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HomeMy WebLinkAboutMULBERRY & GREENFIELDS - PUD MASTER PLAN - ODP210002 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPREPARED FOR: Hartford Homes, LLC 4801 Goodman St. Timnath, CO 80547 PREPARED BY: Galloway & Company, Inc. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 Contact: Herman Feissner, PE DATE: April 6th, 2021 MULBERRY Fort Collins, CO MASTER DRAINAGE PLAN Mulberry Master Drainage Report Galloway & Company, Inc.Page 2 of 15 I. Introduction........................................................................................................................................... 3 General Location ......................................................................................................................... 3 Existing Site Info ......................................................................................................................... 3 II. Master Drainage Basin ........................................................................................................................ 4 Overall Basin Description ............................................................................................................ 4 Existing Drainage Facilities ......................................................................................................... 4 Floodplain ................................................................................................................................... 5 III. Project Description .............................................................................................................................. 6 IV. Proposed Drainage Facilities .............................................................................................................. 7 General Concept ......................................................................................................................... 7 V. Conclusions ........................................................................................................................................ 8 Compliance with Standards ......................................................................................................... 8 Variances .................................................................................................................................... 8 Summary of Concepts ................................................................................................................. 8 VI. References......................................................................................................................................... 9 Appendices: A. Exhibits and Figures B. Master Plan and Peakview Excerpts C. SWMM Model D. Drainage Maps TABLE OF CONTENTS Mulberry Master Drainage Report Galloway & Company, Inc.Page 3 of 15 I. Introduction General Location The proposed Mulberry subdivision is located directly south of East Vine Drive and north of East Mulberry Street, just west of I-25, to the east of the Mosaic Subdivision in Fort Collins, Colorado. The overall Mulberry development is bordered to the north by East Vine Drive; to the east by the Imu-Tek Animal Health Clinic and undeveloped land; to the south by East Mulberry Street; and to the west by East Ridge Second Filing, also referred to as the Mosaic Subdivision. The project site is located in the Northwest Quarter of Section 9, Township 7 N., Range 66 W. of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. A vicinity map is included in Appendix A for reference. Existing Site Info The project site consists of approximately 260 acres. It is currently a vacant and undeveloped tract of land that is being used for farming. Existing grades across the site vary from 0.5 to 3 percent. The site generally drains from north to south. There are existing train tracks across the northern portion of the site that run diagonal from the northwest to the southeast. The project site is located within the Cooper Slough/Boxelder Basin and the Cooper Slough channel is located just to the east of the project site. The Lake Canal also cuts across the southwest corner of the site. According to the Natural Resources Conservation (NRCS) Web Soil Survey, the project site consists of a mix of soil types and Hydrologic Soil Groups (HSG) including: - Ascalon Sandy Loam (33%), HSG ‘B’ - Fort Collins Loam (27%), HSG ‘C’ - Garrett Loam (23%), HSG ‘B’ And smaller percentages of various other soil types as shown on the soil map included in Appendix A. Mulberry Master Drainage Report Galloway & Company, Inc.Page 4 of 15 II. Master Drainage Basin Overall Basin Description The project site is located in lower portion of the Cooper Slough Watershed. The master plan for this drainage basin is currently being updated but we were able to review a copy of the plan dated February 2021. This report is titled “City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements” prepared by Icon Engineering, Inc. (Master Plan). The Cooper Slough drainage basin resides in northeast Fort Collins and unincorporated Larimer County, Colorado. The Master Plan describes it as a long and slender watershed, flowing from north to south, comprising 28 square miles which are tributary to Box Elder Creek and the Cache la Poudre River. The watershed begins at the confluence with Box Elder Creek (about one-half mile south of Mulberry Street and slightly west of I-25) and proceeds north for 20-miles to Larimer County Road 80 at a location northwest of the Town of Wellington. The basin has a maximum width of 3.9-miles at a location just south of Wellington. Predominant land uses are characterized by farmland and open space, with development occurring mainly in the southern portion of the watershed, near northeast Fort Collins. The Cooper Slough watershed has been divided into upper and lower portions by the Larimer & Weld Canal. The project site is located in the lower portion of the watershed. The Master Plan discusses improvements to the Cooper Slough and Lake Canals including culverts installed in Vine and Mulberry, but these improvements lie outside of the boundaries of this project and therefore are not a part of this project. There will be no changes to the Cooper Slough or Lake Canals as part of this project. The proposed development to the southwest of the project site, Peakview, has included a portion of a box culvert that will eventually divert water from the