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HomeMy WebLinkAboutSDP 2023-0014; CARLSBAD VILLAGE MIXED-USE - SB 330; DRAINAGE STUDY - NOVEMBER 3, 2023; 2023-11-03 Prepared For: GRT CARLSBAD VILLAGE, LLC. 2001 WILSHIRE BLVD, SUITE 420 SANTA MONICA, CA 90403 818-731-3646 Prepared By: PDC Job No. 4488 Prepared by: J. Maynard Under the supervision of ________________________________ Chelisa Pack, PE RCE 71026 Registration Expires 06/30/25 PRELIMINARY DRAINAGE REPORT Carlsbad Village Mixed Use (CVMU) City of Carlsbad, CA November 3, 2023 SDP#2023-0014 TABLE OF CONTENTS 1. INTRODUCTION .................................................................................................................. 1 2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS .......... 3 2.1 Existing Drainage Patterns .............................................................................................. 3 2.2 Proposed Drainage Improvements .................................................................................. 3 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS ...................................... 4 3.1 Hydrology Criteria .......................................................................................................... 4 3.2 Hydrologic Methodology ................................................................................................ 4 3.3 Description of Hydrologic Modeling Software .............................................................. 5 3.4 Hydrology Results .......................................................................................................... 5 4. HYDRAULIC ANALYSIS .................................................................................................... 6 5. CONCLUSION ....................................................................................................................... 6 TABLES Table 1: Hydrology Criteria ............................................................................................................ 4 Table 2: Hydrology Results ............................................................................................................ 6 APPENDICES 1 Intensity Duration Frequency Curve, Runoff Coefficients, Isopluvials, Web Soil Survey, FEMA FIRMette and Other Supporting Information 2 Existing Conditions 100-year Rational Method Computer Output 3 Proposed Conditions 100-year Rational Method Computer Output 4 Detention Calculations 5 Drainage Exhibits \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 1 1. INTRODUCTION This preliminary drainage report has been prepared in support of the entitlement submittal for the Carlsbad Village Mixed Use (CVMU) development (the Project), which is located in the City of Carlsbad, California. The purpose of this report is to determine the hydrologic impact, if any, to the existing storm drain facilities or natural drainage, and to provide peak 100-year discharge values for the project. The drainage analysis presented herein reflects a Site Development Plan level-of-effort, which includes peak 100-year storm event hydrologic analyses using preliminary grades. Hydraulic analyses for inlets, pipe sizes and inverts, and HGL’s will be provided during final engineering. Therefore, the purpose of this report submittal is to acquire from the City of Carlsbad: 1) concept approval of the proposed storm drain layout, 2) approval of the methodology used in the evaluation of the project storm drain system hydrology, and 3) identification of critical path drainage issues that need to be addressed during final engineering. The Carlsbad Village Mixed Use (CVMU) Project is a proposed mixed-use development approximately 4 acres in size and is located south of Carlsbad Village Drive, west of the San Diego Freeway (Interstate 5), and north of Oak Avenue. The existing property includes commercial retail shopping developments such as, 7-Eleven, Smart & Final, and Wells Fargo along with others. The proposed Project includes a mixed-use development consisting of 218 for-rent multifamily units (15% or 22 units would be reserved for very low-income households), as well as 13,800 square feet of commercial space on a 4.12 acre site. The commercial uses would be contained in two, one-story buildings along Carlsbad Village Drive, and the residential units, including the affordable units, would be spread across two five-story residential buildings. Approximately 359 vehicular parking spaces will be provided at-grade surrounding the commercial and residential buildings and within an above-grade parking structure. The site is spread across four parcels which would be consolidated into two lots and is currently occupied by a shopping center with a total floor area of 58,735 square feet, as well as a surface parking lot that would be demolished during Project construction. The vicinity map is shown in Figure 1. \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 2 Treatment of onsite storm water of the buildings prior to discharging into the downstream systems will be facilitated by several biofiltration planters and several modular wetland units. For a detailed discussion of the project’s stormwater quality BMPs, refer to the Preliminary Stormwater Quality Management Plan (SWQMP) report. The final post-construction BMP design will be provided during final engineering. At this time, it is not anticipated that the project would be subject to the Clean Water Act (CWA) Sections 401 and 404. Figure 1: Vicinity Map \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 3 2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS The following sections provide descriptions of the existing and proposed drainage patterns and improvements for the project. 2.1 Existing Drainage Patterns The existing site is used as a commerical retail shopping Village. The existing drainage patterns were confirmed with a field visit to the site and inspection of the existing roof downspout locations on the existing buildings. To verify roof drainage split areas, additional photo documentation has been provided in Appendix 1. The general drainage pattern is as follows: The northern portion of the site surface flows towards Carlsbad Village Drive and the southern portion of the site surface flows towards Oak Avenue. The water that flows to Carlsbad Village Drive follows the curb and gutter to an existing curb inlet at the intersection of Jefferson and Carlsbad Village Drive (DWG 291-2D). Storm water is then conveyed in a public storm drain system north along Jefferson Street and drains to Buena Vista Lagoon. The water that flows to Oak Avenue enters an existing curb inlet and is conveyed by an existing public 36” RCP storm drain (DWG 360-5). This storm drain continues west to Harding Street, flows south along Harding Street, and flows southwest along Chestnut Avenue, to the railroad tracks. The storm drain runs parallel to the tracks and discharges into Agua Hedionda Lagoon. There are no existing storm drains or inlets on-site. See Exhibit A in Appendix 5 for an existing conditions drainage map. 2.2 Proposed Drainage Improvements Under proposed conditions, runoff from the proposed buildings and parking lots will generally flow south towards the Oak Avenue. The proposed onsite storm drain will connect into the existing public RCP storm drain (DWG 360-5) at three connection points. The northern portion of the existing alley way and the existing 7-Eleven will remain and follow the existing drainage path towards Carlsbad Village Drive to Buena Vista Lagoon. Note that the existing underground storm drain north of the site along Carlsbad Village Drive is too shallow to connect into with the proposed \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 4 storm drainage. Because water quality requirements dictate that the site runoff must be treated with lined biofiltration (with a three foot minimum depth requirement), there is not a feasible way to gravity-drain treated water into the Carlsbad Village Drive storm drain adjacent to the site, because the existing pipe is too shallow. For this reason, the majority of the runoff is designed to discharge into the Oak Avenue storm drain. 