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Home My WebLink AboutDrainage Reports - 12/05/2024PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION REPORT PROPOSED ZIEGLER-CORBETT MIXED-USE DEVELOPMENT 4105 ZIEGLER ROAD, FORT COLLINS, COLORADO SOILOGIC # 22-1062 April 4, 2022 Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 April 4, 2022 Landmark Homes 6341 Fairgrounds Avenue, Suite 100 Windsor, Colorado 80550 Attn: Mr. Andrew Quest Re: Preliminary Geotechnical Subsurface Exploration Report Proposed Ziegler-Corbett Mixed-Use Development Larimer County Parcel #’s 8732400010, 8732400009 and 8732000002 4105 Ziegler Road, Fort Collins, Colorado Soilogic Project # 22-1062 Mr. Quest: Soilogic, Inc. (Soilogic) personnel have completed the preliminary geotechnical subsurface exploration you requested for the proposed mixed-use development to be constructed on a combined property consisting of Larimer County Parcel Numbers 8732400010, 8732400009 and 8732000002, located at 4105 Ziegler Road in Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. In summary, approximately 4 to 6 inches of vegetation and topsoil was encountered at the surface at the boring locations, underlain by brown/beige/rust lean clay with varying amounts of sand which varied to clayey sand in places. The apparently-natural lean clay/ clayey sand varied from soft to hard in terms of consistency or from very loose to medium dense in terms of relative density, typically exhibited no to low swell potential at in-situ moisture and density conditions (however one sample of sandy lean clay obtained from boring B-2 at a depth of about 9 feet below ground surface exhibited moderate swell potential) and extended to the bottom of each of the borings at a depth of approximately 15 feet below present site grades. Groundwater was not encountered in borings B-1, B-2, B-3 or B-5 to the depths explored (about 15 feet below ground surface), but was measured at a depth of about 15 feet below ground surface in boring B-4 when checked immediately after completion of drilling. When checked about five (5) days after drilling, borings B-1, B-2 and B-5 remained dry to the approximate depth explored, while groundwater was measured at a depth of about 14 Preliminary Geotechnical Subsurface Exploration Report Proposed Ziegler-Corbett Mixed-Use Development 4105 Ziegler Road, Fort Collins, Colorado Soilogic # 22-1062 4 from boring B-2 at a depth of about 9 feet below ground surface exhibited moderate swell potential) and extended to the bottom of each of the borings at a depth of approximately 15 feet below present site grades. The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil types. Actual changes may be more gradual than those indicated. Groundwater was not encountered in borings B-1, B-2, B-3 or B-5 to the depths explored (about 15 feet below ground surface), but was measured at a depth of about 15 feet below ground surface in boring B-4 when checked immediately after completion of drilling. When checked about five (5) days after drilling, borings B-1, B-2 and B-5 remained dry to the approximate depth explored, while groundwater was measured at a depth of about 14 feet below ground surface at the locations of borings B-3 and B-4 at that time. Groundwater information is indicated in the upper right-hand corner of the attached boring logs. Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched and/or trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems. The location and amount of perched/trapped water can also vary over time. ANALYSIS AND RECOMMENDATIONS General Based on the subsurface conditions encountered in the completed site borings, results of field and laboratory testing and type of construction anticipated, we expect relatively lightly-loaded commercial/retail and residential structures could be constructed with conventional footing foundations and floor slabs bearing on natural site lean clay/clayey sand with no to low swell potential or a suitable zone of properly moisture conditioned Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 1 of 4 44 8 6 3 6 0 44 8 6 4 2 0 44 8 6 4 8 0 44 8 6 5 4 0 44 8 6 6 0 0 44 8 6 6 6 0 44 8 6 7 2 0 44 8 6 3 6 0 44 8 6 4 2 0 44 8 6 4 8 0 44 8 6 5 4 0 44 8 6 6 0 0 44 8 6 6 6 0 44 8 6 7 2 0 497700 497760 497820 497880 497940 498000 498060 498120 498180 498240 498300 497700 497760 497820 497880 497940 498000 498060 498120 498180 498240 498300 40° 31' 53'' N 10 5 ° 1 ' 3 8 ' ' W 40° 31' 53'' N 10 5 ° 1 ' 1 1 ' ' W 40° 31' 39'' N 10 5 ° 1 ' 3 8 ' ' W 40° 31' 39'' N 10 5 ° 1 ' 1 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,940 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: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 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—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 73 Nunn clay loam, 0 to 1 percent slopes C 26.6 91.7% 74 Nunn clay loam, 1 to 3 percent slopes C 2.4 8.3% Totals for Area of Interest 29.0 100.0% 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—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 4 of 4 Union Park Site Flow Rate to Union Park site from Affinity=116.0 cfs Union Park Site Affinity Pond D 100-yr Overflow = 116.0 cfs TRACT H FRONT RANGE VILLAGE LOT 11 FRONT RANGE VILLAGE LOT 16 FRONT RANGE VILLAGE LOT 12 FRONT RANGE VILLAGE TRACT B ENGLISH RANCH SOUTH P.U.D. ENGLISH RANCH SOUTH HOA PARCEL #8732100001 BARTRAN FAMILY LLC. TRACT A ENGLISH RANCH SOUTH P.U.D. ENGLISH RANCH SOUTH HOAENGLISH RANCH SOUTH P.U.D. THIRD FILING LOT 1 AFFINITY SUBDIVISION LOT 15 FRONT RANGE VILLAGE ENGLISH RANCH SOUTH P.U.D. CO R B E T T D R I V E PADDIN G T O N R O A D CA R R I C K R O A D ED M O N D S RO A D ZI E G L E R R O A D (R O W V A R I E S ) KINGSLEY COURT NEWBURY COURT HARRINGTON COURT PARCEL 2 3.879± acres PARCEL 1 27.430± acres PROPOSED DETENTION POND 1 VOLUME PROVIDED=10.7± ACRE-FT 2.4± SURFACE ACRES AVAILABLE WATER CONNECTION AVAILABLE WATER CONNECTION AVAILABLE WATER CONNECTION AVAILABLE SANITARY OUTFALL AVAILABLE SANITARY OUTFALL AREA OF INADVERTENT DETENTION 7.5± ACRE-FT LOT 10 FRONT RANGE VILLAGE INADVERTENT DETENTION SPILL LOCATION OFFSITE AFFINITY SPILL LOCATION FULL MOVEMENT ACCESS (SIGNALIZED) BIKE & PEDESTRIAN ACCESS ONLY PARCEL 3 1.466± acres STORM DRAIN OUTFALL (CONNECT TO EX) PROPOSED DETENTION POND 2 VOLUME PROVIDED=5.6± ACRE-FT 1.4 ± SURFACE ACRES HIDDEN POND DRIVE RE V I S I O N NO . BY DA T E HIG H L A N D DEVE L O P M E N T S E R V I C E S 63 5 5 F A I R G R O U N D S A V E N U E , S U I T E 1 0 0 | W I N D S O R , C O 8 0 5 5 0 PH O N E : 9 7 0 . 6 7 4 . 7 5 5 0 | E M A I L : I n f o @ H i g h l a n d - D S . c o m | w w w . H i g h l a n d - D S . c o m PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES OFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) ZI E G L E R - C O R B E T T AM E N D E D O V E R A L L D E V E L O P M E N T P L A N MA S T E R U T I L I T Y & O V E R A L L D R A I N A G E P L A N 11/11/22 1" = 80' N/A JTC JTC 21-1044-00 ODP 1 1 N W E S 0 SCALE: 1" = 80' 160804080 NOTES 1.TOTAL SITE AREA IS 32.78± ACRES. 2.BOUNDARY, UTILITY AND TOPOGRAPHICAL INFORMATION PROVIDED BY ALTA LAND TITLE SURVEY PREPARED BY MAJESTIC SURVEYING, DATED 9-24-21. 3.PROJECT VERTICAL DATUM IS ON NAVD88. 4.WATER SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS UTILIZING MAIN WITHIN CORBETT DRIVE AND ZIEGLER ROAD. 5.SEWER SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS UTILIZING 30" MAIN ALONG THE WEST SIDE OF ZIEGLER ROAD AND/OR THE 8" MAIN ALONG EAST SIDE OF CORBETT DRIVE. 6.STORMWATER OUTFALL PROVIDED BY THE EXISTING 24" STORM DRAIN STUB, IN COMBINATION WITH ADEQUATELY SIZED SPILLWAYS. 7.ALL POINTS OF ACCESS, POINTS OF UTILITY CONNECTIONS, AND STORMWATER DETENTION LOCATIONS ARE CONCEPTUAL AND ARE SUBJECT TO CHANGE WITH SUBSEQUENT PROJECT DEVELOPMENT APPLICATIONS. Ziegler-Corbett Inadvertent Detention Volume Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Stage Storage Volume (pond volume calculated using the prismoidal formula): CONTOUR (FT)AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4925.00 0 0.00 0.00 0.00 0.00 4926.00 3144 0.07 0.02 1.00 0.02 4927.00 164156 3.77 1.45 2.00 1.48 4928.00 377427 8.66 6.05 3.00 7.53 J.Claeys Highland Development 21-1044-00 November 9, 2022 *Inadvertant spill elevation = 4928.00 ft Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Revised August 2018 () 3 2121 DepthAAAAV++= 21-1044-00 Inadvertant Detention.xls Page 1 of 1 Highland Development Services Appendix B APPENDIX B – SWMM INPUT / OUTPUT A1 D6 E1+...+E8 D2+...+D5 B1+...+B7 C1+...+C4 D1 01 04 05 06 03 02 Pond_C Pond_A Pond_B Pond_596 Pond_286 Outlet-02 SDMH-08SDMH-09SDMH-11 Outlet-01 Pond_298a Pond_298b Pond_298c CoFC_100-yr 03/25/2024 00:05:00 Union Park - 100-yr SWMM SWMM 5.2 Page 1 Union Park - 100-yr.inp [TITLE] ;;Project Title/Notes Union Park - 100-yr SWMM J.Claeys 10/30/24 [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/25/2024 START_TIME 00:00:00 REPORT_START_DATE 03/25/2024 REPORT_START_TIME 00:00:00 END_DATE 03/27/2024 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.566 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- CoFC_100-yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr Page 1 Union Park - 100-yr.inp [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- A1 CoFC_100-yr Pond_298a 2.56 5.3 397 2.6 0 D6 CoFC_100-yr SDMH-08 2.59 76.1 752 0.80 0 E1+...+E8 coFC_100-yr Pond_298c 8.69 64.1 917 0.5 0 D2+...+D5 CoFC_100-yr Pond_298b 3.4 74.0 1037 0.5 0 B1+...+B7 CoFC_100-yr SDMH-11 8.73 75.4 760 0.6 0 C1+...+C4 CoFC_100-yr SDMH-09 4.87 70.4 570 2.0 0 D1 CoFC_100-yr SDMH-08 0.99 68.0 652 0.6 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- A1 0.016 0.025 0.1 0.3 1 OUTLET D6 0.016 0.025 0.1 0.3 1 OUTLET E1+...+E8 0.016 0.025 0.1 0.3 1 OUTLET D2+...+D5 0.016 0.025 0.1 0.3 1 OUTLET B1+...+B7 0.016 0.025 0.1 0.3 1 OUTLET C1+...+C4 0.016 0.025 0.1 0.3 1 OUTLET D1 0.016 0.025 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- A1 0.51 0.5 6.48 7 0 D6 0.51 0.50 6.48 7 0 E1+...+E8 0.51 0.50 6.48 7 0 D2+...+D5 0.51 0.50 6.48 7 0 B1+...+B7 0.51 0.50 6.48 7 0 C1+...+C4 0.51 0.50 6.48 7 0 D1 0.51 0.50 6.48 7 0 [JUNCTIONS] ;;Name Elevation MaxDepth InitDepth SurDepth Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- ;Affinity Release Rate Pond_596 4929.90 6.8 0 0 0 ;FRV Pond 286 Overflow Pond_286 4937.85 0 0 0 0 Outlet-02 4926.50 10.5 0 0 0 SDMH-08 4924.01 7.14 0 0 0 SDMH-09 4924.39 7.50 0 0 0 SDMH-11 4925.62 8.63 0 0 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- Outlet-01 4922.35 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- -------- Page 2 Union Park - 100-yr.inp Pond_298a 4926.50 9.4 0 TABULAR POND_298a 0 0 Pond_298b 4927.80 3.3 0 TABULAR Pond_298b 0 0 Pond_298c 4922.35 7.65 1.62 TABULAR POND_298c 0 0 [CONDUITS] ;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- 01 SDMH-08 Pond_298c 454 0.013 0 0 0 0 04 Outlet-02 SDMH-11 344 0.012 0 0 0 0 05 Pond_596 Pond_298a 64 0.012 0 0 0 0 06 Pond_286 Pond_298a 50 0.020 0 0 0 0 03 SDMH-11 SDMH-09 475 0.012 0 0 0 0 02 SDMH-09 SDMH-08 148 0.013 0 0 0 0 [ORIFICES] ;;Name From Node To Node Type Offset Qcoeff Gated CloseTime ;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ---------- ;16-3/4" Circular Orifice Pond_C Pond_298c Outlet-01 SIDE 0 0.65 NO 0 ;7-5/8" Circular Orifice Pond_A Pond_298a Outlet-02 SIDE 0 0.65 NO 0 ;6.5" Circular Orifice Pond_B Pond_298b SDMH-08 SIDE -2.84 0.65 NO 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ---------- 01 CIRCULAR 5 0 0 0 1 04 CIRCULAR 4 0 0 0 1 05 CIRCULAR 1 0 0 0 1 06 TRAPEZOIDAL 2 100 4 4 1 03 CIRCULAR 5 0 0 0 1 02 CIRCULAR 5 0 0 0 1 Pond_C CIRCULAR 1.3958333333 0 0 0 Pond_A CIRCULAR 0.6354167 0 0 0 Pond_B CIRCULAR 0.54167 0 0 0 [INFLOWS] ;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- Pond_596 FLOW POND_596 FLOW 1.0 1.0 Pond_286 FLOW Pond_286_FRV FLOW 1.0 1.0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- POND_298a Storage 0.0 0 POND_298a 0.5 1609 POND_298a 1.5 17160 POND_298a 2.5 37157 POND_298a 3.5 48982 POND_298a 4.5 53513 POND_298a 5.5 57504 POND_298a 6.5 62117 Page 3 Water Quality Initial Depth Pond Outlet Orifice Sizes Union Park - 100-yr.inp POND_298a 7.5 69287 POND_298a 8.5 80108 POND_298a 9.4 87615 ; Pond_298b Storage 0.00 0 Pond_298b 0.20 191 Pond_298b 1.20 9118 Pond_298b 2.20 12594 Pond_298b 3.20 13750 Pond_298b 3.30 13866 ; POND_298c Storage 0.00 0 POND_298c 0.65 4204 POND_298c 1.65 17370 POND_298c 2.65 22884 POND_298c 3.65 24809 POND_298c 4.65 33292 POND_298c 5.65 39544 POND_298c 6.65 45416 POND_298c 7.65 49873 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;Pond 286 Spill From Affinity Model POND_286_Affinity 0:05 0.00 POND_286_Affinity 0:10 0.00 POND_286_Affinity 0:15 0.00 POND_286_Affinity 0:20 0.00 POND_286_Affinity 0:25 0.00 POND_286_Affinity 0:30 0.00 POND_286_Affinity 0:35 0.00 POND_286_Affinity 0:40 0.00 POND_286_Affinity 0:45 0.00 POND_286_Affinity 0:50 