Lake Canal to the Cooper Slough. The box culvert will be designed, constructed, plugged, and buried until future master plan culvert improvements are constructed. Relevant excerpts from the Master Plan have been included in Appendix B. Existing Drainage Facilities A historic/existing basin map was developed with this drainage report, reference Appendix D, in order to calculate the historic runoff from the site that will help to determine the allowable release rates from the site. A SWMM model was used to determine the existing runoff and the 2-year and 100-year runoff values from the models are included in the basin descriptions below. Basin H-1 (±72 acres, Q2 = 4.0 cfs, Q100 = 26.0 cfs) is associated with the northeastern portion of the site to the north of the Burlington Northern Railroad tracks. Runoff generally runs south toward the railroad tracks and then is conveyed east into the Cooper Slough. Basin H-2 (±22 acres, Q2 = 1.3 cfs, Q100 = 15.5 cfs) is associated with the northeastern portion of the site on the south side of the Burlington Northern Railroad tracks. Runoff generally runs south into undeveloped land. Basin H-3 (±162 acres, Q2 = 8.7 cfs, Q100 = 52.0 cfs) is associated with the western portion of the site. Runoff currently sheet flows south into the Lake Canal. Mulberry Master Drainage Report Galloway & Company, Inc.Page 5 of 15 Basin H-4 (±6.5 acres, Q2 = 0.4 cfs, Q100 = 8.7 cfs) is associated with the southwest portion of the site. Runoff currently sheet east into the adjacent property and then to the Lake Canal. Floodplain According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panels 982 (FIRM Number 08069C0982F) effective date December 19, 2006 and Panel 984 (FIRM Number 08069C0984H) effective date May 2, 2012, a portion of the site lies within Zone AE, area subject to inundation by the 1% annual chance flood. In Zone AE, the base flood elevations (BFEs) have been determined. The project site lies within the flood zone area due to the existing Cooper Slough to the east of the property and the portion of the Lake Canal that cuts across the southwest corner of the site. A separate floodplain study will be prepared and will analyze the impact of the site on the existing channel. Mulberry Master Drainage Report Galloway & Company, Inc.Page 6 of 15 III. Project Description The Mulberry development encompasses approximately 260 acres and will include the development of both single and multi-family homes, commercial use, and associated streets, utilities, and open space. The project site is bordered to the west for East Ridge Second Filing, also referred to as the Mosaic Subdivision, which is a single and multi-family development; to the north by the Trail Head Subdivision, another single family development; to the southeast by the proposed Peakview development; and to the south (south of Mulberry) and southwest by various commercial developments. This report summarizes the overall concepts for the development including any channel improvements and proposed detention. The concepts will be further developed and additional detail regarding the property will be included in future reports. Mulberry Master Drainage Report Galloway & Company, Inc.Page 7 of 15 IV. Proposed Drainage Facilities General Concept Runoff from the developed site will be conveyed via overland flow, swales, and curb and gutter to a proposed storm drain system that will convey the major and minor event stormwater runoff to onsite detention ponds. There will be nine ponds that will provide detention for the site. Three of these ponds, located on the east side of the site, will outfall directly into the Cooper Slough. One pond on the southwest side of the site will outfall directly to the Lake Canal. The other five ponds will outfall to a proposed storm line that will convey the flows south to a 30” RCP stub being provided with the Peakview development. The storm plan from the Peakview Construction Drawings has been included in Appendix B. Peakview has planned for 18 cfs from our site in this pipe and therefore that will control the overall release rate from those ponds. This pipe outfalls west to Cooper Slough. In the future, when the master plan improvements are complete, this pipe will be removed and the 4’x12’ box culvert under Greenfields Drive will become operational. The Mulberry pond outfall pipe will be reconnected to the box culvert. The project site has been divided into nine large basins, one for each detention pond. These basins will be further subdivided as the drainage design progresses. The runoff from the basins and the sizing and release rates for the proposed ponds have been preliminarily calculated with EPA SWMM 5.1. The model assumes a medium density for planned single-family residential use (Basins A, B, D, and E), high density for planned multi-family residential use (Basins C, F, and G) and commercial use for Basins H and I. Pond A will outfall in Pond B which outfalls into Pond C which will then outfall directly into the Cooper Slough. The release rate from Pond C will be less than the historic 2-year release rate from Basins A, B and C (see Basins H1 and H2 in the existing conditions model). Pond I will outfall directly into the Lake Canal at less than the 2-year historic release reate (see Basin H4 in the existing conditions model). Ponds D, E, G, and H will outfall to the proposed storm line that outfalls to the Peakview stub that was previously discussed. Pond F outfalls into Pond G. The combined release rate from Ponds D, E, G and H will be less than 18 cfs. A summary of the preliminary pond volumes and release rates from the SWMM model is included in Appendix C. City of Fort Collins water quality and LID requirements will be met. The exact methodology is still being determined but the site will likely use grass swales and water quality control volumes in the detention ponds. Additional detail will be provided as proposed concepts for the site are refined. There are no offsite basins that impact the project site. There are no proposed improvements to the Cooper Slough associated with this development. A separate floodplain report will be prepared to analyze the impact of the site on the channel. Mulberry Master Drainage Report Galloway & Company, Inc.Page 8 of 15 V. Conclusions Compliance with Standards The design presented in this drainage report for the Mulberry development has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. Variances There are no variances being requested at this time. Summary of Concepts The proposed storm drainage improvements should provide adequate protection for the developed site. The proposed drainage system for the site should not negatively impact the existing downstream storm drainage system. Mulberry Master Drainage Report Galloway & Company, Inc.Page 9 of 15 VI. References 1.Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2016 (with current revisions). 2.Fort Collins Stormwater Criteria Manual (Addendum to the Urban Drainage Storm Drainage Criteria Manuals Volumes 1, 2, and 3),prepared by City of Fort Collins. 3. Soil Map – Larimer County Area, Colorado as available through the Natural Resources Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0. 4. Flood Insurance Rate Map – Larimer County, Colorado and Incorporated Areas Community Panel No. 08069C0982F, Effective December 19, 2006 and 08069C0984H, Effective May 2, 2012. 5.City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, Icon Engineering, Inc., February 2021. 6.Final Drainage Report for Peakview,United Civil Design Group, December 21, 2020. Mulberry Master Drainage Report Galloway & Company, Inc. APPENDIX A Exhibits and Figures 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 •GallowayUS.com VICINITY MAP MULBERRY DEVELOPMENT NOT TO SCALE Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 1 of 444922004492400449260044928004493000449320044934004493600449380044940004492200449240044926004492800449300044932004493400449360044938004494000498000498200498400498600498800499000499200499400 498000 498200 498400 498600 498800 499000 499200 499400 40° 35' 50'' N 105° 1' 26'' W40° 35' 50'' N105° 0' 24'' W40° 34' 47'' N 105° 1' 26'' W40° 34' 47'' N 105° 0' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 450 900 1800 2700 Feet 0 100 200 400 600 Meters Map Scale: 1:9,430 if printed on A portrait (8.5" x 11") 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 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 19, 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 3/18/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes B 79.5 32.7% 8 Ascalon sandy loam, 3 to 5 percent slopes B 6.1 2.5% 22 Caruso clay loam, 0 to 1 percent slope D 0.5 0.2% 35 Fort Collins loam, 0 to 3 percent slopes C 66.7 27.4% 36 Fort Collins loam, 3 to 5 percent slopes C 7.4 3.0% 37 Fort Collins loam, 5 to 9 percent slopes C 2.9 1.2% 40 Garrett loam, 0 to 1 percent slopes B 56.2 23.1% 42 Gravel pits A 0.0 0.0% 53 Kim loam, 1 to 3 percent slopes B 11.7 4.8% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 0.4 0.1% 77 Otero sandy loam, 0 to 3 percent slopes A 9.7 4.0% 81 Paoli fine sandy loam, 0 to 1 percent slopes A 1.0 0.4% 94 Satanta loam, 0 to 1 percent slopes C 0.1 0.1% 103 Stoneham loam, 5 to 9 percent slopes B 1.3 0.5% Totals for Area of Interest 243.5 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 3 of 4 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 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 3/18/2021 Page 4 of 4 Mulberry Master Drainage Report APPENDIX B Master Plan and Peakview Excerpts       CITY OF FORT COLLINS  UPPER COOPER SLOUGH BASIN  SELECTED PLAN OF IMPROVEMENTS      February 2021    Prepared for:  Department of Utilities  700 Wood Street  Fort Collins, CO 80522  (970) 221‐6589      Prepared by:      7000 S. Yosemite Street, Suite 120  Centennial CO 80112  (303) 221‐0802  www.iconeng.com     ANHEUSER BUSCH (AB) PLANT Sod Farm Diversion Q diverted = 752 cfs Proposed Sod Farm Pond S = 164 AF Max WSE = 5033.2 ft Berm along southern end at 5037.0 ft Sod Farm Pond Outlet Pipe into No. 8 Outlet Ditch 36" RCP with a 33.6" Orifice Q = 54 cfs Mountain Vista Diversion From No8 Outlet Ditch Q = 250 cfsQ = 8 9 c f s Assume Full Development of AB Lands with 100yr -> 2yr Detention (On-Site) Mountain Vista Diversion May Be Conveyed In Open Channel or Pipe through Montava Development Proposed C&S/ Crumb Detention Pond (426) S = 193 AF WSE = 4987.0 ft Qin = 903 cfs New AB Pond Outfall Overflow Flume Discharges into Cooper Slough Q = 304 cfs Existing AB 425 Pond Outlet Remains Connected to L&W Canal Q = 385 cfs Existing AB Pond 425 S = 47 AF Max WSE = 4983.5 Qin = 732 cfs Remove Existing Flow Spill At CSRR Provide Open Channel to Convey Flows on West Side of RR Combined Outlow From C&S/ Crumb and L&W Canal Spill Q = 639 cfs Proposed E. Vine Dr. Culverts (3) 8' x 4' RCBC Q = 678 cfs Proposed E. Mulberry St. Culverts (2) 6' x 11' RCBC Q = 1050 cfsCOOPER SLOUGHCanal Spill to Dry Creek Q = 0 cfs Canal Spill Q = 421 cfsQ = 778 cfsQ = 357 cfsQ = 2 2 9 c f sQ = 339 cfsQ = 1002 c fs Q = 374 cfsNO. 8 OUTLET DITCHLARI M E R & W E L D C A N A LCOLORADO & SOUTHERN RAILROADBOXELDER WATERSHED DRY CREEK WATERSHED COOPER SLOUGH WATERSHED BLACK HOLLOW OUTFALL CHANNEL IMPROVEMENTS FROM 2006 MASTER PLAN NOT INCLUDED IN 2021 UPDATE Q = 2 5 0 c f s N. Poudre Reservoir No. 6 Add 8-inch Iron Sill Plate to Spillway Q = 547 cfs S = 679 AF Max WSE = 5163.2' Proposed (2) 6'x11' RCBC to Lake Canal SH-14 Proposed Channel to Box Elder Creek Channel and Bank Improvements along Cooper Slough Pond A S = 82 AF Max WSE = 5019.6 ft Qout = 778 cfs Montava Swale Q = 778 cfs Q = 149 cfsOverflow Pond S = 20.3 AF WSE = 4980.2 ft Qin = 112 cfs Proposed C&S/ Crumb Outfalls: 42" RCP to AB Pond = 102 cfs 3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfs Spill to Overflow Pond = 112cfs Overflow Pond Outfall into L&W Canal 48" RCP with a 44.4" Orifice Qout = 103 cfs Proposed (3) 3'x15' RCBC under Lake Canal Proposed Channel Proposed culverts for local drainage MONTAVA DEVELOPMENT MT VISTA AND TIMBERLINE ROAD MIXED-USED DEVELOPMENT WATER'S EDGE DEVELOPMENT COUNTRY CLUB RESERVE DEVELOPMENT Existing 24-in Culvert Capaity = 21cfs Culvert Crossing (3) 10'X3' RCBC Q = 888cfs Proposed Channel Formalize Spill from Lake Canal E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD MOUNTAIN VISTA DR E L I N C O L N A V E S TIMB E R LI N E R D COUNTRY CLUB RD E COUNTY ROAD 48 §¨¦25 §¨¦25 Cooper Slough Selected Plan (2021) Figure 3: Selected Plan Projects $ 0 0.5 Miles Legend swale Overflow_Pond Pond_A C&S_Pond AB_Pond CRUMB_OUTLET Sod Farm Pond Proposed_Channel Proposed Culvert Montava Dev Boundary Waters Edge Dev Boundary Cooper Slough Basin Boundary MtVista !! !! !Anheuser Busch Property SHARED STORM 1 - PROFILESTA: 9+50 TO STA 18+50 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+50 MH DP 1-2STA: 13+19.91RIM 