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS 3.1 Hydrology Criteria Table 1 summarizes the key assumptions and criteria used for the hydrologic modeling. See Table 1. Table 1: Hydrology Criteria Proposed Hydrology: 100-year storm frequency Soil Type: Hydrologic Soil Group B Land Use / Runoff Coefficients: Based on criteria presented in the June 2003 San Diego County Hydrology Manual Rainfall intensity: Based on intensity duration frequency relationships presented in the June 2003 San Diego County Hydrology Manual 3.2 Hydrologic Methodology Hydrology calculations were completed for existing and proposed conditions accounting for all areas draining to the onsite storm drain systems. Drainage areas were defined from existing and proposed topographic maps of the area. Hydrologic analysis was completed utilizing the Rational Method, outlined in the 2003 County of San Diego Hydrology Manual. The goal of the Rational Method analysis was to determine the peak 100-year flow rates for the storm drain pipes by developing a node link model of the contributing drainage area and applying the intensity-duration- frequency (IDF) curve to the areas. See Appendix 1 for the County of San Diego IDF curve. \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 5 The project drainage areas are represented with two overall systems and are added together for a single comparison. For a portion of the proposed condition, System 1000 represents the project site conveyed by the area that will remain; the existing alley and existing 7-Eleven that surface flow to Carlsbad Village Drive. (See Exhibits in Appendix 5 for details). System 1000 discharges to the north towards Carlsbad Village Drive. For the remaining portion of the project, System 2000 represents all proposed buildings, parking, and water quality items such as, biofiltration planters and several modular wetland units. For comparison purposes, existing condition drainage systems are named similarly to the post- project drainage systems. System 100 for existing conditions corresponds to System 1000 for proposed conditions and System 200 for existing condition corresponds to System 2000 for proposed conditions. The County of San Diego Hydrology Manual runoff coefficients, based on land use and anticipated imperviousness for each subarea, were assigned for each drainage sub- basin within CivilD. 3.3 Description of Hydrologic Modeling Software The Civil-D Rational Method Program was used to perform the Rational Method hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model. The Civil-D Modified Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models for each interior watershed and linking these sub-models together at confluence points creates the node link model. The intensity-duration-frequency relationships are applied to each of the drainage areas in the model to get the peak flow rates at each point of interest. 3.4 Hydrology Results The Rational Method was used to determine the peak 100-year storm flow rates for the design of the proposed onsite storm drain system. Table 2 on the following page summarizes the Rational Method results. The hydrology results indicate that the total proposed flows are lower than the established flow rates for the existing conditions. Furthermore, 100-year detention calculations have been provided for System 2000 to both attenuate the flow of the overall site, but more \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\4488DR-TM.docx 6 specifically, the flow to Oak Avenue. See Appendix 4 for detention calculations. Peak flow attenuation was included for System 2000 to minimize the potential impact to the existing Oak Avenue storm drain, compared to pre-project conditions. The site development is not expected to significantly affect the capacity downstream. See Table 2 below for results. Table 2: Hydrology Results EXISTING CONDITION PROPOSED CONDITION (UNMITIGATED) PROPOSED CONDITION (WITH DETENTION) SYSTEM AREA Q100 TC SYSTEM AREA Q100 TC SYSTEM AREA Q100 TC (ac) (cfs) (min) (ac) (cfs) (min) (ac) (cfs) (min) 100 3.1 13.5 7.6 1000 0.4 2.5 4.2 1000 0.4 2.5 4.2 200 1.9 10.7 4.9 2000 4.5 22.6 6.0 2000 (WITH DETENTION) 4.5 9.4 6.3 TOTAL 5.0 24.2 - TOTAL 4.9 25.1 - TOTAL 4.9 11.9 - 4. HYDRAULIC ANALYSIS Hydraulic analyses provided during final engineering will include inlet sizing and HGL determination. 5. CONCLUSION This drainage report supports the entitlement for the proposed CVMU development. This report was prepared to ensure that project development would not adversely affect existing drainage patterns. Hydrology calculations indicate that redevelopment will not result in an overall increase in flows from the site. The drainage system will be designed appropriately to accommodate the peak-flow conditions for the site. APPENDIX 1 Intensity Duration Frequency Curve, Runoff Coefficients, Isopluvials, Web Soil Survey, FEMA Firmette and Other Supporting Information San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 2.5 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/24/2022 Page 1 of 4 36 6 9 2 0 0 36 6 9 2 3 0 36 6 9 2 6 0 36 6 9 2 9 0 36 6 9 3 2 0 36 6 9 3 5 0 36 6 9 3 8 0 36 6 9 4 1 0 36 6 9 2 0 0 36 6 9 2 3 0 36 6 9 2 6 0 36 6 9 2 9 0 36 6 9 3 2 0 36 6 9 3 5 0 36 6 9 3 8 0 36 6 9 4 1 0 467850 467880 467910 467940 467970 468000 468030 468060 468090 468120 468150 468180 467850 467880 467910 467940 467970 468000 468030 468060 468090 468120 468150 468180 33° 9' 46'' N 11 7 ° 2 0 ' 4 1 ' ' W 33° 9' 46'' N 11 7 ° 2 0 ' 2 8 ' ' W 33° 9' 39'' N 11 7 ° 2 0 ' 4 1 ' ' W 33° 9' 39'' N 11 7 ° 2 0 ' 2 8 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,590 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography 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: 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: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 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. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/24/2022 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 5.1 100.0% Totals for Area of Interest 5.1 100.0% 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, B, C, and D) and three dual classes (A/D, B/D, 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 B. 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 (A/D, B/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 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/24/2022 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/24/2022 Page 4 of 4 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 8/24/2022 at 5:52 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 117°20'54"W 33°9'59"N 117°20'17"W 33°9'29"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Roof Site Visit showing roof pitched towards alley and Oak Avenue Retail Building with downspout flowing south/southwest towards Oak Avenue 6 "//CP 0 0 ci ci cD.1 (O 0Ij.J 9w Q. + 0 u N 00 NI—_i Ca 00 00 — ii L HYDRAUUC ( GRADE LINE 7( 60 - ___ - 18" RCP ui 11.73 LF 23.53 LF - 18" RCP 0 0.5% D-2300 - © 0.5% 0-2300 01 a:o .3 CFS Q 1 = 9.2 CFS 00 I— I -0 Lo A1) 110 U, Icó U Lo 40 50 6( 0 I OAK AVENUE STORM DRAIN LATERAL A AT STATION 28+06.96 14 HORIZ: 1" = 40' VERT: 1" = 4' 5( 00 LA_ to Lpoli C0 OQ - 8 00 to LO '24 Lo Lo w 0 (I) ij - S 24" RCP F MOD CB . .TO4 .43 1TYPE Nm R Lu - 1 CALTRANS R/W 0 f + ,;..-EX RETAINING WALL (HEIGHT VARIES) .4J. / C/ HYDRAULIC. II LF-24" b in co 111I4(6 A to b 0 (/) EXISTING GRADE' ROAD CENTERLI o— 4E .- Id, ç -. cV • GRADE LINE C-3 ... 22.69 RCPO13.22% Q= 18 CFS CF HYDRAULIC 7-606 18 (DI C-4 1RADE LINE 0.0. 