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Home My WebLink AboutTAPESTRY - FDP240016 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related Document C_EPS NM GROUP NORINEERING THERN FINAL DRAINAGE REPORT TAPESTRY FORT COLLINS, COLORADO NOVEMBER 13, 2024 EPSGROUPINC.COM NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF.Please consider the environment before printing this document in its entirety.When a hard copy is necessary,we recommend double-sided printing. i S ERN GROUP November 13,2024 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins,CO 80521 RE: FINAL DRAINAGE REPORT FOR TAPESTRY Dear Staff: Northern Engineering/EPS Group is pleased to submit this Final Drainage Report for your review. This report accompanies the Final submittal for the proposed Tapestry project. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual(FCSCM)and serves to document the stormwater impacts associated with the project.We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report,please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES,INC. 67d� fre--- /0&— CODY PAPE,PE JACOB O'BANION,EIT Project Engineer Project Engineer Compliance Statement I hereby attest that this report for the final drainage design for Tapestry was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth TABLE OF CONTENTS E NOUH RN GROUP E.-EE111.4 I. GENERAL LOCATION AND DESCRIPTION................................................................. 1 II. DRAIN BASINS AND SUB-BASINS............................................................................. 3 III. DRAINAGE DESIGN CRITERIA................................................................................... 4 IV. DRAINAGE FACILITY DESIGN.................................................................................... 7 I. CONCLUSIONS......................................................................................................... 16 II. REFERENCES............................................................................................................ 19 TABLES AND FIGURES FIGURE 1 -AERIAL PHOTOGRAPH...................................................................................1 FIGURE 2- FEMA FIRMETTE.............................................................................................3 FIGURE 3 - EXISTING CITY FLOODPLAINS .......................................................................3 TABLE 1 - RATIONAL CALCULATIONS SUMMARY.........................................................14 TABLE 2 - UNDETAINED FLOW SUMMARY....................................................................14 TABLE 3 -ON-SITE LID SUMMARY.................................................................................15 TABLE 4- POND SUMMARY TABLE ...............................................................................15 TABLE 5 -WATER QUALITY WEIR SUMMARY................................................................17 TABLE 6- BYPASS FLOW SUMMARY .............................................................................18 TABLE 7- BYPASS CONVEYANCE SUMMARY................................................................18 APPENDICES APPENDIX A- HYDROLOGIC COMPUTATIONS APPENDIX B - DETENTION CALCULATIONS APPENDIX C -WATER QUALITY/LID COMPUTATIONS APPENDIX D- INLET CALCULATIONS APPENDIX E - HYDRAULIC CALCULATIONS APPENDIX F - DOWNSTREAM OVERFLOW ANALYSIS APPENDIX G - EROSION CONTROL REPORT APPENDIX H -GROUNDWATER ANALYSIS/USDA SOILS REPORT APPENDIX I - PREVIOUS REPORTS MAP POCKET DR] - HISTORIC DRAINAGE EXHIBIT DR2 - DRAINAGE EXHIBIT EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1. Vicinity Map • �I NEW BELGIUM B UCKINGHAM STREET �,�y�j+�,_ �� u I � LL Y m C I PROJECT CD ORIADO CD SITE .IRON&METAL 'a 1 1 ,��^ I 1 LOGAN AVENUE I 1 ^ 1l r r 1 I � ODELL -IC Figure 1 -Aerial Photograph 2. The Tapestry project site is a parcel of land being a portion of the northeast 1/4 of Section 12, Township 7 north, range 69 west of the 6" P.M. City of Fort Collins, County of Larimer, State of Colorado. 3. The project site (refer to Figure 1) is bordered to the north by Buckingham Street and the New Belgium Brewery property;to the west by 31d Street and an existing single-family residential area (Buckingham Neighborhood);to the south by Odell Brewing Company;and to the east by Colorado Iron and Metal. B. DESCRIPTION OF PROPERTY 1. The project site is a± 11.1-acre tract. 2. The site is currently undeveloped and zoned as Industrial District(1). 3. The existing groundcover consists of grass,dirt,and beet tailings with a few trees along the outer edge of the subject property.The existing topography is characterized by Loveland clay loam soil overlaid with a layer of beet tailings.The beet tailings consist of the residual material left behind from sugar beet processing, resulting in irregular mounds, depressions and ridges across the EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP Ni E-G landscape. The presence of beet tailings adds an additional layer of complexity to the site's drainage dynamics.In order to avoid considering the presence of the beet tailings when assessing the existing drainage conditions, a new surface was designed and approved by The City of Fort Collins with the beet tailings removed.This plan set is called "Utility Plans for Odell - North" and was approved on 01/09/2022. Odell North topography is being used as the background for our design,but the historic topography is being used for purposes of documenting historic discharges from the site.The plans for the beet tailing removal surface are included in Appendixl. 4. The existing on-site runoff generally drains from north to south across flat grades (e.g., < 1.00%). The site drains to an existing 6"pvcjust north of the Odell Brewing Company parking lot and south of the subject property.The existing storm drain discharges to Lincoln Avenue. 5. A geotechnical investigation was conducted on the project site in August of 2024 and ground water was found to be approximately between 4936.92-4942.78 ft.It was estimated that the general flow of the groundwater on site is to the southeast.The proposed bottom of pond is at approximately 4944.00 ft,the estimated groundwater elevation in that area is 4936.92 ft,therefore 7.1 ft of vertical clearance is provided between groundwater and bottom of pond. Please see Appendix H for groundwater analysis. 6. According to the United States Department of Agriculture(USDA) Natural Resources Conservation Service (NRCS) Soil Survey, the site consists primarily of Loveland clay loams which fall into Hydrologic Soil Group C. 7. The proposed development consists of 7-20-unit condominiums,open space,private alleys,and a connector local street that is a continuance of Logan Avenue from the west side of the site at 3'd Street and ties into Buckingham Street as 4th Street,a connector local street. 8. The proposed land use is Multi-Family Residential and two future development tracts. C. FLOODPLAIN 1. The entirety of the subject property is located within the FEMA 500-yr floodplain(Zone X),LOMR 20-08-0643P effective 06/25/2021.FEMA has designated 3'd Street(west of the subject property) and a large portion of the Odell site(south of the property as Reduced Flood Risk due to Levee (Zone X),LOMR 06-0813336P effective 04/19/2007. • As per section 10-103 (9), Critical Facilities are prohibited in the floodplain.The definition of Critical Facilities includes facilities for at-risk populations(daycares,schools,nursing homes, etc.),facilities utilizing hazardous materials(gas stations,auto repair,laboratories), emergency services facilities(urgent care,hospitals,fire,police)and government services (municipal offices,library). • Development within the floodplain must comply with Chapter 10 of the Municipal Code. 2. The entirety of the subject property is located within a City of Fort Collins Moderate Risk 500-yr floodplain. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth 4(-,EPS W GROUP National Flood Hazard Layer FIRMette FEMg Legend ,a,•::� _ t r— earr�terzoaa ��,�mm.ar..�,m w� m.arwoaa.w. �a�rm mn . 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Note LiMw 1,Rla.r�euV�g ©Cgty Llmllsm�.wr,um vea. C I +C J .ram Lf 28600 572.0 Foe[ lEh nmp va z uw.r-.WrerAaL sleYli u+�a(eom me Cly ms Fwl Cmglns FGMaps 4VG5_I�WeP Mercelw nuaury_3pRas I iMPP�elwarkwrot be miimya�mlawarmMarPwparc rePWle CXy olFatGllns-te5 Pmrywamy nM Figure 3-Existing City Floodplains EPSGROUPINC.COM NORTHERNENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP II. DRAIN BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION • The Tapestry project is located within the Dry Creek Basin.The Dry Creek Basin is a tributary of the Cache la Poudre River.The basin begins near the Wyoming border,has a drainage area of about 62 square miles with a series of irrigation canals and reservoirs dominating the upper basin. The majority of the lower basin is developed and includes commercial, industrial and residential uses. Dry Creek enters Fort Collins near Willox Lane and College Avenue and flows through small remnants of ditches and channels until it joins the Cache la Poudre River near Mulberry Street and Timberline Road. The runoff from the Tapestry project generally flows from north to south and ultimately ends up within the Cache la Poudre River south of Lincoln Avenue. B. SUB-BASIN DESCRIPTION 1. The project site is broken up into twenty-five sub-basins.The B,C and D basins are captured by on- site inlets and conveyed through storm drains and are treated via Stormtech isolator chambers throughout the site and ultimately discharged to the proposed detention pond.The A, E, F and P basins are captured by on-site inlets and conveyed through storm drains or flow via concrete pans or sheet flow to the proposed detention pond.The G2&G3 undeveloped basins are not captured by any storm infrastructure and leave the site undetained matching historic drainage patterns.The A, B, C, D, E, F and P basins discharge through the outfall structure on the southern end of the proposed detention pond.The flows from the site are conveyed from the proposed detention pond via storm sewer that ties into an existing private storm drain in the southeast corner of the Odell property. Analysis of the capacity of the existing storm drain is included in Appendix E. In the interim condition, runoff from basins G2 and G3 will continue, as historically, to flow off-site to storm infrastructure in the Odell parking lot. Basins OD and G1 are captured within an existing temporary infiltration/detention pond at the north side of the Odell parking lot, that has been enlarged by the proposed interim grading to maintain the existing high water line. 2. The project site does not receive notable runoff from contiguous off-site properties. III. DRAINAGE DESIGN CRITERIA A. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with the Tapestry project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices. The Tapestry project aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by implementing Low Impact Development (LID) strategies. Wherever practical, runoff will be routed across landscaped areas.The project has also implemented Stormtech isolator chambers throughout the site that serve to capture,treat and release runoff from new impervious areas. The project has also made an effort to increase the amount of open space wherever feasible on site in order to minimize imperviousness on-site.These LID practices reduce the overall amount of impervious area,while at the same time Minimizing Directly Connected Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the development,thereby slowing runoff and increasing opportunities for infiltration. Step 2 — Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow Release.The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events;however,urban development of this intensity will still have stormwater runoff leaving the site. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP The primary water quality treatment will occur via Stormtech isolator chambers that will ultimately discharge to the proposed detention pond. In addition to LID treatment, traditional water quality treatment will be provided within the lower stages of the detention pond. Step 3-Stabilize Drainageways.The Tapestry project aims to protect the existing Cache La Poudre River by limiting any increases beyond historical flow rates within the river.By utilizing a combination of LID,traditional water quality treatment,and a detention pond.The peak discharge from the Tapestry project will not be compounded with peak flow in the river. Furthermore,this project will pay a one- time stormwater development fee,as well as ongoing monthly utility fees,both of which help achieve citywide drainage stability. Step 4 - Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments.This does not apply to this site. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 1. The site plan is constrained topographically on the north and west by Buckingham Street and 3'd Street respectively,on the east side by the Colorado Iron and Metal property,and to the south by the Odell property. 2. The site is constrained by the amount of beet tailing remediation that is required.Beet remediation will lower the existing site topography creating a sumped site.A substantial amount of fill will be required in order to allow the site to drain and to allow for detention and water quality treatment. C. HYDROLOGICAL CRITERIA 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves,as depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations associated with the Tapestry development. Data contained in Table 3.4-1 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables 4.1-2 and 4.1-3 of the FCSCM. 