0.00 POND_286_Affinity 0:55 0.00 POND_286_Affinity 1:00 94.77 POND_286_Affinity 1:05 147.00 POND_286_Affinity 1:10 141.31 POND_286_Affinity 1:15 112.13 POND_286_Affinity 1:20 87.37 POND_286_Affinity 1:25 67.06 POND_286_Affinity 1:30 54.96 POND_286_Affinity 1:35 48.09 POND_286_Affinity 1:40 44.16 POND_286_Affinity 1:45 41.94 POND_286_Affinity 1:50 40.65 POND_286_Affinity 1:55 39.89 POND_286_Affinity 2:00 39.35 POND_286_Affinity 2:05 34.04 POND_286_Affinity 2:10 23.79 POND_286_Affinity 2:15 16.06 POND_286_Affinity 2:20 10.91 POND_286_Affinity 2:25 7.73 Page 4 Union Park - 100-yr.inp POND_286_Affinity 2:30 5.38 POND_286_Affinity 2:35 3.51 POND_286_Affinity 2:40 2.24 POND_286_Affinity 2:45 1.39 POND_286_Affinity 2:50 0.82 POND_286_Affinity 2:55 0.43 POND_286_Affinity 3:00 0.18 POND_286_Affinity 3:05 0.02 POND_286_Affinity 3:10 0.00 POND_286_Affinity 3:15 0.00 POND_286_Affinity 3:20 0.00 POND_286_Affinity 3:25 0.00 POND_286_Affinity 3:30 0.00 POND_286_Affinity 3:35 0.00 POND_286_Affinity 3:40 0.00 POND_286_Affinity 3:45 0.00 POND_286_Affinity 3:50 0.00 POND_286_Affinity 3:55 0.00 POND_286_Affinity 4:00 0.00 ; ;Affinity Release POND_596 0:05 0.00 POND_596 0:10 0.02 POND_596 0:15 0.06 POND_596 0:20 0.15 POND_596 0:25 0.25 POND_596 0:30 0.38 POND_596 0:35 1.53 POND_596 0:40 1.73 POND_596 0:45 1.84 POND_596 0:50 1.90 POND_596 0:55 1.95 POND_596 1:00 1.98 POND_596 1:05 2.00 POND_596 1:10 2.01 POND_596 1:15 2.02 POND_596 1:20 2.02 POND_596 1:25 2.03 POND_596 2:00 2.03 POND_596 2:05 2.02 POND_596 2:20 2.02 POND_596 2:25 2.01 POND_596 2:35 2.01 POND_596 2:40 2.00 POND_596 2:50 2.00 POND_596 2:55 1.99 POND_596 3:00 1.99 POND_596 3:30 1.97 POND_596 4:00 1.94 POND_596 4:30 1.92 POND_596 5:00 1.89 POND_596 5:30 1.87 POND_596 6:00 1.84 POND_596 6:30 1.82 Page 5 Union Park - 100-yr.inp POND_596 7:00 1.79 POND_596 7:30 1.76 POND_596 8:00 1.73 POND_596 8:30 1.69 POND_596 9:00 1.66 POND_596 9:30 1.61 POND_596 10:00 1.56 POND_596 10:30 1.51 POND_596 11:00 1.42 POND_596 11:30 1.13 POND_596 12:00 0.90 POND_596 12:30 0.70 POND_596 13:00 0.54 POND_596 13:30 0.42 POND_596 14:00 0.38 POND_596 14:30 0.37 POND_596 15:00 0.36 POND_596 15:30 0.34 POND_596 16:00 0.33 POND_596 16:30 0.32 POND_596 17:00 0.31 POND_596 17:30 0.30 POND_596 18:00 0.29 POND_596 18:30 0.28 POND_596 19:00 0.26 POND_596 19:30 0.25 POND_596 20:00 0.24 POND_596 20:30 0.22 POND_596 21:00 0.21 POND_596 21:30 0.19 POND_596 22:00 0.16 POND_596 22:30 0.16 POND_596 23:00 0.14 POND_596 23:30 0.12 POND_596 24:00 0.10 ; ;CoFC Rainfall Data CoFC_100-yr 0:05 1.00 CoFC_100-yr 0:10 1.14 CoFC_100-yr 0:15 1.33 CoFC_100-yr 0:20 2.23 CoFC_100-yr 0:25 2.84 CoFC_100-yr 0:30 5.49 CoFC_100-yr 0:35 9.95 CoFC_100-yr 0:40 4.12 CoFC_100-yr 0:45 2.48 CoFC_100-yr 0:50 1.46 CoFC_100-yr 0:55 1.22 CoFC_100-yr 1:00 1.06 CoFC_100-yr 1:05 1.00 CoFC_100-yr 1:10 0.95 CoFC_100-yr 1:15 0.91 CoFC_100-yr 1:20 0.87 CoFC_100-yr 1:25 0.84 Page 6 Union Park - 100-yr.inp CoFC_100-yr 1:30 0.81 CoFC_100-yr 1:35 0.78 CoFC_100-yr 1:40 0.75 CoFC_100-yr 1:45 0.73 CoFC_100-yr 1:50 0.71 CoFC_100-yr 1:55 0.69 CoFC_100-yr 2:00 0.67 ; ;Pond 286 Spill From FRV Model Pond_286_FRV 0:05 0.00 Pond_286_FRV 0:10 0.00 Pond_286_FRV 0:15 0.00 Pond_286_FRV 0:20 0.00 Pond_286_FRV 0:25 0.00 Pond_286_FRV 0:30 0.00 Pond_286_FRV 0:35 0.00 Pond_286_FRV 0:40 0.00 Pond_286_FRV 0:45 0.00 Pond_286_FRV 0:50 0.00 Pond_286_FRV 0:55 0.00 Pond_286_FRV 1:00 21.27 Pond_286_FRV 1:05 74.13 Pond_286_FRV 1:10 105.58 Pond_286_FRV 1:15 107.82 Pond_286_FRV 1:20 105.56 Pond_286_FRV 1:25 101.55 Pond_286_FRV 1:30 96.92 Pond_286_FRV 1:35 92.18 Pond_286_FRV 1:40 87.54 Pond_286_FRV 1:45 83.10 Pond_286_FRV 1:50 78.96 Pond_286_FRV 1:55 75.06 Pond_286_FRV 2:00 70.92 Pond_286_FRV 2:05 63.50 Pond_286_FRV 2:10 51.93 Pond_286_FRV 2:15 41.56 Pond_286_FRV 2:20 33.27 Pond_286_FRV 2:25 26.77 Pond_286_FRV 2:30 21.72 Pond_286_FRV 2:35 17.81 Pond_286_FRV 2:40 14.75 Pond_286_FRV 2:45 12.35 Pond_286_FRV 2:50 10.42 Pond_286_FRV 2:55 8.85 Pond_286_FRV 3:00 7.56 Pond_286_FRV 3:05 6.50 Pond_286_FRV 3:10 5.61 Pond_286_FRV 3:15 4.85 Pond_286_FRV 3:20 4.21 Pond_286_FRV 3:25 3.66 Pond_286_FRV 3:30 3.19 Pond_286_FRV 3:35 2.78 Pond_286_FRV 3:40 2.42 Pond_286_FRV 3:45 2.10 Page 7 Union Park - 100-yr.inp Pond_286_FRV 3:50 1.82 Pond_286_FRV 3:55 1.57 Pond_286_FRV 4:00 1.36 Pond_286_FRV 4:05 1.16 Pond_286_FRV 4:10 0.99 Pond_286_FRV 4:15 0.83 Pond_286_FRV 4:20 0.69 Pond_286_FRV 4:25 0.56 Pond_286_FRV 4:30 0.45 Pond_286_FRV 4:35 0.35 Pond_286_FRV 4:40 0.26 Pond_286_FRV 4:45 0.19 Pond_286_FRV 4:50 0.12 Pond_286_FRV 4:55 0.06 Pond_286_FRV 5:00 0.02 Pond_286_FRV 5:05 0.00 Pond_286_FRV 5:10 0.00 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 -127.982 2184.771 1440.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ Pond_596 149.781 1171.832 Pond_286 97.913 1002.352 Outlet-02 421.509 844.131 SDMH-08 1337.763 794.613 SDMH-09 1189.669 794.185 SDMH-11 714.082 793.368 Outlet-01 1906.002 790.117 Pond_298a 308.731 1012.692 Pond_298b 1287.742 671.921 Pond_298c 1827.680 674.262 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ 01 1462.613 794.866 01 1625.248 823.950 01 1770.077 823.356 01 1770.077 787.149 01 1795.006 759.846 04 422.102 792.491 Pond_C 1836.555 763.407 Page 8 Union Park - 100-yr.inp Pond_C 1866.827 794.272 [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ A1 338.847 1171.525 D6 1169.804 707.165 E1+...+E8 1832.542 543.458 D2+...+D5 1289.966 601.743 B1+...+B7 715.575 662.883 C1+...+C4 1186.664 893.674 D1 1349.519 902.124 ;;Storage Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ Pond_298a 308.731 1012.692 Pond_298b 1287.742 671.921 Pond_298c 1827.680 674.262 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CoFC_100-yr 926.638 1235.251 [BACKDROP] FILE "Union Park - Overall DR.png" DIMENSIONS 24.771 -127.982 2184.771 1312.018 Page 9 SWMM 5.2 Page 1 Elapsed Time (hours) 50454035302520151050 To t a l I n f l o w ( C F S ) 120.0 100.0 80.0 60.0 40.0 20.0 0.0 Node Pond_286 Total Inflow (CFS) Union Park - 100-yr SWMM Elapsed Time (hours) 50454035302520151050 To t a l I n f l o w ( C F S ) 160.0 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 Node Pond_286 Total Inflow (CFS) FRV Pond 286 Peak Inflow 107.82 cfs FRV Pond 286 Duration (5hr 0min) Affinity Pond 286 Duration (3hr 5min) Affinity Pond 286 Peak Inflow 147.00 cfs Elapsed Time (hours) 50454035302520151050 To t a l I n f l o w ( C F S ) 2.5 2.0 1.5 1.0 0.5 0.0 Node Pond_596 Total Inflow (CFS) Union Park - 100-yr SWMM SWMM 5.2 Page 1 Affinity's Pond (Pond 596) Union Park - 100-yr.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ Union Park - 100-yr SWMM J.Claeys 10/30/24 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Surcharge Method ......... EXTRAN Starting Date ............ 03/25/2024 00:00:00 Ending Date .............. 03/27/2024 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Number of Threads ........ 1 Head Tolerance ........... 0.005000 ft ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.732 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 1.229 0.463 Surface Runoff ........... 8.410 3.171 Final Storage ............ 0.172 0.065 Continuity Error (%) ..... -0.812 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 8.401 2.738 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 Page 1 Union Park - 100-yr.rpt External Inflow .......... 12.006 3.912 External Outflow ......... 20.702 6.746 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.289 0.094 Final Stored Volume ...... 0.005 0.002 Continuity Error (%) ..... -0.057 *************************** Time-Step Critical Elements *************************** Link 02 (90.43%) Link 05 (4.30%) Link 06 (2.14%) ******************************** Highest Flow Instability Indexes ******************************** Link 05 (4) ********************************* Most Frequent Nonconverging Nodes ********************************* Convergence obtained at all time steps. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.60 sec Average Time Step : 14.70 sec Maximum Time Step : 30.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 2.02 % of Steps Not Converging : 0.04 Time Step Frequencies : 30.000 - 13.228 sec : 73.57 % 13.228 - 5.833 sec : 10.91 % 5.833 - 2.572 sec : 10.35 % 2.572 - 1.134 sec : 5.17 % 1.134 - 0.500 sec : 0.00 % *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Page 2 Union Park - 100-yr.rpt Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ A1 3.67 0.00 0.00 1.28 0.19 2.23 2.42 0.17 22.81 0.660 D6 3.67 0.00 0.00 0.32 2.74 0.57 3.30 0.23 25.36 0.900 E1+...+E8 3.67 0.00 0.00 0.49 2.31 0.84 3.15 0.74 76.94 0.858 D2+...+D5 3.67 0.00 0.00 0.35 2.66 0.62 3.28 0.30 33.07 0.894 B1+...+B7 3.67 0.00 0.00 0.33 2.71 0.58 3.29 0.78 75.96 0.897 C1+...+C4 3.67 0.00 0.00 0.40 2.53 0.70 3.23 0.43 46.78 0.882 D1 3.67 0.00 0.00 0.42 2.44 0.76 3.20 0.09 9.76 0.873 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- Pond_596 JUNCTION 2.55 5.68 4935.58 0 03:35 5.68 Pond_286 JUNCTION 0.02 0.12 4937.97 0 01:15 0.12 Outlet-02 JUNCTION 0.97 2.86 4929.36 0 01:55 2.86 SDMH-08 JUNCTION 1.60 5.34 4929.35 0 01:58 5.34 SDMH-09 JUNCTION 1.52 4.97 4929.36 0 01:58 4.96 SDMH-11 JUNCTION 1.17 3.74 4929.36 0 01:56 3.74 Outlet-01 OUTFALL 0.00 0.00 4922.35 0 00:00 0.00 Pond_298a STORAGE 5.47 8.92 4935.42 0 03:38 8.92 Pond_298b STORAGE 0.81 3.29 4931.09 0 02:06 3.29 Pond_298c STORAGE 2.36 6.99 4929.34 0 01:59 6.99 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- Pond_596 JUNCTION 2.03 2.03 0 01:25 0.644 0.644 -0.491 Pond_286 JUNCTION 107.81 107.81 0 01:15 3.27 3.27 -0.006 Outlet-02 JUNCTION 0.00 4.73 0 04:37 0 4.12 0.021 SDMH-08 JUNCTION 35.12 141.27 0 00:40 0.318 5.91 0.015 SDMH-09 JUNCTION 46.78 111.04 0 00:40 0.427 5.29 0.005 SDMH-11 JUNCTION 75.96 75.96 0 00:40 0.779 4.89 -0.025 Outlet-01 OUTFALL 0.00 20.02 0 01:59 0 6.75 0.000 Pond_298a STORAGE 22.81 111.20 0 01:15 0.168 4.1 0.051 Pond_298b STORAGE 33.07 33.07 0 00:40 0.302 0.302 0.004 Pond_298c STORAGE 76.94 211.05 0 00:40 0.742 6.74 -0.130 Page 3 Pond 100-yr Water Surface Elevations Union Park - 100-yr.rpt ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- Pond_596 JUNCTION 27.75 4.683 1.117 SDMH-08 JUNCTION 1.58 0.342 1.798 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS ------------------------------------------------------------------------------------------------ Pond_298a 207.743 44.9 0.0 0.0 421.156 91.1 0 03:38 4.73 Pond_298b 6.616 22.0 0.0 0.0 29.991 99.7 0 02:06 1.86 Pond_298c 42.466 20.1 0.0 0.0 179.575 84.8 0 01:59 20.02 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Outlet-01 100.00 7.79 20.02 6.746 ----------------------------------------------------------- System 100.00 7.79 20.02 6.746 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Page 4 Pond Storage Volumes: 298a → 9.67 ac-ft 298b → 0.69 ac-ft 298c → 4.12 ac-ft Total → 14.48 ac-ft Pond 298 Peak Release Rate Union Park - 100-yr.rpt Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 01 CONDUIT 139.49 0 00:41 7.67 0.89 1.00 04 CONDUIT 4.85 0 04:36 3.60 0.06 0.82 05 CONDUIT 2.03 0 01:19 5.85 0.23 1.00 06 CONDUIT 107.81 0 01:15 0.97 0.01 0.53 03 CONDUIT 66.07 0 00:40 4.88 0.46 0.87 02 CONDUIT 107.23 0 00:40 6.48 0.81 1.00 Pond_C ORIFICE 20.02 0 01:59 1.00 Pond_A ORIFICE 4.73 0 04:37 1.00 Pond_B ORIFICE 1.86 0 03:33 1.00 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- 01 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.82 0.00 04 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00 05 1.00 0.00 0.29 0.00 0.70 0.01 0.00 0.00 0.31 0.00 06 1.00 0.00 0.91 0.00 0.09 0.00 0.00 0.00 0.98 0.00 03 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.89 0.00 02 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 01 1.58 1.58 3.67 0.01 0.01 05 27.74 27.74 47.37 0.01 0.01 06 0.01 0.01 46.99 0.01 0.01 02 0.01 0.01 1.58 0.01 0.01 Analysis begun on: Fri Nov 22 17:24:13 2024 Analysis ended on: Fri Nov 22 17:24:13 2024 Total elapsed time: < 1 sec Page 5 Table - Node Outlet-01 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 00:05:00 7.13 0 00:10:00 6.41 0 00:14:59 5.63 0 00:19:59 5.79 0 00:24:59 7.16 0 00:29:59 8.98 0 00:34:59 11.61 0 00:39:59 15.30 0 00:44:59 17.92 0 00:49:59 18.84 0 00:54:59 19.31 0 00:59:59 19.52 0 01:04:59 19.65 0 01:09:59 19.73 0 01:14:59 19.80 0 01:19:59 19.86 0 01:24:59 19.90 0 01:29:59 19.93 0 01:34:59 19.96 0 01:39:59 19.98 0 01:44:59 20.00 0 01:49:59 20.01 0 01:54:59 20.01 0 01:59:59 20.01 0 02:04:59 20.01 0 02:09:59 19.97 0 02:14:59 19.88 0 02:19:59 19.78 0 02:24:59 19.66 Union Park - 100-yr SWMM SWMM 5.2 Page 1 Pond 298 Outlet Elapsed Elapsed Total Inflow Days Hours (CFS) 0 02:29:59 19.54 0 02:34:59 19.42 0 02:39:59 19.29 0 02:44:59 19.16 0 02:49:59 19.03 0 02:54:59 18.90 0 02:59:59 18.77 0 03:04:59 18.64 0 03:09:59 18.51 0 03:14:59 18.37 0 03:19:59 18.24 0 03:24:59 18.11 0 03:29:59 17.97 0 03:34:59 17.84 0 03:39:59 17.70 0 03:44:59 17.57 0 03:49:59 17.43 0 03:54:59 17.29 0 03:59:59 17.16 0 04:04:59 17.02 0 04:09:59 16.88 0 04:14:59 16.74 0 04:19:59 