4929.7±INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)FES DP 1-1STA: 10+00.00RIM 4923.6±INV. IN 4921.27 (W)STUB DP 1-3STA: 17+76.48RIM 4925.3±INV. OUT 4922.94 (E)PROPOSED GRADE EXISTING GROUND 456.6 LF 30" RCP @ 0.20% 319.9 LF 30" RCP @ 0.20% 5'(W) x 8'(L) TYPE L RIPRAP 100-YR HGLSTART BOX CULVERTSTA: 10+01.55INV. OUT 4922.69 (E)INV. OUT 4922.69 (W)137.3 LF 4'X12' BOX CULVERT @ 0.20%END BOX CULVERTSTA: 9+95.51INV. IN 4922.41 (W)9+7510+0011+0012+0013+0014+0015+0016+0017+0018+00FRONTAGE ROAD LOT 2MULBERRY ST (CO HWY 14)FRONTAGE ROADGREENFIELDS DRIVESTA: 9+75.00N: 4440.56E: 4688.12START ALIGNMENTSTUB DP 1-3STA 9+99.20N: 4469.56E: 3887.42 FES DP 1-1STA 9+84.18N: 4442.19E: 4663.17319.9 LF 30" STORM456.6 LF 30" STORM MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94DP STORM 1(SEE THIS SHEET)STA: 18+00.00N: 4469.89E: 3863.90ENDALIGNMENT GD STORM 1(SEE SHEET C4.11)GD STORM 1-3(SEE SHEET C4.11)FR STORM 1(SEE SHEET C4.13)WQ STORM 1(SEE SHEET C4.13)DP STORM 1(SEE SHEET C4.13)137.3 LF 4'X12' BOX CULVERTSTART BOX CULVERTSTA 10+01.55N: 4471.61E: 3906.00 END BOX CULVERTSTA 9+95.51N: 4463.39E: 4043.05PROPOSED BOX CULVERT(SEE SHEET C7.10 FOR MORE INFO)9+75 10+00 10+50MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94 21.6 LF 12" STORMOUTLET DP 1-2.1STA 10+21.62N: 4484.71E: 4344.28 FRONTAGE ROADSTA: 9+75.00N: 4438.10E: 4343.55START ALIGNMENT STA: 10+50.00N: 4513.09E: 4344.74END ALIGNMENTMULBERRY ST (CO HWY 14)DP STORM 1 - PROFILESTA: 9+50 TO STA 11+00 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+50 10+00 10+50 11+00OUTLET DP 1-2.1STA: 10+21.62INV. OUT 4924.46 (S)MH DP 1-2STA: 10+00.00INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)PROPOSED GRADE EXISTING GROUND 100-YR HGL 21.6 LF 12" RCP @ 2.00%VALLEY 14 LLC12/21/2020U18024 1" = 50' 1" = 5'PEAKVIEW PLDNORTH12/23/202011:06:53 AMC:\UNITED CIVIL DROPBOX\PROJECTS\U18024 - PEAKVIEW\CADD\CP\C4.10 - STORM PLAN & PROFILES.DWGC4.10 - STORM PLAN & PROFILESSMEJRSC4.10 67STORM PLAN & PROFILE0 50'100' SCALE: 1" = 50' 25'PREPARED FOR:JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:VERTICAL: HORIZONTAL: SCALEPRELI MI NA RY PLANSNOT F O R C O NST R U CTI O N PROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:The engineer preparing these plans will not be responsible for, or liable for, unauthorizedchanges to or uses of these plans. All changes to the plans must be in writing and mustbe approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.com 19 CABLE TV LINEELECTRIC LINEFIBER OPTIC LINEGAS LINEGGAS METERIRRIGATION LINESANITARY MANHOLESANITARY MAINSANITARY SERVICEFLARED END SECTIONSTORM INLETSTORM MANHOLESTORM OUTLETSTRUCTURESTORM PIPERIP RAPTELEPHONE LINEFIRE HYDRANTFIRELINEWATER FITTINGS WATER MAIN WATER SERVICE WATER METER THRUST BLOCK GATE VALVE FIBER, GAS, ELECTRIC, ORTELEPHONE PEDESTALLEGENDNKEYMAP 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF FORT COLLINS SPECIFICATIONS AND DETAILS. SEE ADDITIONAL NOTES ON SHEET C0.03. 5.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE WATERTIGHT ADS-N12 OR APPROVED EQUAL. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES. DESIGN LENGTH OF THE PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. NOTES CHECKED BY:CHECKED BY:CHECKED BY:APPROVED:CITY OF GREELEYREVIEWED BY:___________________________________________ LARIMER COUNTY ENGINEERING DATELARIMER COUNTY APPROVAL BLOCK NORTH Mulberry Master Drainage Report APPENDIX C SWMM Models Mulberry Master Drainage Report Existing Condition SWMM Model H1 H4 H3 H2 CooperSlough LakeCanal O1 CityofFortCollins Mulberry - Existing Conditions SWMM 5.1 Page 1 Mulberry - Existing SWMM - Input [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/19/2021 START_TIME 00:00:00 REPORT_START_DATE 03/19/2021 REPORT_START_TIME 00:00:00 END_DATE 03/19/2021 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:15:00 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 ;;-------------- --------- ------ ------ ---------- CityofFortCollins INTENSITY 0:05 1.0 TIMESERIES FC_2year [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- Mulberry - Existing SWMM - Input -------- ---------------- H1 CityofFortCollins CooperSlough 72 2 1000 1.5 0 H4 CityofFortCollins LakeCanal 6.5 2 400 1.0 0 H3 CityofFortCollins O1 162 2 1200 1.0 0 H2 CityofFortCollins CooperSlough 22 2 600 1.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- H1 0.016 0.25 0.1 0.3 1 OUTLET H4 0.016 0.25 0.1 0.3 1 OUTLET H3 0.016 0.25 0.1 0.3 1 OUTLET H2 0.016 0.25 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- H1 0.51 0.5 6.48 7 0 H4 0.51 0.5 6.48 7 0 H3 0.51 0.5 6.48 7 0 H2 0.51 0.5 6.48 7 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- CooperSlough 0 FREE NO LakeCanal 0 FREE NO O1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- FC_2year 0:05 0.29 FC_2year 0:10 0.33 FC_2year 0:15 0.38 FC_2year 0:20 0.64 FC_2year 0:25 0.81 FC_2year 0:30 1.57 FC_2year 0:35 2.85 FC_2year 0:40 1.18 FC_2year 0:45 0.71 FC_2year 0:50 0.42 FC_2year 0:55 0.35 FC_2year 1:00 0.30 FC_2year 1:05 0.20 FC_2year 1:10 0.19 FC_2year 1:15 0.18 FC_2year 1:20 0.17 FC_2year 1:25 0.17 FC_2year 1:30 0.16 Mulberry - Existing SWMM - Input FC_2year 1:35 0.15 FC_2year 1:40 0.15 FC_2year 1:45 0.14 FC_2year 1:50 0.14 FC_2year 1:55 0.13 FC_2year 2:00 0.13 ; FC_100yr 0:05 1.00 FC_100yr 0:10 1.14 FC_100yr 0:15 1.33 FC_100yr 0:20 2.23 FC_100yr 0:25 2.84 FC_100yr 0:30 5.49 FC_100yr 0:35 9.95 FC_100yr 0:40 4.12 FC_100yr 0:45 2.48 FC_100yr 0:50 1.46 FC_100yr 0:55 1.22 FC_100yr 1:00 1.06 FC_100yr 1:05 1.00 FC_100yr 1:10 0.95 FC_100yr 1:15 0.91 FC_100yr 1:20 0.87 FC_100yr 1:25 0.84 FC_100yr 1:30 0.81 FC_100yr 1:35 0.78 FC_100yr 1:40 0.75 FC_100yr 1:45 0.73 FC_100yr 1:50 0.71 FC_100yr 1:55 0.69 FC_100yr 2:00 0.67 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -2215.333 0.000 12215.333 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ CooperSlough 5799.537 4855.156 LakeCanal 3018.540 1714.948 O1 4327.926 1680.185 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] Mulberry - Existing SWMM - Input ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ H1 2694.090 8621.089 H1 5938.586 5121.669 H1 5938.586 8574.739 H1 2636.153 8621.089 H4 2439.166 2387.022 H4 2358.053 2479.722 H4 2392.816 1460.023 H4 2949.015 1436.848 H4 2867.903 1958.285 H4 2439.166 2421.784 H3 2427.578 8551.564 H3 2392.816 2595.597 H3 3064.890 1946.698 H3 3227.115 1448.436 H3 4154.114 1448.436 H3 4130.939 5052.144 H3 4154.114 6848.204 H3 2427.578 8551.564 H2 4281.576 6709.154 H2 4281.576 6709.154 H2 4269.988 5098.494 H2 5730.012 5075.319 H2 4293.163 6720.742 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CityofFortCollins 4222.097 8895.152 [BACKDROP] FILE "H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Aerial\Aerial.jpg" DIMENSIONS -2215.333 200.301 12215.333 9799.699 Mulberry - Existing SWMM - 2-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 21.401 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 20.956 0.958 Surface Runoff ........... 