3. Three separate design storms have been utilized to address distinct drainage scenarios.The first event analyzed is the"Minor,"or"Initial"Storm,which has a 2-year recurrence interval.The second event considered is the "Major Storm,"which has a 100-year recurrence interval.The final event analyzed was the 10-year recurrence interval for comparative analysis only. D. HYDRAULIC CRITERIA 1. The drainage facilities proposed with the Tapestry development project are designed in accordance with criteria outlined in the Mile High Flood District's "Urban Storm Drainage Criteria Manual"(UDFCD)and the Fort Collins Stormwater Criteria Manual (FCSCM). 2. As stated in Section I.C,above,the subject property is located within the FEMA 500-yr floodplain and within the City moderate risk 500-yr floodplain.Therefore development within the floodplain must comply with Chapter 10 of the Municipal Code. E. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA City code requires that 100%of runoff from a project site receive some sort of water quality treatment. This project proposes to provide water quality treatment using underground Stormtech isolator chambers and traditional water quality within the lower stages of the detention pond.Through these methods 100%of the on-site area will be treated for water quality. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP F. CONFORMANCE WITH LOW IMPACT DEVELOPMENT(LID) The project site will conform with the requirement to treat a minimum of 75% of the proposed impervious surfaces using LID treatment from Stormtech isolator chambers.Please see Appendix C for LID design information,table,and exhibit(s).This project proposes to provide LID treatment by using an underground infiltration gallery (aka - Stormtech) located throughout the project site. Stormtech isolator chambers are considered a LID treatment method. Due to the physical constraints associated with the project, some areas cannot be captured and adequately routed to the Stormtech chambers. However,these areas are designated to receive water quality treatment within the proposed detention pond.It should be noted that this project is not adjacent to a watercourse. G. SIZING OF WATER QUALITY AND LID FACILITIES Stormtech Isolator Chambers 1. The Stormtech isolator chambers were sized byfirst determining the required water quality capture volume (WQCV) for each Stormtech isolator chamber. A 12-Hour drain time was used in these calculations.Once the WQCV was identified,the minimum number of chambers needed to achieve this volume was calculated. Using the FAA method, another volume calculation was performed utilizing the WQ flow rate into the chamber and calculated release rate through the fabric. The number of chambers has been increased as needed to confirm the resulting FAA volume is provided within the empty volume of the underground chambers.This is intended to ensure the chambers do not become overwhelmed in the water quality storm event before "discharging" flows into surrounding aggregates.A summary of these calculations and volumes can be found in Appendix C. While the purpose of these LID systems is to treat the water quality storm event, the Stormtech isolator chambers were designed to bypass flows from the major storm event. Each isolator row will have an inspection port and a Nyloplast basin for easy maintenance and cleanout. Water Quality Extended Detention 2. Traditional water quality treatment is provided for all areas not treated by LID or expected to be treated by LID in the future.The water quality extended detention volume was determined by first determining the tributary area that needs to be treated and its percent imperviousness.The tributary area used for determining the WQCV in the detention pond consists of basins Al,A2,E1, 25%of fully developed F1,and P.A 40 hour drain time was used in this calculation.The WQCV was then multipllied by 1.2 per FCSCM.It is expected that the future development within basin F1 will be required to treat the remaining 75%of their impervious area through an approved LID treatment. Infiltration Pond 3. An existing temporary infiltration/detention pond with a bio-retention trench from the Odell Brewery Parking Lot Expansion Project was initially designed to capture and treat runoff from the Odell parking lot north of the brewery.The pond also received historic runoff from the Tapestry site north of the existing pond.Basins G1 and OD are to flow to this existing infiltration pond, where runoff from the proposed access roads in each basin will be treated for water quality in the interim condition.The proposed grading within basin OD increased the volume of this existing pond to ensure the pond met the detention and water quality needs of basins G1 and OD.Please EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP see Appendixl for the Odell Brewery Parking Lot Expansion project drainage report for more information about the existing infiltration/detention pond. Future Developed Water Quality and LID Facilities 4. Basins G1,G2 and G3 may be developed at a future date.It is expected that the future development within basins G1,G2 and G3 will be required to treat their impervious areas through water quality and an approved LID treatment. IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 1. The main objective of the Tapestry project drainage design is to bring the project site into compliance with the Fort Collins Stormwater Criteria Manual (FCSCM). 2. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document.The tables and figures are located within the sections to which the content best applies. 3. Drainage for the project site has been analyzed using twenty-five(25)major storm event drainage sub-basins. Within those basins there are seven (7) minor storm event drainage sub-basins. The minor storm event drainage sub-basins consist of only roofs. During major storm events the roof drains are assumed to be overwhelmed therefore the runoff from the roofs would be directed to the inlet within the major basin.A small percentage of the flow would continue to the stormwater infrastructure for which the minor event subbasin is designated.During minor storm events these basins are assumed to drain to roof drains that are routed to storm infrastructure outside of the major basin.The drainage patterns anticipated for the sub-basins are further described below. Proposed Basins Basin Al Basin Al encompasses streets, buildings, landscape, and walks internal to the site. Runoff from Basin Al is captured by inlets within Basin Al and is conveyed to the proposed Detention Pond. The runoff from Basin Al is accounted for in the detention volume and the extended water quality detention volume. Basin A2 Basin A2 encompasses streets, landscape, and walks internal to the site. Runoff from Basin A2 is captured by inlets within Basin A2 and is conveyed to the proposed Detention Pond.The runoff from Basin A2 is accounted for in the detention volume and the extended water quality detention volume. Basin Bl Basin B1 encompasses parking lots,buildings,landscape,and walks internal to the site.Runoff from the 10-YR storm event is captured by inlets in Basin B1 and is conveyed to Underground Chambers 1 for water quality treatment. During a major storm event,the runoff from Basin 131 is routed to overtopping locations B,C&D and is ultimately captured in the Detention Pond.The runoff from Basin B1 is accounted for in the detention volume. Basin B2 Basin B2 encompasses parking lots,buildings,landscape,and walks internal to the site.Runoff from the 10-YR storm event is captured by inlets in Basin B2 and is conveyed to Underground Chambers 1 for water quality treatment. During a major storm event,the runoff from Basin B2 is routed to overtopping locations C & D and is ultimately captured in the Detention Pond.The runoff from Basin B2 is accounted for in the detention volume.A small portion of Basin B2 is rerouted to storm EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth i GROUP infrastructure in Basin D1 during a water quality/minor storm event. Please see Basins D1.1 and D1.3 for more details. Basin B3 Basin B3 encompasses landscape and walks internal to the site. Runoff from Basin B3 is captured by inlets in Basin B3 and is conveyed to Underground Chambers 1 for water quality treatment. During a major storm event,the runoff from Basin B3 is routed over a water quality weir in Inlet 1- FG that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin B3 is accounted for in the detention volume. Basin B4 Basin B4 encompasses parking lots,buildings,landscape,and walks internal to the site.Runoff from the 10-YR storm event is captured by inlets in Basin B2 and is conveyed to Underground Chambers 1 for water quality treatment. During a major storm event,the runoff from Basin B4 is routed to overtopping locations A,C&D and is ultimately captured in the Detention Pond.The runoff from Basin B4 is accounted for in the detention volume. Basin C1 Basin C1 encompasses a portion of 3rd Street,as well as buildings,landscape,and walks internal to the site.Runoff from Basin C1 is captured by inlets within Basin C1 and is conveyed to Underground Chambers 2 for water quality treatment. During a major storm event,the runoff from Basin C1 is routed over a weir in STMH 1 E-1 that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin C1 is accounted for in the detention volume. Basin C2 Basin C2 encompasses parking lots,buildings,landscape,and walks internal to the site.Runoff from Basin C2 is captured by inlets within Basin C2 and is conveyed to Underground Chambers 2 for water quality treatment.During a major storm event,the runoff from Basin C2 is routed over a weir in STMH 1 E-1 that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin C2 is accounted for in the detention volume. Basin C3 Basin C3 encompasses landscape and walks internal to the site. Runoff from Basin C3 is captured by inlets within Basin C3 and is conveyed to Underground Chambers 2 for water quality treatment. During a major storm event,the runoff from Basin C3 is routed over a weir in STMH 1 E-1 that directs the flow through the downstream storm infrastructure to the Detention Pond. The runoff from Basin C3 is accounted for in the detention volume. Basin C4 Basin C4 encompasses a portion of 3rd Street,as well as buildings,landscape,and walks internal to the site.Runoff from Basin C4 is captured by inlets within Basin C4 and is conveyed to Underground Chambers 2 for water quality treatment. During a major storm event,the runoff from Basin C4 is routed over a weir in STMH 1 E-1 that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin C4 is accounted for in the detention volume. Basin C5 Basin C5 encompasses a portion of V Street,as well as buildings,landscape,and walks internal to the site.Runoff from Basin C5 is captured by inlets within Basin C5 and is conveyed to Underground Chambers 1 for water quality treatment. During a major storm event,the runoff from Basin C5 is routed over a weir in Inlet 1-FG that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin C5 is accounted for in the detention volume. Basin D1 Basin D1 encompasses parking lots, buildings,landscape,and walks internal to the site.In the 10- Year storm event Runoff from Basin D1 is captured by inlets within Basin D1 and is conveyed to Underground Chambers 3 for water quality treatment.During a major storm event,the runoff from Basin D1 is routed to overtopping location D and is ultimately captured in the Detention Pond.The EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth i GROUP runoff from Basin D1 is accounted for in the detention volume. A small portion of Basin D1 is rerouted to storm infrastructure in Basins C2&D2 during a water quality/minor storm event.Please see Basins C2.1 &D2.1 for more details. Basin D2 Basin D2 encompasses parking lots, buildings, landscape, and walks internal to the site. Runoff from Basin D2 is captured by inlets within Basin D2 and is conveyed to Underground Chambers 4 for water quality treatment.During a major storm event,the runoff from Basin D2 is routed over a weir in STMH 1 B-1 that directs the flow through the downstream storm infrastructure to the Detention Pond.The runoff from Basin D2 is accounted for in the detention volume. Basin D3-A Basin D3-A encompasses a park, buildings, landscape, and walks internal to the site. During a 2- Year storm event runoff from Basin D3-A is captured by an inlet within Basin D3-A and is conveyed to Underground Chambers 4 for water quality treatment. During a major storm event, flow is attenuated within Basin D3-A until it is conveyed through the storm system.The runoff from Basin D3-A is accounted for in the detention volume.The runoff from the roofs in Basin D3-A is rerouted to storm infrastructure in Basin D1 during a water quality/minor storm event.Please see Basin D1.2 &D1.4 for more details. Basin D3-B Basin D3-B encompasses a park, buildings, landscape,and walks internal to the site. Runoff from Basin D3-13 is captured by an inlet within Basin D3-13 and is conveyed to Underground Chambers 4 for water quality treatment. During a major storm event,the runoff from Basin D3-13 is attenuated until it within Basin D3-13 until it is conveyed through the storm system.The runoff from Basin D3- B is accounted for in the detention volume.The runoff from the roof in Basin D3-13 is rerouted to storm infrastructure in Basin D1 during a water quality/minor storm event. Please see Basin D1.5 for more details. Basin D4 Basin D4 encompasses streets,walks and landscape.During