16.60 0 04:24:59 16.45 0 04:29:59 16.31 0 04:34:59 16.17 0 04:39:59 16.02 0 04:44:59 15.87 0 04:49:59 15.72 0 04:54:59 15.57 Union Park - 100-yr SWMM SWMM 5.2 Page 2 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 04:59:59 15.42 0 05:04:59 15.27 0 05:09:59 15.11 0 05:14:59 14.95 0 05:19:59 14.79 0 05:24:59 14.63 0 05:29:59 14.46 0 05:34:59 14.29 0 05:39:59 14.12 0 05:44:59 13.94 0 05:49:59 13.75 0 05:54:59 13.57 0 05:59:59 13.38 0 06:04:59 13.20 0 06:09:59 13.01 0 06:14:59 12.82 0 06:19:59 12.64 0 06:24:59 12.46 0 06:29:59 12.27 0 06:34:59 12.09 0 06:39:59 11.91 0 06:44:59 11.73 0 06:49:59 11.54 0 06:54:59 11.36 0 06:59:59 11.18 0 07:04:59 11.00 0 07:09:59 10.81 0 07:14:59 10.62 0 07:19:59 10.43 0 07:24:59 10.24 Union Park - 100-yr SWMM SWMM 5.2 Page 3 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 07:29:59 10.05 0 07:34:59 9.85 0 07:39:59 9.65 0 07:44:59 9.45 0 07:49:59 9.25 0 07:54:59 9.04 0 07:59:59 8.84 0 08:04:59 8.63 0 08:09:59 8.41 0 08:14:59 8.19 0 08:19:59 7.97 0 08:24:59 7.75 0 08:29:59 7.53 0 08:34:59 7.32 0 08:39:59 7.10 0 08:44:59 6.89 0 08:49:59 6.68 0 08:54:59 6.40 0 08:59:59 6.14 0 09:04:59 5.91 0 09:09:59 5.71 0 09:14:59 5.54 0 09:19:59 5.39 0 09:24:59 5.26 0 09:29:59 5.14 0 09:34:59 5.05 0 09:39:59 4.96 0 09:44:59 4.89 0 09:49:59 4.83 0 09:54:59 4.78 Union Park - 100-yr SWMM SWMM 5.2 Page 4 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 09:59:59 4.73 0 10:04:59 4.69 0 10:09:59 4.66 0 10:14:59 4.63 0 10:19:59 4.61 0 10:24:59 4.58 0 10:29:59 4.57 0 10:34:59 4.55 0 10:39:59 4.54 0 10:44:59 4.52 0 10:49:59 4.51 0 10:54:59 4.50 0 10:59:59 4.49 0 11:04:59 4.49 0 11:09:59 4.48 0 11:14:59 4.47 0 11:19:59 4.47 0 11:24:59 4.46 0 11:29:59 4.46 0 11:34:59 4.45 0 11:39:59 4.45 0 11:44:59 4.44 0 11:49:59 4.44 0 11:54:59 4.43 0 11:59:59 4.43 0 12:04:59 4.42 0 12:09:59 4.42 0 12:14:59 4.42 0 12:19:59 4.41 0 12:24:59 4.41 Union Park - 100-yr SWMM SWMM 5.2 Page 5 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 12:29:59 4.40 0 12:34:59 4.40 0 12:39:59 4.39 0 12:44:59 4.39 0 12:49:59 4.39 0 12:54:59 4.38 0 12:59:59 4.38 0 13:04:59 4.37 0 13:09:59 4.37 0 13:14:59 4.36 0 13:19:59 4.36 0 13:24:59 4.35 0 13:29:59 4.35 0 13:34:59 4.34 0 13:39:59 4.34 0 13:44:59 4.34 0 13:49:59 4.33 0 13:54:59 4.33 0 13:59:59 4.32 0 14:04:59 4.32 0 14:09:59 4.31 0 14:14:59 4.31 0 14:19:59 4.30 0 14:24:59 4.30 0 14:29:59 4.29 0 14:34:59 4.29 0 14:39:59 4.28 0 14:44:59 4.28 0 14:49:59 4.27 0 14:54:59 4.27 Union Park - 100-yr SWMM SWMM 5.2 Page 6 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 14:59:59 4.26 0 15:04:59 4.26 0 15:09:59 4.25 0 15:14:59 4.25 0 15:19:59 4.24 0 15:24:59 4.24 0 15:29:59 4.23 0 15:34:59 4.23 0 15:39:59 4.22 0 15:44:59 4.22 0 15:49:59 4.21 0 15:54:59 4.21 0 15:59:59 4.20 0 16:04:59 4.20 0 16:09:59 4.19 0 16:14:59 4.19 0 16:19:59 4.18 0 16:24:59 4.18 0 16:29:59 4.17 0 16:34:59 4.17 0 16:39:59 4.16 0 16:44:59 4.16 0 16:49:59 4.15 0 16:54:59 4.15 0 16:59:59 4.14 0 17:04:59 4.13 0 17:09:59 4.13 0 17:14:59 4.12 0 17:19:59 4.12 0 17:24:59 4.11 Union Park - 100-yr SWMM SWMM 5.2 Page 7 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 17:29:59 4.11 0 17:34:59 4.10 0 17:39:59 4.10 0 17:44:59 4.09 0 17:49:59 4.09 0 17:54:59 4.08 0 17:59:59 4.08 0 18:04:59 4.07 0 18:09:59 4.07 0 18:14:59 4.06 0 18:19:59 4.06 0 18:24:59 4.05 0 18:29:59 4.04 0 18:34:59 4.04 0 18:39:59 4.03 0 18:44:59 4.03 0 18:49:59 4.02 0 18:54:59 4.02 0 18:59:59 4.01 0 19:04:59 4.01 0 19:09:59 4.00 0 19:14:59 4.00 0 19:19:59 3.99 0 19:24:59 3.98 0 19:29:59 3.98 0 19:34:59 3.97 0 19:39:59 3.97 0 19:44:59 3.96 0 19:49:59 3.96 0 19:54:59 3.95 Union Park - 100-yr SWMM SWMM 5.2 Page 8 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 19:59:59 3.94 0 20:04:59 3.94 0 20:09:59 3.93 0 20:14:59 3.93 0 20:19:59 3.92 0 20:24:59 3.92 0 20:29:59 3.91 0 20:34:59 3.90 0 20:39:59 3.90 0 20:44:59 3.89 0 20:49:59 3.89 0 20:54:59 3.88 0 20:59:59 3.88 0 21:04:59 3.87 0 21:09:59 3.86 0 21:14:59 3.86 0 21:19:59 3.85 0 21:24:59 3.85 0 21:29:59 3.84 0 21:34:59 3.84 0 21:39:59 3.83 0 21:44:59 3.82 0 21:49:59 3.82 0 21:54:59 3.81 0 21:59:59 3.81 0 22:04:59 3.80 0 22:09:59 3.79 0 22:14:59 3.79 0 22:19:59 3.78 0 22:24:59 3.78 Union Park - 100-yr SWMM SWMM 5.2 Page 9 Elapsed Elapsed Total Inflow Days Hours (CFS) 0 22:29:59 3.77 0 22:34:59 3.76 0 22:39:59 3.76 0 22:44:59 3.75 0 22:49:59 3.75 0 22:54:59 3.74 0 22:59:59 3.73 0 23:04:59 3.73 0 23:09:59 3.72 0 23:14:59 3.72 0 23:19:59 3.71 0 23:24:59 3.70 0 23:29:59 3.70 0 23:34:59 3.69 0 23:39:59 3.69 0 23:44:59 3.68 0 23:49:59 3.67 0 23:54:59 3.67 0 23:59:59 3.66 1 00:04:59 3.66 1 00:09:59 3.65 1 00:14:59 3.64 1 00:19:59 3.64 1 00:24:59 3.63 1 00:29:59 3.62 1 00:34:59 3.62 1 00:39:59 3.61 1 00:44:59 3.60 1 00:49:59 3.60 1 00:54:59 3.59 Union Park - 100-yr SWMM SWMM 5.2 Page 10 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 00:59:59 3.59 1 01:04:59 3.58 1 01:09:59 3.57 1 01:14:59 3.57 1 01:19:59 3.56 1 01:24:59 3.55 1 01:29:59 3.55 1 01:34:59 3.54 1 01:39:59 3.53 1 01:44:59 3.53 1 01:49:59 3.52 1 01:54:59 3.51 1 01:59:59 3.51 1 02:04:59 3.50 1 02:09:59 3.49 1 02:14:59 3.49 1 02:19:59 3.48 1 02:24:59 3.47 1 02:29:59 3.47 1 02:34:59 3.46 1 02:39:59 3.45 1 02:44:59 3.45 1 02:49:59 3.44 1 02:54:59 3.43 1 02:59:59 3.43 1 03:04:59 3.42 1 03:09:59 3.41 1 03:14:59 3.41 1 03:19:59 3.40 1 03:24:59 3.39 Union Park - 100-yr SWMM SWMM 5.2 Page 11 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 03:29:59 3.39 1 03:34:59 3.38 1 03:39:59 3.37 1 03:44:59 3.37 1 03:49:59 3.36 1 03:54:59 3.35 1 03:59:59 3.35 1 04:04:59 3.34 1 04:09:59 3.33 1 04:14:59 3.33 1 04:19:59 3.32 1 04:24:59 3.31 1 04:29:59 3.31 1 04:34:59 3.30 1 04:39:59 3.29 1 04:44:59 3.29 1 04:49:59 3.28 1 04:54:59 3.27 1 04:59:59 3.27 1 05:04:59 3.26 1 05:09:59 3.25 1 05:14:59 3.25 1 05:19:59 3.24 1 05:24:59 3.23 1 05:29:59 3.22 1 05:34:59 3.22 1 05:39:59 3.21 1 05:44:59 3.20 1 05:49:59 3.20 1 05:54:59 3.19 Union Park - 100-yr SWMM SWMM 5.2 Page 12 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 05:59:59 3.18 1 06:04:59 3.18 1 06:09:59 3.17 1 06:14:59 3.16 1 06:19:59 3.16 1 06:24:59 3.15 1 06:29:59 3.14 1 06:34:59 3.13 1 06:39:59 3.13 1 06:44:59 3.12 1 06:49:59 3.11 1 06:54:59 3.11 1 06:59:59 3.10 1 07:04:59 3.09 1 07:09:59 3.08 1 07:14:59 3.08 1 07:19:59 3.07 1 07:24:59 3.06 1 07:29:59 3.06 1 07:34:59 3.05 1 07:39:59 3.04 1 07:44:59 3.04 1 07:49:59 3.03 1 07:54:59 3.02 1 07:59:59 3.01 1 08:04:59 3.01 1 08:09:59 3.00 1 08:14:59 2.99 1 08:19:59 2.98 1 08:24:59 2.98 Union Park - 100-yr SWMM SWMM 5.2 Page 13 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 08:29:59 2.97 1 08:34:59 2.96 1 08:39:59 2.96 1 08:44:59 2.95 1 08:49:59 2.94 1 08:54:59 2.93 1 08:59:59 2.93 1 09:04:59 2.92 1 09:09:59 2.91 1 09:14:59 2.90 1 09:19:59 2.90 1 09:24:59 2.89 1 09:29:59 2.88 1 09:34:59 2.88 1 09:39:59 2.87 1 09:44:59 2.86 1 09:49:59 2.85 1 09:54:59 2.85 1 09:59:59 2.84 1 10:04:59 2.83 1 10:09:59 2.82 1 10:14:59 2.82 1 10:19:59 2.81 1 10:24:59 2.80 1 10:29:59 2.79 1 10:34:59 2.79 1 10:39:59 2.78 1 10:44:59 2.77 1 10:49:59 2.76 1 10:54:59 2.76 Union Park - 100-yr SWMM SWMM 5.2 Page 14 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 10:59:59 2.75 1 11:04:59 2.74 1 11:09:59 2.73 1 11:14:59 2.73 1 11:19:59 2.72 1 11:24:59 2.71 1 11:29:59 2.70 1 11:34:59 2.69 1 11:39:59 2.69 1 11:44:59 2.68 1 11:49:59 2.67 1 11:54:59 2.66 1 11:59:59 2.65 1 12:04:59 2.65 1 12:09:59 2.64 1 12:14:59 2.63 1 12:19:59 2.62 1 12:24:59 2.61 1 12:29:59 2.60 1 12:34:59 2.60 1 12:39:59 2.59 1 12:44:59 2.58 1 12:49:59 2.57 1 12:54:59 2.56 1 12:59:59 2.55 1 13:04:59 2.55 1 13:09:59 2.54 1 13:14:59 2.53 1 13:19:59 2.52 1 13:24:59 2.51 Union Park - 100-yr SWMM SWMM 5.2 Page 15 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 13:29:59 2.50 1 13:34:59 2.49 1 13:39:59 2.49 1 13:44:59 2.48 1 13:49:59 2.47 1 13:54:59 2.46 1 13:59:59 2.45 1 14:04:59 2.44 1 14:09:59 2.43 1 14:14:59 2.42 1 14:19:59 2.41 1 14:24:59 2.41 1 14:29:59 2.40 1 14:34:59 2.39 1 14:39:59 2.38 1 14:44:59 2.37 1 14:49:59 2.36 1 14:54:59 2.35 1 14:59:59 2.34 1 15:04:59 2.33 1 15:09:59 2.32 1 15:14:59 2.31 1 15:19:59 2.30 1 15:24:59 2.29 1 15:29:59 2.28 1 15:34:59 2.27 1 15:39:59 2.26 1 15:44:59 2.25 1 15:49:59 2.24 1 15:54:59 2.23 Union Park - 100-yr SWMM SWMM 5.2 Page 16 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 15:59:59 2.22 1 16:04:59 2.21 1 16:09:59 2.20 1 16:14:59 2.19 1 16:19:59 2.18 1 16:24:59 2.17 1 16:29:59 2.16 1 16:34:59 2.15 1 16:39:59 2.13 1 16:44:59 2.12 1 16:49:59 2.11 1 16:54:59 2.10 1 16:59:59 2.09 1 17:04:59 2.08 1 17:09:59 2.06 1 17:14:59 2.05 1 17:19:59 2.04 1 17:24:59 2.03 1 17:29:59 2.01 1 17:34:59 2.00 1 17:39:59 1.99 1 17:44:59 1.98 1 17:49:59 1.96 1 17:54:59 1.95 1 17:59:59 1.93 1 18:04:59 1.92 1 18:09:59 1.91 1 18:14:59 1.89 1 18:19:59 1.88 1 18:24:59 1.86 Union Park - 100-yr SWMM SWMM 5.2 Page 17 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 18:29:59 1.85 1 18:34:59 1.83 1 18:39:59 1.82 1 18:44:59 1.80 1 18:49:59 1.78 1 18:54:59 1.77 1 18:59:59 1.75 1 19:04:59 1.73 1 19:09:59 1.71 1 19:14:59 1.69 1 19:19:59 1.68 1 19:24:59 1.66 1 19:29:59 1.64 1 19:34:59 1.62 1 19:39:59 1.60 1 19:44:59 1.58 1 19:49:59 1.55 1 19:54:59 1.53 1 19:59:59 1.51 1 20:04:59 1.49 1 20:09:59 1.46 1 20:14:59 1.44 1 20:19:59 1.41 1 20:24:59 1.39 1 20:29:59 1.36 1 20:34:59 1.33 1 20:39:59 1.30 1 20:44:59 1.27 1 20:49:59 1.24 1 20:54:59 1.21 Union Park - 100-yr SWMM SWMM 5.2 Page 18 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 20:59:59 1.17 1 21:04:59 1.14 1 21:09:59 1.10 1 21:14:59 1.06 1 21:19:59 1.01 1 21:24:59 0.97 1 21:29:59 0.91 1 21:34:59 0.85 1 21:39:59 0.78 1 21:44:59 0.70 1 21:49:59 0.61 1 21:54:59 0.53 1 21:59:59 0.46 1 22:04:59 0.40 1 22:09:59 0.34 1 22:14:59 0.29 1 22:19:59 0.25 1 22:24:59 0.22 1 22:29:59 0.19 1 22:34:59 0.16 1 22:39:59 0.14 1 22:44:59 0.13 1 22:49:59 0.11 1 22:54:59 0.10 1 22:59:59 0.09 1 23:04:59 0.08 1 23:09:59 0.07 1 23:14:59 0.06 1 23:19:59 0.06 1 23:24:59 0.05 Union Park - 100-yr SWMM SWMM 5.2 Page 19 Elapsed Elapsed Total Inflow Days Hours (CFS) 1 23:29:59 0.05 1 23:34:59 0.04 1 23:39:59 0.04 1 23:44:59 0.04 1 23:49:59 0.03 1 23:54:59 0.03 1 23:59:59 0.03 Union Park - 100-yr SWMM SWMM 5.2 Page 20 Elapsed Time (hours) 50454035302520151050 To t a l I n f l o w ( C F S ) 20.0 16.0 12.0 8.0 4.0 0.0 Node Outlet-01 Total Inflow (CFS) Union Park - 100-yr SWMM SWMM 5.2 Page 1 Pond 298 Outlet Appendix C APPENDIX C – RATIONAL CALCULATIONS DS DSDS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS UPUP DS DSDS DS DSDS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS UP DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSD NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DO NOT POLLUTEDRAINS TO WATERWAYS NYLOPLASTDUCTILE IRON D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE OFFSITE AFFINITY SPILL LOCATION LO T 1 AFF I N I T Y S U B D I V I S I O N MA T C H L I N E SE E S H E E T 11 BLOCK 1 BLOCK 2 BLOCK 3 BLOCK 4BLOCK 5BLOCK 6 BLOCK 7 BLOCK 8 BLOCK 9 BLOCK 10BLOCK 11BLOCK 12 BLOCK 13 BLOCK 18 BLOCK 19 BLOCK 24 BLDG A2 ESMT EXCLUSION BLDG A11 ESMT EXCLUSION BLDG A10 ESMT EXCLUSION BLDG A1 ESMT EXCLUSION BLDG A3 ESMT EXCLUSION BLDG A4 ESMT EXCLUSION EE G1 EE G2EE AG1 EE AG2 EE AG3 BLOCK 29 LOT R1 KINGSLEY COURT NEWBURG COURT HARRINGTON COURT CO R B E T T D R I V E ED M O N D S R O A D FORT SUMTER WAY FORTITUDE LANE GOLDEN GROVE DRIVE UN I O N P A R K A V E N U E BL U E C O A T D R I V E ED M O N D S R O A D LID B STORMTECH SC-800 (90 CHAMBERS) POND 298A AFFINITY OUTFALL ROUTED THROUGH POND & SITE TRACT A D,U&AE(PU) TRACT N D,U&AE(PR) TRACT M D,U&AE(PR) TRACT O D,U&AE(PR) TRACT G D,U&AE(PU) TRACT B D,U&AE(PR) TR A C T C D, U & A E ( P U ) RE V I S I O N NO . BY DA T E HI G H L A N D DE V E L O P M E N T S E R V I C E S 63 5 5 F A I R G R O U N D S A V E N U E , S U I T E 2 0 0 | W I N D S O R , C O 8 0 5 5 0 PH O N E : 9 7 0 . 6 7 4 . 