0.408 0.019 Final Storage ............ 0.043 0.002 Continuity Error (%) ..... -0.027 Mulberry - Existing SWMM - 2-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.408 0.133 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.408 0.133 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.04 4.11 0.019 H4 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.00 0.38 0.022 H3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.08 8.73 0.019 H2 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.27 0.020 Mulberry - Existing SWMM - 2-yr Results Analysis begun on: Mon Apr 5 09:34:48 2021 Analysis ended on: Mon Apr 5 09:34:48 2021 Total elapsed time: < 1 sec Mulberry - Exist.SWMM - 100-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 80.263 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 60.314 2.757 Surface Runoff ........... 18.525 0.847 Final Storage ............ 1.457 0.067 Continuity Error (%) ..... -0.042 Mulberry - Exist.SWMM - 100-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.525 6.037 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 18.525 6.037 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 3.67 0.00 0.00 2.62 0.07 0.98 1.05 2.05 34.47 0.286 H4 3.67 0.00 0.00 1.98 0.07 1.62 1.69 0.30 8.73 0.460 H3 3.67 0.00 0.00 2.90 0.07 0.59 0.66 2.92 51.96 0.181 H2 3.67 0.00 0.00 2.38 0.07 1.22 1.29 0.77 15.53 0.352 Mulberry - Exist.SWMM - 100-yr Results Analysis begun on: Mon Apr 5 09:35:43 2021 Analysis ended on: Mon Apr 5 09:35:43 2021 Total elapsed time: < 1 sec Mulberry Master Drainage Report Proposed SWMM Model A D E C G H F B I C1 C2 C3 C4Pond_H_Outlet Pond_D_Outlet Pond_E_Outlet Pond_B_Outlet Pond_C_Outlet Pond_F_Outlet Pond_A_Outlet 6 Pond_I_Outlet J2 J1 J3 J4 Peakview_Storm_Stub CooperSlough Lake_Canal Pond_B Pond_D Pond_C Pond_E Pond_G Pond_H Pond_F Pond_A Pond_I CityofFortCollins 03/19/2021 00:15:00 Mulberry - Proposed Conditions SWMM 5.1 Page 1 Mulberry - Proposed SWMM - Input [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/19/2021 START_TIME 00:00:00 REPORT_START_DATE 03/19/2021 REPORT_START_TIME 00:00:00 END_DATE 03/19/2021 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:15:00 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 ;;-------------- --------- ------ ------ ---------- CityofFortCollins INTENSITY 0:05 1.0 TIMESERIES FC_2year [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- Mulberry - Proposed SWMM - Input -------- ---------------- A CityofFortCollins Pond_A 56 70 960 1.0 0 D CityofFortCollins Pond_D 35 70 850 1.0 0 E CityofFortCollins Pond_E 32 70 500 1.0 0 C CityofFortCollins Pond_C 22 90 700 1.0 0 G CityofFortCollins Pond_G 19.3 90 750 1.0 0 H CityofFortCollins Pond_H 33.3 80 900 1.0 0 F CityofFortCollins Pond_F 21 90 700 1.0 0 B CityofFortCollins Pond_B 15.3 70 500 1.0 0 I CityofFortCollins Pond_I 6.4 80 450 1.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- A 0.016 0.25 0.1 0.3 1 OUTLET D 0.016 0.25 0.1 0.3 1 OUTLET E 0.016 0.25 0.1 0.3 1 OUTLET C 0.016 0.25 0.1 0.3 1 OUTLET G 0.016 0.25 0.1 0.3 1 OUTLET H 0.016 0.25 0.1 0.3 1 OUTLET F 0.016 0.25 0.1 0.3 1 OUTLET B 0.016 0.25 0.1 0.3 1 OUTLET I 0.016 0.25 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- A 0.51 0.5 6.48 7 0 D 0.51 0.5 6.48 7 0 E 0.51 0.5 6.48 7 0 C 0.51 0.5 6.48 7 0 G 0.51 0.5 6.48 7 0 H 0.51 0.5 6.48 7 0 F 0.51 0.5 6.48 7 0 B 0.51 0.5 6.48 7 0 I 0.51 0.5 6.48 7 0 [JUNCTIONS] ;;Name Elevation MaxDepth InitDepth SurDepth Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- J2 4935 0 0 0 0 J1 4943 0 0 0 0 J3 4930 0 0 0 0 J4 4923 0 0 0 0 Mulberry - Proposed SWMM - Input [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- Peakview_Storm_Stub 4922.94 FREE NO CooperSlough 4938 FREE NO Lake_Canal 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- Pond_B 4942.5 6.5 0 TABULAR Pond_B_Vol 0 0 Pond_D 4944 6.5 0 TABULAR Pond_D_Vol 0 0 Pond_C 4938.5 8.5 0 TABULAR Pond_C_Vol 0 0 Pond_E 4936 8.5 0 TABULAR Pond_E_Vol 0 0 Pond_G 4932.5 6.5 0 TABULAR Pond_G_Vol 0 0 Pond_H 4923.0 9.5 0 TABULAR Pond_H_Vol 0 0 Pond_F 4392.5 7.5 0 TABULAR Pond_F_Vol 0 0 Pond_A 4945.5 6.5 0 TABULAR Pond_A_Vol 0 0 Pond_I 4922.5 6.5 0 TABULAR Pond_I_Vol 0 0 [CONDUITS] ;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- C1 J1 J2 400 0.01 0 0 0 0 C2 J2 J3 400 0.01 0 0 0 0 C3 J3 J4 400 0.01 0 0 0 0 C4 J4 Peakview_Storm_Stub 400 0.01 0 0 0 0 [ORIFICES] ;;Name From Node To Node Type Offset Qcoeff Gated CloseTime ;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ---------- Pond_H_Outlet Pond_H J4 SIDE 0 0.65 NO 0 Pond_D_Outlet Pond_D J1 SIDE 0 0.65 NO 0 Pond_E_Outlet Pond_E J2 SIDE 0 0.65 NO 0 Mulberry - Proposed SWMM - Input Pond_B_Outlet Pond_B Pond_C SIDE 0 0.65 NO 0 Pond_C_Outlet Pond_C CooperSlough SIDE 0 0.65 NO 0 Pond_F_Outlet Pond_F Pond_G SIDE 0 0.65 NO 0 Pond_A_Outlet Pond_A Pond_B SIDE 0 0.65 NO 0 6 Pond_G J3 SIDE 0 0.65 NO 0 Pond_I_Outlet Pond_I Lake_Canal SIDE 0 0.65 NO 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ---------- C1 DUMMY 0 0 0 0 1 C2 DUMMY 0 0 0 0 1 C3 DUMMY 0 0 0 0 1 C4 DUMMY 0 0 0 0 1 Pond_H_Outlet CIRCULAR 0.6 0 0 0 Pond_D_Outlet CIRCULAR 0.2 0 0 0 Pond_E_Outlet CIRCULAR 0.7 0 0 0 Pond_B_Outlet CIRCULAR 0.1 0 0 0 Pond_C_Outlet CIRCULAR 0.67 0 0 0 Pond_F_Outlet CIRCULAR 0.95 0 0 0 Pond_A_Outlet CIRCULAR 0.75 0 0 0 6 CIRCULAR 0.875 0 0 0 Pond_I_Outlet CIRCULAR 0.19 0 0 0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- Pond_A_Vol Storage 0 0 Pond_A_Vol 0.5 72976 Pond_A_Vol 1.5 80059 Pond_A_Vol 2.5 87318 Pond_A_Vol 3.5 94717 Pond_A_Vol 4.5 102285 Pond_A_Vol 5.5 110019 Pond_A_Vol 6.5 117909 ; Pond_B_Vol Storage 0 0 Pond_B_Vol 0.5 32092 Pond_B_Vol 1.5 36402 Pond_B_Vol 2.5 40969 Pond_B_Vol 3.5 45739 Pond_B_Vol 4.5 50664 Pond_B_Vol 5.5 55740 Pond_B_Vol 6.5 60978 Mulberry - Proposed SWMM - Input ; Pond_D_Vol Storage 0 0 Pond_D_Vol 0.5 77785 Pond_D_Vol 1 80653 Pond_D_Vol 2 86235 Pond_D_Vol 3 91973 Pond_D_Vol 4 97871 Pond_D_Vol 5 103927 Pond_D_Vol 6 110139 Pond_D_Vol 6.5 113306 ; Pond_E_Vol Storage 0 0 Pond_E_Vol 0.5 22617 Pond_E_Vol 1 24030 Pond_E_Vol 