a 2-Year storm event runoff from Basin D4 is captured by inlets within Basin D4 and is conveyed to Underground Chambers 4 for water quality treatment. During a major storm event,the runoff from Basin D4 is routed to Inlet 2B via curb and ultimately to the Detention Pond. The runoff from Basin D4 is accounted for in the detention volume. Basin D5 Basin D5 encompasses streets, walks and landscape. Runoff from Basin D5 is captured by inlets within Basin D5 and is conveyed to Underground Chambers 4 for water quality treatment.During a major storm event,the runoff from Basin D5 is routed to Inlet 2C via curb and ultimately to the Detention Pond.The runoff from Basin D5 is accounted for in the detention volume. Basin E1 Basin E1 encompasses a portion of Buckingham Street,as well as buildings, landscape,and walks internal to the site. Runoff from Basin E1 is captured by a sidewalk culvert within Basin E1 and is conveyed to the proposed Detention Pond. The runoff from Basin E1 is accounted for in the detention volume and the extended water quality detention volume. Basin F1 Basin F1 is considered undeveloped for the interim condition. In the interim condition, runoff will flow from west to east to a proposed drainage pan where it will be conveyed to the proposed Detention Pond.See Basin Future F1 for more information. Basin G1 Basin G1 is considered an interim basin.Basin G1 contains a proposed gravel access road.Grading is proposed within basin G1 for the interim condition to prepare for the future development that may occur within the basin. In the interim condition, runoff from this basin is captured by the EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i interim infiltration/detention pond built with the Odell Brewery Parking Lot Expansion Project. See Basin Future GI for more information. Basin G2 Basin G2 is considered undeveloped for the interim condition.Grading is proposed within basin G2 for the interim condition to prepare for the future development that may occur within the basin. In the interim condition,runoff will continue,as historically to flow off-site to storm infrastructure in the Odell parking lot.See basin Future G2 for more information. Basin G3 Basin G3 is considered undeveloped for the interim condition. Basin G3 contains a portion of the proposed gravel access road. Grading is proposed within basin G3 for the interim condition to prepare forthe future development that will occur within the basin.In the interim condition,runoff will continue, as historically to flow off-site to storm infrastructure in the Odell parking lot. See basin Future G3 for more information. Basin OD Basin OD is considered an interim basin. Basin OD encompasses a proposed asphalt access road and gravel shoulder, as well as a portion of the existing Odell parking lot. Grading is proposed within this basin for the interim condition to prepare for the future development and to provide detention storage for the interim condition. Runoff from this basin is captured by the interim infiltration/detention pond built with the Odell Brewery Parking Lot Expansion Project. Basin P Basin P is comprised of the detention pond. Runoff stored in the pond is discharged through an outlet structure and storm drain that ties into an existing storm drain southeast of the project site. Future Development Basins Basin Future F1 Basin Future F1 is considered to be commercial land use in the future condition. Runoff from this future developed basin is accounted for in the detention volume. Basin Future GI Basin Future GI is considered to be commercial land use in the future condition. Runoff from this future developed basin is not accounted for within the detention volume of the subject development. Basin Future G2 Basin Future G2 is considered to be used as a potential detention area for future development in the future condition. Runoff from this future developed basin is not accounted for within the detention volume of the subject development. Basin Future G3 Basin Future G3 is considered to be used as a potential detention area for future development in the future condition. Runoff from this future developed basin is not accounted for within the detention volume of the subject development. Minor Storm Event Basins Basin C2.1 Basin C2.1 is comprised entirely of a portion of roof within Basin D1.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin DI during a major event but is expected to be directed to the stormwater infrastructure in Basin C2 during a water quality/minor event. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP Basin D1.1 Basin D1.1 is comprised entirely of a portion of roof within Basin B2.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin B2 during a major event but is expected to be directed to the stormwater infrastructure in Basin D1 during a water quality/minor event. Basin D1.2 Basin D1.2 is comprised entirely of a portion of roof within Basin D3-A.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin D3-A during a major event but is expected to be directed to the stormwater infrastructure in Basin D1 during a water quality/minor event. Basin D1.3 Basin D1.3 is comprised entirely of a portion of roof within Basin B2.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin B2 during a major event but is expected to be directed to the stormwater infrastructure in Basin D1 during a water quality/minor event. Basin D1.4 Basin D1.4 is comprised entirely of a portion of roof within Basin D3-A.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin D3-A during a major event but is expected to be directed to the stormwater infrastructure in Basin D1 during a water quality/minor event. Basin D1.5 Basin D1.5 is comprised entirely of a portion of roof within Basin D3-B.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin D3-13 during a major event but is expected to be directed to the stormwater infrastructure in Basin D1 during a water quality/minor event. Basin D2.1 Basin D2.1 is comprised entirely of a portion of roof within Basin D1.The runoff within this basin is expected to drain to the stormwater infrastructure in Basin D1 during a major event but is expected to be directed to the stormwater infrastructure in Basin D2 during a water quality/minor event. Combined Basins Detention Pond The DETENTION POND basin consists of basins Al,A2,B1,B2,B3,B4,C1,C2,C3,C4,C5,D1,D2,D3- A,D3-B, D4,D5, E1,F1 FUTURE,and P.This combined basin was used to determine the volume of the detention pond. Interim Infiltration Pond The INTERIM INFILTRATION POND basin consists of basins G1 and OD.This combined basin was used to determine the required interim detention and water quality volume needed to expand the existing infiltration/detention pond,to detain interim impervious areas from basins G1 and OD and treat for water quality. Future Odell Pond The FUTURE ODELL POND basin consists of basins G1 FUTURE,G2 FUTURE, G3 FUTURE and OD. This combined basin was used to estimate potential future runoff from these basins in order to help define the necessary easements for the overflow path of the proposed Tapestry detention pond and any pond that may occur within the future development tract.The Future detention pond will be able to outfall to the proposed storm drain on the southeast end of the site. WQCV The WQCV basin consists of basins Al,A2,E1,F1 FUTURE and P.This combined basin was used to determine the WQCV volume within the detention pond. Note that only 25% of F1 FUTURE was used in determining the WQCV. It is expected that the future development F1 will be required to treat the remaining 75%of their impervious area through an approved LID treatment. EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth EPSGROUP EIGIIEEIIIG UG1 The UG1 basin consists of basins B1, B2, B3, B4 & C5. The runoff from this basin is conveyed to Underground Chambers 1. Runoff calculations from this basin were used in determining the size of Underground Chambers 1 and was used in determining the size of the overflow weir for Underground Chambers 1. UG2 The UG2 basin consists of basins C1, C2, C3 & C4. The runoff from this basin is conveyed to Underground Chambers 2 and was used in determining the size of the overflow weir for Underground Chambers 2. UG3 The UG3 basin consists of basin D1. The runoff from this basin is conveyed to Underground Chambers 3 and was used in determining the size of the overflow weir for Underground Chambers 3. UG4 The UG4 basin consists of basins D2, D3-A, D3-B, D4&D5.The runoff from this basin is conveyed to Underground Chambers 4.Runoff calculations from this basin were used in determining the size of Underground Chambers 4 and were used in determining the size of the overflow weir for Underground Chambers 4. Combined Basins Minor Storm Event UG1* The UG1*basin consists of basins B1, B2, B3, B4&C5. Note that Minor Basins D1.1 and D1.3 were subtracted from calculations of Basin B2.The runoff from this basin is conveyed to Underground Chambers 1 during the minor storm event. UG2* The UG2*basin consists of basins C1,C2,C2.1,C3,&C4.The runoff from this basin is conveyed to Underground Chambers 2 during the minor storm event.The runoff from this basin was used to determine the size of Underground Chambers 2. UG3* The UG3*basin consists of basins D1,D1.1,D1.2,D1.3, D1.4 and D1.5. Note that Minor Basins C2.1 &D2.1 were subtracted from the calculations of Basin D1.The runoff from this basin is conveyed to Underground Chambers 3 during the minor storm event.The runoff from this basin was used to determine the size of Underground Chambers 3. UG4* The UG4* basin consists of basins D2, D2.1, D3-A, D3-B, D4 and D5. Note that Minor Basins D1.2, D1.4, & D1.5 were subtracted from the calculations of Basins D3-A & D3-B.The runoff from this basin is conveyed to Underground Chambers 4 during the minor storm event. The underground chambers were sized to account for the most conservative scenario between the UG and UG*basins. See Table 1 below for rational calculations.A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth E GROUP Nafflilfflxlf Total 100-Yr Basin ID Design Area Cz C,00 2-YrTc Tc Qz O,o O,00 Point (acres) (min) (min) (cfs) (cfs) (cfs) Proposed Basins Al al 0.50 0.77 0.96 5.00 5.00 1.09 1.87 4.77 A2 a2 0.34 0.79 0.99 5.00 5.00 0.78 1.32 3.38 B1 bl 0.57 0.91 1.00 5.00 5.00 1.47 2.52 5.67 B2 b2 0.57 0.84 1.00 5.00 5.00 1.36 2.33 5.66 B3 b3 0.09 0.30 0.38 9.72 8.85 0.06 0.11 0.29 B4 b4 0.43 0.93 1.00 5.00 5.00 1.16 1.98 4.32 C1 cl 0.67 1 0.75 0.94 5.00 1 5.00 1.45 2.48 6.33 C2 c2 0.56 0.91 1.00 5.00 5.00 1.45 2.48 5.53 C2 c2 0.56 0.91 1.00 5.00 5.00 1.45 2.48 5.53 C3 c3 0.05 0.30 0.37 5.11 5.00 0.04 0.08 0.19 C4 c4 0.36 0.76 0.95 5.00 5.00 0.78 1.33 3.38 C5 c5 0.25 0.68 0.85 5.00 5.00 0.48 0.83 2.11 DI d 1 0.73 1 0.89 1.00 5.00 1 5.00 1.85 3.15 7.22 D2 d2 0.23 0.90 1.00 5.00 5.00 0.59 1.01 2.30 D3-A d3-a 0.89 0.54 0.68 10.42 7.90 1.06 1.82 5.17 D3-B d3-b 0.22 0.33 0.42 8.60 7.67 0.17 0.30 0.79 D4 d4 0.21 0.78 0.98 5.00 5.00 0.47 0.81 2.07 D5 d5 0.21 0.75 0.94 5.00 5.00 0.44 0.75 1.92 E1 el 1.21 1 0.77 0.96 6.16 1 5.00 2.48 4.24 11.57 F1 fl 1.14 0.21 0.26 12.17 12.17 0.49 0.84 2.16 G1 gl 1.07 0.22 0.28 10.86 10.86 0.51 0.88 2.24 G2 g2 0.37 0.22 0.27 5.63 5.33 0.22 0.38 1.01 G3 g3 0.26 0.23 0.29 8.20 7.65 0.15 0.25 0.65 OD od 1.09 0.55 0.69 9.77 7.59 1.35 2.30 6.41 P p 1 1.02 0.21 0.27 10.64 1 10.05 1 0.47 1 0.80 1 2.08 Future Development Basins F1 FUTURE fl 1.14 0.85 1.00 5.00 5.00 2.77 4.73 11.37 G1 FUTURE gl 1.07 0.76 0.94 7.25 5.00 2.03 3.48 10.04 G2 FUTURE g2 0.37 0.22 0.27 5.21 5.00 0.23 0.39 1.01 G3 FUTURE g3 0.26 0.23 0.29 8.20 7.65 0.15 0.25 0.65 Minor Storm Event Sub-Basins C2.1 c2.1 0.04 0.95 n/a 5.00 5.00 0.11 n/a n/a D1.1 d1.1 0.01 0.95 n/a 5.00 5.00 0.04 n/a n/a D1.2 d1.2 0.14 0.95 n/a 5.00 5.00 0.39 n/a n/a D1.3 d1.3 0.04 0.95 n/a 5.00 5.00 0.10 n/a n/a D1.4 d1.4 0.13 0.95 n/a 5.00 5.00 0.35 n/a n/a D1.5 d1.5 0.03 0.95 n/a 5.00 5.00 0.08 n/a n/a D2.1 d2.1 0.07 0.95 n/a 5.00 5.00 0.19 n/a n/a Combined Basins DETENTION POND p 10.25 0.72 0.90 10.99 7.62 16.07 27.45 79.54 INTERIM INFILTRATION POND od 2.16 0.39 0.48 10.86 10.86 1.81 3.09 7.88 FUTURE ODELL POND g2 2.79 0.55 0.69 10.86 8.59 3.35 5.73 15.85 EPSGROUPINC.COM NORTHERNENGINEERING.COM 1970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP Total 100-Yr Basin ID Design Area CZ C,00 2-YrTc Tc Qz Q,o Q,00 Point (acres) (min) (min) (cfs) (cfs) (cfs) WQCV p 3.35 0.61 0.76 9.39 7.70 4.70 8.03 21.95 UG1 ug1 1.92 0.83 1.00 5.00 5.00 4.56 7.78 19.06 UG2 ug2 1.64 0.80 0.99 5.00 5.00 3.72 6.35 16.23 UG3 ug3 0.73 0.89 1.00 5.00 5.00 1.85 3.15 7.22 UG4 I ug4 1 1.76 1 0.62 1 0.77 1 10.53 1 7.66 1 2.35 1 4.02 1 11.64 Combined Basins Minor Storm Event UG 1* ug 1* 1.87 0.83 n/a 5.00 N/A 4.42 n/a n/a UG2* ug2* 1.68 0.80 n/a 5.00 N/A 3.83 n/a n/a UG3* ug3* 0.97 0.91 n/a 5.00 N/A 2.50 n/a n/a UG4* ug4* 1.53 0.56 n/a 11.48 N/A 1.84 n/a n/a Undetained Basins G2,G3 g2,g3 0.64 0.22 0.28 11.36 11.36 0.30 0.51 1.31 Table 1 -Rational Calculations Summary B. UNDETAINED BASINS 1. Basins G2 and G3 are planned to go undetained in the interim condition.Interim grading will be performed in these basins to prepare the site for future development. Basin G3 will contain a portion of the proposed gravel access drive.With the grading will come the removal of existing gravel in the area which will be seeded after removal.These basins are just north of the existing Odell parking lot.Historic basins H1 and H2 flow to the same discharge location as proposed basins G2 and G3.The percent impervious and tributary area going to this discharge location is greatly reduced in the interim condition.Therefore the undetained flow from basins G2 