7 5 5 0 | E M A I L : I n f o @ H i g h l a n d - D S . c o m | w w w . H i g h l a n d - D S . c o m PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES OFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) UN I O N P A R K GR A D I N G & D R A I N A G E P L A N 10/30/24 1" = 40' N/A JTC JTC 21-1044-00 C2.00 10 60 N W E S 0 SCALE: 1" = 40' 80402040 CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. before you dig.CallKnow what's below. R BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY DRAINAGE BASIN FLOW PATH LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR HDS Rulz! DS DSDS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DSDS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSD D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSD NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSD NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D N D YLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSDNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSD NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRON RAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DO NOT POLLUTEDRAINS TO WATERWAYS NYLOPLASTDUCTILE IRON INADVERTENT DETENTION SPILL LOCATION ZI E G L E R R O A D (R O W V A R I E S ) MA T C H L I N E SE E S H E E T 10 RAISED PLANTING AREA RAISED PLANTING AREA RAISED PLANTING AREA BLOCK 13 BLOCK 14 BLOCK 15 BLOCK 16BLOCK 17BLOCK 18 BLOCK 19 BLOCK 20 BLOCK 21 BLOCK 22BLOCK 23BLOCK 24 BL O C K 2 7 BL O C K 2 8 BLDG A9 ESMT EXCLUSION BLDG A8 ESMT EXCLUSION BLDG A7 ESMT EXCLUSION BLDG A4 ESMT EXCLUSION BLDG A5 ESMT EXCLUSION BLDG A6 ESMT EXCLUSION LOT C3 LOT C1 LOT C2 EE AG3 EE G3 EE AG4EE G4 EE AG5 EE G5 LOT MU1 LOT MU2 BLOCK 25 BLOCK 26 ZI E G L E R R O A D (R O W V A R I E S ) IN F A N T R Y T E R R A C E D R I V E UNION PARK AVENUE IN F A N T R Y T E R R A C E D R I V E FORT SUMTER WAY ZI E G L E R R O A D (R O W V A R I E S ) LO C O M O T I V E D R I V E IR O N L A N E CITADEL PLACE HERITAGE HILL PLACE LID D STORMTECH SC-310 (147 CHAMBERS) POND 298C POND 298C STORM OUTFALL 20.1 CFS LIMITED POND 298B LID C STORMTECH SC-800 (45 CHAMBERS) GOLDEN GROVE DRIVE FORTITUDE LANE TRACT J D,U&AE(PR) TRACT D D,U&AE(PR) TRACT H D,U&AE(PR) TRACT I D,U&AE(PR) TRACT K D,U&AE(PR) TRACT F D,U&AE(PR) TRACT E D,U&AE(PR) TRACT L D,U&AE(PR) RE V I S I O N NO . BY DA T E HI G H L A N D DE V E L O P M E N T S E R V I C E S 63 5 5 F A I R G R O U N D S A V E N U E , S U I T E 2 0 0 | W I N D S O R , C O 8 0 5 5 0 PH O N E : 9 7 0 . 6 7 4 . 7 5 5 0 | E M A I L : I n f o @ H i g h l a n d - D S . c o m | w w w . H i g h l a n d - D S . c o m PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES OFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) UN I O N P A R K GR A D I N G & D R A I N A G E P L A N 10/30/24 1" = 40' N/A JTC JTC 21-1044-00 C2.01 11 60 CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. before you dig.CallKnow what's below. R BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY DRAINAGE BASIN FLOW PATH LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR N W E S 0 SCALE: 1" = 40' 80402040 HDS Rulz! Design Engineer: Design Firm: Project Number: Date: % Impervious Runoff Coefficient C Return Period Frequency Adjustment Factor (Cf) 100% 0.95 2-year to 10-year 1.00 90% 0.95 100-year 1.25 90% 0.95 0% 0.25 C2 to C10 C100 A1 111,351 2.56 0 0 6,599 104,752 5.3% 0.29 0.36 B1 11,272 0.26 0 5,863 1,988 3,421 62.7% 0.74 0.92 B2 79,491 1.82 21,972 30,514 9,036 17,970 72.4% 0.79 0.99 B3 23,289 0.53 10,394 4,189 2,341 6,364 69.9% 0.76 0.95 B4 46,547 1.07 12,516 20,670 7,505 5,856 81.4% 0.86 1.00 B5 63,375 1.45 19,495 28,264 7,321 8,295 81.3% 0.86 1.00 B6 22,469 0.52 10,352 6,637 2,846 2,634 84.1% 0.87 1.00 B7 134,027 3.08 44,459 43,774 15,217 30,576 72.8% 0.79 0.99 B1+…+B7 380,470 8.73 119,188 139,911 46,254 75,117 75.4% 0.81 1.00 C1 51,576 1.18 14,674 17,724 6,095 13,083 70.0% 0.77 0.97 C2 20,054 0.46 7,948 1,616 3,443 7,047 62.3% 0.70 0.88 C3 21,462 0.49 0 11,132 4,607 5,723 66.0% 0.76 0.95 C4 119,075 2.73 31,961 46,218 14,581 26,315 72.8% 0.80 0.99 C1+...+C4 212,167 4.87 54,582 76,690 28,727 52,168 70.4% 0.78 0.97 D1 42,986 0.99 15,866 9,376 5,490 12,253 68.0% 0.75 0.94 D2 68,356 1.57 21,316 25,938 12,821 8,282 82.2% 0.87 1.00 D3 44,263 1.02 11,671 20,042 5,982 6,569 79.3% 0.85 1.00 D4 18,282 0.42 9,554 5,342 2,496 891 90.8% 0.92 1.00 D5 17,199 0.39 0 0 1,875 15,325 9.8% 0.33 0.41 D6 112,754 2.59 41,284 35,158 14,361 21,951 76.1% 0.81 1.00 D1+…+D6 303,840 6.98 99,690 95,855 43,025 65,270 73.9% 0.80 1.00 E1 53,383 1.23 24,260 14,434 4,406 10,283 77.2% 0.82 1.00 E2 78,656 1.81 29,865 13,255 10,983 24,552 65.7% 0.73 0.91 E3 68,831 1.58 32,990 15,066 8,447 12,328 78.7% 0.82 1.00 E4 29,661 0.68 0 5,415 289 23,957 17.3% 0.38 0.48 E5 25,041 0.57 9,959 9,355 3,808 1,919 87.1% 0.90 1.00 E6 26,840 0.62 10,922 9,512 3,348 3,057 83.8% 0.87 1.00 E7 51,210 1.18 18,533 19,105 7,440 6,133 82.8% 0.87 1.00 E8 44,852 1.03 0 1,766 2,512 40,574 8.6% 0.32 0.40 E1+…+E8 378,473 8.69 126,530 87,909 41,232 122,802 64.1% 0.72 0.90 Total 1,386,302 31.83 399,990 400,365 165,838 420,109 65.6% 0.74 0.92 A1+B1 122,623 2.82 0 5,863 8,587 108,173 10.6% 0.33 0.42 B2+B3 102,780 2.36 32,366 34,703 11,376 24,334 71.8% 0.78 0.98 B4+B5 109,922 2.52 32,011 48,934 14,827 14,151 81.3% 0.86 1.00 B4+B5+B6 132,391 3.04 42,363 55,571 17,672 16,785 81.8% 0.86 1.00 A1+B1+B4+B5+B6 255,015 5.85 42,363 61,434 26,260 124,958 47.6% 0.61 0.76 C1+C2 71,630 1.64 22,621 19,341 9,538 20,130 67.9% 0.75 0.94 C1+C2+C3 93,092 2.14 22,621 30,473 14,145 25,853 67.4% 0.76 0.94 A1+B1+B4+B5+B6+C1+…+C4 467,182 10.73 96,945 138,124 54,987 177,126 58.0% 0.68 0.86 D2+D3 112,619 2.59 32,987 45,979 18,803 14,851 81.1% 0.86 1.00 D2+…+D5 148,100 3.40 42,540 51,321 23,173 31,066 74.0% 0.80 1.00 D2+…+D6 260,855 5.99 83,824 86,479 37,535 53,017 74.9% 0.81 1.00 E1+E4 83,044 1.91 24,260 19,849 4,694 34,240 55.8% 0.66 0.83 E1+E2+E4 161,699 3.71 54,125 33,104 15,678 58,792 60.6% 0.70 0.87 A1+B1+B4+B5+B6+C1+…+C4+E1+E2+E4 628,881 14.44 151,070 171,228 70,664 235,918 58.6% 0.69 0.86 A1+…+D1+D6+E1+...+E4 1,090,258 25.03 318,036 309,305 125,557 337,360 65.1% 0.73 0.92 D1+E1+…+E8 421,459 9.68 142,396 97,285 46,723 135,055 64.5% 0.73 0.91 Paved Roof Walks Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual % Impervious values from Table 3.2.2 in the Fort Collins Stormwater Criteria Manual J.Claeys 21-1044-00 September 9, 2024 Land Use Union Park DEVELOPED IMPERVIOUS AREA CALCULATION DESIGN CRITERIA: Fort Collins Stormwater Criteria Manual BASINS: Highland Development Services Lawns (Heavy, 2-7% Slope) Sub-basin Designation Atotal (sq feet) Atotal (acres) Combined Basins for Street, Inlet, & Pipe Capacity Calculations Weighted % Impervious COMPOSITEApaved (sq feet) Aroof (sq feet) Awalk (sq feet) Alawn (sq feet) 21-1044-00 Rational Calcs.xlsx Page 1 of 4 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (2-yr to 10-yr) A1 A1 5.3% 0.29 2.56 173 0.0542 11.32 224 0.0050 0.10 0.016 1.42 2.62 13.94 397 12.21 12.21 B1 B1 62.7% 0.74 0.26 30 0.0200 2.95 133 0.0050 0.10 0.016 1.42 1.56 5.00 163 10.91 5.00 B2 B2 72.4% 0.79 1.82 45 0.0200 3.07 390 0.0050 0.10 0.016 1.42 4.58 7.65 435 12.42 7.65 B3 B3 69.9% 0.76 0.53 20 0.0200 2.27 483 0.0050 0.10 0.016 1.42 5.67 7.94 503 12.79 7.94 B4 B4 81.4% 0.86 1.07 39 0.0200 2.21 334 0.0050 0.10 0.016 1.42 3.92 6.13 373 12.07 6.13 B5 B5 81.3% 0.86 1.45 127 0.0200 4.04 133 0.0050 0.10 0.016 1.42 1.56 5.60 260 11.44 5.60 B6 B6 84.1% 0.87 0.52 146 0.0200 4.16 140 0.0050 0.10 0.016 1.42 1.64 5.81 286 11.59 5.81 B7 B7 72.8% 0.79 3.08 33 0.0200 2.64 817 0.0082 0.10 0.016 1.82 7.47 10.11 850 14.72 10.11 C1 C1 70.0% 0.77 1.18 49 0.0200 3.40 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00 C2 C2 62.3% 0.70 0.46 48 0.0200 4.07 156 0.0053 0.10 0.016 1.45 1.79 5.86 204 11.13 5.86 C3 C3 66.0% 0.76 0.49 35 0.0200 2.96 335 0.0050 0.10 0.016 1.42 3.94 6.89 370 12.06 6.89 C4 C4 72.8% 0.80 2.73 47 0.0200 3.10 287 0.0058 0.10 0.016 1.53 3.13 6.24 334 11.86 6.24 D1 D1 68.0% 0.75 0.99 50 0.0200 3.67 602 0.0050 0.10 0.016 1.42 7.07 10.74 652 13.62 10.74 D2 D2 82.2% 0.87 1.57 44 0.0200 2.31 536 0.0050 0.10 0.016 1.42 6.30 8.61 580 13.22 8.61 D3 D3 79.3% 0.85 1.02 284 0.0100 8.00 118 0.0050 0.10 0.016 1.42 1.39 9.39 402 12.23 9.39 D4 D4 90.8% 0.92 0.42 109 0.0200 2.85 132 0.0050 0.10 0.016 1.42 1.55 5.00 241 11.34 5.00 D5 D5 9.8% 0.33 0.39 91 0.0380 8.84 92 0.0051 0.10 0.016 1.43 1.07 9.92 183 11.02 9.92 D6 D6 76.1% 0.81 2.59 65 0.0200 3.43 687 0.0071 0.10 0.016 1.70 6.75 10.18 752 14.18 10.18 E1 E1 77.2% 0.82 1.23 100 0.0200 4.23 209 0.0050 0.10 0.016 1.42 2.46 6.68 309 11.72 6.68 E2 E2 65.7% 0.73 1.81 83 0.0200 4.98 468 0.0082 0.10 0.016 1.82 4.28 9.26 551 13.06 9.26 E3 E3 78.7% 0.82 1.58 118 0.0200 4.44 454 0.0050 0.10 0.016 1.42 5.33 9.77 572 13.18 9.77 E4 E4 17.3% 0.38 0.68 113 0.0200 11.29 127 0.0050 0.10 0.016 1.42 1.49 12.78 240 11.33 11.33 E5 E5 87.1% 0.90 0.57 174 0.0100 5.02 72 0.0050 0.10 0.016 1.42 0.85 5.87 246 11.37 5.87 E6 E6 83.8% 0.87 0.62 111 0.0200 3.59 166 0.0050 0.10 0.016 1.42 1.95 5.54 277 11.54 5.54 E7 E7 82.8% 0.87 1.18 60 0.0200 2.69 460 0.0050 0.10 0.016 1.42 5.40 8.09 520 12.89 8.09 E8 E8 8.6% 0.32 1.03 18 0.0200 4.93 399 0.0050 0.10 0.016 1.42 4.69 9.62 417 12.32 9.62 B1+…+B7 LID B 75.4% 0.81 8.73 33 0.0200 2.46 817 0.0082 0.10 0.016 1.82 7.47 9.93 N/A -9.93 C1+...+C4 LID C 70.4% 0.78 4.87 49 0.0200 3.35 521 0.0117 0.10 0.016 2.17 3.99 7.34 N/A -7.34 D2+…+D6 LID D 74.9% 0.81 5.99 44 0.0200 2.88 875 0.0750 0.10 0.016 5.49 2.65 5.53 N/A -5.53 A1+…+E8 Pond 298c 65.6% 0.74 31.83 173 0.0542 5.07 1752 0.0030 0.10 0.016 1.10 26.57 31.64 N/A -31.64 September 9, 2024 Union Park DEVELOPED TIME OF CONCENTRATION J.Claeys 21-1044-00 Highland Development Services LENGTH (ft) DESIGN CRITERIA: City of Fort Collins Stormwater Criteria Manual Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti)TRAVEL TIME (tt) tc=ti+tt (min) Urban Check Final tc (min)DESIGN POINT Sub-basin % Impervious C2-10 AREA (acres) tt (min) OVERALL LENGTH (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) VELOCITY (ft/s) ROUGHNESS COEFFICIENT HYDRAULIC RADIUS (ft) ticttt+= V Ltt60 = 1.871.1 10 180 +=LtcV. R2/3 S 1/2 21-1044-00 Rational Calcs.xlsx Page 2 of 4 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (100-yr) A1 A1 5.3% 0.36 2.56 173 0.0542 10.30 224 0.0050 0.10 0.016 1.42 2.62 12.92 397 12.21 12.21 B1 B1 62.7% 0.92 0.26 30 0.0200 1.45 133 0.0050 0.10 0.016 1.42 1.56 5.00 163 10.91 5.00 B2 B2 72.4% 0.99 1.82 45 0.0200 1.10 390 0.0050 0.10 0.016 1.42 4.58 5.68 435 12.42 5.68 B3 B3 69.9% 0.95 0.53 20 0.0200 1.01 483 0.0050 0.10 0.016 1.42 5.67 6.68 503 12.79 6.68 B4 B4 81.4% 1.00 1.07 39 0.0200 0.93 334 0.0050 0.10 0.016 1.42 3.92 5.00 373 12.07 5.00 B5 B5 81.3% 1.00 1.45 127 0.0200 1.67 133 0.0050 0.10 0.016 1.42 1.56 5.00 260 11.44 5.00 B6 B6 84.1% 1.00 0.52 146 0.0200 1.79 140 0.0050 0.10 0.016 1.42 1.64 5.00 286 11.59 5.00 B7 B7 72.8% 0.99 3.08 33 0.0200 0.96 817 0.0082 0.10 0.016 1.82 7.47 8.43 850 14.72 8.43 C1 C1 70.0% 0.97 1.18 49 0.0200 1.40 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00 C2 C2 62.3% 0.88 0.46 48 0.0200 2.26 156 0.0053 0.10 0.016 1.45 1.79 5.00 204 11.13 5.00 C3 C3 66.0% 0.95 0.49 35 0.0200 1.28 335 0.0050 0.10 0.016 1.42 3.94 5.22 370 12.06 5.22 C4 C4 72.8% 0.99 2.73 47 0.0200 1.08 287 0.0058 0.10 0.016 1.53 3.13 5.00 334 11.86 5.00 D1 D1 68.0% 0.94 0.99 50 0.0200 1.70 602 0.0050 0.10 0.016 1.42 7.07 8.77 652 13.62 8.77 D2 D2 82.2% 1.00 1.57 44 0.0200 0.98 536 0.0050 0.10 0.016 1.42 6.30 7.28 580 13.22 7.28 D3 D3 79.3% 1.00 1.02 284 0.0100 3.15 118 0.0050 0.10 0.016 1.42 1.39 5.00 402 12.23 5.00 D4 D4 90.8% 1.00 0.42 109 0.0200 1.55 132 0.0050 0.10 0.016 1.42 1.55 5.00 241 11.34 5.00 D5 D5 9.8% 0.41 0.39 91 0.0380 7.91 92 0.0051 0.10 0.016 1.43 1.07 8.98 183 11.02 8.98 D6 D6 76.1% 1.00 2.59 65 0.0200 1.20 687 0.0071 0.10 0.016 1.70 6.75 7.95 752 14.18 7.95 E1 E1 77.2% 1.00 1.23 100 0.0200 1.48 209 0.0050 0.10 0.016 1.42 2.46 5.00 309 11.72 5.00 E2 E2 65.7% 0.91 1.81 83 0.0200 2.51 468 0.0082 0.10 0.016 1.82 4.28 6.79 551 13.06 6.79 E3 E3 78.7% 1.00 1.58 118 0.0200 1.61 454 0.0050 0.10 0.016 1.42 5.33 6.95 572 13.18 6.95 E4 E4 17.3% 0.48 0.68 113 0.0200 9.77 127 0.0050 0.10 0.016 1.42 1.49 11.26 240 11.33 11.26 E5 E5 87.1% 1.00 0.57 174 0.0100 2.47 72 0.0050 0.10 0.016 1.42 0.85 5.00 246 11.37 5.00 E6 E6 83.8% 1.00 0.62 111 0.0200 1.56 166 0.0050 0.10 0.016 1.42 1.95 5.00 277 11.54 5.00 E7 E7 82.8% 1.00 1.18 60 0.0200 1.15 460 0.0050 0.10 0.016 1.42 5.40 6.55 520 12.89 6.55 E8 E8 8.6% 0.40 1.03 18 0.0200 4.43 399 0.0050 0.10 0.016 1.42 4.69 9.12 417 12.32 9.12 A1+…+E8 Pond 298c 65.6% 0.92 31.83 173 0.0542 2.49 1752 0.0030 0.10 0.016 1.10 26.57 29.06 1925 20.69 20.69 September 9, 2024 Union Park DEVELOPED TIME OF CONCENTRATION J.Claeys 21-1044-00 Highland Development Services LENGTH (ft) DESIGN CRITERIA: City of Fort Collins Stormwater Criteria Manual Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti)TRAVEL TIME (tt) tc=ti+tt (min) Urban Check Final tc (min)DESIGN POINT Sub-basin % Impervious C100 AREA (acres) tt (min) OVERALL LENGTH (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) VELOCITY (ft/s) HYDRAULIC RADIUS (ft) ROUGHNESS COEFFICIENT ticttt+= V Ltt60 = 1.871.1 10 180 +=LtcV. R2/3 S 1/2 21-1044-00 Rational Calcs.xlsx Page 3 of 4 Highland Development Services I = rainfall intensity (in/hr) P 1 = one-hour point rainfall depth (in) t c = time of concentration (min) P 1-2yr =0.82 in P 1-100yr =2.86 in BASIN SUMMARY: tc (min) Runoff Coeff (C2-10) Intensity (in/hr) Q2 (ft3/s) tc (min)Runoff Coeff (C100) Intensity (in/hr) Q100 (ft3/s) A1 A1 2.56 5.3% 12.21 0.29 2.04 1.52 12.21 0.36 7.11 6.62 B1 B1 0.26 62.7% 5.00 0.74 2.85 0.54 5.00 0.92 9.95 2.37 B2 B2 1.82 72.4% 7.65 0.79 2.44 3.53 5.68 0.99 9.35 16.89 B3 B3 0.53 69.9% 7.94 0.76 2.41 0.98 6.68 0.95 8.91 4.52 B4 B4 1.07 81.4% 6.13 0.86 2.62 2.42 5.00 1.00 9.95 10.63 B5 B5 1.45 81.3% 5.60 0.86 2.69 3.36 5.00 1.00 9.95 14.48 B6 B6 0.52 84.1% 5.81 0.87 2.66 1.19 5.00 1.00 9.95 5.13 B7 B7 3.08 72.8% 10.11 0.79 2.20 5.36 8.43 0.99 8.24 25.03 C1 C1 1.18 70.0% 5.00 0.77 2.85 2.61 5.00 0.97 9.95 11.38 C2 C2 0.46 62.3% 5.86 0.70 2.66 0.86 5.00 0.88 9.95 4.03 C3 C3 0.49 66.0% 6.89 0.76 2.53 0.95 5.22 0.95 9.58 4.50 C4 C4 2.73 72.8% 6.24 0.80 2.61 5.67 5.00 0.99 9.95 27.04 D1 D1 0.99 68.0% 10.74 0.75 2.15 1.59 8.77 0.94 8.12 7.51 D2 D2 1.57 82.2% 8.61 0.87 2.34 3.18 7.28 1.00 8.66 13.59 D3 D3 1.02 79.3% 9.39 0.85 2.27 1.95 5.00 1.00 9.95 10.11 D4 D4 0.42 90.8% 5.00 0.92 2.85 1.10 5.00 1.00 9.95 4.18 D5 D5 0.39 9.8% 9.92 0.33 2.22 0.29 8.98 0.41 8.05 1.30 D6 D6 2.59 76.1% 10.18 0.81 2.20 4.63 7.95 1.00 8.41 21.77 E1 E1 1.23 77.2% 6.68 0.82 2.55 2.55 5.00 1.00 9.95 12.19 E2 E2 1.81 65.7% 9.26 0.73 2.28 3.01 6.79 0.91 8.86 14.63 E3 E3 1.58 78.7% 9.77 0.82 2.23 2.91 6.95 1.00 8.80 13.90 E4 E4 0.68 17.3% 11.33 0.38 2.10 0.55 11.26 0.48 7.36 2.41 E5 E5 0.57 87.1% 5.87 0.90 2.66 1.37 5.00 1.00 9.95 5.72 E6 E6 0.62 83.8% 5.54 0.87 2.70 1.45 5.00 1.00 9.95 6.13 E7 E7 1.18 82.8% 8.09 0.87 2.40 2.44 6.55 1.00 8.96 10.54 E8 E8 1.03 8.6% 9.62 0.32 2.25 0.73 9.12 0.40 8.00 3.26 Pond 298c A1+…+E8 31.83 65.6% 31.64 0.72 1.24 28.61 20.69 0.92 5.51 161.84 B1+…+B7 LID B 8.73 75.4% 9.93 0.81 2.22 15.74 C1+...