2 27064 Pond_E_Vol 3 30246 Pond_E_Vol 4 33592 Pond_E_Vol 5 37100 Pond_E_Vol 6 40761 Pond_E_Vol 7 44571 Pond_E_Vol 7.5 46711 ; Pond_C_Vol Storage 0 0 Pond_C_Vol 0.5 13327 Pond_C_Vol 1.5 16374 Pond_C_Vol 2.5 19740 Pond_C_Vol 3.5 23427 Pond_C_Vol 4.5 27434 Pond_C_Vol 5.5 31761 Pond_C_Vol 6.5 36416 Pond_C_Vol 7.5 43000 Pond_C_Vol 8.5 50000 ; Pond_F_Vol Storage 0 0 Pond_F_Vol 0.5 11461 Pond_F_Vol 1.5 16311 Pond_F_Vol 2.5 20746 Pond_F_Vol 3.5 25298 Pond_F_Vol 4.5 29960 Pond_F_Vol 5.5 34725 Pond_F_Vol 6.5 39585 Pond_F_Vol 7.5 45239 ; Pond_G_Vol Storage 0 0 Pond_G_Vol 0.5 30000 Pond_G_Vol 1.5 35000 Pond_G_Vol 2.5 40000 Pond_G_Vol 3.5 45000 Pond_G_Vol 4.5 55000 Pond_G_Vol 5.5 60000 Pond_G_Vol 6.5 65000 Pond_G_Vol 7.5 70000 ; Pond_I_Vol Storage 0 0 Pond_I_Vol 0.5 1204 Pond_I_Vol 1.5 5648 Mulberry - Proposed SWMM - Input Pond_I_Vol 2.5 8879 Pond_I_Vol 3.5 13409 Pond_I_Vol 4.5 20445 Pond_I_Vol 5.5 28364 Pond_I_Vol 6.5 37345 ; Pond_H_Vol Storage 0 0 Pond_H_Vol 0.5 24700 Pond_H_Vol 1.0 25951 Pond_H_Vol 2.0 28791 Pond_H_Vol 3.0 31745 Pond_H_Vol 4.0 34771 Pond_H_Vol 5.0 37912 Pond_H_Vol 6.0 41170 Pond_H_Vol 7.0 44676 Pond_H_Vol 8.0 50000 Pond_H_Vol 9.0 51796 Pond_H_Vol 9.5 55000 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- FC_2year 0:05 0.29 FC_2year 0:10 0.33 FC_2year 0:15 0.38 FC_2year 0:20 0.64 FC_2year 0:25 0.81 FC_2year 0:30 1.57 FC_2year 0:35 2.85 FC_2year 0:40 1.18 FC_2year 0:45 0.71 FC_2year 0:50 0.42 FC_2year 0:55 0.35 FC_2year 1:00 0.30 FC_2year 1:05 0.20 FC_2year 1:10 0.19 FC_2year 1:15 0.18 FC_2year 1:20 0.17 FC_2year 1:25 0.17 FC_2year 1:30 0.16 FC_2year 1:35 0.15 FC_2year 1:40 0.15 FC_2year 1:45 0.14 FC_2year 1:50 0.14 FC_2year 1:55 0.13 FC_2year 2:00 0.13 ; FC_100yr 0:05 1.00 FC_100yr 0:10 1.14 FC_100yr 0:15 1.33 FC_100yr 0:20 2.23 FC_100yr 0:25 2.84 FC_100yr 0:30 5.49 FC_100yr 0:35 9.95 FC_100yr 0:40 4.12 FC_100yr 0:45 2.48 Mulberry - Proposed SWMM - Input FC_100yr 0:50 1.46 FC_100yr 0:55 1.22 FC_100yr 1:00 1.06 FC_100yr 1:05 1.00 FC_100yr 1:10 0.95 FC_100yr 1:15 0.91 FC_100yr 1:20 0.87 FC_100yr 1:25 0.84 FC_100yr 1:30 0.81 FC_100yr 1:35 0.78 FC_100yr 1:40 0.75 FC_100yr 1:45 0.73 FC_100yr 1:50 0.71 FC_100yr 1:55 0.69 FC_100yr 2:00 0.67 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -2215.333 0.000 12215.333 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ J2 4397.451 4762.457 J1 4134.724 5774.028 J3 4443.801 2792.584 J4 4385.863 1483.198 Peakview_Storm_Stub 4898.534 1499.436 CooperSlough 6297.798 4704.519 Lake_Canal 3053.302 1668.598 Pond_B 5776.362 5643.105 Pond_D 4041.714 6482.525 Pond_C 5498.262 4901.506 Pond_E 3804.960 5208.568 Pond_G 4073.001 3231.460 Pond_H 3736.964 1969.873 Pond_F 2612.978 3325.608 Pond_A 5776.362 7346.466 Pond_I 2763.615 2074.160 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ A 2360.766 8644.871 Mulberry - Proposed SWMM - Input A 2360.766 8644.871 A 2360.766 8644.871 A 2360.766 8644.871 A 2879.369 8441.939 A 3533.258 7675.310 A 4513.326 6593.279 A 5903.824 6546.929 A 5957.159 8577.227 A 2349.493 8656.145 D 2406.990 8523.112 D 2406.990 8523.112 D 2384.442 8556.934 D 2384.442 8556.934 D 2440.812 6290.868 D 4007.892 6257.046 D 4323.563 6753.100 D 2891.770 8365.276 D 2350.620 8534.386 E 2474.633 6211.950 E 2474.633 6211.950 E 2474.633 4994.363 E 3996.618 5028.185 E 4019.166 6211.950 E 2474.633 6223.224 C 4594.138 6347.238 C 5518.602 5084.555 C 4267.193 5028.185 C 4233.371 6099.211 C 4582.864 6335.964 G 3319.815 4862.399 G 3285.052 3173.523 G 4133.835 3109.791 G 4107.764 4879.780 G 3699.305 4868.192 H 2429.538 3089.064 H 2358.053 2607.184 H 3528.389 1402.086 H 4131.905 1352.875 H 4086.809 3010.146 H 2429.538 3134.160 F 2479.722 4902.955 F 2479.722 4902.955 F 2479.722 4902.955 F 2433.372 3199.594 F 3227.115 3188.007 F 3261.877 4897.161 F 2462.341 4902.955 B 4617.613 6535.342 B 5857.474 5365.006 B 5903.824 6488.992 B 4582.851 6546.929 I 2392.816 1448.436 I 2369.641 2444.959 I 2879.490 1877.173 I 2914.253 1448.436 I 2334.878 1448.436 Mulberry - Proposed SWMM - Input [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CityofFortCollins 4222.097 8895.152 [BACKDROP] FILE "H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Aerial\Aerial.jpg" DIMENSIONS -2215.333 200.301 12215.333 9799.699 Mulberry - Proposed SWMM - 2-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- WARNING 10: crest elevation is below downstream invert for regulator Link Pond_F_Outlet ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 19.591 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 4.509 0.225 Surface Runoff ........... 13.373 0.668 Mulberry - Proposed SWMM - 2-yr Results Final Storage ............ 1.773 0.089 Continuity Error (%) ..... -0.326 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 13.369 4.356 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 4.839 1.577 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 8.530 2.780 Continuity Error (%) ..... 0.004 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** Mulberry - Proposed SWMM - 2-yr Results ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ A 0.98 0.00 0.00 0.29 0.60 0.00 0.60 0.92 35.83 0.617 D 0.98 0.00 0.00 0.29 0.61 0.00 0.61 0.58 27.14 0.624 E 0.98 0.00 0.00 0.29 0.60 0.00 0.60 0.52 19.33 0.614 C 0.98 0.00 0.00 0.10 0.78 0.00 0.78 0.47 22.13 0.802 G 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.41 21.45 0.806 H 0.98 0.00 0.00 0.19 0.70 0.00 0.70 0.63 29.12 0.712 F 0.98 0.00 0.00 0.10 0.78 0.00 0.79 0.45 21.60 0.803 B 0.98 0.00 0.00 0.29 0.61 0.00 0.61 0.26 13.91 0.628 I 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.12 9.41 0.725 ****************** 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 --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 Mulberry - Proposed SWMM - 2-yr Results J3 JUNCTION 0.00 0.00 4930.