10 Q1 0'0 - Ar czr /2cG4 U d'l -30 27z o 0 I 7O%3LL 7~ To;,o), ((wo-) 058CFS 00 q 7LLI a I I, t1L in - : I— 00 0: ifl.,—U, (.O Lnrv) 0 çs.J XK 0 0 0 U) 0it) 7f NI IJ ea NI I .5 HYDRAULIC GRADE LINE - — •23.92 LF - 18" RCP 0 0.5% D-2300 do — 60 I L 0 IL 00 cr 00 It a30xED lop') OAK AVENUE STORM DRAIN LATERAL 50 c AT STATION 31+81 HORIZ: 1" = 40' VERT: 1" = 4' 14 27+00 32+00 28+00 29+00 30+00 31+00 STORM DRAIN PROFILE HORIZ: 1" = 40' VERT: 1" = 4' I I 0 C) 0 It) Qulo 0 OrC'4 + 0w C14 _j 70 HYDRAULIC GRADE LINE o 60 xox 11.75 LF - 18" RC © 0.5% 0-2300 10.6 CFS 00 I I HYDR ULIC GRAD LINE 00 CO 23.9 LF - 18" RCP 0 0.5% D-2300 9 CFS 00 I— I- 00 0 N U 000U)0U) 0 - z -z a) z 0_ I__ 060707 Kol 111/) >0 tu I11ix H IIp M. OAK AVENUE STORM DRAIN LATERAL D AT STATION 32+80 14 HORIZ: 1" = 40' VERT: 1" = 4' OAK AVENUE STORM DRAIN LATERAL B AT STATION 29+00 14 HORIZ: 1" = 40' VERT: 1" = 4' CONTRACTOR SHALL COORDINATE CONTRACTOR TO PROTECT EXIST WITH SDG&E TO PROTECT THE EX SEWER DURING STORM DRAIN 2" GAS LINE IN PLACE DURING CONSTRUCTION CONSTRUCTION OF SDCO / 04 k.... V) CM hi \ I I I -'I I t I I zC47 EX7w s" I 10 ,L.r I 1 !1 I I I EM'76C,,V///Vé \ lij I iI g1 ut) - k I u a- I I - . I I (0 U)! I I-i -Ho I —J I I I I I I-. •Iaco (n .Jo J_u'— II . . I aIl II -!i iit lIz') If c'41 ci +uj 00 + I oI 61m 0m QIC0o) I I 0 11 r, ui L OIX CO MY) ----------------------------------------------OD 0) sw j w --ui 4-(0 _________ _________ _________ EX PCC RETAINING ) HOHE-_ — _________ — WALL H:: 7 tA — op- -OHE— 0 —OHE- —flH - _Q. RC 24 _0C -- — I ___ — EX 24 RCP SD 31 3 ¶0vu '. c EN s 2ff OHE - — -- - ------------ - -- - ---- -- - - -------------------- ----------------------------- Ii Z3 WJ!J UJ4'JTh!J4 T g T - frn L-- • C6 i t- - - --00 LLJ i +f - H a- wQ - N 11 LH-+IL I j SEE SHEET 11 / STORM DRAIN PLAN HORIZ: 1"=40' Plan St 2 af 21 SHEET ' CITY OF CARLSBAD "SHEETS' ENGINEERING DEPARTMENT 50 -o N 0 I- 0 0) (0 N U) I-0 Lii 0 0 D 0 a- DEMOLITION/RELOCATION NOTES REPLACE EXISTING CROSS GUTTER WITHIN TRENCH LIMITS. CONNECT EXISTING SEWER LATERAL TO EXISTING SEWER LINE. STORM _DRAIN _TABLE NO. DELTA/BEARING RADIUS LENGTH REMARKS /\ N.5559'49"E. 70.53' 42" RCP D-1250 N.3400'27"W. 11.73' 18" RCP D-2300 N.3401'09"W. 23.53' 18" RCP 0-2300 4\ N.5558'49"E. 89.04' 36" RCP D-1350 L\ N.3355'06"W. 11.75' 18" RCP D-2300 N.5558'49"E. 281.00' 30" RCP D-1750 / N.5558'49"E. 91.00' 30" RCP 0-1750 N.5558'49"E. 75.96' 24" RCP D-1750 N.2054'56E. 22.69' 24" RCP D-2300 J N.3356'09"W. 23.92' 18" RCP D-2300 4 N. 3356'09"W. 23.92' 18" RCP D-2800 VISTA CARLSBAD INTERCEPTOR SEWER REACHES VCSB TO VC11A AND SOUTH CARLSBAD STORM DRAIN PROJECTS OAK AVENUE STORM DRAIN 40 GRAPHIC SCALE 0 20 40 60 160 (IN FEET) 1 inch = 40 ft. 'AS BUILT' RCEZ176 EXP. 33IO REVIEWED BY: INSPECTOR DATE NO.4167 TAM E A R T H T E C H DATE INITIAL Ck 9675 BUSINESS PARK AVE, SAN DIEGO, CA 92131 ENGINEER OF WORK IWA APPROVED ""' i12_31_O12A2 EXP DATE IINITIAL ~~WD BY: MWR WORKS DIRECTOR RCE: 23889 FDWN BY RWR II PROJECTNO. II DRAWiNG NO. DATE INITIAL REVISION DESCRIPTION 1 OTHERAPPROVAL CITY APPROVAL RVWD BY: GHY 3182/3528 360-5 1] APPENDIX 2 Existing Conditions Rational Method Computer Output \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\100\100E100.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/11/23 ------------------------------------------------------------------------ CARLSBAD VILLAGE DRIVE EXISTING CONDITION 100 YEAR SYSTEM 100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4049 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 72.700(Ft.) Lowest elevation = 71.800(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.20 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.02 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 60.000^.5)/( 1.200^(1/3)]= 3.02 Calculated TC of 3.018 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.344(CFS) Total initial stream area = 0.060(Ac.) Printed: 8/11/2023 9:42:45 AM AM Modified: 8/11/2023 9:41:26 AM AM Page 1 of 3 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\100\100E100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 5.560(CFS) Depth of flow = 0.215(Ft.), Average velocity = 2.400(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 100.00 0.00 3 200.00 2.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 5.560(CFS) ' ' flow top width = 21.527(Ft.) ' ' velocity= 2.400(Ft/s) ' ' area = 2.317(Sq.Ft) ' ' Froude number = 1.289 Upstream point elevation = 71.800(Ft.) Downstream point elevation = 64.200(Ft.) Flow length = 663.000(Ft.) Travel time = 4.60 min. Time of concentration = 7.62 min. Depth of flow = 0.215(Ft.) Average velocity = 2.400(Ft/s) Total irregular channel flow = 5.560(CFS) Irregular channel normal depth above invert elev. = 0.215(Ft.) Average velocity of channel(s) = 2.400(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 5.018(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 2.132 Subarea runoff = 10.353(CFS) for 2.390(Ac.) Total runoff = 10.696(CFS) Total area = 2.450(Ac.) Depth of flow = 0.275(Ft.), Average velocity = 2.826(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Printed: 8/11/2023 9:42:45 AM AM Modified: 8/11/2023 9:41:26 AM AM Page 2 of 3 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\100\100E100.out Sub-Area C Value = 0.870 Time of concentration = 7.62 min. Rainfall intensity = 5.018(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 2.688 Subarea runoff = 2.794(CFS) for 0.640(Ac.) Total runoff = 13.491(CFS) Total area = 3.090(Ac.) End of computations, total study area = 3.090 (Ac.) Printed: 8/11/2023 9:42:45 AM AM Modified: 8/11/2023 9:41:26 AM AM Page 3 of 3 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\200\200E100.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/24/23 ------------------------------------------------------------------------ CARLSBAD VILLAGE DRIVE EXISTING CONDITION 100 YEAR SYSTEM 200 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4049 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 112.000(Ft.) Highest elevation = 71.300(Ft.) Lowest elevation = 69.000(Ft.) Elevation difference = 2.300(Ft.) Slope = 2.054 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 2.000^(1/3)]= 2.75 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1.375(CFS) Printed: 7/24/2023 10:41:18 AM AM Modified: 7/24/2023 10:33:19 AM AM Page 1 of 3 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\200\200E100.out Total initial stream area = 0.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 5.645(CFS) Depth of flow = 0.198(Ft.), Average velocity = 2.888(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 19.83 0.00 3 20.00 0.50 4 60.00 0.65 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 5.645(CFS) ' ' flow top width = 19.719(Ft.) ' ' velocity= 2.888(Ft/s) ' ' area = 1.954(Sq.Ft) ' ' Froude number = 1.617 Upstream point elevation = 69.000(Ft.) Downstream point elevation = 62.000(Ft.) Flow length = 374.000(Ft.) Travel time = 2.16 min. Time of concentration = 4.91 min. Depth of flow = 0.198(Ft.) Average velocity = 2.888(Ft/s) Total irregular channel flow = 5.645(CFS) Irregular channel normal depth above invert elev. = 0.198(Ft.) Average velocity of channel(s) = 2.888(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.505 Subarea runoff = 8.539(CFS) for 1.490(Ac.) Total runoff = 9.914(CFS) Total area = 1.730(Ac.) Depth of flow = 0.238(Ft.), Average velocity = 3.602(Ft/s) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Printed: 7/24/2023 10:41:18 AM AM Modified: 7/24/2023 10:33:19 AM AM Page 2 of 3 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\EXISTING\200\200E100.out [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 4.91 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.627 Subarea runoff = 0.802(CFS) for 0.140(Ac.) Total runoff = 10.716(CFS) Total area = 1.870(Ac.) End of computations, total study area = 1.870 (Ac.) Printed: 7/24/2023 10:41:18 AM AM Modified: 7/24/2023 10:33:19 AM AM Page 3 of 3 APPENDIX 3 Proposed Conditions Rational Method Computer Output \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\1000\1000P100.