suction Head '!9 Suction Head ;is ' ' ' J n••••••••••••~•"'-••••--••uu, ,· ........ _ .... ,_ ..... ~- Conductivity 0.01875 Conductivity 0.01875 Initial D elicit 0.3 Initial Deficit 0.3 Subcatchment DMA-6 [i] Subcatchment BR-6 [ii] Property lvalue Property I Value Name !DMA-6 Name !BR-6 ; .. X-Coordinate 4080.740 X-Coordinate 3439.424 Y-Coordinate 2279.400 Y-Coordinate 2696.255 Description Description Tag Tag Rain Gage OCEANSIDE Rain Gage OCEANSIDE Outlet BR-6 Outlet DIV-6 Area 0.011042 Area 0.011042 Width 268 Width 10 -% Slope 1 % Slope 0 >- % lmperv 84.59 % lmperv 0 -N-lmperv 0.012 N-lmperv 0.01 2 N-Perv 0.15 N-Perv 0.15 D store-I mperv 0.05 Dstore-lmperv 0.05 Dstore-Perv 0.1 11 Dstore-Perv 0.1 -¾Zero-lmperv 25 ¾Zero-lmperv 25 Subarea Routing OUTLET S ubarea Routing OUTLET >- Percent Routed 100 Percent Routed 100 Infiltration GREEN_AMPT Infiltration GREEN_AMPT Groundwater NO Groundwater NO c-- Snow Pack Snow Pack 11 LID Controls 0 LID Controls 1 Land Uses 0 Land Uses 0 -Initial Buildup NONE Initial Buildup NONE Curb Length 0 Curb Length 0 User-assigned name of subcatchment User-assigned name of subcatchment ------------·-- Infiltration Editor Infiltration Edit or Infiltration Method [ GREEN_AMPT Tl Infiltration Method I GREEN_.t..MPT Tl Property !Value Property !Value Suction Head 19 Suction Head 19 : ·1 .. __ ..... _ ... _._ .... _ .. _ ... _ .... .,.,.., .... _ ...... _ ... ___ Conductivity 0.01875 Conductivity 0.01 875 Initial Defd 0.3 Initial D elicit 0.3 Subcatchment ST-1 Ii] Property !Value I Name iST-1 ' .. .J i. ..... X-Coordinate -1254.425 Y-Coordinate 4063.072 Description Tag Rain Gage OCEANSIDE Outlet POC-1 Area 0.462 Width 57 % Slope 50 . % lmperv 0 N-lmperv 0.012 N-Perv 0.15 D store-I mperv 0.05 --Dstore-Perv 0.1 %:Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 -Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit [ GREEN_AMPT 3 !Value \9 ]□.01875 0.3 Subcatchment ST-2 Ii] Property !Value I Name IST-2 ' ........................... ! X-Coordinate -1267.835 Y-Coordinate 3055.392 Description t Tag Rain Gage OCEANSIDE Outlet POC-1 Area 0.029 Width 12 % Slope 50 % lmperv 0 N-lmperv 0.012 N-Perv lo.15 D store-I mperv 0.05 I --Dstore-Perv 0.1 %:Zero-lmperv 25 -Subarea Routing OUTLET -Percent Routed 100 -Infiltration GREEN_AMPT Groundwater NO Snow Pack f- LID Controls 0 Land Uses 0 Initial Buildup NONE -Curb Length 0 User-assigned name of subcatchment Infilt ration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit I GREEN_,c..MPT !Value 1 :i9 -·· ,_ ····-.. ··················-········ 0.01875 0.3 Outfall POC-2 [ii] Subcatchment DMA-2 ii Property Value Property !value I Name \POC-2 Name !DMA-2 ...... ,_._j i ........ X-Coordinate 7024.606 X-Coordinate 3824.213 Y-Coordinate 2856.812 Y-Coordinate 6819.916 . Description t Tag Description -Tag Inflows NO Rain Gage OCEANSIDE Treatment NO Outlet BR-2 Invert El. 0 Area 1.155 Tide Gate NO Width 274 Type %Slope 1 %Imperv 90.99 N-lmperv 0.012 I N-Perv 0.15 D store-I mperv 0.05 Dstore-Perv 0.1 ~ --¾Zero-lmperv 25 Subarea Routing OUTLET User-assigned name of outfall ~ -Percent Routed 100 Infiltration GREEN_AMPT --Groundwater NO -- Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment - Infiltration Editor Infiltration Method [ GREEN_AMPT ~1 Property l value Suction Head i9 ! : L ··-·····= Conductivity 0.01875 Initial Deficit 0.3 Subcatch ment DMA:3 [ii] Subcat chment DMA-5 [i] Property !Value I Property l value I Name IDMA-3 i : ........................ , ................ ! Name IDMA-5 j 'I X-Coordinate 6404.997 X-Coordinate 7571.708 Y-Coordinate 6726.073 Y-Coordinate 6824.947 Description I >- Tag Description I I-t Tag --Rain Gage OCEANSIDE Rain Gage OCEANSIDE Outlet BR-3 Outlet BR-5 ~ . Area 2.006 Area 0.273 Width 278 Width 88 - % Slope 2 % Slope 4 I- % lmperv 82.32 %Imperv 50.82 N-lmperv 0.01 2 N-lmperv 0.012 N-Perv 0.15 N-Perv 0.15 -D store-I mperv 0.05 Dstore-I mperv 0.05 -II Dstore-Perv 0.1 Dstore-Perv 0.1 -¼Zero-lmperv 25 ¼Zero-lmperv 25 L- Subarea Routing OUTLET Subarea Routing OUTLET -Percent Routed 100 Percent Routed 100 C- Infiltration GREEN_AMPT Infiltration GREEN_AMPT -Groundwater NO Groundwater NO Snow Pack Snow Pack --LID Controls 0 LID Controls 0 '- Land Uses 0 Land Uses 0 -- Initial Buildup NONE Initial