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_B STORAGE 1.53 2.39 4944.89 0 06:00 2.39 Pond_D STORAGE 0.97 1.19 4945.19 0 05:05 1.19 Pond_C STORAGE 1.95 2.75 4941.25 0 02:12 2.75 Pond_E STORAGE 1.56 2.13 4938.13 0 02:25 2.12 Pond_G STORAGE 1.64 2.11 4934.61 0 03:17 2.11 Pond_H STORAGE 2.01 2.61 4925.61 0 02:30 2.61 Pond_F STORAGE 1.18 2.24 4394.74 0 01:36 2.24 Pond_A STORAGE 1.21 1.52 4947.02 0 02:52 1.52 Pond_I STORAGE 2.41 2.84 4925.34 0 02:30 2.84 ******************* 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 ------------------------------------------------------------------------------------------------- J2 JUNCTION 0.00 2.84 0 02:26 0 0.361 0.000 J1 JUNCTION 0.00 0.17 0 05:05 0 0.0234 0.000 J3 JUNCTION 0.00 6.86 0 02:50 0 0.889 0.000 J4 JUNCTION 0.00 9.09 0 02:45 0 1.18 0.000 Peakview_Storm_Stub OUTFALL 0.00 9.09 0 02:45 0 1.18 0.000 CooperSlough OUTFALL 0.00 2.86 0 02:12 0 0.357 0.000 Lake_Canal OUTFALL 0.00 0.25 0 02:30 0 0.0348 0.000 Pond_B STORAGE 13.91 14.37 0 00:40 0.255 0.579 -0.001 Pond_D STORAGE 27.14 27.14 0 00:45 0.58 0.58 -0.002 Pond_C STORAGE 22.13 22.16 0 00:45 0.469 0.476 0.010 Pond_E STORAGE 19.33 19.33 0 00:45 0.522 0.522 -0.000 Pond_G STORAGE 21.45 24.29 0 00:45 0.413 0.853 -0.009 Pond_H STORAGE 29.12 29.12 0 00:45 0.63 0.63 -0.003 Pond_F STORAGE 21.60 21.60 0 00:45 0.448 0.448 0.073 Pond_A STORAGE 35.83 35.83 0 00:45 0.917 0.917 -0.010 Pond_I STORAGE 9.41 9.41 0 00:40 0.123 0.123 -0.004 Mulberry - Proposed SWMM - 2-yr Results ********************* 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_B 45.162 16 0 0 76.459 27 0 06:00 0.06 Pond_D 58.909 10 0 0 74.485 13 0 05:05 0.17 Pond_C 27.026 12 0 0 41.345 18 0 02:12 2.86 Pond_E 32.144 11 0 0 46.309 16 0 02:25 2.68 Pond_G 46.570 16 0 0 62.468 22 0 03:17 4.06 Pond_H 47.870 14 0 0 64.173 18 0 02:30 2.24 Pond_F 13.335 7 0 0 30.103 15 0 01:36 4.92 Pond_A 74.210 13 0 0 96.707 16 0 02:51 2.47 Pond_I 11.360 12 0 0 14.294 15 0 02:29 0.25 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 97.22 7.55 9.09 1.185 CooperSlough 96.53 2.29 2.86 0.357 Lake_Canal 96.53 0.22 0.25 0.035 ----------------------------------------------------------- Mulberry - Proposed SWMM - 2-yr Results System 96.76 10.06 12.16 1.577 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.17 0 05:05 C2 DUMMY 2.84 0 02:26 C3 DUMMY 6.86 0 02:50 C4 DUMMY 9.09 0 02:45 Pond_H_Outlet ORIFICE 2.24 0 02:30 0.00 Pond_D_Outlet ORIFICE 0.17 0 05:05 0.00 Pond_E_Outlet ORIFICE 2.68 0 02:25 0.00 Pond_B_Outlet ORIFICE 0.06 0 06:00 0.00 Pond_C_Outlet ORIFICE 2.86 0 02:12 0.00 Pond_F_Outlet ORIFICE 4.92 0 01:36 0.00 Pond_A_Outlet ORIFICE 2.47 0 02:52 0.00 6 ORIFICE 4.06 0 03:17 0.00 Pond_I_Outlet ORIFICE 0.25 0 02:30 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Apr 5 09:30:01 2021 Analysis ended on: Mon Apr 5 09:30:01 2021 Total elapsed time: < 1 sec Mulberry - Prop. SWMM - 100-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- WARNING 10: crest elevation is below downstream invert for regulator Link Pond_F_Outlet ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 73.475 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 8.856 0.442 Surface Runoff ........... 63.119 3.152 Mulberry - Prop. SWMM - 100-yr Results Final Storage ............ 1.817 0.091 Continuity Error (%) ..... -0.431 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 63.115 20.567 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 10.086 3.287 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 53.030 17.280 Continuity Error (%) ..... -0.001 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** Mulberry - Prop. SWMM - 100-yr Results ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ A 3.67 0.00 0.00 0.62 2.49 0.48 2.97 4.52 233.48 0.810 D 3.67 0.00 0.00 0.57 2.50 0.53 3.03 2.88 173.17 0.825 E 3.67 0.00 0.00 0.63 2.49 0.47 2.96 2.57 126.82 0.806 C 3.67 0.00 0.00 0.15 3.22 0.22 3.43 2.05 138.82 0.935 G 3.67 0.00 0.00 0.15 3.22 0.22 3.44 1.80 131.86 0.938 H 3.67 0.00 0.00 0.35 2.86 0.39 3.25 2.94 185.21 0.885 F 3.67 0.00 0.00 0.15 3.22 0.22 3.43 1.96 135.11 0.936 B 3.67 0.00 0.00 0.54 2.51 0.56 3.07 1.27 85.59 0.836 I 3.67 0.00 0.00 0.30 2.87 0.44 3.31 0.58 49.26 0.902 ****************** 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 --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 Mulberry - Prop. SWMM - 100-yr Results J3 JUNCTION 0.00 0.00 4930.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_B STORAGE 4.52 6.27 4948.77 0 06:00 6.27 Pond_D STORAGE 3.73 4.53 4948.53 0 04:34 4.53 Pond_C STORAGE 6.99 8.46 4946.96 0 02:26 8.46 Pond_E STORAGE 6.83 8.46 4944.46 0 02:45 8.46 Pond_G STORAGE 5.14 6.26 4938.76 0 06:00 6.26 Pond_H STORAGE 7.81 9.46 4932.46 0 02:40 9.46 Pond_F STORAGE 5.64 7.39 4399.89 0 02:12 7.39 Pond_A STORAGE 5.00 6.15 4951.65 0 03:02 6.15 Pond_I STORAGE 5.12 5.83 4928.33 0 02:40 5.83 ******************* 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 ------------------------------------------------------------------------------------------------- J2 JUNCTION 0.00 6.06 0 02:46 0 0.833 0.000 J1 JUNCTION 0.00 0.34 0 04:34 0 0.048 0.000 J3 JUNCTION 0.00 13.49 0 03:22 0 1.88 0.000 J4 JUNCTION 0.00 17.93 0 03:08 0 2.5 0.000 Peakview_Storm_Stub OUTFALL 0.00 17.93 0 03:08 0 2.5 0.000 CooperSlough OUTFALL 0.00 5.24 0 02:26 0 0.733 0.000 Lake_Canal OUTFALL 0.00 0.35 0 02:40 0 0.0519 0.000 Pond_B STORAGE 85.59 87.93 0 00:40 1.27 2.03 -0.000 Pond_D STORAGE 173.17 173.17 0 00:40 2.88 2.88 -0.000 Pond_C STORAGE 138.82 138.87 0 00:40 2.05 2.06 -0.000 Pond_E STORAGE 126.82 126.82 0 00:40 2.57 2.57 -0.001 Pond_G STORAGE 131.86 137.94 0 00:40 1.8 3.1 -0.004 Pond_H STORAGE 185.21 185.21 0 00:40 2.94 2.94 -0.001 Pond_F STORAGE 135.11 135.11 0 00:40 1.96 1.96 0.002 Pond_A STORAGE 233.48 233.48 0 00:40 4.52 4.52 -0.001 Pond_I STORAGE 49.26 49.26 0 00:40 0.575 0.575 -0.001 Mulberry - Prop. SWMM - 100-yr Results ********************* 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_B 182.053 64 0 0 270.180 95 0 06:00 0.10 Pond_D 306.820 52 0 0 378.987 64 0 04:34 0.34 Pond_C 179.351 77 0 0 231.265 99 0 02:25 5.24 Pond_E 224.502 77 0 0 289.892 99 0 02:45 5.72 Pond_G 217.321 75 0 0 274.769 95 0 05:59 7.57 Pond_H 280.519 79 0 0 351.430 99 0 02:39 4.46 Pond_F 132.375 67 0 0 192.926 98 0 02:12 9.72 Pond_A 434.593 74 0 0 546.855 93 0 03:01 5.54 Pond_I 60.843 63 0 0 73.464 76 0 02:40 0.35 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 98.06 15.80 17.93 2.501 CooperSlough 97.78 4.65 5.24 0.733 Lake_Canal 97.78 0.33 0.35 0.052 ----------------------------------------------------------- Mulberry - Prop. SWMM - 100-yr Results System 97.87 20.77 23.50 3.286 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.34 0 04:34 C2 DUMMY 6.06 0 02:46 C3 DUMMY 13.49 0 03:22 C4 DUMMY 17.93 0 03:08 Pond_H_Outlet ORIFICE 4.46 0 02:40 0.00 Pond_D_Outlet ORIFICE 0.34 0 04:34 0.00 Pond_E_Outlet ORIFICE 5.72 0 02:45 0.00 Pond_B_Outlet ORIFICE 0.10 0 06:00 0.00 Pond_C_Outlet ORIFICE 5.24 0 02:26 0.00 Pond_F_Outlet ORIFICE 9.72 0 02:12 0.00 Pond_A_Outlet ORIFICE 5.54 0 03:02 0.00 6 ORIFICE 7.57 0 06:00 0.00 Pond_I_Outlet ORIFICE 0.35 0 02:40 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Apr 5 09:28:55 2021 Analysis ended