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/11/23 ------------------------------------------------------------------------ CARLSBAD VILLAGE DRIVE PROPOSED CONDITION 100 YEAR SYSTEM 1000 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4049 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1001.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 98.000(Ft.) Highest elevation = 73.000(Ft.) Lowest elevation = 71.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.531 % Top of Initial Area Slope adjusted by User to 6.949 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.95 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.06 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 90.000^.5)/( 6.949^(1/3)]= 2.06 Calculated TC of 2.058 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1.662(CFS) Printed: 8/11/2023 9:48:30 AM AM Modified: 8/11/2023 9:46:53 AM AM Page 1 of 2 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\1000\1000P100.out Total initial stream area = 0.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station 1002.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 0.251(Ft.), Average velocity = 2.958(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.50 0.50 3 0.67 0.00 4 2.00 0.13 5 22.00 0.65 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.662(CFS) ' ' flow top width = 6.203(Ft.) ' ' velocity= 2.958(Ft/s) ' ' area = 0.562(Sq.Ft) ' ' Froude number = 1.732 Upstream point elevation = 71.500(Ft.) Downstream point elevation = 62.700(Ft.) Flow length = 386.000(Ft.) Travel time = 2.18 min. Time of concentration = 4.23 min. Depth of flow = 0.251(Ft.) Average velocity = 2.958(Ft/s) Total irregular channel flow = 1.662(CFS) Irregular channel normal depth above invert elev. = 0.251(Ft.) Average velocity of channel(s) = 2.958(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1003.000 to Point/Station 1002.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 4.23 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.383 Subarea runoff = 0.860(CFS) for 0.150(Ac.) Total runoff = 2.521(CFS) Total area = 0.440(Ac.) End of computations, total study area = 0.440 (Ac.) Printed: 8/11/2023 9:48:30 AM AM Modified: 8/11/2023 9:46:53 AM AM Page 2 of 2 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/11/23 ------------------------------------------------------------------------ CARLSBAD VILLAGE DRIVE PROPOSED CONDITION 100 YEAR SYSTEM 2000 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4049 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 96.000(Ft.) Highest elevation = 68.400(Ft.) Lowest elevation = 67.660(Ft.) Elevation difference = 0.740(Ft.) Slope = 0.771 % Top of Initial Area Slope adjusted by User to 0.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.80 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.45 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 60.000^.5)/( 0.800^(1/3)]= 3.45 Calculated TC of 3.454 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.688(CFS) Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 1 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Total initial stream area = 0.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 3.804(CFS) Depth of flow = 0.573(Ft.), Average velocity = 2.373(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 26.50 0.50 3 28.00 0.00 4 29.50 0.50 5 44.00 0.73 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 3.804(CFS) ' ' flow top width = 20.443(Ft.) ' ' velocity= 2.373(Ft/s) ' ' area = 1.603(Sq.Ft) ' ' Froude number = 1.494 Upstream point elevation = 67.660(Ft.) Downstream point elevation = 63.460(Ft.) Flow length = 243.000(Ft.) Travel time = 1.71 min. Time of concentration = 5.16 min. Depth of flow = 0.573(Ft.) Average velocity = 2.373(Ft/s) Total irregular channel flow = 3.804(CFS) Irregular channel normal depth above invert elev. = 0.573(Ft.) Average velocity of channel(s) = 2.373(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.454(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.061 Subarea runoff = 6.162(CFS) for 1.100(Ac.) Total runoff = 6.850(CFS) Total area = 1.220(Ac.) Depth of flow = 0.615(Ft.), Average velocity = 2.560(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 57.940(Ft.) Downstream point/station elevation = 56.500(Ft.) Pipe length = 267.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.850(CFS) Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 2 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.850(CFS) Normal flow depth in pipe = 13.20(In.) Flow top width inside pipe = 15.92(In.) Critical Depth = 12.16(In.) Pipe flow velocity = 4.93(Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 6.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.220(Ac.) Runoff from this stream = 6.850(CFS) Time of concentration = 6.06 min. Rainfall intensity = 5.817(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 68.550(Ft.) Lowest elevation = 68.400(Ft.) Elevation difference = 0.150(Ft.) Slope = 0.250 % Top of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.69 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 50.000^.5)/( 0.500^(1/3)]= 3.69 Calculated TC of 3.688 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.229(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2006.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 3 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 3.69 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.670 Subarea runoff = 4.183(CFS) for 0.730(Ac.) Total runoff = 4.413(CFS) Total area = 0.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 65.160(Ft.) Downstream point/station elevation = 58.050(Ft.) Pipe length = 305.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.413(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.413(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 11.16(In.) Critical Depth = 10.57(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 4.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 2007.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Time of concentration = 4.35 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.827 CA = 1.638 Subarea runoff = 6.376(CFS) for 1.210(Ac.) Total runoff = 10.789(CFS) Total area = 1.980(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2007.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 4 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 4.35 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.838 CA = 2.195 Subarea runoff = 3.668(CFS) for 0.640(Ac.) Total runoff = 14.456(CFS) Total area = 2.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 57.550(Ft.) Downstream point/station elevation = 56.120(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.456(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 14.456(CFS) Normal flow depth in pipe = 15.21(In.) Flow top width inside pipe = 23.12(In.) Critical Depth = 16.44(In.) Pipe flow velocity = 6.89(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 4.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.620(Ac.) Runoff from this stream = 14.456(CFS) Time of concentration = 4.80 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2011.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 88.000(Ft.) Highest elevation = 70.010(Ft.) Lowest elevation = 68.300(Ft.) Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 5 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Elevation difference = 1.710(Ft.) Slope = 1.943 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.08 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 75.000^.5)/( 2.000^(1/3)]= 4.08 Calculated TC of 4.083 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 0.710(CFS) Total initial stream area = 0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2013.