Buildup NONE Curb Length 0 Curb Length 0 User-assigned name of subcatchment User-assigned name of subcatchrnent Infiltration Editor Infiltration Editor lnfatration Method I GREEN_AMPT 3 Infiltration Method I GREEN_,o.MPT Tl Property I value Property !Value Suction Head 19 ··················-······-·' Suction Head :[~ ' ................................. _ .... J Conductivity 1·0:·01875 Conductivity 0.01875 Initial D elicit 0.3 Initial Deficit 0.3 Subcatchment BR-2_ ~ Property Value I Name BR-2 ......................... ! X-Coordinate 3837.039 Y-Coordinate 5511.632 Description Tag Rain Gage OCEANSIDE Outlet DIV-2 Area 0.046143 Width 10 % Slope 0 11 % lmperv 0 N-lmperv 0.012 N-Perv 0.15 D store-lmperv 0.05 Dstore-Perv 0.1 ¾Zero-lmperv 25 II II S ubarea Routing OUTLET Percent Routed 100 I nf~tr ation GREEN_AMPT Groundwater NO Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infi ltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit I GREEN_AMPT_~· l JValue j9 /":_·············-·-·····~······················-····· 0.01875 0.3 Subcatchment BR-3_ [i] Property I value I Name jBR-3 i 1 ..... , ............................................. X-Coordinate 6477.505 Y-Coordinate 5579.137 Description Tag Rain Gage OCEANSIDE Outlet 'DIV-3 Area 0.069949 -II Width 10 -% Slope 0 % lmperv 0 N-lmperv 0.012 I N-Perv 0.15 Dstore-I mperv 0.05 Dstore-Perv 0.1 ¾Zero-lmperv 25 ... Subarea Routing OUTLET -Percent Routed 100 Infiltration GREEN_AMPT ~ Groundwater NO Snow Pack LID Controls 1 ~ -Land Uses 0 -Initial Buildup NONE II -Curb Length 0 '- User-assigned name of subcatchment - Infiltration Edit or Infiltration Method Property Suction Head Conductivity Initial Deficit [ GREEN_AMPT l value l,9 .. ----, ·~ ........... _ ...... ...,. ........ _, 0.01875 0.3 Subcatchment BR-5 _ Iii Property !Value I Name !BR-5 ....... ~···········.1 X-Coordinate 7617.849 Y-Coordinate 5651.645 Description Tag Rain Gage OCEANSIDE Outlet DIV-5 Area 0.004224 Width 10 -% Slope 0 % lmperv 0 N-lmperv 0.01 2 N-Perv 0.15 Dstore·lmperv 0.05 -. Dstore·Perv 0.1 %Zero-lmperv 25 --Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT -Groundwater NO I! Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit -- I GREEN_AMPT I value l~~--·.••• .. ••····-···••.i 0.01 875 0.3 Subcatchment ST-3 _ ii I Property lvalue ] Name !ST-3 i '-: ....... ~·· X-Coordinate 6022.685 Y-Coordinate 2856.812 ~ Description Tag Rain Gage OCEANSIDE -Outlet POC-2 Area 0.063 Width 12 -% Slope 50 %Imperv 0 N-lmperv 0.01 2 N-Perv 0.15 Dstore-lmperv 0.05 Dstore-Perv 0.1 -%Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO 1----Snow Pack ~ LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infilt ration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit [ GREEN_AMPT .... J L.... ---- I Value :.;_s. ____ i ,_ -......... ,, ....... : 0.01875 0.3 - Subcatchment ST-4_ ii I Property Value . J Name ST-4 X-Coordinate 8758.193 Y-Coordinate 2916.136 Description t Tag Rain Gage OCEANSIDE Outlet POC-2 Area 0.210 Width 25 % Slope 50 ~ %1mperv 0 N-lmperv 0.01 2 N-Perv 0.15 -Dstore-1 mperv 0.05 Dstore-Perv 0.1 11 %Zero-lmperv 25 Subarea Routing OUTLET II Percent Routed 100 I nfiltr at ion GREEN_AMPT . -Groundwater NO -Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment 11 ~ -- I ,I Infiltration Editor Infiltration Method [ GREEN_AMPT ·] Property I value Suction Head 19 ' l Conductivity 0.01875 Initial Defd 0.3 II EXPLANATION OF SELECTED VARIABLES Sub-Catchment Areas: Please refer to the attached diagrams that indicate the DMA and Bio-Retention BMPs (BMPs) sub areas modeled within the project site at both the pre and post developed conditions draining to the POCs. Parameters for the pre-and post-developed models include soil type D as determined from the site specific Natural Resources Conservation Service (NRCS) geologic review (attached at the end of this appendix). Suction head, conductivity and initial deficit corresponds to average values expected for these soils types, according to sources consulted, professional experience, and approximate values obtained by the interim Orange County modeling approach. REC selected infiltration values, such that the percentage of total precipitation that becomes runoff, is realistic for the soil types and slightly smaller than measured values for Southern California watersheds. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. Sub-Catchment BMP: The area of bio-filtration must be equal to the area of the development tributary to the bioretention facility (area that drains into a biofiltration, equal external area plus bio-filtration itself). Five (5) decimal places were given regarding the areas of the bio-filtration to insure that the area used by the program for the LID subroutine corresponds exactly with this tributary. UD Usage Editor Control Name Number of Replicate Units C] LID Occupies Full S ubcatchment Area of Each Unit [sq ft or sq m) % of S ubcatchment Occupied Top Width of Overland Flow Surface of Each Unit [ft or m) % Initially Saturated % of Impervious Area Treated 4534 100.0 0 0 100 -I .... UD Usage. Editor Control Name Number of Replicate Units [J LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) % of S ubcatchment Occupied Top Width of Overland Flow Surface of Each Unit (ft or m) % Initially Saturated % of Impervious Area Treated 201 100.0 0 0 100 I -I LID Usage Editor LID Usage Editor Control Name mB ... Control Name mil ... j Number of Replicate Units 1 0 Number of Replicate Units 0 I 0 0 [Cl LID Occupies Full S ubcatchment Cl LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 2010 Area of Each Unit (sq ft or sq m) 3047 % of S ubcatchment Occupied 100.0 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) Surface of Each Unit (ft or m) % lnitiaDy Saturated 0 % Initially Saturated 0 I % of Impervious Area Treated I 100 % of Impervious Area Treated 100 I, -LID Usage Editor LID Usage Editor Control Name IDilE ... j Control Name Im ... . : I 0 1 0 Number of Replicate Units 0 Number of Replicate Units 0 Cl LID Occupies Full S ubcatchment Cl LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 184 Area of Each Unit (sq ft or sq m) 481 % of S ubcatchment Occupied 100.0 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) Surface of Each Unit (ft or m) % Initially Saturated 0 % Initially Saturated 0 % of Impervious Area Treated 100 % of Impervious Area Treated 100 --., UD Control Editor • -UD Control Editor Control Name: mm ! Control Name: mm 11 LID Type: [ Bio-Retention Cell ·] LID T_ype: [ Bio-Retention Cel ·] Process La_yeis: Process Layers: S1.1face I Soil I St01age I Underdrain I II Surface I Soil I Storage I Underdrain I St01age Depth 13.05 Thickness --- 18 [in. or mm) [in. or mm) 'I Vegetation Volume 0.05 P01osity 0.4 Fraction ! (volume fraction) --------S1.1face Roughness 0 Field Capacity 0.2 [Mannings n) (volume fraction) II S1.1face Slope 0 (percent) II Wilting Point 0.1 II (volume fraction) --Conductivity 5 [in/hr or mm/hr) Conductivity Slope 5 i I Suction Head 1.5 [in. or mm) -" UD Control Editor • UD Control Editor • Control Name: BR-1 Control Name: BR-1 LID Type: I Bio-Retention Cel ·I LID Type: [ Bio-Retention Cel ·] Process La,Ye1s: Process Layers: Surface I Soil !"Sioi·age"·il Underdrain I 1, ................... , Surface I Soil I Storage H .. ~.~r.c.t,~i,:iJI Height 12 II [in. 01 mm) II Drain Coefficient 0.2249 [in/hr or mm/hr) Void Ratio 0.67 (Voids / Solids} Drain Exponent 0.5 ----Conductivity 0.057 (in/hr or mm/hr) Drain Offset Hei!J",t 0 I (in. or mm) Clogging Factor 0 Note: use a Conductivity ot O if the LID Note: use a Drain Coefficient of O if the tr1~ has an impeimeable bottom. LID ...-.it has no underdrain. i LID Control Editor • LID Control Editor Control Nc?ime: mil Control N c?ime: mil I LID Type: [ Bio-Retention Cel ·I LID Type: I Bio-Retention Cell • I Process Lc?iyers: Process Lc?iYers: SU1face I Soil I Stor11ge I Underdrc?iin I Surfc?iCe I Soil I Storc?ige I Underdrc?liri j S tor 11ge Depth 6.84 Thickness 18 (in. or mm) (in. or mm) 'I Vegetc?ition Volume 0.05 Poros~y 0.4 Fraction (volt.me frc?iCtion) Surfc?iCe Roughness 0.1 (Mc?innings n) II Field Cc?ip.,city 0.2 (Voll.Ille frc?iCtion) Surfc?iCe Slope 1.0 Wilting Point 0.1 (percent) (volt.me frc?iCtion) 1, 1, Conductivity 5 fllllhr or mm/hr) Conductivity Slope 5 I Suction Hec?ld 1.5 I (in. or mm) ----~ -- LID Control Editor • LID Control Editor • Control N c?ime: mil ContJolNc?lme: mil LID Type: [ Bio-Retention Cel • I LID Type: I Bio-Retention Cel • I Process Lc?i_yers: Process