on: Mon Apr 5 09:28:55 2021 Total elapsed time: < 1 sec Preliminary Pond Volumes and Release Rates A 12.55 ac-ft / 550,000 cf 5.5 cfs B 6.2 ac-ft / 270,000 cf 0.1 cfs C 5.3 ac-ft / 230,000 cf 5.2 cfs D 8.7 ac-ft / 380,000 cf 0.3 cfs E 5.2 ac-ft / 225,000 cf 5.7 cfs F 4.4 ac-ft / 195,000 cf 9.7 cfs G 5.0 ac-ft / 220,000 cf 7.6 cfs H 8.1 ac-ft / 355,000 cf 4.5 cfs I 1.7 ac-ft / 75,000 cf 0.38 cfs***0.35 cfs 0.35 cfs * 2-year runoff from Basins H1 and H2 in Existing Conditions SWMM Model ** Planned by Peakview to storm stub *** 2-year runoff from Basin H4 in Existing Conditions SWMM Model 100-year Volume Required (From SWMM Model) Allowable Release Rate Detention Pond Proposed Release Rate (From SWMM Model) 5.38 cfs* 18 cfs** 5.2 cfs 17.9 cfs Mulberry Master Drainage Report APPENDIX D Drainage Maps acres H1 2% IMP ±72 acres H2 2% IMP ±122 H1 H2 acres H3 2% IMP ±162 BIPLANE STREET COLEMAN STREET SUPERCUB LANE CONQUEST STREET SYKES DRIVE COMET STREET (B) RELIANT STREET CRUSADER STREET (B)FAIRCHILD STREETQUINBY STREETFAIRCHILD STREETDELOZIER ROADALLEY AALLEY A QUINBY STREETALLEY B LOT 3 LOT 4 LOT 5 LOT 27LOT 28LOT 29 LOT 25 LOT 7 LOT 8 LOT 9 LOT 23LOT 24 LOT 6 LOT 26 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 19 LOT 20LOT 21LOT 22 LOT 18 LOT 17 LOT 16 LOT 15 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 16LOT 17LOT 18LOT 19LOT 20 LOT 15 LOT 14 LOT 13 LOT 10LOT 9LOT 8 LOT 11 LOT 12 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 LOT 3 LOT 2 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 1 LOT 3 LOT 14 LOT 4 LOT 5 LOT 6 LOT 13 LOT 12 LOT 11 LOT 10LOT 7 LOT 8 LOT 9 LOT 1 LOT 16 LOT 15LOT 2 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 9 LOT 8 LOT 8 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 LOT 8 LOT 14 LOT 13 LOT 12 LOT 11 LOT 19 LOT 18 LOT 17 LOT 16 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11 LOT 8LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1LOT 10LOT 9LOT 8LOT 7LOT 6 LOT 10 LOT 9 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15LOT 13LOT 14LOT 15LOT 16LOT 17 LOT 7 LOT 8 LOT 9 LOT 10 LOT 9 LOT 8LOT 1 LOT 16 LOT 11 LOT 12 LOT 6 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 TRACT XTRACT YTRACT WTRACT VTRACT Z BLOCK 21 BLOCK 19 BLOCK 19 BLOCK 21 BLOCK 22 BLOCK 23BLOCK 17 BLOCK 16 BLOCK 23 BLOCK 22 BLOCK 24 BLOCK 14 BLOCK 24 BLOCK 26 BLOCK 28 BLOCK 30 BLOCK 26 BLOCK 25 BLOCK 28 BLOCK 27 BLOCK 30 BLOCK 29 BLOCK 32 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Casey Visscher - 3/29/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 03.23.2021 HFH0000022.20 SCALE: 1"=150' 0 75 1505025 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R EXISTING CONDITIONS DRAINAGE MAP EX DR-1 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) MATCHLINE-SEE SHEET EX DR-2 EX DR-1 EX DR-2 acres H3 2% IMP ±162 acres H4 2% IMP ±6.5 acres H2 2% IMP ±122 H1 H2 H3H4 CRUSADER STREET (B) LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8 LOT 10LOT 11 LOT 9 LOT 16 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 TRACT Z BLOCK 30BLOCK 29 BLOCK 32 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Casey Visscher - 3/29/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 03.23.2021 HFH0000022.20 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R EXISTING CONDITIONS DRAINAGE MAP EX DR-2 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) EX DR-1 EX DR-2 SCALE: 1"=150' 0 75 1505025 MATCHLINE-SEE SHEET EX DR-1 B C D E A BIPLANE STREET COLEMAN STREET SUPERCUB LANE CONQUEST STREET SYKES DRIVE COMET STREET (B) RELIANT STREET CRUSADER STREET (B)FAIRCHILD STREETQUINBY STREETFAIRCHILD STREETDELOZIER ROADALLEY AALLEY A QUINBY STREETALLEY B LOT 3 LOT 4 LOT 5 LOT 27LOT 28LOT 29 LOT 25 LOT 7 LOT 8 LOT 9 LOT 23LOT 24 LOT 6 LOT 26 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 19 LOT 20LOT 21LOT 22 LOT 18 LOT 17 LOT 16 LOT 15 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 16LOT 17LOT 18LOT 19LOT 20 LOT 15 LOT 14 LOT 13 LOT 10LOT 9LOT 8 LOT 11 LOT 12 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 LOT 3 LOT 2 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 1 LOT 3 LOT 14 LOT 4 LOT 5 LOT 6 LOT 13 LOT 12 LOT 11 LOT 10LOT 7 LOT 8 LOT 9 LOT 1 LOT 16 LOT 15LOT 2 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 9 LOT 8 LOT 8 LOT 6 LOT 7 LOT 10LOT 11 LOT 8 LOT 9 LOT 16 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 LOT 8 LOT 14 LOT 13 LOT 12 LOT 11 LOT 19 LOT 18 LOT 17 LOT 16 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11 LOT 8LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1LOT 10LOT 9LOT 8LOT 7LOT 6 LOT 10 LOT 9 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15LOT 13LOT 14LOT 15LOT 16LOT 17 LOT 7 LOT 8 LOT 9 LOT 10 LOT 9 LOT 8LOT 1 LOT 16 LOT 11 LOT 12 LOT 6 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7LOT 8LOT 9LOT 10 TRACT XTRACT YTRACT WTRACT VTRACT Z BLOCK 21 BLOCK 19 BLOCK 19 BLOCK 21 BLOCK 22 BLOCK 23BLOCK 17 BLOCK 16 BLOCK 23 BLOCK 22 BLOCK 24 BLOCK 14 BLOCK 24 BLOCK 26 BLOCK 28 BLOCK 30 BLOCK 26 BLOCK 25 BLOCK 28 BLOCK 27 BLOCK 30 BLOCK 29 BLOCK 32 acres A 70% IMP ±56acres D 70% IMP ±35 acres C 70% IMP ±22acres E 70% IMP ±32 acres B 70% IMP ±15.3 - - - - - - - - - - - - - - STAMP \\lovfs1\Dwgs\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\ODP\HFH22_Drainage Map.dwg - Casey Visscher - 4/6/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 03.23.2021 HFH0000022.20 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R DRAINAGE PLANS C4.0 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) C4.0 C4.1 SCALE: 1"=150' 0 75 1505025 MATCHLINE-SEE SHEET C4.1 CE F H I G CRUSADER STREET (B) LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8 LOT 10LOT 11 LOT 9 LOT 16 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9 TRACT Z BLOCK 30BLOCK 29 BLOCK 32 acres H 80% IMP ±40 acres F 90% IMP ±40 acres I 90% IMP ±8.2 acres G 90% IMP ±10.8 - - - - - - - - - - - - - - STAMP \\lovfs1\Dwgs\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\ODP\HFH22_Drainage Map.dwg - Casey Visscher - 4/6/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRYFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 03.23.2021 HFH0000022.20 KEYMAP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R DRAINAGE PLAN C4.1 CMV JEP DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID A APPROXIMATE DETENTION POND OVERFLOW PATH acres A 70% IMP ±72 PERCENT IMPERVIOUS BASIN AREA (ACRES) C4.0 C4.1 MATCHLINE-SEE SHEET C4.0 SCALE: 1"=150' 0 75 1505025