and G3 will not be adverse as it is less significantly less than the historic condition.Please note that it is expected that basins G2 and G3 provide adequate detention,water quality,and approved LID infrastructure with future development.Please see Table 2 below for a summary comparison of the historic and interim condition. Historic 100-YR Basin Tributary area(ac) %Impervious Runoff(cfs) H 1 0.31 18% 0.8 H2 2.99 24% 8.6 Total 3.30 23% 9.4 Undetained Interim Basin Tributary area(ac) %Impervious Runoff(cfs) G2 0.37 4% 1.01 G3 0.26 6% 0.65 Total 0.64 5% 1.31 Table 2-Undetained Flow Summary EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth iS NORTHERN C. LOW IMPACT DEVELOPMENT(LID) 1. Stormtech isolator chambers are proposed to treat on-site runoff and conform with LID practices established in the UDFCD and Fort Collins Stormwater Criteria Manual. LID Site Summary-New Impervious Area Total Area of Current Development 446,672 ft 2 Total New or Modified Impervious Area 254,872 ft 2 75%Required Minimum Area to be Treated by LID 191,154 ft2 Total Impervious Area Treated by LID 192,872 ft 2 Percent Impervious Treated by LID 75.67% Table 3-On-site LID Summary 2. There is an existing infiltration pond within basin OD,built with the Odell Brewery Parking Lot Expansion (please see Appendix t for excerpts from this project).This pond was historically used to treat runoff from the Odell parking lot north of the brewery.Grading improvements for this pond are proposed to detain the new impervious area from the proposed access roads within basins G1 and OD.This new impervious area is to be treated within the expanded interim infiltration pond. D. DETENTION AND WATER QUALITY 1. Detention Pond Calculations: • Detention Pond Calculations were done via FAA Modified method as described in Chapter 6, Section 2.3 in the City of Fort Collins Stormwater Criteria Manual. • The Tapestry project proposes providing 100-year detention at a specified release rate of 0.20 cfs/acre and utilizing extended detention for water quality. • Basins Al,A2,61,B2,B3,B4,C1,C2,C3,C4,C5,D1,D2,D3-A,D3-B,D4,D5,E1,F1 Future,and P were used in sizing the detention proposed detention pond. • An existing interim infiltration/detention pond already exists within basin OD.Basins G1 and OD were used in sizing the storage expansion to the existing interim detention/infiltration pond. • Water quality extended detention volumes are accounted for as additive in both the proposed detention pond and the existing infiltration/detention pond. Tributary Avg.Percent Extended 100-Yr 100-Yr Spillway Peak Pond ID Imperviousness Detention Detention Detention Elevation Release Area (ac) (%) WQCV(ac-ft) Vol.(ac-ft) WSEL(ft) (ft) (cfs) Detention Pond 10.25 67 0.07 2.54 4,949.85 4,950.00 2.05 Interim Infiltration/Detention 2.16 26 0.02 0.27 4,946.97 4,947.66 0.42 Pond Table 4-Pond Summary Table EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP E. SPECIFIC DETAILS 1. The Tapestry project plan is constrained on the north and west by Buckingham Street and 3rd Street respectively, on the east side by the Colorado Iron and Metal property, and to the south by the Odell property.The site will be discharging from the proposed detention pond to an existing storm drain southeast of the project site.Analysis of the capacity of the existing storm drain built with the Colorado Iron and Metal project is included in Appendix 1.The pipe does have capacity for the combined release rates of the proposed pond release(2.05 cfs),the Future Odell pond release(0.56 cfs)and the existing(0.64 cfs)release rate from the Colorado Iron and Metal detention pond. 2. An agreement was reached with the City to define drainage easements for the overflow from the proposed detention pond spillway.The agreement was to model the 500-YR overflow in HEC-RAS to determine the flow limits of the overflow path between the proposed detention pond and the existing pond in the south corner of the eastern Odell parking lot.The 500-YR overflow rate of 31.61 cfs was determined from a SWMM model.The SWMM model considered the future development tract in its fully developed condition.The model takes runoff from the Tapestry site to the proposed detention pond,the overflow weir of the pond is set to spill into a"Future Pond". The"Future Pond"is a conceptual pond that receives runoff from the future development tract as well as flow that overtops the spillway from the proposed Tapestry Pond. The flow that overtops the spillway of the"Future Pond"was used as the 500-YR overflow profile in HEC-RAS.The flow limits along this flow path were used in defining the downstream easements needed to account for overflows from the Tapestry Pond as well as a pond within the future development tract. An exhibit showing the HEC-RAS results and a summary of the SWMM model are included in Appendix F. 3. Stormtech isolator chambers were designed to treat the water quality storm event.Water Quality weirs are proposed for each Stormtech chamber so that minor storm events are captured and treated by the isolator chambers and storm events greater than the minor storm event are bypassed over the weir.The weir heights are the same height as the Stormtech system for each of the four systems.The height of each system includes the height of the chambers plus the height of the porous stone above and below the chambers.In order to determine HGLs within the upstream storm pipes a starting HGL for each weir was determined by a weir calc of the design flow going to over each of the four weirs.From there,four separate storm sewer models were ran from each weir up to all storm pipes upstream of each weir,using the starting HGLs that were determined from the weir calcs. A separate storm sewer model was ran for all the storm lines downstream of the weir. This determined if the starting HGL in any of the four upstream models needed to be increased. The highest HGL between each of the upstream models and their counterparts in the downstream model were used for final storm sewer calculations.The width of the weirs were determined by the design constraints at each inlet upstream of the weirs.The size and location of the weirs varies. Note that inlet 1-FG has an orifice plate,this was done to ensure that only the design flow outfalls from inlet 1-FG,so that downstream HGLs will meet site constraints.Please see Table 5 below for a summary of these calculations and weir sizes.Please see Appendix Efor hydraulic calculations and Appendix C for weir calculations. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP -Ni E-G Weir Structure Weir Weir Q Design UpstreamDownstream Design HGL Stormtech ID Location Type Width(ft) Elevation(ft) (cfs) Model HGL Model HGL (ft) (ft) (ft) Junction Box STORMTECH 1 JB 1 FG with Inlet& 4.5 4950.10 9.22 4950.82 4949.62 4950.82 WQ Weir STMH 6'Concrete STORMTECH 2 w/WEIR 1 E-1 Manhole 5.4 4948.62 15.44 4949.52 4949.57 4949.57 w/WEIR STMH 5'Concrete STORMTECH 3 w/WEIR 1 C-1 Manhole 4.4 4949.59 5.20 4950.09 4948.95 4950.09 w/WEIR STMH 5'Concrete STORMTECH 4 w/WEIR 1 B-1 Manhole 4.4 4949.25 4.46 4949.70 4948.07 4949.70 w/WEIR Table 5-Water Quality Weir Summary 4. Due to the water quality weirs dictating most of the storm sewer design for the Storm 1 network, most of the storm sewer only has capacity for the 2-Year to 10-Year storm event.The flows shown in Table 5 above are the maximum allowable flows that can pass over the water quality weirs in the 100-Year storm event.All excess flow must be conveyed safely through the site to the detention pond. Please note that the flow for inlets 1 B-2.1 & 1 B-2.2 attenuates within Basins D3-13 and D3-A respectively.Stage storage calculations are provided to show the attenuation depth in each basin in Appendix D.Overtopping locations where these excess flows are conveyed can be seen on the Drainage Exhibit.Overtopping calculations for these areas can be found in Appendix D. Table 6 below is a summary of the excess flows including where they originate and where they are eventually captured and conveyed to the detention pond. Table 7 below shows the summary of the overtopping locations. Q2 Q10 Q100 Q Bypass Q Q Design Q Q Bypass Bypass Bypass Sent Inlet (cfs) (cfs) (cfs) Captured Design Storm Event Bypass Storm Captured To: (cfs) (cfs) (cfs) Event From: Inlets: 1 B-3, INLET2C 1.09 1.87 4.77 6.90 11.67 >100-Year 0.00 N/A 1C-2, 1G-2, N/A 1 FG,&1 I Inlets:1 B-4, INLET213 0.78 1.32 3.38 7.02 10.40 >100-Year 0.00 N/A 1C-2, 1G-2, N/A 1FG,&lI INLET 11 1.47 2.52 5.67 0.00 2.52 10-Year 3.15 (100-Year)- N/A Overtopping (1 0-Year) B,C,&D INLET 1 FG 1.36 2.33 5.66 0.00 2.33 10-Year 3.33 (100-Year)- N/A Overtopping (1 0-Year) C&D ADS BASIN 0.03 0.05 0.14 0.00 0.14 100-Year 0.00 N/A N/A N/A 1 K-1 ADS BASIN 0.52 0.88 2.25 0.00 2.25 100-Year 0.00 N/A N/A N/A 1L INLET 1G-2 1.16 1.98 4.32 0.00 1.98 10-Year 2.35 (100-Year)- N/A Overtopping (1 0-Year) A,C,&D INLET 1 E-5 1.45 2.48 6.33 0.00 6.33 100-Year 0.00 N/A N/A N/A EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP Q Bypass Q Q Q Bypass Bypass Inlet Q2 Q10 Q100 Captured Design Q Design Bypass Storm Captured Bypass Sent (cfs) (cfs) (cfs) (cfs) (cfs) Storm Event (cfs) Event From: To: INLET 1 E-4 1.45 2.48 5.53 0.00 5.53 100-Year 0.00 N/A N/A N/A ADS BASIN 0.82 1.40 3.58 0.00 3.58 100-Year 0.00 N/A N/A N/A 1 E-2.1 >10-Year& >2-Year& Overtopping INLET 1C-2 1.85 3.15 7.22 0.00 5.20 <100-Year 2.02 <10-Year N/A D INLET 1 B-2 0.59 1.01 2.30 0.00 2.30 100-Year 0.00 N/A N/A N/A ADS BASIN 1.06 1.82 5.17 0.00 1.06 2-Year 4.11 (100-Year)- N/A Attenuates 1 B-2.2 (2-Year) ADS BASIN 0.17 0.30 0.79 0.00 0.17 2-Year 0.62 (100-Year)- N/A Attenuates 1 B-2.1 (2-Year) INLET 1 B-4 0.47 0.81 2.07 0.00 0.47 2-Year 1.60 (100-Year)- N/A Inlet 2B (2-Year) INLET 1 B-3 0.44 0.75 1.92 0.00 0.44 2-Year 1.48 (100-Year)- N/A Inlet 2C (2-Year) Table 6-Bypass Flow Summary Overtopping Total Flow Flow Overtopping Flow WSEL Location Discharge Received Conveyed Invert(ft) Depth (ft) (cfs) From: To: (ft) A 2.35 INLET 1G-2 B-B 4952.38 0.28 4952.66 B 3.15 INLET 11 C-C 4952.40 0.2 4952.6 C 882 INLETS 1G- D-D 4952.00 0.45 4952.45 2, 1 FG, 1 I INLETS 1 C- Inlets:213& D 10.84 2, 1 G-21 2C 4951.53 0.27 4951.8 1 FG, 1 I Table 7-Bypass Conveyance Summary I. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 1. The detention design proposed with the Tapestry project does comply with the City of Fort Collins'Stormwater Criteria Manual. 2. The drainage plan and stormwater management measures proposed with the Tapestry project are compliant with all applicable State and Federal regulations governing stormwater discharge. B. DRAINAGE CONCEPT 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth i GROUP Ni EG II. REFERENCES 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,November 5,2009,BHA Design,Inc.with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual,City of Fort Collins,Colorado,as adopted by Ordinance No. 159,2018,and referenced in Section 26-500 of the City of Fort Collins Municipal Code. 3. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 4. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised January 2016. Mile High Flood District, Updated March 2024. 5. Preliminary Geotechnical Investigation Tapestry Development Buckingham and 3'd Street Fort Collins, Colorado, Project No. FC11255.000-120, CTL Thompson, August 12, 2024, Fort Collins, Colorado. 6. Utility Plans for Odell-North,Northern Engineering,Approved January 9,2022. 7. Drainage Letter Report for Odell Brew House Expansion,Northern Engineering,November 28,2012. 8. Odell Brew House Drainage Letter Report Amendment,Northern Engineering,April 22,2013. 9. Utility Plans for Odell Brewery Parking Lot Expansion,Northern Engineering,Approved May 03,2013. 10. Final Drainage, Erosion Control and Water Quality Report for Colorado Iron and Metal, Apex Engineering,March 16,2012. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth 4(-_EPS W GROUP NORTHERN APPENDIX A HYDROLOGIC COMPUTATIONS Fv V � ` r j 0 ••• M 0 E P S W- GROUP NORw RERR HISTORIC RUNOFF Percent Character of Surface: Runoff Coefficient' Impervious' Project: Tapestry Streets,Parking Lots,Roofs,Alleys,and Drives: Location: Fort Collins Asphalt,Concrete 0.95 100% Calc. By: J.Obanion Gravel 0.50 40% Date: July 17,2024 Lawns and Landscaping: . Lawns,Sandy Soil, Flat Slope<2% 0.10 2% 2)Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins USDA SOIL TYPE:C 1)Runoff coefficients per Tables 3.2-1&3.2 of the FCSM. Percent impervious per Tables 4.1-2&4.1-3 of the FCSM. Stormwater Manual(FCSM). Asphalt,Basin Area Basin Area Lawns,Sandy Soil, • 0 00 Basin ID •.ft.) (acres) (acres) Gravel (acres) Flat Slope<2% Impervious11 11 11 On-Site Basins H1 13,560 0.31 0.00 0.13 0.18 18% 0.27 0.27 0.27 0.34 H2 130,225 2.99 0.00 1.71 1.28 24% 0.33 0.33 0.33 0.41 H3 233,711 5.37 0.00 1.12 4.24 10% 0.18 0.18 0.18 0.23 H4 53,757 1.23 0.00 0.12 1.11 6% 0.14 0.14 0.14 0.17 H5 53,542 1.23 0.00 0.00 1.23 2% 0.10 0.10 0.10 0.13 Total 484,794 11.13 0.00 3.08 8.05 13% 0.21 0.21 0.21 0.26 Off-Site Basins OS1 18,642 0.43 0.40 0.00 0.03 94% 0.90 0.90 0.90 1.00 OS2 18,175 0.42 0.19 0.00 0.23 46% 0.48 0.48 0.48 0.60 Total 36,817 0.85 0.59 0.00 0.26 70% 0.69 0.69 0.69 0.86 Combined Basins H1&H2 143,785 3.30 0.00 1.84 1.46 23% 0.32 1 0.32 1 0.32 1 0.40 Page 1 of 1 EPS N GROUP NORTHERN HISTORIC CONCENTRATION COMPUTATIONS Overland Flow,Time of Concentration: Maximum Tc: Project: Tapestry 1.87(1.1 - C * Cf)-\[L- (Equation 3.3-2 per Fort Collins Stormwater Manual) Tc = L+ 10 (Equation 3.3-5 per Fort Collins Location: Fort Collins Ti = .S 1/3 180 Stormwater Manual) Calculations By: J.Obanion Date: July 17,2024 Channelized Flow,Velocity: Channelized Flow,Time of Concentration: 1.49 2 3 L (Equation 5-5 per Fort Collins V = * R � *� (Equation 5-4 per Fort Collins Stormwater Manual) Tt - n V * 60 Where: V=Velocity(ft/sec) WP=Wetted Perimeter(ft) • n=Roughness Coefficient 1)Add 4900 to all elevations. flow. Assume a water depth of 1',fixed side slopes,and a triangular 2)Per Fort Collins Stormwater Manual,minimum Tc=5 min. swale section for grass channelized flow. Assume a water depth of 1',4:1 R=Hydraulic Radius(feet) 3)Assume a water depth of 6"and a typical curb and gutter per Larimer side slopes,and a 2'wide valley pan for channelized flow in a valley pan. S=Longitudinal Slope,feet/feet County Urban Street Standard Detail701 for curb and gutter channelized Overland Flow channelized Flow Time of Concentration DesignBasin ID •. Len00 Len00 00 (ft) Up Down (min) (min) (min) (ft) Up Down (sq.ft.) (ft/s) (min) (min) (min) (min) (min) (min) (min) (min) On-Site Basins H1 hi 178 57.00 48.36 4.85% 12.23 12.23 11.23 0 - - N/A Swale(4:1) 0.035 4.00 8.25 N/A N/A 0.00 10.99 12.23 10.99 12.23 10.99 11.23 10.99 H2 h2 500 61.00 56.22 0.96% 32.76 32.76 29.28 0 - - N/A Swale(4:1) 0.035 4.00 8.25 N/A N/A 0.00 12.78 32.76 12.78 32.76 12.78 29.28 12.78 H3 h3 500 60.00 54.75 1.05% 37.69 37.69 35.80 0 - - N/A Swale(4:1) 0.035 4.00 8.25 N/A N/A 0.00 12.78 37.69 12.78 37.69 12.78 35.80 12.78 H4 h4 385 61.00 51.00 2.60% 25.64 25.64 24.71 0 - - N/A Swale(4:1) 0.035 4.00 8.25 N/A N/A 0.00 12.14 25.64 12.14 25.64 12.14 24.71 12.14 H5 Jh5 1 120 1 61.00 1 51.87 1 7.61%1 10.42 10.42 1 10.15 1 0 - - I N/A I Swale(4:1) 1 0.035 1 4.00 1 8.25 1 N/A N/A 0.00 1 10.67 1 10.42 1 10.42 1 10.42 1 10.42 1 10.15 1 10.15 Off-site Basins OS1 osl 20 1 53.00 1 52.65 1 1.75% 1 1.41 1 1.41 1 0.69 1 656 1 52.65 1 50.82 1 0.28% 1 Gutter 1 0.012 1 3.61 1 19.18 1 0.19 1 2.15 1 5.07 1 13.76 1 6.49 1 6.49 1 6.49 1 6.49 1 5.77 1 5.77 OS2 1os2 28 1 53.00 1 52.52 1 1.71% 1 5.15 1 5.15 1 4.16 1 600 1 52.52 1 50.42 1 0.35% 1 Gutter 1 0.012 1 3.61 1 19.18 1 0.19 1 2.41 1 4.14 1 13.49 1 9.29 1 9.29 1 9.29 1 9.29 1 8.30 1 8.30 Combined Basins H1&H2 hl&h2 1 500 1 61.00 1 56.22 1 0.96% 1 32.99 1 32.99 1 29.57 1 0 1 - I - I N/A I Swale(4:1) 1 0.035 1 4.00 1 8.25 1 N/A I N/A 1 0.00 1 12.78 1 32.99 1 12.78 1 32.99 1 12.78 1 29.57 1 12.78 Page 1 of 1 � E P S ■NORTHERN C GROUP ENGINEERING HISTORIC DIRECT RUNOFF • • Rational Equation:Q=CiA(Equation 6-1 per MHFD) Project: Tapestry Intensity,I,from Fig.3.4.1 Fort Collins Stormwater Manual. Location: Fort Collins Calc. By: J.Obanion Date: July 17,2024 Basin Design - Tc(Min) Runoff C Intensity(in/hr) Flow(cfs) On-Site Basins H1 hl 0.31 11.0 11.0 11.0 0.3 0.3 0.3 2.2 3.7 7.6 0.2 0.3 0.8 H2 h2 2.99 12.8 12.8 12.8 0.3 0.3 0.4 2.0 3.4 7.0 2.0 3.4 8.6 H3 h3 5.37 12.8 12.8 12.8 0.2 0.2 0.2 2.0 3.4 7.0 2.0 3.4 8.7 H4 h4 1.23 12.1 12.1 12.1 0.1 0.1 0.2 2.1 3.5 7.2 0.4 0.6 1.5 H5 h5 1.23 10.4 10.4 10.2 0.1 0.1 0.1 2.2 3.8 7.7 0.3 0.5 1.2 Off-Site Basins OS1 losl 1 0.43 1 6.5 1 6.5 1 5.8 1 0.9 1 0.9 1 1.0 1 2.7 1 4.6 1 9.6 1 1.0 1 1.7 1 4.1 OS2 1os2 1 0.42 1 9.3 1 9.3 1 8.3 1 0.5 1 0.5 1 0.6 1 2.3 1 3.9 1 8.4 1 0.5 1 0.8 1 2.1 Combined Basins H1&H2 jhl&h2 1 3.30 1 12.8 1 12.81 12.8 1 0.3 1 0.3 1 0.4 1 2.0 1 3.4 1 7.0 1 2.1 1 3.7 1 9.4 �.W EPS NORTH ERR GROUP 6 NEERING Developed Basin Notes: 1) The DETENTION POND Basin consists of all the proposed basins that will be captured in the proposed detention pond. This basin is a combinantion of Basins Al, A2, 131, B2, B3, B4, C1, C2, C3, C4, C5, D1, D2, D3-A, D3-B, D4, D5, E1, F1 FUTURE, & P. 2) The INTERIM INFILTRATION POND Basin consists of Basins G1 and OD in the interim condition. This basin was used to deterimine the required interim detention and WQCV. 3) The FUTURE ODELL POND Basin consists of all the basins that are anticipated to be captured by the a detention pond in the future condition within the future development tract. This basin is a combination of Basins G1 FUTURE, G2 FUTURE, G3 FUTURE and OD. 4) The WQCV Basin consists of all the basins that will be treated for water quality via extended detention. This basin is a combination of Basins Al, A2, E1, 25% of F1 FUTURE, & P. 5) The UG1 Basin consists of basins B1, B2, B3, B4, & C5 that will be treated through Stormtech Chambers. 6) The UG2 Basin consists of basins C1, C2, C3 & C4 that will be treated through Stormtech Chambers. 7) The UG3 Basin consists of basin D1 that will be treated through Stormtech Chambes. 8) The UG4 Basin consists of basins D2, D3-A, D3-B, D4, & D5 that will be treated through Stormtech Chambers. 9) The UG1* Basin consists of basins B1, B2, B3, B4, & C5 that will be treated through Stormtech Chambers. Note that Minor Basin D1.1 & D1.3 were subracted from basin B2 for this calculation. 10) The UG2* Basin consists of basins C1, C2, C3, C4 & Minor Basin C2.1 that will be treated through Stormtech Chambers. 11) The UG3* Basin consists of basins D1, Minor Basin D1.1, Minor Basin D1.2, Minor Basin D1.3, Minor Basin D1.4 & Minor Basin D1.5 that will be treated through Stormtech Chambers. Note that Minor Basins C2.1 & D2.1 were subtracted from basin D1 for this calculation. 12) The UG4* Basin consists of basins D2, D3-A, D3-B, D4, D5, & Minor Basin D2.1 that will be treated through Stormtech Chambers. Note that Minor Basins D1.2, D1.4,& D1.5 were subracted from the D3 basins for this calculation. 13) The Undetained Interim Basin consists of Basins G2 and G3 that will not be captured within the proposed detention pond. Page 1 of 1 E P S W GROUP NORTHERN DEVELOPED RUNOFF COEFFICIENTCALCULATIONS Percent Character of Surface: Runoff Coefficient' Impervious" Project: Tapestry Streets,Parking Lots,Roofs,Alleys,and Drives: Location: Fort Collins Asphalt,Concrete 0.95 100% Calc.By: J.Obanion Rooftop 0.95 90% Date: November 7,2024 Commercial 0.85 80% Recycled Asphalt 0.80 80 0 Gravel 0.50 40% Lawns and Landscaping: Pavers 0.50 4000 , Composite Runoff Coefficient2 Lawns,Clayey Soil,Flat Slope<2% 1 0.20 1 2%�2)Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort USDA SOIL TYPE:C 1)Runoff coefficients per Tables 3.2-1&3.2 of the FCSM. Percent impervious per Tables 4.1-2&4.1-3 of the FCSM. Collins Stormwater Manual(FCSM). Basin Area Basin Area • • -• • Basin 1 Rooftop • ' ••- '� • p- • 11 11 11 Proposed Basins Al 21,818 0.50 0.22 0.16 0.00 0.00 0.00 0.00 0.12 73% 0.77 0.77 0.77 0.96 A2 15,006 0.34 0.27 0.00 0.00 0.00 0.00 0.00 0.07 79% 0.79 0.79 0.79 0.99 131 24,804 0.57 0.33 0.20 0.00 0.00 0.00 0.00 0.03 91% 0.91 0.91 0.91 1.00 B2 24,764 0.57 0.33 0.15 0.00 0.00 0.00 0.00 0.08 83% 0.84 0.84 0.84 1.00 B3 4,040 0.09 0.01 0.00 0.00 0.00 0.00 0.00 0.08 15% 0.30 0.30 0.30 0.38 B4 18,921 0.43 0.20 0.22 0.00 0.00 0.00 0.00 0.01 93% 0.93 0.93 0.93 1.00 C1 29,370 0.67 0.34 0.16 0.00 0.00 0.00 0.00 0.18 72% 0.75 0.75 0.75 0.94 C2 24,214 0.56 0.33 0.20 0.00 0.00 0.00 0.00 0.03 92% 0.91 0.91 0.91 1.00 C3 2,264 0.05 0.01 0.00 0.00 0.00 0.00 0.00 0.05 15% 0.30 0.30 0.30 0.37 C4 15,625 0.36 0.14 0.13 0.00 0.00 0.00 0.00 0.09 71% 0.76 0.76 0.76 0.95 C5 10,913 0.25 0.13 0.03 0.00 0.00 0.00 0.00 0.09 63% 0.68 0.68 0.68 0.85 D1 31,612 0.73 0.45 0.22 0.00 0.00 0.00 0.00 0.06 89% 0.89 0.89 0.89 1.00 D2 10,089 0.23 0.14 0.07 0.00 0.00 0.00 0.00 0.02 90% 0.90 0.90 0.90 1.00 D3-A 38,783 0.89 0.09 0.27 0.00 0.03 0.04 0.01 0.45 43% 0.54 0.54 0.54 0.68 D3-B 9,643 0.22 0.01 0.03 0.00 0.00 0.00 0.00 0.18 18% 0.33 0.33 0.33 0.42 D4 9,263 0.21 0.17 0.00 0.00 0.00 0.00 0.00 0.05 78% 0.78 0.78 0.78 0.98 D5 8,933 0.21 0.15 0.00 0.00 0.00 0.00 0.00 0.05 74% 0.75 0.75 0.75 0.94 E1 52,536 1.21 0.60 0.32 0.00 0.00 0.00 0.00 0.29 74% 0.77 0.77 0.77 0.96 F1 49,798 1.14 0.02 0.00 0.00 0.00 0.00 0.00 1.13 3% 0.21 0.21 0.21 0.26 G1 46,583 1.07 0.00 0.00 0.00 0.08 0.00 0.00 0.99 5% 0.22 0.22 0.22 0.28 G2 16,333 0.37 0.01 0.00 0.00 0.00 0.00 0.00 0.37 4% 0.22 0.22 0.22 0.27 G3 11,466 0.26 0.00 0.00 0.00 0.03 0.00 0.00 0.24 6% 0.23 0.23 0.23 0.29 CD 47,361 1.09 0.48 0.00 0.00 0.06 0.00 0.00 0.55 48% 0.55 0.55 0.55 0.69 P 44,277 1.02 0.02 0.00 0.00 0.00 0.00 0.00 1.00 4% 0.21 0.21 0.21 0.27 Total 568,415 13.05 4.44 2.17 0.00 0.19 0.04 0.01 6.20 51% 0.59 0.59 0.59 0.73 Future Development Basins F1 FUTURE 49,798 1.14 0.00 0.00 1.14 0.00 0.00 0.00 0.00 80% 0.85 0.85 0.85 1.00 G1 FUTURE 46,583 1.07 0.79 0.00 0.00 0.00 0.00 0.00 0.28 75% 0.76 0.76 0.76 0.94 G2 FUTURE 16,333 0.37 0.01 0.00 0.00 0.00 0.00 0.00 0.37 4% 0.22 0.22 0.22 0.27 G3 FUTURE 11,466 0.26 0.00 0.00 0.00 0.03 0.00 0.00 0.24 6% 0.23 0.23 0.23 0.29 Total 124,179 2.85 0.80 0.00 1.14 0.03 0.00 1 0.00 0.88 161%1 0.67 1 0.67 1 0.67 1 0.84 Minor Storm Event Sub-Basins Page 1 of 2 E P S W GROUP NORTHERN DEVELOPED RUNOFF COEFFICIENTCALCULATIONS Percent Character of Surface: Runoff Coefficient' Impervious" Project: Tapestry Streets,Parking Lots,Roofs,Alleys,and Drives: Location: Fort Collins Asphalt,Concrete 0.95 100% Calc.By: J.Obanion Rooftop 0.95 90% Date: November 7,2024 Commercial 0.85 80% Recycled Asphalt 0.80 80 0 Gravel 0.50 40% Lawns and Landscaping: Pavers 0.50 4000 , Composite Runoff Coefficient2 Lawns,Clayey Soil,Flat Slope<2% 1 0.20 1 2%�2)Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort USDA SOIL TYPE:C 1)Runoff coefficients per Tables 3.2-1&3.2 of the FCSM. Percent impervious per Tables 4.1-2&4.1-3 of the FCSM. Collins Stormwater Manual(FCSM). Basin Area Basin Area • • -• • Basin 1 Rooftop • ' ••- '� • p- • 11 11 Cf=1.00 C2.1 1,794 0.04 0.00 0.04 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D1.1 604 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D1.2 6,267 0.14 0.00 0.14 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D1.3 1,554 0.04 0.00 0.04 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D1.4 5,606 0.13 0.00 0.13 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D1.5 1,293 0.03 0.00 0.03 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a D2.1 3,020 0.07 0.00 0.07 0.00 0.00 0.00 0.00 0.00 90% 0.95 n/a n/a n/a Total 15,825 0.36 0.00 0.36 0.00 0.00 0.00 1 0.00 1 0.00 190%1 0.95 1 0.95 1 0.95 1 1.00 Combined Basins 1,2,3,4,5,6,7,8 DETENTION POND 446,672 10.25 3.94 2.17 1.14 0.03 0.04 0.01 2.93 67% 0.72 0.72 0.72 0.90 INTERIM INFILTRATION POND 93,944 2.16 0.48 0.00 0.00 0.13 0.00 0.00 1.54 26% 0.39 0.39 0.39 0.48 FUTURE ODELL POND 121,743 2.79 1.28 0.00 0.00 0.09 0.00 0.00 1.43 48% 0.55 0.55 0.55 0.69 WQCV 146,086 3.35 1.11 0.48 0.29 0.00 0.00 0.00 1.48 54% 0.61 0.61 0.61 0.76 UG1 83,443 1.92 1.01 0.61 0.00 0.00 0.00 0.00 0.30 82% 0.83 0.83 0.83 1.00 UG2 71,473 1.64 0.82 0.49 0.00 0.00 0.00 0.00 0.34 77% 0.80 0.80 0.80 0.99 UG3 31,612 0.73 0.45 0.22 0.00 0.00 0.00 0.00 0.06 89% 0.89 0.89 0.89 1.00 UG4 76,711 1 1.76 1 0.56 1 0.37 1 0.00 1 0.03 1 0.04 0.01 1 0.75 154%1 0.62 1 0.62 1 0.62 1 0.77 Combined Basins Minor Storm Event 9,10,11,12 UG1* 81,284 1.87 1.01 0.56 0.00 0.00 0.00 0.00 0.30 81% 0.83 n/a n/a n/a UG2'` 73,267 1.68 0.82 0.53 0.00 0.00 0.00 0.00 0.34 77% 0.80 n/a n/a n/a UG3` 42,121 0.97 0.45 0.46 0.00 0.00 0.00 0.00 0.06 90% 0.91 n/a n/a n/a UG4` 66,565 1.53 0.56 0.14 0.00 0.03 0.04 0.01 0.75 49% 0.56 n/a n/a n/a Undetained Basins 13 G2,G3 27,799 0.64 0.01 0.00 0.00 0.03 0.00 0.00 0.60 5% 0.22 1 0.22 1 0.22 1 0.28 Page 2 of 2 �_EPS R GROUP NOTHERN EERING DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow,Time of Concentration: Maximum Tc: Project: Tapestry Location: Fort Collins 1.87(1.1 - C * Cf)� (Equation 3.3-2 per Fort Collins Stormwater Manua[) Tc = L + 10 (Equation 3.3-5 per Fort Collins Ti - S1/3 180 Stormwater Manua[) Calculations By: J.Obanion Date: November 7,2024 Channelized Flow,Velocity: Channelized Flow,Time of Concentration: V _ 1.49 * Rz/3 * (Equation 5-4 per Fort Collins Stormwater Manual) Tt __ (Equation 5-5 per Fort Collins n V * 60 Where: V=Velocity(ft/sec) WP=Wetted Perimeter(ft) • n=Roughness Coefficient 1)Add 4900 to all elevations. flow. Assume a water depth of 1',fixed side slopes,and a triangular 2)Per Fort Collins Stormwater Manual,minimum Tc=5 min. Swale section for grass channelized flow. Assume a water depth of 1',4:1 R=Hydraulic Radius(feet) 3)Assume a water depth of 6"and a typical curb and gutter per Larimer side slopes,and a 2'wide valley pan for channelized flow in a valley pan. S=Longitudinal Slope,feet/feet County Urban Street Standard Detail 701 for curb and gutter channelized Overland Flow channelized Flow Time of Concentration Comp.Basin ID Design Point Length Elev Elev Slope Ti Ti Ti th Slope Flow V Tt Max. Comp. Tc Comp. 00 00 00 Proposed Basins Al al 7 52.25 52.10 2.14% 1.28 1.28 0.55 270 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.42 11.54 2.71 5.00 2.71 5.00 1.97 5.00 A2 a2 26 53.40 51.82 6.08% 1.62 1.62 0.59 220 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.16 11.37 2.78 5.00 2.78 5.00 1.75 5.00 B1 bl 61 54.27 53.01 2.07% 2.21 2.21 1.15 190 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.52 11.39 2.72 5.00 2.72 5.00 1.66 5.00 B2 b2 67 53.84 52.33 2.25% 3.03 3.03 1.17 86 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.23 10.85 3.26 5.00 3.26 5.00 1.40 5.00 B3 b3 81 54.63 52.22 2.98% 9.36 9.36 8.48 135 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.37 11.20 9.72 9.72 9.72 9.72 8.85 8.85 B4 b4 35 53.12 51.60 4.34% 1.12 1.12 0.68 0 N/A #N/A #N/A N/A N/A 0.00 1 10.19 1.12 5.00 1.12 5.00 0.68 5.00 C1 cl 34 53.66 52.42 3.65% 2.45 2.45 1.11 276 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.59 11.72 4.04 5.00 4.04 5.00 2.71 5.00 C2 c2 30 52.85 52.10 2.50% 1.40 1.40 0.75 290 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.68 11.78 3.08 5.00 3.08 5.00 2.43 5.00 C3 c3 40 52.91 50.36 6.37% 5.11 5.11 4.64 0 N/A #N/A #N/A N/A N/A 0.00 10.22 5.11 5.11 5.11 5.11 4.64 5.00 C4 c4 13 53.17 52.56 4.69% 1.37 1.37 0.61 234 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.35 11.37 2.73 