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.301(CFS) Depth of flow = 0.222(Ft.), Average velocity = 2.256(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.50 0.50 3 0.67 0.00 4 2.00 0.13 5 20.50 0.37 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.301(CFS) ' ' flow top width = 8.738(Ft.) ' ' velocity= 2.256(Ft/s) ' ' area = 0.577(Sq.Ft) ' ' Froude number = 1.547 Upstream point elevation = 68.300(Ft.) Downstream point elevation = 62.300(Ft.) Flow length = 301.000(Ft.) Travel time = 2.22 min. Time of concentration = 6.31 min. Depth of flow = 0.222(Ft.) Average velocity = 2.256(Ft/s) Total irregular channel flow = 1.301(CFS) Irregular channel normal depth above invert elev. = 0.222(Ft.) Average velocity of channel(s) = 2.256(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 6 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out (Q=KCIA) is C = 0.815 CA = 0.318 Subarea runoff = 1.092(CFS) for 0.250(Ac.) Total runoff = 1.802(CFS) Total area = 0.390(Ac.) Depth of flow = 0.240(Ft.), Average velocity = 2.429(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2013.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.31 min. Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA = 0.553 Subarea runoff = 1.332(CFS) for 0.270(Ac.) Total runoff = 3.134(CFS) Total area = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.660(Ac.) Runoff from this stream = 3.134(CFS) Time of concentration = 6.31 min. Rainfall intensity = 5.671(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.850 6.06 5.817 2 14.456 4.80 6.587 3 3.134 6.31 5.671 Qmax(1) = 1.000 * 1.000 * 6.850) + 0.883 * 1.000 * 14.456) + 1.000 * 0.961 * 3.134) + = 22.629 Qmax(2) = 1.000 * 0.791 * 6.850) + 1.000 * 1.000 * 14.456) + 1.000 * 0.761 * 3.134) + = 22.260 Qmax(3) = 0.975 * 1.000 * 6.850) + 0.861 * 1.000 * 14.456) + 1.000 * 1.000 * 3.134) + = 22.258 Total of 3 main streams to confluence: Flow rates before confluence point: 6.850 14.456 3.134 Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 7 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\2000P100.out Maximum flow rates at confluence using above data: 22.629 22.260 22.258 Area of streams before confluence: 1.220 2.620 0.660 Results of confluence: Total flow rate = 22.629(CFS) Time of concentration = 6.063 min. Effective stream area after confluence = 4.500(Ac.) End of computations, total study area = 4.500 (Ac.) Printed: 8/11/2023 9:51:22 AM AM Modified: 8/11/2023 9:50:36 AM AM Page 8 of 8 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/01/23 ------------------------------------------------------------------------ CARLSBAD VILLAGE DRIVE PROPOSED CONDITION 100 YEAR SYSTEM 2000 - DETENTION ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4049 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2002.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Rainfall intensity (I) = 4.864(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 8.00 min. Rain intensity = 4.86(In/Hr) Total area = 1.220(Ac.) Total runoff = 3.100(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 57.940(Ft.) Downstream point/station elevation = 56.500(Ft.) Pipe length = 267.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.100(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.100(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 14.76(In.) Critical Depth = 8.50(In.) Pipe flow velocity = 4.12(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) = 9.08 min. Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 1 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.220(Ac.) Runoff from this stream = 3.100(CFS) Time of concentration = 9.08 min. Rainfall intensity = 4.483(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 68.550(Ft.) Lowest elevation = 68.400(Ft.) Elevation difference = 0.150(Ft.) Slope = 0.250 % Top of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.69 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 50.000^.5)/( 0.500^(1/3)]= 3.69 Calculated TC of 3.688 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.229(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2006.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 3.69 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 2 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.670 Subarea runoff = 4.183(CFS) for 0.730(Ac.) Total runoff = 4.413(CFS) Total area = 0.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 65.160(Ft.) Downstream point/station elevation = 58.050(Ft.) Pipe length = 305.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.413(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.413(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 11.16(In.) Critical Depth = 10.57(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 4.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.770(Ac.) Runoff from this stream = 4.413(CFS) Time of concentration = 4.35 min. Rainfall intensity = 6.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.830 given for subarea Rainfall intensity (I) = 3.390(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.00 min. Rain intensity = 3.39(In/Hr) Total area = 1.850(Ac.) Total runoff = 1.220(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.850(Ac.) Runoff from this stream = 1.220(CFS) Time of concentration = 14.00 min. Rainfall intensity = 3.390(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 3 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out 1 4.413 4.35 6.587 2 1.220 14.00 3.390 Qmax(1) = 1.000 * 1.000 * 4.413) + 1.000 * 0.311 * 1.220) + = 4.791 Qmax(2) = 0.515 * 1.000 * 4.413) + 1.000 * 1.000 * 1.220) + = 3.491 Total of 2 streams to confluence: Flow rates before confluence point: 4.413 1.220 Maximum flow rates at confluence using above data: 4.791 3.491 Area of streams before confluence: 0.770 1.850 Results of confluence: Total flow rate = 4.791(CFS) Time of concentration = 4.347 min. Effective stream area after confluence = 2.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 57.550(Ft.) Downstream point/station elevation = 56.120(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.791(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.791(CFS) Normal flow depth in pipe = 10.58(In.) Flow top width inside pipe = 13.67(In.) Critical Depth = 10.65(In.) Pipe flow velocity = 5.18(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 4.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.620(Ac.) Runoff from this stream = 4.791(CFS) Time of concentration = 4.95 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2011.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 4 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 88.000(Ft.) Highest elevation = 70.010(Ft.) Lowest elevation = 68.300(Ft.) Elevation difference = 1.710(Ft.) Slope = 1.943 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.08 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 75.000^.5)/( 2.000^(1/3)]= 4.08 Calculated TC of 4.083 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 0.710(CFS) Total initial stream area = 0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2013.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.301(CFS) Depth of flow = 0.222(Ft.), Average velocity = 2.256(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.50 0.50 3 0.67 0.00 4 2.00 0.13 5 20.50 0.37 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.301(CFS) ' ' flow top width = 8.738(Ft.) ' ' velocity= 2.256(Ft/s) ' ' area = 0.577(Sq.Ft) ' ' Froude number = 1.547 Upstream point elevation = 68.300(Ft.) Downstream point elevation = 62.300(Ft.) Flow length = 301.000(Ft.) Travel time = 2.22 min. Time of concentration = 6.31 min. Depth of flow = 0.222(Ft.) Average velocity = 2.256(Ft/s) Total irregular channel flow = 1.301(CFS) Irregular channel normal depth above invert elev. = 0.222(Ft.) Average velocity of channel(s) = 2.256(Ft/s) Adding area flow to channel Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 5 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.815 CA = 0.318 Subarea runoff = 1.092(CFS) for 0.250(Ac.) Total runoff = 1.802(CFS) Total area = 0.390(Ac.) Depth of flow = 0.240(Ft.), Average velocity = 2.429(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2013.