Lc?iyers: Surfc?ice I Soil I Storage I Underdrainl Surfc?iCe I Soil I Storc?ige I Underdrain I Height 12 11, Drain Coefficient 1.6565 (in. or mm) (in/hi or mm/hr) Void Ratio 0.67 [Voids / Solid$) II Drain E l<pOnent 0.5 ---Conductivity 0.057 Drc?iin Offset Height 0 (in/hr or mm/hr l (in. or mm) Clogging Factor 0 II Note: use c?1 Conductivity of 0 l the LID Note: use c?I Drc?iin Coefficient o/ 0 if the unit MS c?in impermeable bottom. LID unit MS no underdr ain. 4 -,, - .m -LID Control Editor • I!!!!!!!!!!!!!! LID Control Editor • - Control Name: -Control Name: -I 11 LID Type: [ Bio-Retention Cell ·I LID Type: [ B io-R etenlion Cel ·] Process Layers: Process Layers: Surface I Soil I St01age I Underdrain I Surface I Soil I Storage I Underdrain l St01age Depth 9.98 (in. 01 mm) Ttickness 18 (in. or mm) Vegetation Volume 0.05 Fraction P01osity 0.4 (volume fraction) -Surface Rougmess 0 I (Mamings n) II Field Capacity 0.2 II (volume fraction) St11face Slope 0 (percent) II Wilting Point 0.1 (volume fraction) Conductivity 5 (in/1-v or mm/hr l Conductivity Slope 5 Suction Head 1.5 I (in. or mm) lie i! ---- LID Control Editor • ~ -.-~ -= ~ ·------LID Control Editor • - Control Name: -I Control Name: '• LID Type: [ Bio-Retention Cel ·I Process Layers: LID Type: [ B io-R etenlion Cel ·I Surface I Soil I Storage I Underctainl 11 Process Layers: Surface I Soil I St01age I Underdrain I Height 12 (in. 01 mm) Drain Coefficient 0.6626 Void Ratio 0.67 II (in/1-v or mm/hr l (Voids I Solids) II Conductivity 0 II Drain E1<pOnent 0.5 (inltv 01 mm/hr l -Drain Offset Height 0 1: Cioggin!J F act01 0 i (in. or mm) I' I' Note: use a Conductivity of 0 if the LID unit has an impermeable bottom. Note: use a Drain Coefficient of 0 if the LID unit has no underdrain. j ,1 -·-• LID Control Editor • LID Control Editor .. Control Name: [BJ Control Name: [BJ LID Type: I Bio-Retention Cel Tl LID Type: I Bio-Retention Cea Tl Process Layers: Process Layers: Surface I Soil I Storage I Underdrainl Surface I Soil I Storage I Underdrain l 1, Storage Depth 9.50 Thickness 18 (in. 01 mm) [in. OI mm) Vegetation Volume 0.05 P01osity 0.4 I Fraction [volume fraction) I Swface Roughness 0.1 Field Capacity 0.2 (Mannings n) (volume fraction) Surface Slope 1.0 Wilting Point 0.1 I (peicent) II (volume fraction) II Conductivity 5 [in/tv or mm/tv) Conductivity Slope 5 Suction Head 1.5 (in. or mm) ' "' LID Control Editor • LID Control Editor • ·- Control Name: [BJ Conbol Name: [BJ i LID Type: [ Bio-Retention CeU Tl LID Type: I Bio-Retention Cel TI Process Layers: Process Layers: Surface I Soil I Storage I Underdrain l Surface I Soil I Storage I Underdrain j Height 12 Drain Coefficient 0.4371 (in. 01 mm) [in/hr or mm/hr) Void Ratio 0.67 fl/oids / Solids) Drain EKponent 0.5 -----Conductivity 0.138 Drain Offset Heig,t 0 II (in/hr or mm/hr) (in. or mm) II Clogging F act01 0 Note: use a Conductivity of 0 l the LID .1 Note: use a Drain Coefficient ol 0 l the unit has an impermeable bottom. LID unit has no underdrain. ~ -- " -" LID Control Editor • -LID Control Editor • Control Name: rm Control Name: rm LID Type: I Bio-Retention cea TI LID Type: I Bio-Retention Cel TI Process Layers: Process La_yers: Surface I Soil I Storage I Underchin I Surface I Soil I Storage I Underdiain I Storage Depth 7.18 Thickness 18 (in. 01 mm) I (in. or mm) Vegetation Volume 0.05 ! P01osit_y 0.4 Fraction I (volume fraction) Surface Roughness 0.1 I Field Capacit_y 0.2 (Manni,gs n) (volume fraction) Surface Slope 1.0 Wilting Point 0.1 (percent) (volume fraction) -----Conductivit_y 5 (in/hr or mm/hr) Conductivit_y Slope 5 II I l II Suction Head 1.5 It, (in. or mm) Ii II --~ ---I LID Control Editor • LID Control Editor • Control Name: rm Control Name: rm LID Type: I Bio-Retention Cel TI LID Type: [ Bio-Retention Cel ·I Process Layers: Process Layers: Surface I Soil Storage I Underdrain l Surface I Soil I Storage I Underdiain I Heil# 12 Drain Coefficient 1.8096 (in. 01 mm) (inlh or mm/hr) Void Ratio 0.67 fl/aids/ Solids] Drain E><penent 0.5 II --Conductivit_y 0.138 Drain Offset Heil# 0 (in/hr 01 mm/hr) {in. or mm) Clogging Fact01 0 Note: use a Conductivit_y of 0 l the LID Note: use a Drain Coefficient ol 0 if the unit has an impermeable bottom. LID unit has no underdrain. • F \ I ,, - --.I UD Control Editor • UD Control Editor • Control Name: -I Control Name: 1• LID Type: I Bio-Retention Cell ·l LID Type: I Bio-Retention Cel ·l Process Layers: Piocess Layers: Surface I Soil I Storage I Underdrain I II Surface I Soil I Storage I Underdrain I -----Storage Depth 6.90 Thickness 18 (in. or mm) (in. or mm) Vegetation Voll.Ille 0.05 P01osity 0.4 I Fraction (volume fraction) Surface Rougv,ess 0.1 Field Capacity 0.2 (Mannilgs n) (volume fraction) Surface Slope 1.0 Wling Point 0.1 (percent) (volume fraction) Conductivity 5 1, (in/hr or mm/hr l Conductivity Slope 5 Suction Head 1.5 (in. or mm) I I I I I --UD Control Edit or • UD Control Editor • Control Name: -Control Name: - LID Type: I Bio-Retention Cell ·l LID Type: [ Bio-Retention Cel ·l Process Layers: Process Layers: Surface I Soil I Storage I Underdrain I Surface I Soil I Storage I Underdrain I -----Height 12 Drain Coefficient 0.6922 (in. or mm) (in/hr or mm/hr) Void Ratio 0.67 (Voids I Solids) I Drain Exponent 0.5 -----Conductivity 0.057 I Drain Offset Height 0 (in/hr or mm/hr) (in. or mm) Clogging Factor 0 I I Note: use a Conductivity of O if the LID Note: use a Drain Coefficient of O if the unit has an impermeable bottom. LID unit has no underdrain. II .I 11 ,I --- LID Control Editor: Explanation of Significant Variables Storage Depth: The storage depth variable within the SWMM model is representative of the storage volume provided beneath the first surface riser outlet and the engineered soil and mulch components of the bioretention facilities. In those cases where the surface storage has a variable area that is also different to the area of the gravel and amended soil, the SWMM model needs to be calibrated as the LID module will use the storage depth multiplied by the BMP area as the amount of volume stored at the surface. Let ABMP be the area of the BMP (area of amended soil and area of gravel). The proper value of the storage depth S0 to be included in the LID module can be calculated by using geometric properties of the surface volume. Let Ao be the surface area at the bottom of the surface pond, and let Ai be the surface area at the elevation of the invert of the first row of orifices (or at the invert of the riser if not surface orifices are included). Finally, let hi be the difference in elevation between Ao and Ai. By volumetric definition: A S -(Ao+Ai) h BMP. D -2 i (1) Equation (1) allows the determination of So to be included as Storage Depth in the LID module. Porosity: A porosity value of 0.4 has been selected for the model. The amended soil is to be highly sandy in content in order to have a saturated hydraulic conductivity of approximately 5 in/hr. REC considers such a value to be slightly high; however, in order to comply with the HMP Permit, the value recommended by the Copermittees for the porosity of amended soil is 0.4, per Appendix A of the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. Such porosity is equal to the porosity of the gravel per the same document. Void Ratio: The ratio of the void volume divided by the soil volume is directly related to porosity as n/(1-n). As the underdrain layer is composed of gravel, a porosity value of 0.4 has been selected (also per Appendix A of the Final HMP document), which results in a void ratio of 0.4/(1-0.4) = 0.67 for the gravel detention layer. Conductivity: Conductivity assigned per pert test. Basin 2 will have a liner to prevent infiltration for geotechnical safety due to proximity of building and slopes. Clogging factor: A clogging factor was not used (0 indicates that there is no clogging assumed within the model). The reason for this is related to the fairness of a comparison with the SDHM model and the HMP sizing tables: a clogging factor was not considered, and instead, a conservative value of infiltration was recommended. Drain (Flow) coefficient: The flow coefficient C in the SWMM Model is the coefficient needed to transform the orifice equation into a general power law equation of the form: (2) where q is the peak flow in in/hr, n is the exponent (typically 0.5 for orifice equation), Ho is the elevation of the centroid of the orifice in inches (assumed equal to the invert of the orifice for small orifices and in