5.00 2.73 5.00 1.96 5.00 C5 c5 34 53.66 52.42 3.65% 2.99 2.99 1.79 276 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.59 11.72 4.59 5.00 4.59 5.00 3.39 5.00 D1 di 25 52.66 51.93 2.92% 1.36 1.36 0.65 225 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.30 11.39 2.66 5.00 2.66 5.00 1.95 5.00 D2 d2 62 52 50.92 2.10% 2.32 2.32 1.15 45 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 0.26 10.59 2.58 5.00 2.58 5.00 1.41 5.00 D3-A d3-a 160 53.11 49.84 2.04% 10.42 10.42 7.90 0 N/A #N/A #N/A N/A N/A 0.00 10.89 10.42 10.42 10.42 10.42 7.90 7.90 D3-B d3-b 81 52.79 50.05 3.38% 8.60 8.60 7.67 0 N/A #N/A #N/A N/A N/A 0.00 10.45 8.60 8.60 8.60 8.60 7.67 7.67 D4 d4 10 53.51 53.20 3.10% 1.29 1.29 0.49 280 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.48 11.61 2.76 5.00 2.76 5.00 1.97 5.00 D5 d5 10 53.51 53.20 3.10% 1.41 1.41 0.65 285 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.50 11.64 2.91 5.00 2.91 5.00 2.15 5.00 E1 el 32 53.67 52.43 3.88% 2.21 2.21 0.91 611 0.40% Gutter 0.012 3.61 19.18 0.19 2.58 3.95 13.57 6.16 6.16 6.16 6.16 4.86 5.00 F1 fl 100 51.80 49.42 2.38% 12.46 12.46 11.72 290 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.79 12.17 13.24 12.17 13.24 12.17 12.51 12.17 G1 gl 154 52.00 49.93 1.34% 18.48 18.48 17.32 0 N/A #N/A #N/A N/A N/A 0.00 10.86 18.48 10.86 18.48 10.86 17.32 10.86 G2 g2 10 50.56 50.44 1.20% 4.92 4.92 4.62 154 1.34% Swale(8:1) 0.030 8.00 16.12 0.50 3.60 0.71 10.91 5.63 5.63 5.63 5.63 5.33 5.33 G3 g3 90 53.00 47.00 6.67% 8.20 8.20 7.65 0 N/A #N/A #N/A N/A N/A 0.00 10.50 8.20 8.20 8.20 8.20 7.65 7.65 OD od 1 154 50.49 45.71 3.10% 8.77 8.77 6.59 83 0.20% Swale(6:1) 0.030 6.00 12.17 0.49 1.39 1.00 11.32 9.77 9.77 9.77 9.77 7.59 7.59 P 1p 1 115 1 52.39 1 45.60 1 5.90%1 9.85 1 9.85 1 9.26 1 290 1 0.50% Valley Pan 1 0.012 1 6.00 1 10.25 0.59 6.14 0.79 12.25 10.64 10.64 10.64 10.64 10.05 10.05 Future Development Basins F1 FUTURE fl 50 51.80 49.42 4.76% 1.97 1.97 0.79 340 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.96 12.17 3.93 5.00 3.93 5.00 2.75 5.00 G1 FUTURE gl 154 52.00 49.93 1.34% 7.25 7.25 1 3.29 0 N/A #N/A #N/A N/A N/A 0.00 10.86 7.25 7.25 7.25 7.25 3.29 5.00 Page 1 of 2 �_EPS R GROUP NOTHERN EERING DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow,Time of Concentration: Maximum Tc: Project: Tapestry Location: Fort Collins 1.87(1.1 - C * Cf)� (Equation 3.3-2 per Fort Collins Stormwater Manua[) Tc = L + 10 (Equation 3.3-5 per Fort Collins Ti - 51/3 180 Stormwater Manua[) Calculations By: J.Obanion Date: November 7,2024 Channelized Flow,Velocity: Channelized Flow,Time of Concentration: V _ 1.49 * Rz/3 * (Equation 5-4 per Fort Collins Stormwater Manual) Tt __ (Equation 5-5 per Fort Collins n V * 60 Where: V=Velocity(ft/sec) WP=Wetted Perimeter(ft) • in=Roughness Coefficient 1)Add 4900 to all elevations. flow. Assume a water depth of 1',fixed side slopes,and a triangular 2)Per Fort Collins Stormwater Manual,minimum Tc=5 min. Swale section for grass channelized flow. Assume a water depth of 1',4:1 R=Hydraulic Radius(feet) 3)Assume a water depth of 6"and a typical curb and gutter per Larimer side slopes,and a 2'wide valley pan for channelized flow in a valley pan. S=Longitudinal Slope,feet/feet County Urban Street Standard Detail 701 for curb and gutter channelized Overland Flow cIII annelizeill, Flow Time of ConcentratiBasin ID Design Point Length Elev Elev Slope Ti Ti Ti on Comp.th Slope Flow V Tt Max. Comp. Tc Comp. 00 00 00 G2 FUTURE Jg2 1 10 1 50.56 1 50.44 1 1.20%1 4.92 1 4.92 1 4.62 1 154 1 1.34% Swale(8:1) 1 0.012 1 8.00 1 16.12 1 0.50 1 9.01 1 0.28 1 10.91 1 5.21 1 5.21 1 5.21 1 5.21 1 4.91 1 5.00 G3 FUTURE Jg3 1 90 1 53.00 1 47.00 1 6.67%1 8.20 1 8.20 1 7.65 1 0 1 N/A #N/A I #N/A I N/A I N/A 1 0.00 1 10.50 1 8.20 1 8.20 1 8.20 1 8.20 1 7.65 1 7.65 Minor Storm Event Sub-Basins C2.1 c2.1 45 - - 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D1.1 dl.l 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D1.2 d1.2 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D1.3 d1.3 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D1.4 d1.4 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D1.5 d1.5 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 D2.1 d2.1 1 45 33.00% 0.59 N/A N/A 0 N/A #N/A #N/A N/A N/A 0.00 10.25 5.00 5.00 5.00 5.00 5.00 5.00 Combined Basins DETENTION POND p 160 53.11 49.84 2.04% 7.04 7.04 3.67 611 0.40% Gutter 0.012 3.61 19.18 0.19 2.58 3.95 14.28 10.99 10.99 10.99 10.99 7.62 7.62 INTERIM INFILTRATION POND od 154 52.00 49.93 1.34% 15.01 15.01 12.98 0 N/A #N/A #N/A N/A N/A 0.00 10.86 15.01 10.86 15.01 10.86 12.98 10.86 FUTURE ODELL POND g2 154 52.00 49.93 1.34% 11.50 11.50 8.59 0 N/A #N/A #N/A N/A N/A 0.00 10.86 11.50 10.86 11.50 10.86 8.59 8.59 WQCV p 115 52.39 45.60 5.90% 5.44 5.44 3.75 611 0.40% Gutter 0.012 3.61 19.18 0.19 2.58 3.95 14.03 9.39 9.39 9.39 9.39 7.70 7.70 UG1 ugl 67 54.27 53.01 1.88% 3.29 3.29 1.24 190 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.52 11.43 3.81 5.00 3.81 5.00 1.76 5.00 UG2 ug2 45 53.66 52.42 2.76% 2.73 2.73 0.95 290 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.68 11.86 4.40 5.00 4.40 5.00 2.62 5.00 UG3 ug3 25 52.66 51.93 2.92% 1.36 1.36 0.65 225 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.30 11.39 2.66 5.00 2.66 5.00 1.95 5.00 UG4 ug4 160 53.11 49.84 2.04% 9.03 9.03 6.16 285 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.50 12.47 10.53 10.53 10.53 10.53 7.66 7.66 Combined Basins Minor Storm Event UG1` ugly 67 54.27 53.01 1.88% 3.33 N/A N/A 190 0.50% Valley Pan 0.012 6.00 10.25 0.59 6.14 0.52 11.43 3.85 5.00 N/A N/A N/A N/A UG2* ug2' 45 53.66 52.42 2.76% 2.69 N/A N/A 290 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.68 11.86 4.37 5.00 N/A N/A N/A N/A UG3" ug3* 25 52.66 51.93 2.92% 1.26 N/A N/A 225 0.50% Gutter 0.012 3.61 19.18 0.19 2.88 1.30 11.39 j 2.56 5.00 N/A N/A N/A N/A UG4` ug4' 160 1 53.11 1 49.84 1 2.04% 9.98 N/A N/A 285 0.60% Gutter 0.012 3.61 19.18 0.19 3.16 1.50 12.47 1 11.48 11.48 N/A N/A N/A N/A Undetained Basins G2,G3 g2,g3 90 50.56 1 50.44 1 0.13% 30.50 1 30.50 1 28.57 1 154 1 1.340% Swale(8:1) 1 0.030 1 8.00 1 16.12 1 0.50 1 3.60 1 0.71 1 11.36 1 31.21 1 11.36 1 31.21 1 11.36 1 29.28 11.36 Page 2of2 4(*_EPS GROUP NORTHERN DEVELOPED DIRECT RUNOFF • • Rational Equation:Q=CiA(Equation 6-1 per MHFD) Project: Tapestry Intensity,I,from Fig.3.4.1 Fort Collins Stormwater Manual. Location: Fort Collins Calc.By: J.Obanion Date: November 7,2024 Basin Design Point Area Tc(Min) Runoff C Intensity Flow(cfs) 11C2 C10 C100 12 110 1100 Q2 • 1 • II Proposed Basins Al al 0.50 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 1.1 1.9 4.8 A2 a2 0.34 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.8 1.3 3.4 B1 bl 0.57 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 1.5 2.5 5.7 B2 b2 0.57 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 1.4 2.3 5.7 B3 b3 0.09 9.7 9.7 8.8 0.3 0.3 0.4 2.3 3.9 8.2 0.1 0.1 0.3 B4 b4 0.43 5.0 5.0 1 5.0 1 0.9 0.9 1 1.0 12.9 4.9 10.0 1.2 2.0 1 4.3 C1 cl 0.67 5.0 5.0 5.0 0.8 0.8 0.9 2.9 4.9 10.01 1.4 2.5 6.3 C2 c2 0.56 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 1.4 2.5 5.5 C3 c3 0.05 5.1 5.1 5.0 0.3 0.3 0.4 2.9 4.9 10.0 0.0 0.1 0.2 C4 c4 0.36 5.0 5.0 5.0 0.8 0.8 0.9 2.9 4.9 10.0 0.8 1.3 3.4 C5 c5 0.25 5.0 5.0 5.0 0.7 0.7 0.8 2.9 4.9 10.0 0.5 0.8 2.1 D1 d 1 0.73 5.0 5.0 5.0 0.9 0.9 1 1.0 12.9 4.9 1 10.0 1.8 3.2 1 7.2 D2 d2 0.23 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.01 0.6 1.0 2.3 D3-A d3-a 0.89 10.4 10.4 7.9 0.5 0.5 0.7 2.2 3.8 8.6 1.1 1.8 5.2 D3-13 d3-b 0.22 8.6 8.6 7.7 0.3 0.3 0.4 2.4 4.0 8.6 0.2 0.3 0.8 D4 d4 0.21 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.5 0.8 2.1 D5 d5 0.21 5.0 5.0 5.0 0.8 0.8 0.9 2.9 4.9 10.0 0.4 0.8 1.9 E1 el 1.21 6.2 6.2 5.0 0.8 0.8 1 1.0 12.7 4.6 10.0 2.5 4.2 11.6 F1 fi 1.14 12.2 12.2 12.2 0.2 0.2 0.3 2.1 3.5 7.2 1 0.5 0.8 1 2.2 G1 gl 1.07 10.9 10.9 10.9 0.2 0.2 0.3 2.2 3.7 7.6 0.5 0.9 2.2 G2 g2 0.37 5.6 5.6 5.3 0.2 0.2 0.3 2.8 4.7 10.0 0.2 0.4 1.0 G3 g3 0.26 8.2 8.2 7.7 0.2 0.2 0.3 2.4 4.1 8.6 0.1 0.2 0.7 OD od 1.09 9.8 9.8 7.6 0.5 0.5 0.7 2.3 3.9 8.6 1.3 2.3 6.4 P p 1.02 10.6 1 10.61 10.0 1 0.2 1 0.2 1 0.3 12.21 3.7 7.7 0.47 0.8 2.1 Future Development Basins Fl FUTURE fl 1.14 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 2.8 4.7 11.4 Gl FUTURE gl 1.07 7.3 7.3 5.0 0.8 0.8 0.9 2.5 4.3 10.0 2.0 3.5 10.0 G2 FUTURE g2 0.37 5.2 5.2 5.0 0.2 0.2 0.3 2.9 4.9 10.0 0.2 0.4 1.0 G3 FUTURE g3 0.26 8.2 8.2 7.7 0.2 0.2 0.3 12.4 4.1 8.6 1 0.1 0.2 0.7 Minor Storm Event Sub-Basins C2.1 c2.1 0.04 5.0 5.0 5.0 1.0 n/a n/a 2.9 N/A N/A 0.1 n/a n/a D1.1 dl.l 0.01 5.0 5.0 5.0 1.0 n/a n/a 2.9 N/A N/A 0.0 n/a n/a D1.2 d1.2 0.14 5.0 5.0 5.0 1.0 n/a n/a 2.9 N/A N/A 0.4 n/a n/a D1.3 d1.3 0.04 5.0 5.0 5.0 1.0 n/a n/a 2.9 N/A N/A 0.1 n/a n/a D1.4 d1.4 0.13 5.0 5.0 5.0 1.0 n/a n/a 2.9 N/A N/A 0.3 n/a n/a D1.5 Jd1.5 1 0.03 1 5.0 1 5.0 1 5.0 1 1.0 1 n/a I n/a 12.91 N/A I N/Al 0.1 n/a I n/a D2.1 Jc12.1 1 0.07 1 5.0 1 5.0 1 5.0 1 1.0 1 n/a I n/a 12.91 N/A I N/A 1 0.2 n/a I n/a Combined Basins DETENTION POND p 10.25 11.0 11.0 7.6 0.7 0.7 0.9 2.2 3.7 8.6 16.1 27.4 79.5 INTERIM INFILTRATION POND od 2.16 10.9 10.9 10.9 0.4 0.4 0.5 2.2 3.7 7.6 1.8 3.1 7.9 FUTURE ODELL POND g2 2.79 10.9 10.9 8.6 0.6 0.6 0.7 2.2 3.7 8.2 3.4 5.7 15.9 WQCV p 3.35 9.4 9.4 7.7 0.6 0.6 0.8 2.3 3.9 8.6 4.7 8.0 21.9 UG1 ugl 1.92 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 4.6 7.8 19.1 UG2 ug2 1.64 5.0 5.0 5.0 0.8 1 0.8 1 1.0 12.91 4.9 1 10.01 3.7 1 6.4 1 16.2 UG3 ug3 0.73 5.0 5.0 5.0 0.9 1 0.9 1 1.0 12.91 4.9 1 10.01 1.8 1 3.2 1 7.2 UG4 ug4 1 1.76 1 10.5 1 10.51 7.7 1 0.6 1 0.6 1 0.8 12.21 3.7 1 8.6 1 2.4 1 4.0 1 11.6 Combined Basins Minor Storm Event UG1' ugl' 1.87 5.0 1 N/A N/A 0.8 1 n/a I n/a 12.91 N/A I N/Al 4.4 1 n/a I n/a UG2' ug2' 1.68 5.0 N/A N/A 0.8 n/a n/a 2.9 N/A N/A 3.8 n/a n/a UG3' ug3' 0.97 5.0 N/A N/A 0.9 n/a I n/a 12.9 N/A I N/Al 2.5 n/a n/a UG4' ug4' 1.53 1 11.5 N/A I N/A 10.56 n/a I n/a 12.1 N/A I N/A 11.84 n/a n/a Undetained Basins G2,G3 g2,g3 1 0.64 1 11.4111.41 11.4 10.22 10.22 10.28 12.11 3.6 1 7.4 1 0.3 1 0.5 1 1.3 Page 1 of 1 APPENDIX DETENTION CALCULATIONS EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth E P S NORTHERN GROUP ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, Colorado Pond No Detention Pond Input Variables Results Design Point P Required Detention Volume Design Storm 100-yr 107453 ft3 C = 0.90 2.47 lac-ft Tc = 7.62 min Required WQCV Volume A= 10.25 acres 3174 ft3 Max Release Rate = 2.05 cfs 0.07 lac-ft Total Volume 110627 ft 3 2.54 ac-ft Ft Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Qav Outflow 3 Volume Intensity (ft3 (ft ) Factor (cfs) ) (ft3) in/hr 5 9.950 27537 1.00 2.05 615 26922 10 7.720 42730 1.00 2.05 1230 41500 15 6.520 54132 1.00 2.05 1845 52287 20 5.600 61992 1.00 2.05 2460 59532 25 4.980 68911 1.00 2.05 3075 65836 30 4.520 75055 1.00 2.05 3690 71365 35 4.080 79040 1.00 2.05 4305 74735 40 3.740 82804 1.00 2.05 4920 77884 45 3.460 86180 1.00 2.05 5535 80645 50 3.230 89390 1.00 2.05 6150 83240 55 3.030 92241 1.00 2.05 6765 85476 60 2.860 94981 1.00 2.05 7380 87601 65 2.720 97859 1.00 2.05 7995 89864 70 2.590 100350 1.00 2.05 8610 91740 75 2.480 102951 1.00 2.05 9225 93726 80 2.380 105386 1.00 2.05 9840 95546 85 2.290 107739 1.00 2.05 10455 97284 90 2.210 110091 1.00 2.05 11070 99021 95 2.130 112001 1.00 2.05 11685 100316 100 2.060 114021 1.00 2.05 12300 101721 105 2.000 116235 1.00 2.05 12915 103320 110 1.940 118117 1.00 2.05 13530 104587 115 1.890 120303 1.00 2.05 14145 106158 120 1.840 122213 1.00 2.05 14760 107453 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 473-010_FAAModified Method Page 1 of 1 Pond Stage-Storage Curve Proposed Detention Pond 437-010 Tapestry By:1. Obanion 10/30/2024 Stage Contour Area Volume Volume (FT) (SF) (CU.FT.) (AC-FT) 4,944.20 75.28 0.00 0.00 4,944.40 934.14 100.94 0.00 4,944.60 2,415.97 435.95 0.01 4,944.80 4,385.11 1116.06 0.03 4,945.00 6,486.85 2203.26 0.05 4,945.13 8,011.37 3174.00 0.07 WQV 4,945.20 8,903.91 3742.33 0.09 4,945.40 11,471.76 5779.90 0.13 4,945.60 13,645.13 8291.59 0.19 4,945.80 15,648.08 11220.91 0.26 4,946.00 17,245.93 14510.31 0.33 4,946.20 18,693.79 18104.28 0.42 4,946.40 19,795.52 21953.22 0.50 4,946.60 20,569.49 25989.72 0.60 4,946.80 21,300.57 30176.72 0.69 4,947.00 21,946.20 34501.40 0.79 4,947.20 22,446.20 38940.64 0.89 4,947.40 22,911.49 43476.41 1.00 4,947.60 23,401.70 48107.73 1.10 4,947.80 23,919.93 52839.89 1.21 4,948.00 24,473.62 57679.24 1.32 4,948.20 25,107.03 62637.31 1.44 4,948.40 25,855.29 67733.54 1.55 4,948.60 26,660.93 72985.16 1.68 4,948.80 27,544.49 78405.70 1.80 4,949.00 28,578.62 84018.01 1.93 4,949.20 29,687.19 89844.60 2.06 4,949.40 30,876.59 95900.97 2.20 4,949.60 32,155.32 102204.17 2.35 4,949.80 33,531.07 108772.80 2.50 4,949.85 33,943.83 110627.00 2.54 100-YR DETENTION 4,950.00 35,057.93 115631.70 2.65 4(*,w E P S W GROUP NOENCRTHERN INEERING ORIFICE RATING CURVE =C�I�a42g H Pond 1 Outfall 0 Project: Tapestry Cd 29H Date: 10/30/2024 By: J. Obanion 100-yr WSEL= 4949.85 Orifice Plate Outflow Q 2.05 cfs Orifice Coefficient Cd 0.65 Gravity Constant g 32.2 ft/s"2 100-year head H 5.65 ft Orifice Area Ao 0.17 ft^2 Orifice Area Ao 23.81 inA2 Radius r 2.8 in Diameter d 5.5 in Orifice Curve Stage (ft) H (ft) Q (cfs) Note 4944.20 0.00 0.00 Pond Invert 4944.40 0.20 0.39 4944.60 0.40 0.55 4944.80 0.60 0.67 4945.00 0.80 0.77 4945.20 1.00 0.86 4945.40 1.20 0.94 4945.60 1.40 1.02 4945.80 1.60 1.09 4946.00 1.80 1.16 4946.20 2.00 1.22 4946.40 2.20 1.28 4946.60 2.40 1.34 4946.80 2.60 1.39 4947.00 2.80 1.44 4947.20 3.00 1.49 4947.40 3.20 1.54 4947.60 3.40 1.59 4947.80 3.60 1.64 4948.00 3.80 1.68 4948.20 4.00 1.72 4948.40 4.20 1.77 4948.60 4.40 1.81 4948.80 4.60 1.85 4949.00 4.80 1.89 4949.20 