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.31 min. Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA = 0.553 Subarea runoff = 1.332(CFS) for 0.270(Ac.) Total runoff = 3.134(CFS) Total area = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.660(Ac.) Runoff from this stream = 3.134(CFS) Time of concentration = 6.31 min. Rainfall intensity = 5.671(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.100 9.08 4.483 2 4.791 4.95 6.587 3 3.134 6.31 5.671 Qmax(1) = 1.000 * 1.000 * 3.100) + 0.681 * 1.000 * 4.791) + 0.791 * 1.000 * 3.134) + = 8.838 Qmax(2) = 1.000 * 0.545 * 3.100) + Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 6 of 7 \\projects\p_drive\4488\Engr\Reports\Drainage-Prelim\HYDRO\PROPOSED\2000\DETAINED\2000P100D.out 1.000 * 1.000 * 4.791) + 1.000 * 0.784 * 3.134) + = 8.938 Qmax(3) = 1.000 * 0.695 * 3.100) + 0.861 * 1.000 * 4.791) + 1.000 * 1.000 * 3.134) + = 9.412 Total of 3 main streams to confluence: Flow rates before confluence point: 3.100 4.791 3.134 Maximum flow rates at confluence using above data: 8.838 8.938 9.412 Area of streams before confluence: 1.220 2.620 0.660 Results of confluence: Total flow rate = 9.412(CFS) Time of concentration = 6.307 min. Effective stream area after confluence = 4.500(Ac.) End of computations, total study area = 4.500 (Ac.) Printed: 11/1/2023 1:32:06 PM PM Modified: 11/1/2023 1:28:58 PM PM Page 7 of 7 APPENDIX 4 Detention Calculations Vault 1 North Retail Inflow Hydrograph RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 11/1/2023 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.5 INCHES BASIN AREA 1.22 ACRES RUNOFF COEFFICIENT 0.87 PEAK DISCHARGE 6.85 CFS TIME (MIN)=0 DISCHARGE (CFS)=0 TIME (MIN)=5 DISCHARGE (CFS)=0.2 TIME (MIN)=10 DISCHARGE (CFS)=0.2 TIME (MIN)=15 DISCHARGE (CFS)=0.2 TIME (MIN)=20 DISCHARGE (CFS)=0.2 TIME (MIN)=25 DISCHARGE (CFS)=0.2 TIME (MIN)=30 DISCHARGE (CFS)=0.2 TIME (MIN)=35 DISCHARGE (CFS)=0.2 TIME (MIN)=40 DISCHARGE (CFS)=0.2 TIME (MIN)=45 DISCHARGE (CFS)=0.2 TIME (MIN)=50 DISCHARGE (CFS)=0.2 TIME (MIN)=55 DISCHARGE (CFS)=0.2 TIME (MIN)=60 DISCHARGE (CFS)=0.2 TIME (MIN)=65 DISCHARGE (CFS)=0.2 TIME (MIN)=70 DISCHARGE (CFS)=0.2 TIME (MIN)=75 DISCHARGE (CFS)=0.2 TIME (MIN)=80 DISCHARGE (CFS)=0.2 TIME (MIN)=85 DISCHARGE (CFS)=0.2 TIME (MIN)=90 DISCHARGE (CFS)=0.2 TIME (MIN)=95 DISCHARGE (CFS)=0.2 TIME (MIN)=100 DISCHARGE (CFS)=0.2 TIME (MIN)=105 DISCHARGE (CFS)=0.2 TIME (MIN)=110 DISCHARGE (CFS)=0.2 TIME (MIN)=115 DISCHARGE (CFS)=0.2 TIME (MIN)=120 DISCHARGE (CFS)=0.2 TIME (MIN)=125 DISCHARGE (CFS)=0.2 TIME (MIN)=130 DISCHARGE (CFS)=0.3 TIME (MIN)=135 DISCHARGE (CFS)=0.3 TIME (MIN)=140 DISCHARGE (CFS)=0.3 TIME (MIN)=145 DISCHARGE (CFS)=0.3 TIME (MIN)=150 DISCHARGE (CFS)=0.3 TIME (MIN)=155 DISCHARGE (CFS)=0.3 TIME (MIN)=160 DISCHARGE (CFS)=0.3 TIME (MIN)=165 DISCHARGE (CFS)=0.3 TIME (MIN)=170 DISCHARGE (CFS)=0.3 TIME (MIN)=175 DISCHARGE (CFS)=0.4 TIME (MIN)=180 DISCHARGE (CFS)=0.4 TIME (MIN)=185 DISCHARGE (CFS)=0.4 TIME (MIN)=190 DISCHARGE (CFS)=0.4 TIME (MIN)=195 DISCHARGE (CFS)=0.4 TIME (MIN)=200 DISCHARGE (CFS)=0.5 TIME (MIN)=205 DISCHARGE (CFS)=0.5 TIME (MIN)=210 DISCHARGE (CFS)=0.5 TIME (MIN)=215 DISCHARGE (CFS)=0.6 TIME (MIN)=220 DISCHARGE (CFS)=0.7 TIME (MIN)=225 DISCHARGE (CFS)=0.8 TIME (MIN)=230 DISCHARGE (CFS)=0.9 TIME (MIN)=235 DISCHARGE (CFS)=1.4 TIME (MIN)=240 DISCHARGE (CFS)=2.1 TIME (MIN)=245 DISCHARGE (CFS)=6.85 TIME (MIN)=250 DISCHARGE (CFS)=1.1 TIME (MIN)=255 DISCHARGE (CFS)=0.7 TIME (MIN)=260 DISCHARGE (CFS)=0.6 TIME (MIN)=265 DISCHARGE (CFS)=0.5 TIME (MIN)=270 DISCHARGE (CFS)=0.4 TIME (MIN)=275 DISCHARGE (CFS)=0.4 TIME (MIN)=280 DISCHARGE (CFS)=0.3 TIME (MIN)=285 DISCHARGE (CFS)=0.3 TIME (MIN)=290 DISCHARGE (CFS)=0.3 TIME (MIN)=295 DISCHARGE (CFS)=0.3 TIME (MIN)=300 DISCHARGE (CFS)=0.3 TIME (MIN)=305 DISCHARGE (CFS)=0.2 TIME (MIN)=310 DISCHARGE (CFS)=0.2 TIME (MIN)=315 DISCHARGE (CFS)=0.2 TIME (MIN)=320 DISCHARGE (CFS)=0.2 TIME (MIN)=325 DISCHARGE (CFS)=0.2 TIME (MIN)=330 DISCHARGE (CFS)=0.2 TIME (MIN)=335 DISCHARGE (CFS)=0.2 TIME (MIN)=340 DISCHARGE (CFS)=0.2 TIME (MIN)=345 DISCHARGE (CFS)=0.2 TIME (MIN)=350 DISCHARGE (CFS)=0.2 TIME (MIN)=355 DISCHARGE (CFS)=0.2 TIME (MIN)=360 DISCHARGE (CFS)=0.2 TIME (MIN)=365 DISCHARGE (CFS)=0 Vault 1 Project Summary Vault 1Title PDCEngineer PDCCompany 11/1/2023Date Notes Page 1 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: CM-1 Return Event: 100 yearsSubsection: Read Hydrograph ft³/s6.85Peak Discharge min245Time to Peak ac-ft0.221Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 5 min Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (min) 0.200.200.200.200.000 0.200.200.200.200.2025 0.200.200.200.200.2050 0.200.200.200.200.2075 0.200.200.200.200.20100 0.300.300.300.300.20125 0.300.300.300.300.30150 0.400.400.400.400.40175 0.700.600.500.500.50200 6.852.101.400.900.80225 0.400.500.600.701.10250 0.300.300.300.300.40275 0.200.200.200.200.30300 0.200.200.200.200.20325 (N/A)0.000.200.200.20350 Page 3 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 6.852450.2210POSTCM-1 Node Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 3.122480.1740POSTO-1 Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)6.852450.2210POST1 (IN) 0.09961.403.122480.1740POST1 (OUT) Page 2 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: O-1 Return Event: 100 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'O-1' Upstream NodeUpstream Link 1Outlet-1 Node Inflows Flow (Peak) (ft³/s) Time to Peak (min) Volume (ac-ft) ElementInflow Type 3.122480.174Outlet-1Flow (From) 3.122480.174O-1Flow (In) Page 4 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (ft²) Area (ft²) Planimeter (ft²) Elevation (ft) 0.0000.0000.0001,342.0000.058.20 0.1230.1234,026.0001,342.0000.062.20 Page 5 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Volume Equations Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - El1) * (Area1 + Area2 + sqr(Area1 * Area2)) Lower and upper elevations of the incrementwhere: EL1, EL2 Areas computed for EL1, EL2, respectivelyArea1, Area2 Incremental volume between EL1 and EL2Volume Page 6 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft58.20Minimum (Headwater) ft0.10Increment (Headwater) ft62.20Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 62.2060.20TWForwardOrifice - Above WQ Orifice-Area 62.2061.70TWForwardRiser - 1Inlet Box 62.2058.20TWForwardOrifice - LFOrifice-Circular (N/A)(N/A)TailwaterTailwater Settings Page 7 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Structure ID: Orifice - LF Structure Type: Orifice-Circular 1Number of Openings ft58.20Elevation in1.4Orifice Diameter 0.600Orifice Coefficient Structure ID: Riser - 1 Structure Type: Inlet Box 1Number of Openings ft61.70Elevation ft²12.0Orifice Area 0.600Orifice Coefficient ft12.