+C4 LID C 4.87 70.4% 7.34 0.78 2.48 9.39 D2+…+D6 LID D 5.99 74.9% 5.53 0.81 2.70 13.07 Date: DESIGN CRITERIA: City of Fort Collins Stormwater Criteria Manual EQUATIONS: C n = n -yr runoff coefficient Q n = n -yr peak discharge (cfs) September 9, 2024 21-1044-00 Highland Development Services J.Claeys DEVELOPED PEAK RUNOFF Union Park Design Engineer: Design Firm: Project Number: 100-yr Peak Runoff I n = n -yr rainfall intensity (in/hr) A n = Basin drainage area (ac) Design Point Sub-basin Area (acres) % Impervious 2-yr Peak Runoff 28.5 10 . ! 21-1044-00 Rational Calcs.xlsx Page 4 of 4 Highland Development Services Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole B3 / Inlet-17 Contributing Basins B2+B3 Contributing Area (acres)2.36 C2-10 C100 Runoff Coefficients 0.78 0.98 Overland Flow Time Length (ft) 46 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)3.18 1.20 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 517 0.50%0.10 0.016 1.42 6.07 Total Time 6.07 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 9.25 7.28 Intensities (in/hr) 2-yr 100-yr 2.28 8.66 Discharge (cfs) 2-yr 100-yr 4.22 20.04 Highland Development Services Fort Collins Stormwater Criteria Manual J.Claeys 21-1044-00 September 9, 2024 = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-22 Contributing Basins B4+B5 Contributing Area (acres)2.52 C2-10 C100 Runoff Coefficients 0.86 1.00 Overland Flow Time Length (ft) 39 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)2.23 0.93 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 127 0.50%0.10 0.016 1.42 1.49 Total Time 1.49 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 3.72 2.42 Intensities (in/hr) 2-yr 100-yr 2.98 11.23 Discharge (cfs) 2-yr 100-yr 6.46 28.35 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-20 Contributing Basins B4+B5+B6 Contributing Area (acres)3.04 C2-10 C100 Runoff Coefficients 0.86 1.00 Overland Flow Time Length (ft) 39 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)2.21 0.93 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 127 0.50%0.10 0.016 1.42 1.49 346 0.58%0.10 0.016 1.53 3.77 Total Time 5.27 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 7.48 6.19 Intensities (in/hr) 2-yr 100-yr 2.46 9.12 Discharge (cfs) 2-yr 100-yr 6.44 27.71 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-08 Contributing Basins A1+B1 *Basins B2, B3 & B7 are on-grade inlet captured flows Contributing Area (acres)2.82 C2-10 C100 Runoff Coefficients 0.33 0.42 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)10.75 9.59 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 Total Time 5.81 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 16.56 15.40 Intensities (in/hr) 2-yr 100-yr 1.77 6.40 Discharge (cfs) 2-yr 100-yr 1.66 7.49 4.2 14.9 Captured Flows from Inlet-17 (B3) 5.4 14.9 Captured Flows from Inlet-16 (B7) 11.26 37.29 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-07 Contributing Basins A1+B1+B4+B5+B6 *Basins B2, B3 & B7 are on-grade inlet captured flows Contributing Area (acres)5.85 C2-10 C100 Runoff Coefficients 0.61 0.76 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)6.90 4.78 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 61 0.25%0.10 0.016 1.00 1.01 Total Time 6.83 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 13.73 11.61 Intensities (in/hr) 2-yr 100-yr 1.94 7.27 Discharge (cfs) 2-yr 100-yr 6.88 32.28 4.2 14.9 Captured Flows from Inlet-17 (B3) 5.4 14.9 Captured Flows from Inlet-16 (B7) 16.48 62.08 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 = 28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole C2 / Inlet-09 Contributing Basins C1+C2 Contributing Area (acres)1.64 C2-10 C100 Runoff Coefficients 0.75 0.94 Overland Flow Time Length (ft) 49 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)3.60 1.65 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 237 1.98%0.10 0.016 2.83 1.40 36 0.50%0.10 0.016 1.42 0.42 Total Time 1.82 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 5.42 3.47 Intensities (in/hr) 2-yr 100-yr 2.72 10.54 Discharge (cfs) 2-yr 100-yr 3.36 16.32 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-14 Contributing Basins C1+C2+C3 Contributing Area (acres)2.14 C2-10 C100 Runoff Coefficients 0.76 0.94 Overland Flow Time Length (ft) 49 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)3.58 1.62 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 237 1.98%0.10 0.016 2.83 1.40 36 0.50%0.10 0.016 1.42 0.42 218 0.50%0.10 0.016 1.42 2.56 Total Time 4.38 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 7.96 6.00 Intensities (in/hr) 2-yr 100-yr 2.41 9.21 Discharge (cfs) 2-yr 100-yr 3.89 18.58 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole C4 / Inlet-08 Contributing Basins C1+...+C4 Contributing Area (acres)4.87 C2-10 C100 Runoff Coefficients 0.78 0.97 Overland Flow Time Length (ft) 49 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)3.35 1.33 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 237 1.98%0.10 0.016 2.83 1.40 36 0.50%0.10 0.016 1.42 0.42 218 0.50%0.10 0.016 1.42 2.56 30 0.50%0.10 0.016 1.42 0.35 Total Time 4.73 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 8.08 6.06 Intensities (in/hr) 2-yr 100-yr 2.40 9.18 Discharge (cfs) 2-yr 100-yr 9.08 43.46 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-06 Contributing Basins A1+B1+B4+B5+B6+C1+…+C4 *Basins B2, B3 & B7 are on-grade inlet captured flows Contributing Area (acres)10.73 C2-10 C100 Runoff Coefficients 0.68 0.86 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)5.82 3.42 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 61 0.25%0.10 0.016 1.00 1.01 414 0.25%0.10 0.016 1.00 6.88 Total Time 13.71 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 19.52 17.13 Intensities (in/hr) 2-yr 100-yr 1.63 6.08 Discharge (cfs) 2-yr 100-yr 11.97 55.77 4.2 14.9 Captured Flows from Inlet-17 (B3) 5.4 14.9 Captured Flows from Inlet-16 (B7) 21.57 85.57 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole D3 / Inlet-04 Contributing Basins D2+D3 Contributing Area (acres)2.59 C2-10 C100 Runoff Coefficients 0.86 1.00 Overland Flow Time Length (ft) 44 Slope (%) 2.00% 2-yr to 10-yr 100-yr ti (min)2.39 0.98 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 536 0.50%0.10 0.016 1.42 6.30 215 0.50%0.10 0.016 1.42 2.53 Total Time 8.82 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 11.21 9.81 Intensities (in/hr) 2-yr 100-yr 2.11 7.78 Discharge (cfs) 2-yr 100-yr 4.69 20.12 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-05 Contributing Basins A1+B1+B4+B5+B6+C1+…+C4 *Basins B2, B3, B7, D1, & D6 are on-grade inlet captured flows Contributing Area (acres)10.73 *Basins D2+…+D5 are Pond B release rates C2-10 C100 Runoff Coefficients 0.68 0.86 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)5.82 3.42 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 61 0.25%0.10 0.016 1.00 1.01 414 0.25%0.10 0.016 1.00 6.88 148 0.25%0.10 0.016 1.00 2.46 Total Time 16.17 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 21.98 19.59 Intensities (in/hr) 2-yr 100-yr 1.53 5.68 Discharge (cfs) 2-yr 100-yr 11.24 52.09 4.2 14.9 Captured Flows from Inlet-17 (B3) 5.4 14.9 Captured Flows from Inlet-16 (B7) 1.6 13.5 Captured Flows from Inlet-07 (D1) 3.2 13.5 Captured Flows from Inlet-06 (D6) 1.86 Release from Pond B (D5) 20.84 110.75 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole SDMH-02 Contributing Basins A1+B1+B4+B5+B6+C1+…+C4+E1+E2+E4 *Basins B2, B3, B7, D1, & D6 are on-grade inlet captured flows Contributing Area (acres)14.44 *Basins D2+…+D5 are Pond B release rates C2-10 C100 Runoff Coefficients 0.69 0.86 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)5.78 3.37 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 61 0.25%0.10 0.016 1.00 1.01 414 0.25%0.10 0.016 1.00 6.88 148 0.25%0.10 0.016 1.00 2.46 436 0.25%0.10 0.016 1.00 7.24 Total Time 23.41 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 29.19 26.78 Intensities (in/hr) 2-yr 100-yr 1.30 4.78 Discharge (cfs) 2-yr 100-yr 12.94 59.32 4.2 14.9 Captured Flows from Inlet-17 (B3) 5.4 14.9 Captured Flows from Inlet-16 (B7) 1.6 13.5 Captured Flows from Inlet-07 (D1) 3.2 13.5 Captured Flows from Inlet-06 (D6) 1.86 Release from Pond B (D5) 27.34 117.98 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 = 28.5 10 + .= = + = 60" Union Park Attenuated Flows Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: EQUATIONS: -Equation 5-3 -Equation 5-4 -CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check 500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr) Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in) In = n -yr rainfall intensity (in/hr) tc = time of concentration (min) A = drainage area (ac)P1-2yr =0.82 in. P1-100yr =2.86 in. BASINS: DP/Manhole E3 / Inlet-01 *Basins D2+…+D5 are Pond B release rates Contributing Basins A1+…+D1+D6+E1+...+E4 Contributing Area (acres)25.03 C2-10 C100 Runoff Coefficients 0.73 0.92 Overland Flow Time Length (ft) 173 Slope (%) 5.42% 2-yr to 10-yr 100-yr ti (min)5.13 2.57 Travel Time Length (ft) Slope (%)Hydraulic Radius (ft) Roughness Coefficient Velocity (ft/s)tt (min) 350 0.25%0.10 0.016 1.00 5.81 61 0.25%0.10 0.016 1.00 1.01 414 0.25%0.10 0.016 1.00 6.88 148 0.25%0.10 0.016 1.00 2.46 436 0.25%0.10 0.016 1.00 7.24 35 0.25%0.10 0.016 1.00 0.58 Total Time 23.99 Final Time of Concentration - tc (min) 2-yr to 10-yr 100-yr 29.13 26.56 Intensities (in/hr) 2-yr 100-yr 1.31 4.81 Discharge (cfs) 2-yr 100-yr 23.97 110.25 1.86 Release from Pond B (D5) J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Fort Collins Stormwater Criteria Manual = 1.87 1.1 − . V=. R2/3 S 1/2 =28.5 10 + .= = + = 60" Appendix D APPENDIX D – DETENTION POND CALCULATIONS Union Park Pond Summary Design Engineer: Design Firm: Project Number: Date: Pond Summary Table 4926.50 4927.80 4922.35 N/A N/A 0.24 N/A N/A 4923.97 111.20 33.07 211.05 7-5/8" Dia 6-1/2" Dia 16-3/4" Dia 4.73 1.86 20.02 9.67 0.69 4.12 4935.42 4931.09 4929.34 111.20 33.07 211.05 151.00 78.50 150.00 0.43 0.25 0.54 4935.93 4931.78 4929.45 4937.00 4933.25 4930.00 Pond Bottom Elev. (ft) Pond Bottom Elev. (ft) Pond Bottom Elev. (ft) Length (ft) Spillway Flow Depth (ft) Spillway Crest Elev. (ft) Spillway Crest Elev. (ft) Spillway Flow Depth (ft) 100-yr Release Rate (cfs) Outlet Orifice Size (in) Top of Berm Elev. (ft) Outlet Orifice Size (in) 100-yr Release Rate (cfs) 100-yr Detention Volume (acre-ft) 100-yr Water Surface Elev. (ft) Spillway Summary Table 100-yr Pond Max Inflow (cfs) Top of Berm Elev. (ft) Pond 298b Summary Table Water Quality Capture Volume (acre-ft) WQCV Water Surface Elev. (ft) 100-yr Pond Max Inflow (cfs) 100-yr Detention Volume (acre-ft) 100-yr Water Surface Elev. (ft) Spillway Summary Table 100-yr Pond Max Inflow (cfs) Length (ft) Pond 298c Summary Table Water Quality Capture Volume (acre-ft) WQCV Water Surface Elev. (ft) 100-yr Pond Max Inflow (cfs) Outlet Orifice Size (in) 100-yr Site Release Rate (cfs) Spillway Summary Table Top of Berm Elev. (ft) 100-yr Pond Max Inflow (cfs) Length (ft) Spillway Flow Depth (ft) Spillway Crest Elev. (ft) Highland Development Services J. Claeys 21-1044-00 November 22, 2024 100-yr Detention Volume (acre-ft) 100-yr Water Surface Elev. (ft) Pond 298a Summary Table Water Quality Capture Volume (acre-ft) WQCV Water Surface Elev. (ft) 100-yr Pond Max Inflow (cfs) 21-1044-00 PondCalcs.xls - Pond Summary Page 1 of 6 Highland Development Services Union Park Water Quality Pond and Outlet Sizing - Pond 298c Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 9.68 acres Composite. Imperviousness, I 64.5% WQCV (watershed inches)0.252 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.244 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 1.62 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.290 Maximum Area per Row, a a = WQCV / K40 0.842 square inches Number of Rows, nr 4 rows Number of Columns, nc (See Table 6a-1 for Max.)1 columns Choose Hole Diameter 1 inches Use USDCM Volume 3, Figure 5 1.000 inches Total Area per Row, Ao 0.79 square inches Total Outlet Area, Aot 3.14 square inches Does design work?Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height)0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work?Yes Minimum Steel Plate Thickness 1/4 inch J. Claeys Highland Development Services 21-1044-00 November 22, 2024 Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) Circular Perforation Sizing Rectangular Perforation Sizing 2.1** 12 AreaWQCVVolume  = 21-1044-00 PondCalcs.xls - WQCV & Outlet Structure Page 2 of 6 Highland Development Services Union Park Water Quality Pond and Outlet Sizing - Pond 298c Design Engineer: Design Firm: Project Number: Date: J. Claeys Highland Development Services 21-1044-00 November 22, 2024 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At=0.5*[77(e-0.124D)]*Aot 107 square inches Min. Distance between Columns, Sc 4 inches Width of Trash Rack and Concrete Opening per Column 6 inches Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 6 inches Height of Trash Rack Screen, Htr 19 7/16 inches Check - Larger than Required Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.)3/4 inches O.C. Total Screen Thickness (See Table 6a-2)0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At=0.5*[77(e-0.124D)]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings)28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) 3/8in x 1.0in flat bar Circular Perforation Trash Rack Sizing Rectangular Perforation Trash Rack Sizing 1 in x 3/16 in #156 VEE 21-1044-00 PondCalcs.xls - WQCV & Outlet Structure Page 3 of 6 Highland Development Services Union Park Critical Pond Elevations Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Stage Storage - Pond 298a Volume (pond volume calculated using the prismoidal formula): CONTOUR (FT)AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE- FT) 4926.5 0 0.000 0.000 0.00 0.000 4927.0 1,609 0.037 0.006 0.50 0.006 4928.0 17,160 0.394 0.184 1.50 0.190 4929.0 37,157 0.853 0.609 2.50 0.799 4930.0 48,982 1.124 0.986 3.50 1.784 4931.0 53,513 1.228 1.176 4.50 2.961 4932.0 57,504 1.320 1.274 5.50 4.235 4933.0 62,117 1.426 1.373 6.50 5.607 4934.0 69,287 1.591 1.508 7.50 7.115 4935.0 80,108 1.839 1.713 8.50 8.828 4935.9 87,615 2.011 1.732 9.40 10.560 Northwest POND J. Claeys 21-1044-00 November 22, 2024 Highland Development Services () 3 2121 DepthAAAA V ++= 21-1044-00 PondCalcs.xls - Pond A Stage Storage Page 4 of 6 Highland Development Services Union Park Critical Pond Elevations Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Stage Storage - Pond 298b Volume (pond volume calculated using the prismoidal formula): CONTOUR (FT)AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE- FT) 4927.8 0.000 0.000 0.00 0.000 4928.0 191 0.004 0.000 0.20 0.000 4929.0 9,118 0.209 0.081 1.20 0.082 4930.0 12,594 0.289 0.248 2.20 0.330 4931.0 13,750 0.316 0.302 3.20 0.632 4931.1 13,866 0.318 0.032 3.30 0.664 J. Claeys 21-1044-00 November 22, 2024 Northwest POND Highland Development Services () 3 2121 DepthAAAA V ++= 21-1044-00 PondCalcs.xls - Pond B Stage Storage Page 5 of 6 Highland Development Services Union Park Critical Pond Elevations Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Water Quality Capture Volume (WQCV): Tributary Area, A 9.68 acres Basins D1+E1+…+E8 not treated by LID Composite. Imperviousness, I 64.5% WQCV (watershed inches) 0.252 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.244 acre-feet Including 20% for Sedimentation Stage Storage - Pond 298c Volume (pond volume calculated using the prismoidal formula): CONTOUR (FT)AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE- FT) 4922.35 0 0.000 0.000 0.00 0.000 4923.0 4,204 0.097 0.021 0.65 0.021 4924.0 17,370 0.399 0.230 1.65 0.251 4925.0 22,884 0.525 0.461 2.65 0.712 4926.0 24,809 0.570 0.547 3.65 1.259 4927.0 33,292 0.764 0.665 4.65 1.924 4928.0 39,544 0.908 0.835 5.65 2.759 4929.0 45,416 1.043 0.974 6.65 3.733 4930.0 49,873 1.145 1.093 7.65 4.827 0.244 4923.97 ftAcre-Ft Interpolates to an Elev. of J. Claeys 21-1044-00 November 22, 2024 Southeast POND Required Water Quality Capture Volume (WQCV) = Highland Development Services () 3 2121 DepthAAAAV++= 21-1044-00 PondCalcs.xls - Pond C Stage Storage Page 6 of 6 Highland Development Services Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Sep 9 2024 Pond 298a Spillway Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 151.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 2.67 Compute by: Known Q Known Q (cfs) = 111.20 Highlighted Depth (ft) = 0.43 Q (cfs) = 111.20 Area (sqft) = 65.67 Velocity (ft/s) = 1.69 Top Width (ft) = 154.44 0 20 40 60 80 100 120 140 160 180 200 Depth (ft) Depth (ft)Pond 298a Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 15 2024 Pond 298b Spillway Rectangular Weir Crest = Sharp Bottom Length (ft) = 78.50 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 33.07 Highlighted Depth (ft) = 0.25 Q (cfs) = 33.07 Area (sqft) = 19.77 Velocity (ft/s) = 1.67 Top Width (ft) = 78.50 0 10 20 30 40 50 60 70 80 90 100 Depth (ft) Depth (ft)Pond 298b Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Sep 9 2024 Pond 298c Spillway Rectangular Weir Crest = Sharp Bottom Length (ft) = 150.00 Total Depth (ft) = 1.00 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 211.06 Highlighted Depth (ft) = 0.56 Q (cfs) = 211.06 Area (sqft) = 84.44 Velocity (ft/s) = 2.50 Top Width (ft) = 150.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Depth (ft) Depth (ft)Pond 298c Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. Appendix E APPENDIX E – STREET CAPACITY & INLET CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Mar 26 2024 26' Inverted Street User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = Composite Calculations Compute by: Q vs Depth No. Increments = 10 (Sta, El, n)-(Sta, El, n)... ( -13.67, 100.72)-(2.00, 100.17, 0.013)-(13.00, 100.39, 0.013)-(13.67, 100.72, 0.013) Highlighted Depth (ft) = 0.72 Q (cfs) = 59.36 Area (sqft) = 12.44 Velocity (ft/s) = 4.77 Wetted Perim (ft) = 27.51 Crit Depth, Yc (ft) = 0.72 Top Width (ft) = 27.34 EGL (ft) = 1.07 -5 0 5 10 15 20 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Mar 26 2024 26' Pitched Street (w/o Parking) User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.016 Calculations Compute by: Known Depth Known Depth (ft) = 0.88 (Sta, El, n)-(Sta, El, n)... ( -24.50, 100.98)-(2.00, 100.17, 0.013)-(26.00, 100.62, 0.013)-(26.50, 101.15, 0.013)-(45.50, 101.53, 0.020)-(50.50, 101.63, 0.013) Highlighted Depth (ft) = 0.88 Q (cfs) = 58.33 Area (sqft) = 17.19 Velocity (ft/s) = 3.39 Wetted Perim (ft) = 46.08 Crit Depth, Yc (ft) = 0.88 Top Width (ft) = 45.75 EGL (ft) = 1.06 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Sta (ft) Equivalent depth to TBC w/ parking Union Park PROPOSED DRAINAGE SUMMARY Design Engineer: Design Firm: Project Number: Date: INLET/STREET CAPACITY SUMMARY TABLE Minor Major Minor Major B3 / Inlet-17 B2+B3 4.22 20.04 8.9 36' Crowned @ S=0.5%Yes 11.14 On-grade Inlet (Type R) - ℄ Overtopping split w/ B7 4.22 22.54 4.20 14.90 4.20 14.40 0.00 8.10 By-Pass flows to D1 B4 / Inlet-13 B4 2.42 10.63 2.42 10.63 Sump Inlet (Type R) B5 / Inlet-14 B5 3.36 14.48 3.36 14.48 Sump Inlet (Type 13) B6 / Inlet-15 B6 1.19 5.13 1.19 5.13 On-grade Inlet (Type 13) - Sized to Capture 100% B7 / Inlet-16 B7 5.36 25.03 8.9 36' Crowned @ S=0.5%Yes 16.13 On-grade Inlet (Type R) - ℄ Overtopping split w/ B3 5.36 22.54 5.40 14.90 5.40 14.40 0.00 8.10 By-Pass flows to D6 C1 / Inlet-10 C1 2.61 11.38 Sump Inlet (Type R) - ℄ Overtopping split w/ C2 2.61 7.70 2.61 7.70 C2 / Inlet-09 C2 0.86 4.03 Sump Inlet (Type R) - ℄ Overtopping split w/ C1 0.86 7.70 0.86 7.70 C4 / Inlet-08 C4 5.67 27.04 5.67 27.04 Sump Inlet (Type 13) D1 / Inlet-07 D1 1.59 7.51 8.9 36' Crowned @ S=0.5%On-grade Inlet (Type R) - Combined w/ By-Pass from B3 1.59 15.61 ℄ Overtopping, split w/ D6 1.59 18.65 1.60 13.50 1.60 13.10 0.00 5.60 By-Pass flows to E2 D6 / Inlet-06 D6 3.18 13.59 8.9 36' Crowned @ S=0.5%On-grade Inlet (Type R) - Combined w/ By-pass from B7 3.18 21.69 ℄ Overtopping, split w/ D1 3.18 18.65 3.20 13.50 3.20 13.10 0.00 5.60 By-Pass flows to E3 D2 / Inlet-03 D2 3.18 13.59 Sump Inlet (Type R) D3 / Inlet-04 D3 1.95 10.11 Sump Inlet (Type 13) D4 / Inlet-05 D4 1.10 4.18 Sump Inlet (Type R) E1 / Inlet-22 E1 2.55 12.19 Sump Inlet (Type 13) E2 / Inlet-02 E2 3.01 14.63 8.9 36' Crowned @ S=0.5%Combined w/ By-Pass from D1 3.01 20.23 ℄ Overtopping, split w/ E3 3.01 19.87 Sump Inlet (Type R) E3 / Inlet-01 E3 2.91 13.90 8.9 36' Crowned @ S=0.5%Combined w/ By-Pass from D6 2.91 19.50 ℄ Overtopping, split w/E2 2.91 19.87 Sump Inlet (Type R) E5 / Inlet-21 E5 1.37 5.72 Sump Inlet (Type R) E6 / Inlet-20 E6 1.45 6.13 Sump Inlet (Type R) E7 / Inlet-19 E7 2.44 10.54 Sump Inlet (Type R) DESIGN POINT TRIBUTARY SUB-BASIN Q2 (cfs) Inlet Capacity (cfs) To Be Used in HydraFlow J.Claeys Highland Development Services 21-1044-00 September 9, 2024 DRAINAGE STRUCTURE REMARKSQ100 (cfs)By-Pass Q2 (cfs) By-Pass Q100 (cfs) 1/2 Street or Private Drive Capacity (cfs) Does Q100 Overtop CL (Yes/No)? Q100 Overtopping (cfs) Inlet Capacity Including Clogging Factor (cfs)Street Section 21-1044-00 Rational Calcs.xlsx Page 1 of 1 Highland Development Services Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.83 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.84 10.64 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 4.2 14.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 8.1 cfs Capture Percentage = Qa/Qo C% = 100 64 % Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 4.2 cfs and Qmajor = 14.9 cfs) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-17 (DP B3) Minor storm max. allowable capacity GOOD - greater than the design peak flow of 4.22 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 22.54 cfs on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =30.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.015 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 16.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.99 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 12.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.4 10.6 cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-13 (DP B4) INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.84 10.64 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 5.4 14.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 8.1 cfs Capture Percentage = Qa/Qo C% = 100 64 % Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 5.4 cfs and Qmajor = 14.9 cfs) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-16 (DP B7) Minor storm max. allowable capacity GOOD - greater than the design peak flow of 5.36 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 22.54 cfs on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.1 10.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 10.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.71 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.6 7.7 cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-10 (DP C1) INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.1 10.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 10.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.71 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 7.7 cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-09 (DP C2) INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.6 13.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.6 cfs Capture Percentage = Qa/Qo C% = 100 70 % Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 1.6 cfs and Qmajor = 13.5 cfs) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-07 (DP D1) Minor storm max. allowable capacity GOOD - greater than the design peak flow of 1.59 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 18.65 cfs on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 3.2 13.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.6 cfs Capture Percentage = Qa/Qo C% = 100 70 % Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 3.2 cfs and Qmajor = 13.5 cfs) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-06 (DP D6) Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.18 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 18.65 cfs on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =30.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.015 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 16.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 16.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =3.2 13.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-03 (DP D2) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =43.