5.00 1.93 4949.40 5.20 1.97 4949.60 5.40 2.00 4949.80 5.60 2.04 4949.85 5.65 2.05 100-yr WSEL 4950.00 5.80 2.08 10/30/2024 9:59 AM P:1473-0101DrainagelDetention1473-010_Oriface Rating CurvelOrifice Size Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 4 2024 EMERGENCY SPILLWAY POND 1 Trapezoidal Weir Highlighted Crest = Sharp Depth (ft) = 0.50 Bottom Length (ft) = 74.00 Q (cfs) = 79.54 Total Depth (ft) = 1.00 Area (sqft) = 38.00 Side Slope (z:1) = 4.00 Velocity (ft/s) = 2.09 Top Width (ft) = 78.00 Calculations Weir Coeff. Cw = 3.00 Compute by: Known Q Known Q (cfs) = 79.54 Depth (ft) EMERGENCY SPILLWAY POND 1 Depth (ft) 2.00 2.00 1.50 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 -0.50 0 10 20 30 40 50 60 70 80 90 100 110 Weir W.S. Length (ft) E P S NORTHERN GROUP ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, Colorado Pond No Interim Infiltration Pond Input Variables Results Design Point OD Required Detention Volume Design Storm 100-yr 10625 ft3 C = 0.48 0.24 lac-ft Tc = 10.86 min Required WQCV Volume A= 2.16 acres 1041 ft3 Max Release Rate = 0.43 cfs 0.02 lac-ft Total Volume 11667 ft3 0.27 lac-ft Ft Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Qav Outflow 3 Volume Intensity (ft3) Factor (cfs) (ft ) (fts) in/hr 5 9.950 3095 1.00 0.43 130 2965 10 7.720 4802 1.00 0.43 259 4543 15 6.520 6084 1.00 0.43 389 5695 20 5.600 6967 1.00 0.43 518 6449 25 4.980 7745 1.00 0.43 648 7097 30 4.520 8435 1.00 0.43 778 7658 35 4.080 8883 1.00 0.43 907 7976 40 3.740 9306 1.00 0.43 1037 8270 45 3.460 9686 1.00 0.43 1166 8519 50 3.230 10047 1.00 0.43 1296 8751 55 3.030 10367 1.00 0.43 1426 8941 60 2.860 10675 1.00 0.43 1555 9120 65 2.720 10998 1.00 0.43 1685 9314 70 2.590 11278 1.00 0.43 1814 9464 75 2.480 11571 1.00 0.43 1944 9627 80 2.380 11844 1.00 0.43 2074 9771 85 2.290 12109 1.00 0.43 2203 9906 90 2.210 12373 1.00 0.43 2333 10040 95 2.130 12588 1.00 0.43 2462 10125 100 2.060 12815 1.00 0.43 2592 10223 105 2.000 13064 1.00 0.43 2722 10342 110 1.940 13275 1.00 0.43 2851 10424 115 1.890 13521 1.00 0.43 2981 10540 120 1.840 13736 1.00 0.43 3110 10625 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 473-010_FAAModified Method Interim OD Pond Page 1 of 1 Pond Stage-Storage Curve Interim Infiltration Pond 437-010 Tapestry By:1. Obanion 8/1/2024 Stage Contour Area Volume Volume (FT) (SF) (CU.FT.) (AC-FT) 4,945.30 45.78 0.00 0.00 4,945.40 169.38 10.76 0.00 4,945.50 449.49 41.70 0.00 4,945.60 952.91 111.82 0.00 4,945.70 1,686.49 243.79 0.01 4,945.80 2,652.36 460.73 0.01 4,945.90 3,850.63 785.88 0.02 4,945.96 4,650.88 1041.00 0.02 WQV 4,946.00 5,283.15 1242.57 0.03 4,946.10 7,013.56 1857.41 0.04 4,946.20 8,446.33 2630.40 0.06 4,946.30 9,765.98 3541.02 0.08 4,946.40 10,939.57 4576.30 0.11 4,946.50 11,535.88 5700.07 0.13 4,946.60 12,039.66 6878.85 0.16 4,946.70 12,488.80 8105.27 0.19 4,946.80 12,934.52 9376.44 0.22 4,946.90 13,525.93 10699.46 0.25 4,946.97 14,263.20 11666.00 0.27 100-YR DETENTION 4,947.00 14,598.59 12105.68 0.28 Stormwater Detention and Infiltration Design Data Sheet Stormwater Facility Name: Detention Pond Facility Location&Jurisdiction: Tapestry,Fort Collins,CO User Input:Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope= 0.005 ft/ft Stage[ft] Area[ft^2] Stage[ft] Discharge[cfs] Watershed Length= 670 ft 0.00 75 0.00 0.00 Watershed Area= 10.25 acres 0.20 934 0.20 0.24 Watershed Imperviousness= 67.0% percent 0.40 2,416 0.40 0.45 Percentage Hydrologic Soil Group A= percent 0.60 4,385 0.60 0.59 Percentage Hydrologic Soil Group B= percent 0.80 6,487 0.80 0.71 Percentage Hydrologic Soil Groups C/D= 100.0% percent 0.93 8,011 0.93 0.80 Location for 1-hr Rainfall Depths(use dropdown): 1.00 8,904 1.00 0.89 User input 1.20 11,472 1.20 0.97 1.40 13,645 1.40 1.04 1.60 15,648 1.60 1.11 1.80 17,246 1.80 1.17 WQCV Treatment Method= Extended Detention 2.00 18,694 2.00 1.24 2.20 19,796 2.20 1.29 2.40 20,569 2.40 1.35 2.60 21,301 2.60 1.40 2.80 21,946 2.80 1.45 3.00 22,446 3.00 1.50 3.20 22,911 3.20 1.55 3.40 23,402 3.40 1.60 3.60 23,920 3.60 1.64 3.80 24,474 3.80 1.69 4.00 25,107 4.00 1.73 4.20 25,855 4.20 1.77 4.40 26,661 4.40 1.81 4.60 27,544 4.60 1.85 4.80 28,579 4.80 1.89 5.00 29,687 5.00 1.93 5.20 30,877 5.20 1.97 5.40 32,155 5.40 2.00 5.60 33,531 5.60 2.04 After completing and printing this worksheet to a pdf,go to: 5.80 35,058 5.80 2.08 https://maperture.digitaidataservices.com/gvh/?viewer=cswdif create a new stormwater facility,and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period= WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth= 0.53 0.88 1.16 1.47 2.49 3.06 in Calculated Runoff Volume= 0.221 0.490 0.724 0.977 1.850 2.367 acre-ft OPTIONAL Override Runoff Volume= acre-ft Inflow Hydrograph Volume= 0.221 0.489 0.723 0.977 1.850 2.367 acre-ft Time to Drain 97%of Inflow Volume= 3.5 6.0 7.9 9.8 15.6 18.6 hours Time to Drain 99%of Inflow Volume= 3.7 6.3 8.3 10.3 16.3 19.4 hours Maximum Ponding Depth= 1.22 1.88 2.35 2.82 4.29 5.05 ft Maximum Ponded Area= 0.267 0.409 0.467 0.505 0.601 0.688 acres Maximum Volume Stored= 0.137 0.365 0.570 0.799 1.605 2.094 acre-ft MHFD-Colorado Revised Statute 37-92-602(8)Compliance Spreadsheet.xlsm,Design Data 11/12/2024,2:28 PM Stormwater Detention and Infiltration Design Data Sheet 100YRIN 60 100YR OUT S0YRIN 50 — —50YR OUT 10YRIN ——— 10YR OUT 40 5YR IN ......5YR OUT u 3 30 2YR IN O J` ——— 2YR OUT WQCV IN 20 ••••••WQCV OUT IIL 10 0 -- 0.1 TIMH[hr] 10 6 —100YR —50YR 5 —10YR —5YR 000 4 s —2YR 0000 a w 0 C7 —WQCV z 3 0 z 0 a 2 0010 0 0.1 1 10 100 DRAIN TIME[hr] MHFD-Colorado Revised Statute 37-92-602(8)Compliance Spreadsheet.xlsm,Design Data 11/12/2024,2:28 PM l- EPSGROUPINC.COM NORTHERN ENGINEERING.COM 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth 4(*,w E P S IWE� G R O U P NORrTHERN WATER QUALITY POND DESIGN CALCULATIONS Water Quality for • - • • Project: Tapestry Calc. By: J.Obanion Date: November 4,2024 OutletRequired Storage& Basin Area(acres)= 3.35 <-- INPUT from impervious calcs Basin Percent Imperviousness= 54% <-- INPUT from impervious calcs Basin Imperviousness Ratio= 0.54 <--CALCULATED Drain Time= 40 hours <--from FCSM Figure 5.4-1 Drain Time Coefficient= 1.00 <--from FCSM Figure 5.4-1 WQCV(watershed inches)= 0.217 <-- MHFD Vol.3 Equation 3-1 WQCV(ac-ft)= 0.0729 <-- FCSCM Equation 7-2 WQCV(cu.ft.)= 3,174 <--Calculated from above WQ Depth(ft)= 0.53 <-- INPUT from stage-storage table Area Required Per Row,a(in2)= 0.36 <--CALCULATED from Equation EDB-3 Circular Perforation Sizing dia (in)= 2/3 number of columns= 1.00 number of rows= 3.00 number of holes= 3.00 Area Per Row= 0.36 Total Outlet Area (in')= 1.08 < CALCULATED from total number of holes EPSGROUPINC.COM 1 970.221.4158 FORT COLLINS I GREELEY 4(*,w EPS N[� NORTHERN GROUP ENGINEERING Project Title Tapestry Date: July 30,2024 Project Number 473-010 Calcs By: J.Obanion City Fort Collins Basins G1&OD Facility ID Interim Infiltration Pond WQCV=a 0.91i 3 —1.19i'` +0.78i Drain Time 12 hr a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 26% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =IWq/100) I WQCV= 0.111 in Water Quality Capture Volume 0.5 0.45 WQCV=a(0.91i3 —1.19i` +0.78i) v 0.4 t 0.35 v 0.301 t00 y 0.25 0.212 nr. 3 0.2 > 0.15 741k -40>" C 3 0.1 0.05 0 O O O O O O O O P O N F� N W A In Q1 J 00 Uf Total Imperviousness Ratio(i=Iwq/100) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event ( WQCV A= 2.16 ac V _ 12 * A V= 0.0199 ac-ft 868 cu.ft. 1-7-720%)= 0.0239 ac-ft 1041 cu.ft. V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) LID Summary(Tapestry) -70 Project Number: 473-010 Project: Tapestry Project Location: Fort Collins,Colorado Calculations By: J.Obanion Date: 11/4/2024 LID Summary per Basin Area Percent Total New or Modified per Al 21,818 0.50 73% Traditional 15,857 A2 15,006 0.34 79% Traditional 11,864 Bl 24,804 0.57 91% Underground Detention 22,534 B2 24,764 0.57 1 83% Underground Detention 20,558 B3 4,040 0.09 15% Underground Detention 610 B4 18,921 0.43 93% Underground Detention 17,577 C1 29,370 0.67 72% Underground Detention 21,187 C2 24,214 0.56 92% Underground Detention 22,212 C3 2,264 0.05 15% Underground Detention 336 C4 15,625 0.36 1 71% Underground Detention 11,157 C5 10,913 0.25 63% Underground Detention 6,891 DI 31,612 0.73 89% Underground Detention 28,273 D2 10,089 0.23 90% Underground Detention 9,092 D3-A 38,783 0.89 43% Underground Detention 16,842 D3-B 9,643 0.22 18% Underground Detention 1,737 D4 9,263 0.21 1 78% Underground Detention 7,237 D5 8,933 0.21 74% Underground Detention 6,629 El 52,536 1.21 74% Traditional 31,003 Fl 1 49,798 1.14 3% Traditional 1,690 P 44,277 1.02 4% Traditional 1,586 Total 446,672 10.25 254,872 Wat Treatment via LID Tributary Area Weighted% WQ Treatment Impervious Area(ft2) Subbasin ID TreAtl`n'e" Sq.Ft. Acres Impervious Underground Chambers 1 83,443 1.92 820/6 68,170 131,B2,B3,B4&C5 Underground Detention Underground Chambers 2 71,473 1.64 77% 54,892 C1,C2,C3&C4 Underground Detention Underground Chambers 3 31,612 0.73 89% 28,273 D1 Underground Detention Underground Chambers 4 76,711 1.76 54% 41,537 D2,D3-A,D3-B,D4,&D5 Underground Detention Total 263,238 6.04 192,872 LID Site Total Area of Current Development 446,672 ft2 Total New or Modified Impervious Area 254,872 fe 75%Required Minimum Area to be Treated by LID 191,154 ft2 Total Impervious Area Treated by LID 192,872 ft2 Percent Impervious Treated by LID 75.67% *Note:This spreadsheet is calculating compliance with LID.Sizing of the Undergound Chambers is based on the more conservative of the UG1-UG4 and UGl*-UG4*combined Calculations.* Interim LID Summary (Future Development Tract) Project Number: 473-010 Project: Tapestry Project Location: Fort Collins, Colorado Calculations By: J. Obanion Date: 11/12/2024 Interim LID Summary per Basin 7 Basin ID Area Total New or Modified Percent Impervious WQ Treatment Type Sq. Ft. Acres Impervious Area (ft) G 1 46,583 1.07 4% Infiltration 1,863 G2 16,333 0.37 4% 653 G3 11,466 0.26 6% 688 OD 47,361 1.09 56% Infiltration 10,814 Total 121,743 2.79 14,018 Interim LID Site Summary- New Impervious Area Total Area of Current Development 121,743 ftz Total New or Modified Impervious Area 14,018 ft2 25% Required to be Treated by Traditional Water Quality 3,505 ft2 Total Impervious Area Treated by Traditional Water Quality(Interim Condition) 12,677 ft2 %Total Impervious Area Treated by Traditional Water Quality(Interim Condition) 90.43% FOR DRAINAGE REVIEW ONLY - _ _ -BUCKINGHAM STREET 120 0 120 Feet NOT FOR CONSTRUCTION (IN FEET) 1 inch--20ft. — LEGEND: I� PROPOSED STORM SEWER _ — ea PROPOSED INLET B1 B2 - - - - - MI I PROPOSED CURB&GUTTER — — — — B2 PROPERTY BOUNDARY cs as C5 I D1.2 I F1 as I n* D1.1 �I \ DESIGN POINT A BASIN I I \ DESIGNATION A UNBERGROUND I D1.3 I I DRAINAGE BASIN LABEL I MBE Rs, as DRAINAGE D4 I 0.22 BASIN — �. os, as, AREA (AC) I _ I 1 1 : 1.4 , I I 1 3-A a,a 4d MAJOR EVENT DRAINAGE BASIN BOUNDARY C4 — . as MINOR EVENT DRAINAGE BASIN BOUNDARY DERGR°°N I CHAMBERS21 D1.5 C3 D1 AREA TREATED BY UNDERGROUND CHAMBERS 1 ^� an DERGR°°N 111 �� GHAMBER53NO CHAMBERSa G2 AREA TREATED BY UNDERGROUND CHAMBERS 2 D2 C2.1 D2.1 I au AREA TREATED BY UNDERGROUND CHAMBERS 3 as a" i DETENTION I POND Ii 1 1 i t I I f Al AREA TREATED BY UNDERGROUND CHAMBERS 4 — C1 ,a LOGAN SIRE M ' ! LOGAN STREET A2 I � . LID Site Summary - New Impervious Area _ice G2 Total Area of Current Development 446,672 ft2 I . G2 I I G1 I OD Total New or Modified Impervious Area 254,872 ft2 �. 75% Required Minimum Area to be Treated by LID 191,154 ft2 — Total Impervious Area Treated by LID 192,872 ft2 Percent Impervious Treated by LID 75.67% I = _ _::: _:J — INTERIMS INFILTRATION/DETENTION PONC \ 'SEE RATIONAL CALCS FOR IMPERVIOUS AREA CALCULATIONS - -RETENTION TRENCH — —� NORTHERN LID EXHIBIT TAPESTRY ENGINEERING DRAWN BY: J.OBanion SHEET NO: SCALE: 1 in=120ft FORT COLLINS:301 North Howes Street,Suite 100,80521 970.221.4158 GREELEY:820 8th Street,80631 northernengineering.com ISSUED: 11/13/24 : E P S N71 NORTHERN G R O U P ENGINEERING Project Title Tapestry Date: November 5,2024 Project Number 473-010 Calcs By: J.Obanion City Fort Collins Basins B1,B2,B3,B4,&C5 Facility ID Underground Chamber 1 WQCV= (a(0.91i3—1.19i2+0.78i))1.067 Drain Time 12 hr a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 82% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =Iwq/100) WQCV= 0.291 in Water Quality Capture Volume 0.5 P 0.45 WQCV=a(0.91i--1.19i' +0.7xi) �- r 0.4 — c 0.35 00, a 0.3 0.25 3 0.2 > 0.15 G 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 0 N N W A In M V Oo l0 Total Imperviousness Ratio(i=Iwq/300) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event V — WQCV 1 A A=l 1.92 ac 12 V= 0.0466 ac-ft 2030 cu-ft V(120%)= 0.0559 ac-ft 2436 cu-ft V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) 473-010 Stormtech Chambers Page 1 of 10 ■� NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, CO Facility ID : Underground Chamber 1 Input Variables Results Design Point B1 Design Storm WQ C= 0.83 Tc= 5.00 min 1011 ft3 A= 1.92 acres 0.02Jac-ft Max Release Rate= 0.47 cfs Inflow Outflow Outflow Volume Storage Volume Fort Collins WQ QWQ g Time (min) Volume Adjustment s s Intensity(in/hr) ft3 Factor (cfs) (ft ) (ft ) 5 1.425 681 1.00 0.47 142 539 10 1.105 1057 1.00 0.47 284 772 15 0.935 1341 1.00 0.47 427 914 20 0.805 1539 1.00 0.47 569 971 25 0.715 1709 1.00 0.47 711 998 30 0.650 1865 1.00 0.47 853 1011 35 0.585 1958 1.00 0.47 995 962 40 0.535 2046 1.00 0.47 1138 909 45 0.495 2130 1.00 0.47 1280 850 50 0.460 2199 1.00 0.47 1422 777 55 0.435 2288 1.00 0.47 1564 723 60 0.410 2352 1.00 0.47 1706 646 65 0.385 2393 1.00 0.47 1849 544 70 0.365 2443 1.00 0.47 1991 452 75 0.345 2474 1.00 0.47 2133 341 