our design equal to 0) and H is the depth of the water in inches. The general orifice equation can be expressed as: (3) where Q is the peak flow in cfs, Dis the diameter in inches, Cg is the typical discharge coefficient for orifices (0.61-0.63 for thin walls and around 0.75-0.8 for thick walls), g is the acceleration of gravity in ft/s2, and H and H0 are defined above and are also used in inches in Equation (3). It is clear that: (in) X ABMP f q hr 12 X 3600 = Q ( C S) (4) ATTACHMENT 8 Soils Maps )JO 8'4S"N 33" 8'34"N Hydrologic Soil Group-San Diego County Area, California 476400 4764SO 476!Dl 476550 476600 476650 476700 476400 4764SO 476500 476550 476600 476650 476700 Map Scale: 1:2,420 if printed on A landscape (11" X 8.5") sheet N ----=====--------========Meter.. 140 210 0 35 70 A o---•100===200=-------400-=======600Feet Map projeclion: Web Mercator Comer coordinates: WGS84 Edge tics: lJTM lore llN WGS84 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 476750 476750 476800 4768SO 476800 476850 476900 476900 11/2/2015 Page 1 of 4 3JO 8'4S"N )JO 8'34"N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB 0 BID □c 0 CID DD D Not rated or not available Soil Rating Lines -A -AID -B -BID C -CID -D --Not rated or not available Soil Rating Points ■ A ■ AID ■ B ■ BID USQ.\ Natural Resources :... Conservation Service EJ C • CID ■ D □ Not rated or not available Water Features Streams and Canals Transportation t++ Rails -Interstate Highways -US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 9, Sep 17, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 11/2/2015 Page 2 of4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologlc Soil Group-Summary by Map Unit-San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI ~ CIE2 Cieneba coarse sandy D 16.0 loam, 15 to 30 percent slopes, era ded Totals for Area of Interest 16.0 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, 8, C, and D) and three dual classes (A/D, BID, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group 8. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0% 11/2/2015 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California ~ Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/2/2015 Page 4 of 4 ' Appendix D: Approved Infiltration Rate Assessment Methods Worksheet D.5-1: Factor of Safety and Design Infiltradon Rate Worksheet Factor of Safety and Design Infiltration Worksheet D.5-1 Rate Worksheet (All PD Ps) Assigned Factor Product (p) Factor Category Factor Description Wcight(w) Value (v) • p=wxv Soil assessment methods 0.25 2-0.50 Predominant soil texture 0.25 1. 0.5o Suitability Site soil variability 0.25 I O• °lS A Assessment Depth to groundwater / impervious 0.25 3 0,75 layer Suitability Assessment Safety Factor, SA = Ip '21100 Level of pretreatment/ expected 0.5 3 sediment loads l, so B Design Redundancy/ resiliency 0.25 2 o.&o Compaction during construction 0.25 1 0.50 Design Safety Factor, Se = Ip 2..50 Combined Safety Factor, S,.,,a1= SA x Se s.oo Observed Infiltration Rate, inch/hr, K.ii.sm-ed (corrected for test-specific bias) O#b,q\ Design Infiltration Rate, in/hr, K.tc.;gn = K.ii.,aved / Siow 0, \ "¢'B Supporting Data Briefly describe infiltration test and provide reference to test forms: l-C)c..t.1.+' \ 0 r'\ J'_-~ 4 BCL.s\""' 's R,C\,~\ " s D-18 Final DRAFT-May 2015 Appendix D: Approved Infiltration Rate Assessment Methods Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet Factor of Safety and Design Infiltration Worksheet D.5-1 Rate Worksheet (All PDPs) Assigned Factor Product (p) • Factor Categor:y Factor Description Weight(w) Value (v) p=wxv Soil assessment methods 0.25 L o.&t> Predominant soil texture 0.25 2. (J. ,;-o Suitability Site soil variability 0.25 \ o. '2..5 A Assessment Depth to groundwater / impervious 0.25 7:> 0.7!::J layer Suimbility Assessment Safety Factor, SA = Ip z_. bO Level of pretccatment/ expected 0.5 ~ sediment loads \. 50 B Design Redundancy/ resiliency 0.25 "2-. o.so Compaction during construction 0.25 "7-. 