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.1 4.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-05 (DP D4) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =15.00 15.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.54 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.91 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =9.0 23.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =3.0 19.9 cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-02 (DP E2) INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =18.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =15.00 15.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.32 0.54 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.91 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =9.0 23.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.9 19.9 cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-01 (DP E3) INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =30.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.93 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 8.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.4 5.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-21 (DP E5) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =30.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.93 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 8.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-20 (DP E6) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =30.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 16.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.4 10.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Union Park Inlet-19 (DP E7) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Union Park TYPE 13 AREA INLET SIZING CALCULATION Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA EQUATIONS: Q i = Grate Capacity w/o Reduction Factor (cfs) C = Orifice Discharge Coefficient = 0.67 A = Orifice area (ft2) - Open Area of Grate G = Gravitational Constant (32.2 ft/s2) H = Allowed Head on Grate, Ponding Depth (ft) Grate Dimensions and Information: Width (W ):1.875 ft Length (L ):3.27 ft Opening Ratio (R ):0.375 sqft/sqft Reduction Factor (F ):50% Single Grate Open Area (A ):2.30 sqft Allowed Head (H ):0.5 ft Number of Grates Inlet Capacity (cfs) Inlet Capacity w/ Reduction Factor (cfs) 1 Single 8.74 4.37 2 Double 17.48 8.74 3 Triple 26.22 13.11 4 Quad 34.97 17.48 5 Penta 43.71 21.85 INLET SIZING CALCULATIONS Inlet ID: Design Flow Rate (Q 100 , cfs) Allowed Head (H , ft) Single Grate Capacity (Q sg , cfs) Number of Grates: Inlet Capacity (QG, cfs) Design Flow Depth (H, ft) Inlet-16 (DP B5)14.48 0.97 6.09 Triple Type 13 18.26 0.61 Inlet-15 (DP B6)5.13 0.25 3.09 Double Type 13 6.18 0.17 Inlet-08 (DP C4)27.04 1.10 6.48 Penta Type 13 32.41 0.77 Inlet-04 (DP D3)10.11 0.97 6.09 Double Type 13 12.18 0.67 Inlet-22 (DP E1)12.19 0.25 3.09 Quad Type 13 12.36 0.24 Apply Reduction Factor for the Allowable Capacity. Assumed Capacity w/ 0.5' Head Allowed J.Claeys Highland Development Services 21-1044-00 July 11, 2024 1 CA 2 Page1 Appendix F APPENDIX F – CONVEYANCE ELEMENT SIZING Union Park Structure Flow Summary for Hydraflow Inputs Design Engineer: Design Firm: Project Number: Date: Inflow Summary: Structure Basin Q100 (cfs)Notes EXSDMH-06 596 2.03 Peak from Affinity Outlet-03 A1 8.65 Plus Affinity SDMH-09 8.65 Inlet-18 B1 2.37 SDMH-29 2.37 SDMH-28 2.37 SDMH-27 2.37 SDMH-26 2.37 Inlet-17 B3 14.90 On-Grade Inlet Capture SDMH-25 17.27 B1+B3 Inlet Capture Inlet-16 B7 32.17 B1+B3 & B7 Inlet Captures SDMH-08 40.83 Plus 298a Pond Release Inlet-13 B4 10.63 Sump Inlet SDMH-22 10.63 Inlet-14 B5 14.48 Sump Inlet SDMH-22 28.35 B4+B5 Attenuated Flow SDMH-21 28.35 Inlet-15 B6 5.13 Sump Inlet SDMH-20 27.71 B4+B5+B6 Attenuated SDMH-07 62.08 B1+…+B7 Attenuated Inlet-10 C1 7.70 Sump Inlet SDMH-16 7.70 Inlet-09 C2 16.32 C1+C2 Attenuated Flow Inlet-12 C3 4.50 Sump Inlet (yard drains) SDMH-19 4.50 SDMH-14 18.58 C1+C2+C3 Attenuated Inlet-08 C4 43.46 C1+…+C4 Attenuated SDMH-13 43.46 SDMH-12 43.46 SDMH-06 85.57 B1+…+C4 Attenuated Inlet-03 D2 13.59 Sump Inlet SDMH-10 13.59 Inlet-04 D3 20.12 D2+D3 Attenuated Inlet-05 D4 4.18 Sump Inlet Outlet-02 D4 / Pond 298b 1.86 Pond Release Rate (SWMM) Inlet-06 D6 15.36 Plus 298b Pond Release Inlet-07 D1 13.50 On-Grade Inlet Capture SDMH-05 110.75 B1+…+D6 Attenuated+Captured SDMH-04 110.75 SDMH-03 110.75 Inlet-22 E1 12.19 Sump Inlet Headwall-02 E4 14.60 E1+E4 Peaks Added Inlet-02 E2 34.47 E1+E4+Captured SDMH-02 112.11 (Use Attenuated E3 Flows) Inlet-01 E3 112.11 A1+…+E4 Attenuated+Pond Release Inlet-21 E5 5.72 Inlet-20 E6 6.13 Inlet-19 E7 10.54 J.Claeys Highland Development Services 21-1044-00 September 9, 2024 Pond 596 Outlet (Affinity Outlet) Main Trunk Line Pond 298a to Pond 298c SDMH-25 to Inlet-18 SDMH-08 to Inlet-17 SDMH-07 to Inlet-13 SDMH-20 to Inlet-15 SDMH-06 to Inlet-10 SDMH-08 to Inlet-12 Inlet-07 to Outlet-02 (Pond 298c Outlet) FES-03 to Inlet-05 Headwall-03 to Inlet-03 Headwall-01 to Headwall-02 Pond 298c south to Pond 298c north Headwall-04 to Inlet-19 Headwall-05 to Inlet-19 Headwall-06 to Inlet-21 Headwall-07 to Inlet-22 EXSDMH-01 to Outlet-01 (Pond 298c) Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 2.03 1 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 2.03 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 6.82 Flow Depth (ft) 0.4 Froude No. 1.90 Pipe Flow is: Supercritical D c or D a = 0.70 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =3.47 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 4 0.41 *using V =5ft/s for erosive soils L p not to be less than 3D = 3.00 ft 0.06 ft L p not to be greater than 10D = 10.00 ft Use L p of 3.00 ft Is Q/Dc2.5 > 6:No Then Use L p of 3.00 ft Step 6: Determine Width of Riprap Protection W p = 3D = 3.00 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 3.00 ft 3.00 ft 18 inches 3.00 ft Use Type L Riprap Affinity Outlet (FES-04) Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Affinity Outlet (FES-04) Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 1 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 20.12 2 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 3.56 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 9.05 Flow Depth (ft) 1.33 Froude No. 1.38 Pipe Flow is: Supercritical D c or D a = 1.67 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =9.36 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 4.02 *using V =5ft/s for erosive soils L p not to be less than 3D = 6.00 ft 9.09 ft L p not to be greater than 10D = 20.00 ft Use L p of 9.09 ft Is Q/Dc2.5 > 6: No Then Use L p of 9.09 ft Step 6: Determine Width of Riprap Protection W p = 3D = 6.00 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 10.00 ft 6.00 ft 18 inches 3.00 ftConcrete Cutoff Wall Depth (ft) Use Type L Riprap Length of Basin (ft) Width of Basin (ft) Riprap Type Riprap Layer Thickness (in) Headwall-03 Headwall-03 J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Design Flow, Q (cfs) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 2 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 4.18 1.50 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 1.52 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 5.92 Flow Depth (ft) 0.63 Froude No. 1.31 Pipe Flow is: Supercritical D c or D a = 1.07 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =3.80 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 0.84 *using V =5ft/s for erosive soils L p not to be less than 3D = 4.50 ft -0.32 ft L p not to be greater than 10D = 15.00 ft Use L p of 4.50 ft Is Q/Dc2.5 > 6: No Then Use L p of 4.50 ft Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 5.00 ft 4.50 ft 18 inches 3.00 ft Use Type L Riprap FES-03 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 FES-03 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 3 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 112.11 6.33 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 1.11 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 9.93 Flow Depth (ft) 2.79 Froude No. 1.05 Pipe Flow is: Supercritical D c or D a = 4.56 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =11.51 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 22.42 *using V =5ft/s for erosive soils L p not to be less than 3D = 19.00 ft 7.55 ft L p not to be greater than 10D = 63.33 ft Use L p of 19.00 ft Is Q/Dc2.5 > 6: No Then Use L p of 19.00 ft Step 6: Determine Width of Riprap Protection W p = 3D = 19.00 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 4.67 ft PROTECTION SUMMARY: L 19.00 ft 19.00 ft 18 inches 4.67 ft Use Type L Riprap Headwall-01 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Headwall-01 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 4 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 12.19 2.00 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 2.15 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 10.26 Flow Depth (ft) 0.81 Froude No. 2.01 Pipe Flow is: Supercritical D c or D a = 1.41 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =7.32 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 2.44 *using V =5ft/s for erosive soils L p not to be less than 3D = 6.00 ft 3.14 ft L p not to be greater than 10D = 20.00 ft Use L p of 6.00 ft Is Q/Dc2.5 > 6: No Then Use L p of 6.00 ft Step 6: Determine Width of Riprap Protection W p = 3D = 6.00 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 6.00 ft 6.00 ft 18 inches 3.00 ft Use Type L Riprap Headwall-07 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Headwall-07 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 5 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 5.72 1.50 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 2.08 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 10.43 Flow Depth (ft) 0.52 Froude No. 2.55 Pipe Flow is: Supercritical D c or D a = 1.01 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =5.64 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 1.14 *using V =5ft/s for erosive soils L p not to be less than 3D = 4.50 ft 1.22 ft L p not to be greater than 10D = 15.00 ft Use L p of 4.50 ft Is Q/Dc2.5 > 6: No Then Use L p of 4.50 ft Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 5.00 ft 4.50 ft 18 inches 3.00 ft Use Type L Riprap Headwall-06 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Headwall-06 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 6 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 6.13 1.50 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 2.22 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 13.64 Flow Depth (ft) 0.45 Froude No. 3.58 Pipe Flow is: Supercritical D c or D a = 0.98 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =6.37 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 1.23 *using V =5ft/s for erosive soils L p not to be less than 3D = 4.50 ft 1.63 ft L p not to be greater than 10D = 15.00 ft Use L p of 4.50 ft Is Q/Dc2.5 > 6: No Then Use L p of 4.50 ft Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 5.00 ft 4.50 ft 18 inches 3.00 ft Use Type L Riprap Headwall-05 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Headwall-05 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 7 of 8 Union Park Riprap Protection Downstream of Culverts-Circular Conduits Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016 PIPE/FLOW PROPERTIES: 10.54 1.50 0 *Pipe Flow from Hydraflow PROTECTION DESIGN: Step 1: Determine Q/D c 2.5 = 3.82 Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow) Flow Velocity (ft/s) 6.99 Flow Depth (ft) 1.19 Froude No. 1.13 Pipe Flow is: Supercritical D c or D a = 1.35 Step 3: Determine Q/D c 1.5 or Q/D a 1.5 =6.76 Step 4: Determine Y t /D c or Y t /D a =0.40 Step 5: Determine Required Riprap Size, d 50 (Figure 9-38) Riprap Type d 50 - Median Rock Size (inches) L 9 M 12 H 18 VH 24 Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11) Expansion Factor, from Fig 9-35 3 2.11 *using V =5ft/s for erosive soils L p not to be less than 3D = 4.50 ft 6.04 ft L p not to be greater than 10D = 15.00 ft Use L p of 6.04 ft Is Q/Dc2.5 > 6: No Then Use L p of 6.04 ft Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft PROTECTION SUMMARY: L 7.00 ft 4.50 ft 18 inches 3.00 ft Use Type L Riprap Headwall-04 Riprap Type J.Claeys Highland Develoment Services 21-1044-00 September 10, 2024 Headwall-04 Design Flow, Q (cfs) Length of Basin (ft) Width of Basin (ft) Riprap Layer Thickness (in) Concrete Cutoff Wall Depth (ft) Pipe Dia., D c (ft) Tailwater depth, Y t (ft) - if known == V QAt = qtan2 1 =     -  =c t t p D Y AL qtan2 1 Page 8 of 8 Appendix G APPENDIX G – LOW IMPACT DEVELOPMENT CALCULATIONS DS DSDS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DSDS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DSDS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDSDS DSDS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS UPUP DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DSDS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS C C C C C C C C C C C C C C C C C C C C D DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DD UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYSD D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTEDD UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSDNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYSDNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS DDONOTPOLLUTE RAINSTOWATERWAYS DUCTILEIRONNYLOPLAST NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D 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DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSD NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D 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DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS D NDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYSDNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON DRAINSTOWATERWAYSDNDYLOPLASTONOTPOLLUTE UCTILEIRON DRAINSTOWATERWAYS D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTED D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D D UCTILEIRONRAINSTOWATERWAYSNYLOPLAST DONOTPOLLUTE DO NOT POLLUTEDRAINS TO WATERWAYS NYLOPLASTDUCTILE IRON D D UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE LID B STORMTECH SC-800 (90 CHAMBERS) LID D ST O R M T E C H S C - 3 1 0 (1 4 7 C H A M B E R S ) LID C STORMTECH SC-800 (45 CHAMBERS) POND 298A POND 298C STANDARD WQ POND 298C STANDARD WQ POND 298B HI G H L A N D DEV E L O P M E N T S E R V I C E S 63 5 5 F A I R G R O U N D S A V E N U E , S U I T E 2 0 0 | W I N D S O R , C O 8 0 5 5 0 PH O N E : 9 7 0 . 