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence TrueOrifice H to crest Structure ID: Orifice - Above WQ Structure Type: Orifice-Area 1Number of Openings ft60.20Elevation ft²0.6Orifice Area ft60.63Top Elevation ft60.30Datum Elevation 0.600Orifice Coefficient Structure ID: TW Structure Type: TW Setup, DS Channel Free OutfallTailwater Type Convergence Tolerances 80Maximum Iterations ft0.01Tailwater Tolerance (Minimum) ft0.10Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) Page 8 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Convergence Tolerances ft0.10Headwater Tolerance (Maximum) ft³/s0.001Flow Tolerance (Minimum) ft³/s10.000Flow Tolerance (Maximum) Page 9 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.0058.20 0.00(N/A)0.0158.30 0.00(N/A)0.0258.40 0.00(N/A)0.0358.50 0.00(N/A)0.0358.60 0.00(N/A)0.0358.70 0.00(N/A)0.0458.80 0.00(N/A)0.0458.90 0.00(N/A)0.0459.00 0.00(N/A)0.0559.10 0.00(N/A)0.0559.20 0.00(N/A)0.0559.30 0.00(N/A)0.0559.40 0.00(N/A)0.0659.50 0.00(N/A)0.0659.60 0.00(N/A)0.0659.70 0.00(N/A)0.0659.80 0.00(N/A)0.0759.90 0.00(N/A)0.0760.00 0.00(N/A)0.0760.10 0.00(N/A)0.0760.20 0.00(N/A)0.4660.30 0.00(N/A)0.8560.40 0.00(N/A)1.2360.50 0.00(N/A)1.6260.60 0.00(N/A)1.9160.70 0.00(N/A)2.1260.80 0.00(N/A)2.3260.90 0.00(N/A)2.5061.00 0.00(N/A)2.6761.10 0.00(N/A)2.8361.20 0.00(N/A)2.9861.30 0.00(N/A)3.1261.40 0.00(N/A)3.2661.50 0.00(N/A)3.3961.60 0.00(N/A)3.5161.70 0.00(N/A)4.7761.80 0.00(N/A)6.9761.90 0.00(N/A)9.7862.00 0.00(N/A)13.0862.10 0.00(N/A)16.8162.20 Contributing Structures Page 10 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing Structures None Contributing Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Page 11 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing Structures Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Orifice - Above WQ + Riser - 1 + Orifice - LF Page 12 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Volume-Flow Table (Pond) Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft58.20Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1Time Increment 2S/t + O (ft³/s) Flow (Total) (ft³/s) Infiltration (ft³/s) Area (ft²) Storage (ac-ft) Outflow (ft³/s) Elevation (ft) 0.000.000.001,342.0000.0000.0058.20 4.480.010.001,342.0000.0030.0158.30 8.970.020.001,342.0000.0060.0258.40 13.450.030.001,342.0000.0090.0358.50 17.920.030.001,342.0000.0120.0358.60 22.400.030.001,342.0000.0150.0358.70 26.880.040.001,342.0000.0180.0458.80 31.350.040.001,342.0000.0220.0458.90 35.830.040.001,342.0000.0250.0459.00 40.310.050.001,342.0000.0280.0559.10 44.780.050.001,342.0000.0310.0559.20 49.260.050.001,342.0000.0340.0559.30 53.730.050.001,342.0000.0370.0559.40 58.210.060.001,342.0000.0400.0659.50 62.690.060.001,342.0000.0430.0659.60 67.160.060.001,342.0000.0460.0659.70 71.640.060.001,342.0000.0490.0659.80 76.110.070.001,342.0000.0520.0759.90 80.590.070.001,342.0000.0550.0760.00 85.060.070.001,342.0000.0590.0760.10 89.540.070.001,342.0000.0620.0760.20 94.400.460.001,342.0000.0650.4660.30 99.260.850.001,342.0000.0680.8560.40 104.121.230.001,342.0000.0711.2360.50 108.981.620.001,342.0000.0741.6260.60 113.741.910.001,342.0000.0771.9160.70 118.432.120.001,342.0000.0802.1260.80 123.102.320.001,342.0000.0832.3260.90 127.752.500.001,342.0000.0862.5061.00 Page 13 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Volume-Flow Table (Pond) 2S/t + O (ft³/s) Flow (Total) (ft³/s) Infiltration (ft³/s) Area (ft²) Storage (ac-ft) Outflow (ft³/s) Elevation (ft) 132.402.670.001,342.0000.0892.6761.10 137.032.830.001,342.0000.0922.8361.20 141.652.980.001,342.0000.0962.9861.30 146.273.120.001,342.0000.0993.1261.40 150.883.260.001,342.0000.1023.2661.50 155.483.390.001,342.0000.1053.3961.60 160.083.510.001,342.0000.1083.5161.70 165.814.770.001,342.0000.1114.7761.80 172.486.970.001,342.0000.1146.9761.90 179.779.780.001,342.0000.1179.7862.00 187.5413.080.001,342.0000.12013.0862.10 195.7416.810.001,342.0000.12316.8162.20 Page 14 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 (IN) Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft58.20Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1Time Increment Inflow/Outflow Hydrograph Summary ft³/s6.85Flow (Peak In) min245Time to Peak (Flow, In) ft³/s3.12Flow (Peak Outlet) min248Time to Peak (Flow, Outlet) ft61.40Elevation (Water Surface, Peak) ac-ft0.099Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft0.221Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft0.174Volume (Total Outlet Outflow) ac-ft0.047Volume (Retained) ac-ft0.000Volume (Unrouted) %0.0Error (Mass Balance) Page 15 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 1 Scenario: POST Storm Event:Label: 1 (IN) Return Event: 100 yearsSubsection: Pond Inflow Summary Summary for Hydrograph Addition at '1' Upstream NodeUpstream Link CM-1<Catchment to Outflow Node> Node Inflows Flow (Peak) (ft³/s) Time to Peak (min) Volume (ac-ft) ElementInflow Type 6.852450.221CM-1Flow (From) 6.852450.2211Flow (In) Page 16 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 1.ppc Vault 2 Center Buildings RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 11/1/2023 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.5 INCHES BASIN AREA 1.85 ACRES RUNOFF COEFFICIENT 0.83 PEAK DISCHARGE 10.04 CFS TIME (MIN)=0 DISCHARGE (CFS)=0 TIME (MIN)=5 DISCHARGE (CFS)=0.2 TIME (MIN)=10 DISCHARGE (CFS)=0.2 TIME (MIN)=15 DISCHARGE (CFS)=0.2 TIME (MIN)=20 DISCHARGE (CFS)=0.2 TIME (MIN)=25 DISCHARGE (CFS)=0.2 TIME (MIN)=30 DISCHARGE (CFS)=0.2 TIME (MIN)=35 DISCHARGE (CFS)=0.2 TIME (MIN)=40 DISCHARGE (CFS)=0.3 TIME (MIN)=45 DISCHARGE (CFS)=0.3 TIME (MIN)=50 DISCHARGE (CFS)=0.3 TIME (MIN)=55 DISCHARGE (CFS)=0.3 TIME (MIN)=60 DISCHARGE (CFS)=0.3 TIME (MIN)=65 DISCHARGE (CFS)=0.3 TIME (MIN)=70 DISCHARGE (CFS)=0.3 TIME (MIN)=75 DISCHARGE (CFS)=0.3 TIME (MIN)=80 DISCHARGE (CFS)=0.3 TIME (MIN)=85 DISCHARGE (CFS)=0.3 TIME (MIN)=90 DISCHARGE (CFS)=0.3 TIME (MIN)=95 DISCHARGE (CFS)=0.3 TIME (MIN)=100 DISCHARGE (CFS)=0.3 TIME (MIN)=105 DISCHARGE (CFS)=0.3 TIME (MIN)=110 DISCHARGE (CFS)=0.3 TIME (MIN)=115 DISCHARGE (CFS)=0.3 TIME (MIN)=120 DISCHARGE (CFS)=0.3 TIME (MIN)=125 DISCHARGE (CFS)=0.4 TIME (MIN)=130 DISCHARGE (CFS)=0.4 TIME (MIN)=135 DISCHARGE (CFS)=0.4 TIME (MIN)=140 DISCHARGE (CFS)=0.4 TIME (MIN)=145 DISCHARGE (CFS)=0.4 TIME (MIN)=150 DISCHARGE (CFS)=0.4 TIME (MIN)=155 DISCHARGE (CFS)=0.4 TIME (MIN)=160 DISCHARGE (CFS)=0.4 TIME (MIN)=165 DISCHARGE (CFS)=0.5 TIME (MIN)=170 DISCHARGE (CFS)=0.5 TIME (MIN)=175 DISCHARGE (CFS)=0.5 TIME (MIN)=180 DISCHARGE (CFS)=0.5 TIME (MIN)=185 DISCHARGE (CFS)=0.6 TIME (MIN)=190 DISCHARGE (CFS)=0.6 TIME (MIN)=195 DISCHARGE (CFS)=0.6 TIME (MIN)=200 DISCHARGE (CFS)=0.7 TIME (MIN)=205 DISCHARGE (CFS)=0.7 TIME (MIN)=210 DISCHARGE (CFS)=0.8 TIME (MIN)=215 DISCHARGE (CFS)=0.9 TIME (MIN)=220 DISCHARGE (CFS)=1 TIME (MIN)=225 DISCHARGE (CFS)=1.2 TIME (MIN)=230 DISCHARGE (CFS)=1.4 TIME (MIN)=235 DISCHARGE (CFS)=2 TIME (MIN)=240 DISCHARGE (CFS)=2.9 TIME (MIN)=245 DISCHARGE (CFS)=10.04 TIME (MIN)=250 DISCHARGE (CFS)=1.6 TIME (MIN)=255 DISCHARGE (CFS)=1.1 TIME (MIN)=260 DISCHARGE (CFS)=0.8 TIME (MIN)=265 DISCHARGE (CFS)=0.7 TIME (MIN)=270 DISCHARGE (CFS)=0.6 TIME (MIN)=275 DISCHARGE (CFS)=0.5 TIME (MIN)=280 DISCHARGE (CFS)=0.5 TIME (MIN)=285 DISCHARGE (CFS)=0.5 TIME (MIN)=290 DISCHARGE (CFS)=0.4 TIME (MIN)=295 DISCHARGE (CFS)=0.4 TIME (MIN)=300 DISCHARGE (CFS)=0.4 TIME (MIN)=305 DISCHARGE (CFS)=0.4 TIME (MIN)=310 DISCHARGE (CFS)=0.3 TIME (MIN)=315 DISCHARGE (CFS)=0.3 TIME (MIN)=320 DISCHARGE (CFS)=0.3 TIME (MIN)=325 DISCHARGE (CFS)=0.3 TIME (MIN)=330 DISCHARGE (CFS)=0.3 TIME (MIN)=335 DISCHARGE (CFS)=0.3 TIME (MIN)=340 DISCHARGE (CFS)=0.3 TIME (MIN)=345 DISCHARGE (CFS)=0.3 TIME (MIN)=350 DISCHARGE (CFS)=0.2 TIME (MIN)=355 DISCHARGE (CFS)=0.2 TIME (MIN)=360 DISCHARGE (CFS)=0.2 TIME (MIN)=365 DISCHARGE (CFS)=0 Vault 2 Project Summary Vault 2Title PDCEngineer PDCCompany 11/1/2023Date Notes Page 1 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 10.042450.3170POSTCM-1 Node Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 1.222540.2690POSTO-1 Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)10.042450.3170POST1 (IN) 0.18463.551.222540.2690POST1 (OUT) Page 2 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: CM-1 Return Event: 100 yearsSubsection: Read Hydrograph ft³/s10.04Peak Discharge min245Time to Peak ac-ft0.317Hydrograph Volume HYDROGRAPH ORDINATES (ft³/s) Output Time Increment = 5 min Time on left represents time for first value in each row. Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Flow (ft³/s) Time (min) 0.200.200.200.200.000 0.300.300.200.200.2025 0.300.300.300.300.3050 0.300.300.300.300.3075 0.300.300.300.300.30100 0.400.400.400.400.40125 0.500.500.400.400.40150 0.600.600.600.500.50175 1.000.900.800.700.70200 10.042.902.001.401.20225 0.600.700.801.101.60250 0.400.400.500.500.50275 0.300.300.300.400.40300 0.300.300.300.300.30325 (N/A)0.000.200.200.20350 Page 3 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: O-1 Return Event: 100 yearsSubsection: Addition Summary Summary for Hydrograph Addition at 'O-1' Upstream NodeUpstream Link 1Outlet-1 Node Inflows Flow (Peak) (ft³/s) Time to Peak (min) Volume (ac-ft) ElementInflow Type 1.222540.269Outlet-1Flow (From) 1.222540.269O-1Flow (In) Page 4 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (ft²) Area (ft²) Planimeter (ft²) Elevation (ft) 0.0000.0000.0002,263.0000.060.00 0.2180.2186,789.0002,263.0000.064.20 Page 5 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Volume Equations Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - El1) * (Area1 + Area2 + sqr(Area1 * Area2)) Lower and upper elevations of the incrementwhere: EL1, EL2 Areas computed for EL1, EL2, respectivelyArea1, Area2 Incremental volume between EL1 and EL2Volume Page 6 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft60.00Minimum (Headwater) ft0.10Increment (Headwater) ft64.20Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 64.2061.90TWForwardOrifice - HFOrifice-Circular 64.2063.70TWForwardRiser - 1Inlet Box 64.2060.00TWForwardOrifice - LFOrifice-Circular (N/A)(N/A)TailwaterTailwater Settings Page 7 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Structure ID: Orifice - LF Structure Type: Orifice-Circular 1Number of Openings ft60.00Elevation in3.0Orifice Diameter 0.600Orifice Coefficient Structure ID: Riser - 1 Structure Type: Inlet Box 1Number of Openings ft63.70Elevation ft²12.0Orifice Area 0.600Orifice Coefficient ft12.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.000K Reverse 0.000Manning's n 0.000Kev, Charged Riser FalseWeir Submergence TrueOrifice H to crest Structure ID: Orifice - HF Structure Type: Orifice-Circular 2Number of Openings ft61.90Elevation in3.5Orifice Diameter 0.600Orifice Coefficient Structure ID: TW Structure Type: TW Setup, DS Channel Free OutfallTailwater Type Convergence Tolerances 80Maximum Iterations ft0.01Tailwater Tolerance (Minimum) ft0.10Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft0.10Headwater Tolerance (Maximum) ft³/s0.001Flow Tolerance (Minimum) Page 8 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Outlet Input Data Convergence Tolerances ft³/s10.000Flow Tolerance (Maximum) Page 9 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.0060.00 0.00(N/A)0.0260.10 0.00(N/A)0.0660.20 0.00(N/A)0.1060.30 0.00(N/A)0.1260.40 0.00(N/A)0.1460.50 0.00(N/A)0.1660.60 0.00(N/A)0.1860.70 0.00(N/A)0.1960.80 0.00(N/A)0.2160.90 0.00(N/A)0.2261.00 0.00(N/A)0.2361.10 0.00(N/A)0.2461.20 0.00(N/A)0.2661.30 0.00(N/A)0.2761.40 0.00(N/A)0.2861.50 0.00(N/A)0.2961.60 0.00(N/A)0.3061.70 0.00(N/A)0.3161.80 0.00(N/A)0.3161.90 0.00(N/A)0.3662.00 0.00(N/A)0.4662.10 0.00(N/A)0.5962.20 0.00(N/A)0.6762.30 0.00(N/A)0.7462.40 0.00(N/A)0.8062.50 0.00(N/A)0.8562.60 0.00(N/A)0.9062.70 0.00(N/A)0.9462.80 0.00(N/A)0.9962.90 0.00(N/A)1.0363.00 0.00(N/A)1.0763.10 0.00(N/A)1.1163.20 0.00(N/A)1.1463.30 0.00(N/A)1.1863.40 0.00(N/A)1.2163.50 0.00(N/A)1.2463.60 0.00(N/A)1.2763.70 0.00(N/A)2.4463.80 0.00(N/A)4.5563.90 0.00(N/A)7.2864.00 0.00(N/A)10.5064.10 Page 10 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)14.1564.20 Contributing Structures None Contributing Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Orifice - LF Orifice - HF + Riser - 1 + Orifice - LF Page 11 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: Outlet#1 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing Structures Orifice - HF + Riser - 1 + Orifice - LF Orifice - HF + Riser - 1 + Orifice - LF Orifice - HF + Riser - 1 + Orifice - LF Orifice - HF + Riser - 1 + Orifice - LF Orifice - HF + Riser - 1 + Orifice - LF Page 12 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Volume-Flow Table (Pond) Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft60.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1Time Increment 2S/t + O (ft³/s) Flow (Total) (ft³/s) Infiltration (ft³/s) Area (ft²) Storage (ac-ft) Outflow (ft³/s) Elevation (ft) 0.000.000.002,263.0000.0000.0060.00 7.560.020.002,263.0000.0050.0260.10 15.140.060.002,263.0000.0100.0660.20 22.730.100.002,263.0000.0160.1060.30 30.300.120.002,263.0000.0210.1260.40 37.860.140.002,263.0000.0260.1460.50 45.420.160.002,263.0000.0310.1660.60 52.980.180.002,263.0000.0360.1860.70 60.540.190.002,263.0000.0420.1960.80 68.100.210.002,263.0000.0470.2160.90 75.650.220.002,263.0000.0520.2261.00 83.210.230.002,263.0000.0570.2361.10 90.760.240.002,263.0000.0620.2461.20 98.320.260.002,263.0000.0680.2661.30 105.870.270.002,263.0000.0730.2761.40 113.430.280.002,263.0000.0780.2861.50 120.980.290.002,263.0000.0830.2961.60 128.530.300.002,263.0000.0880.3061.70 136.090.310.002,263.0000.0940.3161.80 143.640.310.002,263.0000.0990.3161.90 151.220.360.002,263.0000.1040.3662.00 158.870.460.002,263.0000.1090.4662.10 166.550.590.002,263.0000.1140.5962.20 174.170.670.002,263.0000.1190.6762.30 181.780.740.002,263.0000.1250.7462.40 189.380.800.002,263.0000.1300.8062.50 196.980.850.002,263.0000.1350.8562.60 204.570.900.002,263.0000.1400.9062.70 212.160.940.002,263.0000.1450.9462.80 Page 13 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 Return Event: 100 yearsSubsection: Elevation-Volume-Flow Table (Pond) 2S/t + O (ft³/s) Flow (Total) (ft³/s) Infiltration (ft³/s) Area (ft²) Storage (ac-ft) Outflow (ft³/s) Elevation (ft) 219.740.990.002,263.0000.1510.9962.90 227.331.030.002,263.0000.1561.0363.00 234.911.070.002,263.0000.1611.0763.10 242.491.110.002,263.0000.1661.1163.20 250.071.140.002,263.0000.1711.1463.30 257.651.180.002,263.0000.1771.1863.40 265.231.210.002,263.0000.1821.2163.50 272.801.240.002,263.0000.1871.2463.60 280.381.270.002,263.0000.1921.2763.70 289.092.440.002,263.0000.1972.4463.80 298.744.550.002,263.0000.2034.5563.90 309.017.280.002,263.0000.2087.2864.00 319.7810.500.002,263.0000.21310.5064.10 330.9714.150.002,263.0000.21814.1564.20 Page 14 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 (IN) Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft60.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1Time Increment Inflow/Outflow Hydrograph Summary ft³/s10.04Flow (Peak In) min245Time to Peak (Flow, In) ft³/s1.22Flow (Peak Outlet) min254Time to Peak (Flow, Outlet) ft63.55Elevation (Water Surface, Peak) ac-ft0.184Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft0.317Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft0.269Volume (Total Outlet Outflow) ac-ft0.048Volume (Retained) ac-ft0.000Volume (Unrouted) %0.1Error (Mass Balance) Page 15 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc Vault 2 Scenario: POST Storm Event:Label: 1 (IN) Return Event: 100 yearsSubsection: Pond Inflow Summary Summary for Hydrograph Addition at '1' Upstream NodeUpstream Link CM-1<Catchment to Outflow Node> Node Inflows Flow (Peak) (ft³/s) Time to Peak (min) Volume (ac-ft) ElementInflow Type 10.042450.317CM-1Flow (From) 10.042450.3171Flow (In) Page 16 of 1627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/1/2023 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterVault 2.ppc APPENDIX 5 Drainage Exhibits CITY OF CARLSBAD CARLSBAD VILLAGE MIXED USE (CVMU) CAP PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PAPA PA PA PA PA PA PA PA PA PA PAPA PA PA PA PA PA PA PAPA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PAPA PA PA BMP PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PAPAPAPAPAPA PA PA PA PA PA PA BMP PA PA BMP PA PA PA PA PA PA PA BMP BMP PA PAPA PA PA PA PA PA CITY OF CARLSBAD CARLSBAD VILLAGE MIXED USE (CVMU)