0,5D Design Safety Fllctor, Se = Ip Combined Safety Factor, Sio,a1= SA x Sn e.o--o Observed Infiltration Rate, inch/he, Kc,1,, ... cc1 (corrected for test-specific bias) o. i.es Design Infiltration Rate, in/hr, K.i .. ;p = K..bscn-cd / S,o,.i 0.05:;. Supporting Data Briefly describe infiltration test and provide reference to test forms: Lo~\-·\ o Y\ l-5 Ba.s,v\ \ ~~\v'\l; &ts·\~ <::, D-18 Final DRAFf-May 2015 ATTACHMENT 9 Summary Files from the SWMM Model PRE_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN AMPT Starting Date ............ AUG-28-1951 00:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) ************************** Flow Routing Continuity ************************** Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) *************************** Subcatchment Runoff Summary *************************** Subcatchment Total Precip in DMA-la 675.26 DMA-2a 675.26 DMA-lb 675.26 DMA-2b 675.26 Analysis begun on: Fri Nov 13 Analysis ended on: Fri Nov 13 Total elapsed time: 00:00:15 Volume acre-feet 523.664 23.317 392.342 118.529 0.000 -2.009 Volume acre-feet 0.000 118.529 0.000 0.000 0.000 118.529 0.000 0.000 0.000 0.000 0.000 Total Runon in 0.00 0.00 0.00 0.00 12:43:18 2015 12:43:33 2015 Depth inches 675.260 30.066 505.921 152.841 0.000 Volume 10A6 gal 0.000 38.624 0.000 0.000 0.000 38.624 0.000 0.000 0.000 0.000 Total Evap in 30.42 30.15 27.79 27. 72 Total Infil in 511.16 505.44 482.50 482.05 Total Runoff in 146.58 152. 96 183.33 184.50 Total Runoff 10A6 gal 15.24 19.62 1. 73 2.03 Peak Runoff CFS 3.92 5.11 0.39 0.46 Runoff Coeff 0. 217 0.227 0.271 0.273 POST_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 00:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation WARNING 04: minimum elevation ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) ************************** Flow Routing Continuity ************************** drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used drop used Volume acre-feet 486.699 75.127 124.515 292.913 0.034 -1. 210 Volume acre-feet for for for for for for for for for for for for Conduit BYPASS-1 Conduit BYPASS-2 Conduit BYPASS-3 Conduit BYPASS-4 Conduit BYPASS-5 Conduit BYPASS-6 Conduit UDRAIN-1 Conduit UDRAIN-2 Conduit UDRAIN-3 Conduit UDRAIN-4 Conduit UDRAIN-5 Conduit UDRAIN-6 Depth inches 675.260 104.234 172.756 406.395 0.047 Volume 10A6 gal Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) .... . ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step *************************** Subcatchment Runoff Summary *************************** 0.000 292.891 0.000 0.000 0.000 291.675 0.000 1.172 0.000 0.000 0.015 60.00 sec 60.00 sec 60.00 sec 0.00 1.00 POST_DEV 0.000 95.443 0.000 0.000 0.000 95.047 0.000 0.382 0.000 0.000 ------------------------------------------------------------------------------------------------------ Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10A6 gal CFS ------------------------------------------------------------------------------------------------------ DMA-1 675.26 0.00 90.49 125.51 462.74 48.98 4.55 0.685 BR-1 675.26 17329.29 869.90 1308.17 158 91. 63 44.91 4.58 0.883 DMA-2 675.26 0.00 96.04 43.48 544.07 17.06 1. 38 0.806 BR-2 675.26 13618.51 871.18 0.00 13541. 53 16.97 1. 44 0.947 DMA-3 675.26 0.00 89. 27 85.99 507.57 27.65 2.39 0.752 BR-3 675.26 14556.10 873.83 1809.01 12670.32 24.07 2.46 0.832 DMA-4 675.26 0.00 61. 34 233.88 388.43 3.19 0.35 0.575 BR-4 675.26 25423.68 918.22 626.91 24865.50 3.12 0.36 0.953 DMA-5 675.26 0.00 60.70 238.77 383.96 2.85 0.32 0.569 BR-5 675.26 24815.39 915.41 1386.32 23503.14 2.70 0.32 0.922 DMA-6 675.26 0.00 82.97 73.53 532.14 0.16 0.01 0.788 BR-6 675.26 532.13 582.21 159.81 483.75 0.15 0.01 0.401 ST-1 675.26 0.00 21. 46 487.77 170.12 2 .13 0.52 0.252 ST-2 675.26 0.00 20.84 482.23 178.87 0.14 0.03 0.265 ST-3 0.257 ST-4 0.251 675.26 675.26 *********************** LID Performance Summary *********************** ------------ Final Pent. Storage Error Subcatchment LID Control in ------------ BR-1 BR-1 0.49 -0.37 BR-2 BR-2 0.59 -0.84 BR-3 BR-3 0.60 -0.81 BR-4 BR-4 1.14 -1. 20 BR-5 BR-5 1.10 -1.24 BR-6 BR-6 0.08 -1.53 ****************** Node Depth Summary ****************** Node Type POC-1 OUTFALL POC-2 OUTFALL DIV-1 DIVIDER DIV-2 DIVIDER DIV-3 DIVIDER DIV-5 DIVIDER DIV-4 DIVIDER DIV-6 DIVIDER BASIN-1 STORAGE BASIN-2 STORAGE BASIN-3 STORAGE BASIN-4 STORAGE BASIN-5 STORAGE BASIN-6 STORAGE ******************* Node Inflow Summary ******************* Node POC-1 POC-2 DIV-1 Type OUTFALL OUTFALL DIVIDER POST_DEV 0.00 0.00 Total Inflow in 18004.55 14293.77 15231. 