6 7 4 . 7 5 5 0 | E M A I L : I n f o @ H i g h l a n d - D S . c o m | w w w . H i g h l a n d - D S . c o m OFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJ # SCALE (V) UN I O N P A R K LI D E X H I B I T 9/11/24 1" = 150' N/A JTC JTC 21-1044-00 LID 1 1 N W E S 0 SCALE: 1" = 150' 15075 Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Low Impact Development Summary Sq-Ft Acres Impervious Area (sq-ft) % of Impervious Area Requiring Treatment Impervious Area Requiring Treatment 1,382,235 31.73 967,230 75% 725,423 LID Facility Contributing Basins Area Drainage to LID (sq-ft) % Impervious Impervious Area Treated (sq-ft) WQCV12-hr (watershed inches) WQCV12-hr (cu-ft) Treatment Method B B1+…+B7 380,470 75.4% 305,353 0.24 7,652 Filtration Gallery C C1+...+C4 212,167 70.4% 159,999 0.22 3,916 Filtration Gallery D D2+…+D6 260,855 74.9% 207,838 0.24 5,200 Filtration Gallery EDB Pond Contributing Basins Drainage Area (sq-ft) Drainage Area (sq-ft)% Impervious WQCV40-hr (watershed inches) WQCV40-hr (ac-ft) Pond 298C D1+E1+…+E8 417,392 9.58 65.1% 0.25 0.244 725,423 673,191 70% 93% Area (sq-ft) Area (acres) Treatment Ratio 853,492 19.59 61.7% 417,392 9.58 30.2% 1,270,884 29.18 91.9% 111,351 2.56 8.1% 1,382,235 31.73 Union Park Low Impact Development Total % of Required Treatment Development Area Breakdown City of Fort Collins - Ordinance No. 007, 2016 - Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or - Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. Total Impervious Area Treated (sq-ft) Total Impervious Area Required for LID Treatment (sq-ft) LID Treatment Summary LID Treatment Areas J.Claeys Highland Development Services 21-1044-00 October 30, 2024 Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Standard Water Quality Areas Description Total % of Imervious Area Treated Development Area Total Improvement Area Water Quality Area Treatment Summary Description Total Area Treated by LID Total Area Treated by EDB Total Untreated Area (includes Pond 298A) Total Treated Area Allowed Filter Fabric Flow Ratea (cfs) 0.35 gpm/sq-ft SC-106LP 14 10 6 6 85.4 25 12 14.8 0.012 6.9 15.0 SC-310 18 8 6 6 85.4 34 16 20.2 0.016 14.7 31.0 SC-740 18 8 6 6 85.4 51 30 30.2 0.024 45.9 74.9 DC-780 18 12 6 9 85.4 51 30 30.2 0.024 46.2 78.4 SC-800 15 8 6 6 85.4 51 33 30.2 0.024 50.6 81.0 MC-3500 18 8 12 9 90 77 45 48.1 0.038 109.9 175.0 14.9 45.1 MC-4500 24 7 12 9 52 100 60 36.1 0.028 106.5 162.6 39.5 115.3 MC-7200 24 7 12 9 83 100 60 57.6 0.045 175.9 267.3 39.5 115.3 LID Facility Chamber Type Total Release Ratef (cfs) WQ Inflowg (cfs) Req'd Storage Volumeh (cu-ft) Minimum No. of Chambersi Chamber Storagej (cu-ft) No. of Endcapsk Endcap Storagel (cu-ft) Total Chamber Volumem (cu-ft) Total Installed System Volumen (cu-ft) WQCV12-hr (cu-ft) B SC-800 2.12 8.09 4,457 90 4,554 10 0 4,554 7,920 7,652 C SC-800 1.06 4.48 2,478 45 2,277 6 0 2,277 4,097 3,916 D SC-310 2.20 4.66 2,050 140 2,058 16 0 2,058 6,083 5,200 Union Park Low Impact Development StormTech Chamber Configuration Summary StormTech Chamber Data Design Engineer: Design Firm: Project Number: Date: Length (in) Width (in) Height (in) Floor Area (sq-ft) Chamber Volumeb (cu-ft) Min Aggregate Base (in) Min Aggregate Cover (in) Negligible Max Cover (ft) Min Cover (in) Chamber Model J.Claeys Highland Development Services 21-1044-00 October 30, 2024 Min Installed Chamber/Aggregate Volumec (cu-ft) Negligible Endcap Volumed (cu-ft) Min Installed Endcap/Aggregate Volumee (cu-ft) Negligible Negligible Negligible Note: a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. City acceptable flow rates determined to be approximately 1/2 of the Nov-07 Qmax from Figure 17 of the "Final Report on Field Verification Testing of the StormTech Isoloator Row Treatement Unit", prepard by the University of New Hamphire Stormwater Center, dated Setpember 2010. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. d. Volume within endcap only, not accounting for void spaces in surrounding aggregate. e. Volume includes endcap and void spaces (40%) in surrounding aggregate, per chamber unit. f. Release rate per chamber times number of chambers. This is used as the allowed release rate for the FAA calculations. g. WQ flow, equal to 1/2 of the 2-yr peak runoff rate, referenced to size flow control structure. h. Required detention volume determined using the FAA Method based on the acceptable release rate of sediment accumulated filter fabric of the chambers and the 1/2 of the 2yr inflow rate. i. Number of chambers required to provide required FAA storage volume stored within the chamber and endcaps only (no aggregate storage). j. Total volume provided in chambers only (no aggregate storage). k. Number of endcaps based on desired chamber layout. l. Total volume provided in endcaps only (no aggregate storage). m. Total chamber and endcap storage (no aggregate storage). This number must meet or exceed the required FAA storage volume. n. System volume includes total chamber volume plus surrounding aggregate volume, assumes a 40% void ratio for aggregate storage. This total is provided from ADS Design Tool. DESIGN CRITERIA 0.81 1.00 0.81 (ft3)acre-ft 8.73 acres 4,457 0.10 2.12 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q1/2 2-YR (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 10.08 3,025 637 2,388 0.05 10 1.105 7.82 4,691 1,274 3,417 0.08 15 0.935 6.61 5,953 1,910 4,043 0.09 20 0.805 5.70 6,834 2,547 4,287 0.10 25 0.715 5.06 7,588 3,184 4,404 0.10 30 0.650 4.60 8,278 3,821 4,457 0.10 35 0.585 4.14 8,691 4,458 4,234 0.10 40 0.535 3.79 9,084 5,095 3,990 0.09 45 0.495 3.50 9,456 5,731 3,724 0.09 50 0.460 3.25 9,763 6,368 3,395 0.08 55 0.435 3.08 10,156 7,005 3,151 0.07 60 0.410 2.90 10,442 7,642 2,801 0.06 Allowed Release Rate Frequency Factor (C f )Required Detention Adjusted Runoff Coefficient (CC f ) Area (A ) Union Park WQ Treatment Volume - FAA Method - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - LID B Filtration Gallery Runoff Coefficient (C ) J.Claeys Highland Development Services 21-1044-00 October 30, 2024 - City of Fort Collins - Storm Water Criteria Manual Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA 0.77 1.00 0.77 ft3 acre-ft 4.87 acres 2,478 0.06 1.06 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q1/2 2-YR (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 5.34 1,603 318 1,285 0.03 10 1.105 4.14 2,487 637 1,850 0.04 15 0.935 3.51 3,156 955 2,201 0.05 20 0.805 3.02 3,623 1,274 2,349 0.05 25 0.715 2.68 4,022 1,592 2,430 0.06 30 0.650 2.44 4,388 1,910 2,478 0.06 35 0.585 2.19 4,607 2,229 2,379 0.05 40 0.535 2.01 4,816 2,547 2,268 0.05 45 0.495 1.86 5,012 2,866 2,147 0.05 50 0.460 1.73 5,176 3,184 1,992 0.05 55 0.435 1.63 5,384 3,502 1,881 0.04 60 0.410 1.54 5,536 3,821 1,715 0.04 October 30, 2024 Design Engineer: Design Firm: Project Number: Date: Union Park WQ Treatment Volume - FAA Method J.Claeys Highland Development Services 21-1044-00 Adjusted Runoff Coefficient (CC f ) Area (A ) Allowed Release Rate - City of Fort Collins - Storm Water Criteria Manual - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - LID C Filtration Gallery Runoff Coefficient (C ) Frequency Factor (C f )Required Detention DESIGN CRITERIA 0.80 1.00 0.80 ft3 acre-ft 5.99 acres 2,050 0.05 2.20 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q1/2 2-YR (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 6.83 2,048 660 1,388 0.03 10 1.105 5.29 3,176 1,321 1,855 0.04 15 0.935 4.48 4,031 1,981 2,050 0.05 20 0.805 3.86 4,628 2,642 1,986 0.05 25 0.715 3.43 5,138 3,302 1,836 0.04 30 0.650 3.11 5,605 3,962 1,643 0.04 35 0.585 2.80 5,885 4,623 1,263 0.03 40 0.535 2.56 6,151 5,283 868 0.02 45 0.495 2.37 6,403 5,944 459 0.01 50 0.460 2.20 6,611 6,604 7 0.00 55 0.435 2.08 6,877 7,264 -387 -0.01 60 0.410 1.96 7,071 7,925 -854 -0.02 Allowed Release Rate WQ Treatment Volume Calculation - LID D Filtration Gallery Runoff Coefficient (C ) Frequency Factor (C f )Required Detention Adjusted Runoff Coefficient (CC f ) Area (A ) - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate Union Park WQ Treatment Volume - FAA Method Design Engineer: J.Claeys Design Firm: Highland Development Services Project Number: 21-1044-00 Date: October 30, 2024 - City of Fort Collins - Storm Water Criteria Manual User Inputs Chamber Model: SC-800 Outlet Control Structure: No Project Name: Union Park - LID B Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 7700 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Design Constraint Dimensions:(32 ft. x 150 ft.) Results System Volume and Bed Size Installed Storage Volume: 7920.02 cubic ft. Storage Volume Per Chamber: 50.60 cubic ft. Number Of Chambers Required: 90 Number Of End Caps Required: 10 Chamber Rows: 5 Maximum Length:136.43 ft. Maximum Width: 25.25 ft. Approx. Bed Size Required: 3444.82 square ft. Average Cover Over Chambers: NaN ft. System Components Amount Of Stone Required: 309 cubic yards Volume Of Excavation (Not Including Fill): 479 cubic yards Total Non-woven Geotextile Required:1081 square yards Woven Geotextile Required (excluding Isolator Row): 167 square yards Woven Geotextile Required (Isolator Row): 434 square yards Total Woven Geotextile Required:601 square yards Impervious Liner Required:0 square yards User Inputs Chamber Model: SC-800 Outlet Control Structure: No Project Name: Union Park - LID C Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 3950 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Design Constraint Dimensions:(20 ft. x 150 ft.) Results System Volume and Bed Size Installed Storage Volume: 4097.17 cubic ft. Storage Volume Per Chamber: 50.60 cubic ft. Number Of Chambers Required: 45 Number Of End Caps Required: 6 Chamber Rows: 3 Maximum Length:115.08 ft. Maximum Width: 15.75 ft. Approx. Bed Size Required: 1812.48 square ft. Average Cover Over Chambers: N/A . System Components Amount Of Stone Required: 167 cubic yards Volume Of Excavation (Not Including Fill): 252 cubic yards Total Non-woven Geotextile Required:615 square yards Woven Geotextile Required (excluding Isolator Row): 53 square yards Woven Geotextile Required (Isolator Row): 218 square yards Total Woven Geotextile Required:270 square yards Impervious Liner Required:0 square yards User Inputs Chamber Model: SC-310 Outlet Control Structure: No Project Name: Union Park - LID D Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 5250 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Design Constraint Dimensions:(40 ft. x 140 ft.) Results System Volume and Bed Size Installed Storage Volume: 6082.98 cubic ft. Storage Volume Per Chamber: 14.70 cubic ft. Number Of Chambers Required: 140 Number Of End Caps Required: 18 Chamber Rows: 9 Maximum Length:120.60 ft. Maximum Width: 44.28 ft. Approx. Bed Size Required: 5194.48 square ft. Average Cover Over Chambers: N/A . System Components Amount Of Stone Required: 373 cubic yards Volume Of Excavation (Not Including Fill): 449 cubic yards Total Non-woven Geotextile Required:1488 square yards Woven Geotextile Required (excluding Isolator Row): 386 square yards Woven Geotextile Required (Isolator Row): 538 square yards Total Woven Geotextile Required:923 square yards Impervious Liner Required:0 square yards