36 26098.94 25490.65 21. 20 21. 49 Evap Loss in 869.93 871.21 873.86 918.19 915.44 485.38 487.99 Infil Loss in 1308.21 0.00 1809.06 626.89 1386.35 173.65 169.81 Surface Outflow in 3462.36 687.98 1443.82 6396.35 6035.62 1207.39 582.22 159.81 0.00 Average Depth Feet 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Maximum Lateral Inflow CFS 0.56 0.31 4.58 Maximum Depth Feet 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 1. 57 0.57 0.63 0.38 0.37 0.00 Maximum Total Inflow CFS 5.27 4.46 4.58 Maximum HGL Feet Time of Max Occurrence days hr:min 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 1. 57 18857 0.57 18857 0.63 18857 0.38 18857 0.37 18857 0.00 0 Time of Max Occurrence days 18857 18857 18857 hr:min 17:03 17:03 17:15 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 17:15 17:06 17:02 17:01 17:01 00:00 Lateral Inflow Volume 10A6 gal 2.275 1. 265 44.907 Drain 0.30 0.97 Outflow in 12429.80 12853.98 11226.88 18468.31 17468.06 483.76 Total Inflow Volume 10A6 gal 50.105 44.934 44.907 0.07 0.24 Init. Storage in 0.00 0.00 0.00 0.00 0.00 0.00 POST_DEV DIV-2 DIVIDER 1. 44 1. 44 18857 17:00 16. 967 16.967 DIV-3 DIVIDER 2.46 2.46 18857 17:00 24.065 24.065 DIV-5 DIVIDER 0.32 0.32 18857 17:00 2. 696 2. 696 DIV-4 DIVIDER 0.36 0.36 18857 17:00 3 .115 3 .115 DIV-6 DIVIDER 0.01 0.01 15835 21:15 0.145 0.145 BASIN-1 STORAGE 0.00 4.50 18857 17:15 0.000 10.792 BASIN-2 STORAGE 0.00 1. 34 18857 17:00 0.000 0.961 BASIN-3 STORAGE 0.00 2.36 18857 17:00 0.000 3.084 BASIN-4 STORAGE 0.00 0.33 18857 17:00 0.000 0.621 BASIN-5 STORAGE 0.00 0.30 18857 17:00 0.000 0.504 BASIN-6 STORAGE 0.00 0.00 0 00:00 0.000 0.000 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. Node Type DIV-1 DIVIDER DIV-2 DIVIDER DIV-3 DIVIDER DIV-5 DIVIDER DIV-4 DIVIDER DIV-6 DIVIDER BASIN-1 STORAGE BASIN-2 STORAGE BASIN-3 STORAGE BASIN-4 STORAGE BASIN-5 STORAGE BASIN-6 STORAGE ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** Storage Unit BASIN-1 BASIN-2 BASIN-3 BASIN-4 BASIN-5 BASIN-6 Average Volume 1000 ft3 0.049 0.000 0.001 0.000 0.000 0.000 *********************** Outfall Loading Summary *********************** Outfall Node POC-1 Flow Freq. Pent. 5. 71 Hours Surcharged Max. Height Above Crown Feet 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 497375.02 Avg E&I Pent Pent Full Loss Avg. Flow CFS 0.07 0 0 0 0 0 0 3 1 1 0 0 0 Max. Flow CFS 5.27 0.000 0.000 0.000 0.000 0.000 0.000 1. 574 0.574 0.630 0.375 0.370 0.000 Maximum Volume 1000 ft3 9.431 1. 505 2.230 0.107 0 .112 0.000 Total Volume 10A6 gal 50.105 Min. Depth Below Rim Feet 0.000 0.000 0.000 0.000 0.000 0.000 0.426 0. 67 6 0.620 0.455 0.460 2.000 Max Pent Full 77 43 48 40 37 0 Time of Max Occurrence days hr:min 18857 17:15 18857 17:05 18857 17:02 18857 16:46 18857 16:46 0 00:00 Maximum Outflow CFS 4.48 1. 34 2.36 0.33 0.30 0.00 POST_DEV POC-2 System ******************** Link Flow Summary ******************** Link BYPASS-1 BYPASS-2 BYPASS-3 BYPASS-4 BYPASS-5 BYPASS-6 UDRAIN-1 UDRAIN-2 UDRAIN-3 UDRAIN-4 UDRAIN-5 UDRAIN-6 1 2 4 3 5 6 2.93 4.32 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY ************************* Conduit Surcharge Summary ************************* 0.11 0.18 Maximum I Flowl CFS 4.50 1. 34 2.36 0.33 0.30 0.00 0.08 0.10 0.10 0.03 0.03 0.01 4.48 1. 34 0.33 2.36 0.30 0.00 4.46 9.73 Time of Max Occurrence days hr:min 18857 17:15 18857 17:00 18857 17:00 18857 17:00 18857 17:00 0 00:00 124 04:54 141 11: 56 141 11: 36 141 11:36 141 11: 40 15835 21:15 18857 17:15 18857 17:06 18857 17:01 18857 17:02 18857 17:01 0 00:00 Conduit ---------Hours Full-------- Both Ends Upstream Dnstream BYPASS-1 0.01 0.01 0.01 BYPASS-2 0.01 0.01 0.01 BYPASS-3 0.01 0.01 0.01 BYPASS-4 0.01 0.01 0.01 BYPASS-5 0.01 0.01 0.01 BYPASS-6 0.01 0.01 0.01 UDRAIN-1 0.01 0.01 0.01 UDRAIN-2 0.01 0.01 0.01 UDRAIN-3 0.01 0.01 0.01 UDRAIN-4 0.01 0.01 0.01 UDRAIN-5 0.01 0.01 0.01 UDRAIN-6 0.01 0.01 0.01 Analysis begun on: Fri Feb 12 09:42:01 2016 Analysis ended on: Fri Feb 12 09:43:26 2016 Total elapsed time: 00:01:25 44.934 95.040 Maximum IVelocl ft/sec Max/ Full Flow Max/ Full Depth Hours Hours Above Full Capacity Normal Flow Limited 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01 497375.02 0.01