80 0.330 2524 1.00 0.47 2275 249 85 0.315 2560 1.00 0.47 2417 143 90 0.305 2625 1.00 0.47 2560 65 95 0.290 2634 1.00 0.47 2702 -68 100 0.280 2677 1.00 0.47 2844 -167 105 0.270 2711 1.00 0.47 2986 -275 110 0.260 2735 1.00 0.47 3128 -394 115 0.255 2804 1.00 0.47 3271 -467 120 0.245 2811 1.00 0.47 3413 -602 473-010 Stormtech Chambers Page 2 of 10 4(*,w E P S N G R U p NO Project Title Tapestry Date: November 5,2024 Project Number 473-010 Calcs By: J.Obanion City Fort Collins Basins C1,C2,C2.1,C3,&C4 Facility ID Underground Chamber 2 WQCV= (a(0.91i3—1.19i2+0.78i))1.067 Drain Time 12 hr a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 77% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =Iwq/100) WQCV= 0.265 in Water Quality Capture Volume 0.5 P 0.45 WQCV=a(0.91i--1.19i' +0.7xi) �- r 0.4 — c 0.35 00, a 0.3 0.25 3 0.2 > 0.15 G 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 0 N N W A In M V 00 l0 Total Imperviousness Ratio(i=Iwq/300) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event V — WQCV 1 A A= 1.68 ac 12 V=l 0.0371 ac-ft 1 1616 cu-ft V(120%)= 0.0445 ac-ft 1940 cu-ft V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) 473-010 Stormtech Chambers Page 3 of 10 ■� NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, CO Facility ID Underground Chamber 2 Input Variables Results Design Point C2 Design Storm WQ C= 0.80 Tc= 5.00 min 572 ft3 A= 1.68 acres 0.01Jac-ft Max Release Rate= 0.62 cfs Inflow Outflow Outflow Volume Storage Volume Fort Collins WQ QWQ g Time (min) Volume Adjustment s s Intensity(in/hr) ft3 Factor (cfs) (ft ) (ft ) 5 1.425 575 1.00 0.62 186 388 10 1.105 891 1.00 0.62 373 518 15 0.935 1131 1.00 0.62 559 572 20 0.805 1298 1.00 0.62 745 553 25 0.715 1441 1.00 0.62 932 510 30 0.650 1572 1.00 0.62 1118 455 35 0.585 1651 1.00 0.62 1304 347 40 0.535 1726 1.00 0.62 1491 235 45 0.495 1796 1.00 0.62 1677 119 50 0.460 1855 1.00 0.62 1863 -9 55 0.435 1929 1.00 0.62 2050 -120 60 0.410 1984 1.00 0.62 2236 -252 65 0.385 2018 1.00 0.62 2422 -404 70 0.365 2060 1.00 0.62 2609 -548 75 0.345 2087 1.00 0.62 2795 -708 80 0.330 2129 1.00 0.62 2981 -852 85 0.315 2159 1.00 0.62 3168 -1008 90 0.305 2214 1.00 0.62 3354 -1140 95 0.290 2222 1.00 0.62 3540 -1319 100 0.280 2258 1.00 0.62 3727 -1469 105 0.270 2286 1.00 0.62 3913 -1627 110 0.260 2306 1.00 0.62 4099 -1793 115 0.255 2365 1.00 0.62 4286 -1921 120 0.245 2371 1.00 0.62 4472 -2101 473-010 Stormtech Chambers Page 4 of 10 4(*,w E P S N G R U p NO Project Title Tapestry Date: November 5,2024 Project Number 473-010 Calcs By: J.Obanion City Fort Collins Basins D1,D1.1,D1.2,D1.3,D1.4,&D1.5 Facility ID Underground Chamber 3 WQCV= (a(0.91i3—1.19i2+0.78i))1.067 Drain Time 12 hr T a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 90% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =Iwq/100) WQCV= 0.343 in Water Quality Capture Volume 0.5 P 0.45 WQCV=a(0.91i--1.19i' +0.7xi) �- r 0.4 — c 0.35 00, a 0.3 0.25 3 0.2 > 0.15 G 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 53 N N W A In M V 00 l0 Total Imperviousness Ratio(i=Iwq/300) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event V — WQCV 1 A A= 0.97 ac 12 V= 0.0277 ac-ft 1207 cu-ft V(120%)= 0.0332 ac-ft 1448 cu-ft V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) 473-010 Stormtech Chambers Page 5 of 10 ■� NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, CO Facility ID : Underground Chamber 3 Input Variables Results Design Point D1 Design Storm WQ C= 0.91 Tc= 5.00 min 545 ft3 A= 0.97 acres 0.01Jac-ft Max Release Rate= 0.27 cfs Inflow Outflow Outflow Volume Storage Volume Fort Collins WQ QWQ g Time (min) Volume Adjustment s s Intensity(in/hr) ft3 Factor (cfs) (ft ) (ft ) 5 1.425 377 1.00 0.27 81 296 10 1.105 585 1.00 0.27 163 422 15 0.935 743 1.00 0.27 244 499 20 0.805 853 1.00 0.27 325 527 25 0.715 947 1.00 0.27 407 540 30 0.650 1033 1.00 0.27 488 545 35 0.585 1084 1.00 0.27 570 515 40 0.535 1133 1.00 0.27 651 482 45 0.495 1180 1.00 0.27 732 447 50 0.460 1218 1.00 0.27 814 404 55 0.435 1267 1.00 0.27 895 372 60 0.410 1303 1.00 0.27 976 326 65 0.385 1325 1.00 0.27 1058 268 70 0.365 1353 1.00 0.27 1139 214 75 0.345 1370 1.00 0.27 1221 150 80 0.330 1398 1.00 0.27 1302 96 85 0.315 1418 1.00 0.27 1383 35 90 0.305 1454 1.00 0.27 1465 -11 95 0.290 1459 1.00 0.27 1546 -87 100 0.280 1483 1.00 0.27 1627 -144 105 0.270 1501 1.00 0.27 1709 -207 110 0.260 1515 1.00 0.27 1790 -275 115 0.255 1553 1.00 0.27 1872 -318 120 0.245 1557 1.00 0.27 1953 -396 473-010 Stormtech Chambers Page 6 of 10 4(*,w E P S N G R U p NO Project Title Tapestry Date: November 5,2024 Project Number 473-010 Calcs By: J.Obanion City Fort Collins Basins D2,D3-A,D3-B,D4,&D5 Facility ID Underground Chamber 4 WQCV= (a(0.91i3—1.19i2+0.78i))1.067 Drain Time 12 hr a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 54% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =Iwq/100) WQCV= 0.186 in Water Quality Capture Volume 0.5 P 0.45 WQCV=a(0.91i--1.19i' +0.7xi) �- r 0.4 — c 0.35 00, a 0.3 0.25 3 0.2 > 0.15 G 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 0 N N W A In M V 00 l0 Total Imperviousness Ratio(i=Iwq/300) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event V — WQCV 1 A A= 1.76 ac 12 V= 0.0272 ac-ft 1186 cu-ft V(120%)= 0.0327 ac-ft 1423 cu-ft V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) 473-010 Stormtech Chambers Page 7 of 10 ■� NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, CO Facility ID Underground Chamber 4 Input Variables Results Design Point D2 Design Storm WQ C= 0.62 Tc= 9.92 min 685 ft3 A= 1.76 acres 0.02Jac-ft Max Release Rate= 0.33 cfs Inflow Outflow Outflow Volume Storage Volume Fort Collins WQ QWQ g Time (min) Volume Adjustment s s Intensity(in/hr) ft3 Factor (cfs) (ft ) (ft ) 5 1.425 466 1.00 0.33 99 368 10 1.105 723 1.00 0.33 197 526 15 0.935 918 1.00 0.33 296 622 20 0.805 1054 1.00 0.33 394 660 25 0.715 1170 1.00 0.33 493 677 30 0.650 1277 1.00 0.33 592 685 35 0.585 1341 1.00 0.33 690 650 40 0.535 1401 1.00 0.33 789 612 45 0.495 1458 1.00 0.33 887 571 50 0.460 1506 1.00 0.33 986 520 55 0.435 1566 1.00 0.33 1085 482 60 0.410 1611 1.00 0.33 1183 427 65 0.385 1638 1.00 0.33 1282 357 70 0.365 1673 1.00 0.33 1381 292 75 0.345 1694 1.00 0.33 1479 215 80 0.330 1728 1.00 0.33 1578 151 85 0.315 1753 1.00 0.33 1676 77 90 0.305 1797 1.00 0.33 1775 22 95 0.290 1804 1.00 0.33 1874 -70 100 0.280 1833 1.00 0.33 1972 -139 105 0.270 1856 1.00 0.33 2071 -215 110 0.260 1872 1.00 0.33 2169 -297 115 0.255 1920 1.00 0.33 2268 -348 120 0.245 1925 1.00 0.33 2367 -442 473-010 Stormtech Chambers Page 1 of 1 Chamber Configuration Summary Required Storage Total Total Installed Minimum No. Total Release Storage Provided Installed Required Flow, Chamber Chamber w/ of Chambers Rate Chambers Volume by Minimum No. Provided Provided within the System WQ WQ Volume WQ Chamber Chamber Release Rate Volume Aggregate` Based on On lye FAA Method of Chambers- Number of Release Rate Chambersg Volume Vault ID (cf) (cfs) Type (cfs) (cf) (cf) WQCVd (cfs) (cf) FAA Checkf Chambers (cfs) (cf) (cf) Chamber 1 2436 0.00 SC-800 0.024 50.60 81.00 31 0.47 1011 20 31 0.73 1569 2511 Chamber 2 1940 0.00 SC-310 0.016 14.70 31.00 63 0.61 572 39 63 0.99 926 1953 Chamber 3 1448 0.00 SC-800 0.024 50.60 81.00 18 0.26 545 11 18 0.42 911 1458 Chamber 4 1423 0.00 SC-800 0.024 50.60 81.00 18 0.33 685 14 18 0.42 911 1458 a. Release rate per chamber,limited by flow through geotextile with accumulated sediment. b. Volume within chamber only,not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces(30%)in surrounding aggregate,per chamber unit. d. Number of chambers required to provide full WQCV within total installed system,including aggregate. e. Release rate per chamber times the minimum number of chambers required to provide required FAA storage volume stored within the chamber only(no aggregate storage). f. Number of chambers required to provide required FAA storage volume stored within the chamber only(no aggregate storage). g. Volume provided in chambers only(no aggregate storage). This number must meet or exceed the required FAA storage volume. h. System volume includes total number of chambers,plus surrounding aggregate. This number must meet or exceed the required WQCV. 473-010 Stormtech Chambers Page 1 of 1 Chamber Flow Rate Conversion (gpm/sf to cfs) Flow Rate* 0.35 gpm/sf 1 cf= 7.48052 gal 1 gallon = 0.133680546 cf 1 GPM = 0.002228009 cfs *Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing Report Chamber Dimensions Width (in) Length (in) Height (in) Floor Area (sf) Chamber Volume (cf) Chamber/Aggregate Volume (cf) Chamber Flow Rate SC-160 34.0 85.4 16.0 20.2 6.9 23.7 0.015723865 SC-310 34.0 85.4 16.0 20.2 14.7 31.0 0.015723865 SC-740 51.0 85.4 30.0 30.2 45.9 67.7 0.023585797 SC-800 51.0 85.4 33.0 30.2 50.6 81.0 0.023585797 MC-3500 77.0 90.0 45.0 48.1 109.9 158.7 0.037528028 MC-4500 100.0 52.0 60.0 36.1 106.5 148.6 0.028158693 473-010 Stormtech Chambers Page 10 of 10 Project: Tapestry (S438413 BED 1 AAAM Chamber Model- SC 80 StormTech Units- Imperiall Number of Chambers- 31 Number of End Caps- 10 Voids in the stone(porosity)- 30 % Base of Stone Elevation- 4946.95 ft Amount of Stone Above Chambers- 6 lin Amount of Stone Below Chambers- 6 lin Area of system- 1414 sf Min.Area- 1137 sf min.area StormTech SC-800 Cumulative Storage Volumes Reignt OT IncrementalSingle incremental Incremental Incremental ncremen a ncremen aCumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic teet) (cubic teet) (cubic feet) (cubic teet) (cubic teet) (cubic teet) (cubic teet) (teet) 45 0.00 0.00 0.00 0.00 35.35 35.35 2713.23 4950.70 44 0.00 0.00 0.00 0.00 35.35 35.35 2677.88 4950.62 43 0.00 0.00 0.00 0.00 35.35 35.35 2642.53 4950.53 42 0.00 0.00 0.00 0.00 35.35 35.35 2607.18 4950.45 41 0.00 0.00 0.00 0.00 35.35 35.35 2571.83 4950.37 REQ.WQ 40 0.00 0.00 0.00 0.00 35.35 35.35 2536.48 4950.28 VOL= 39 0.07 0.00 2.31 0.00 34.66 36.97 2501.13 4950.20 2436 cf 38 0.20 0.00 6.10 0.04 33.51 39.64 2464.16 4950.12 37 0.29 0.01 8.85 0.06 32.68 41.59 2424.51 4950.03 36 0.51 0.01 15.66 0.09 30.63 46.37 2382.93 4949.95 35 0.74 0.01 22.96 0.14 28.42 51.52 2336.56 4949.87 34 0.89 0.02 27.66 0.24 26.98 54.88 2285.04 4949.78 33 1.01 0.03 31.46 0.34 25.81 57.61 2230.16 4949.70 32 1.12 0.04 34.72 0.43 24.80 59.96 2172.55 4949.62 31 1.21 0.05 37.60 0.53 23.91 62.04 2112.59 4949.53 30 1.30 0.06 40.19 0.62 23.11 63.92 2050.55 4949.45 29 1.37 0.07 42.54 0.70 22.38 65.62 1986.64 4949.37 28 1.44 0.08 44.69 0.78 21.71 67.18 1921.02 4949.28 27 1.51 0.09 46.68 0.86 21.09 68.62 1853.84 4949.20 26 1.57 0.09 48.53 0.94 20.51 69.98 1785.22 4949.12 25 1.62 0.10 50.26 1.02 19.97 71.24 1715.24 4949.03 24 1.67 0.11 51.87 1.10 19.46 72.43 1643.99 4948.95 23 1.72 0.12 53.39 1.18 18.98 73.55 1571.56 4948.87 22 1.77 0.12 54.83 1.24 18.53 74.60 1498.01 4948.78 21 1.81 0.13 56.17 1.28 18.11 75.57 1423.42 4948.70 20 1.85 0.14 57.44 1.36 17.71 76.52 1347.85 4948.62 19 1.89 0.14 58.65 1.43 17.33 77.40 1271.33 4948.53 18 1.93 0.15 59.78 1.45 16.98 78.21 1193.93 4948.45 17 1.96 0.15 60.85 1.49 16.65 78.99 1115.72 4948.37 16 2.00 0.16 61.87 1.56 16.32 79.75 1036.73 4948.28 15 2.03 0.16 62.83 1.64 16.01 80.47 956.98 4948.20 14 2.06 0.17 63.73 1.68 15.73 81.14 876.51 4948.12 13 2.08 0.17 64.59 1.71 15.46 81.76 795.37 4948.03 12 2.11 0.18 65.40 1.76 15.20 82.36 713.61 4947.95 11 2.13 0.17 66.16 1.73 14.98 82.88 631.25 4947.87 10 2.16 0.18 66.89 1.82 14.74 83.44 548.38 4947.78 9 2.18 0.18 67.57 1.84 14.53 83.93 464.94 4947.70 8 2.20 0.19 68.21 1.86 14.33 84.39 381.00 4947.62 7 2.22 0.13 68.91 1.32 14.28 84.51 296.61 4947.53 6 0.00 0.00 0.00 0.00 35.35 35.35 212.10 4947.45 5 0.00 0.00 0.00 0.00 35.35 35.35 176.75 4947.37 4 0.00 0.00 0.00 0.00 35.35 35.35 141.40 4947.28 3 0.00 0.00 0.00 0.00 35.35 35.35 106.05 4947.20 2 0.00 0.00 0.00 0.00 35.35 35.35 70.70 4947.12 1 0.00 0.00 0.00 0.00 35.35 35.35 35.35 4947.03 Project: Tapestry (S438413 BED 2 AAAM Chamber Model- SC 31 0StormTech Units- Imperial Number of Chambers- 66 Voids in the stone(porosity)- 30 % Base of Stone Elevation- 4946.41 ft Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Area of system- 1994 sf Min.Area- 1566 sf min.area StormTech SC-310 Cumulative Storage Volumes eig OT IncrementalSingle Incremen a o a ncremen a ncremental Cumulative System Chamber Chamber Stone Ch&St Chamber Elevation (inches) (cubic teet) (cubic teet) (cubic teet) (cubic feet) (cubic teet) (teet) REQ.WQ 28 0.00 0.00 49.85 49.85 2077.72 4948.74 VOL= 27 0.00 0.00 49.85 49.85 2027.87 4948.66 1940 cf 26 0.00 0.00 49.85 49.85 1978.02 4948.58 25 0.00 0.00 49.85 49.85 1928.17 4948.49 24 0.00 0.00 49.85 49.85 1878.32 4948.41 23 0.00 0.00 49.85 49.85 1828.47 4948.33 22 0.06 3.88 48.69 52.57 1778.62 4948.24 21 0.15 10.21 46.79 57.00 1726.05 4948.16 20 0.27 17.55 44.59 62.13 1669.05 4948.08 19 0.54 35.96 39.06 75.02 1606.92 4947.99 18 0.70 46.47 35.91 82.38 1531.90 4947.91 17 0.82 54.42 33.52 87.94 1449.52 4947.83 16 0.92 61.02 31.54 92.56 1361.58 4947.74 15 1.01 66.99 29.75 96.74 1269.02 4947.66 14 1.09 72.24 28.18 100.42 1172.27 4947.58 13 1.15 76.18 27.00 103.18 1071.85 4947.49 12 1.21 80.19 25.79 105.98 968.68 4947.41 11 1.27 84.14 24.61 108.75 862.70 4947.33 10 1.32 87.42 23.62 111.04 753.95 4947.24 9 1.36 90.09 22.82 112.91 642.90 4947.16 8 1.40 92.73 22.03 114.76 529.99 4947.08 7 1.43 94.68 21.44 116.13 415.23 4946.99 6 0.00 0.00 49.85 49.85 299.10 4946.91 5 0.00 0.00 49.85 49.85 249.25 4946.83 4 0.00 0.00 49.85 49.85 199.40 4946.74 3 0.00 0.00 49.85 49.85 149.55 4946.66 2 0.00 0.00 49.85 49.85 99.70 4946.58 1 0.00 0.00 49.85 49.85 49.85 4946.49 Project: Tapestry (S438413 BED 3 AAAM Chamber Model- SC 80 StormTech W Units- Imperiall Number of Chambers- 18 Number of End Caps- 8 Voids in the stone(porosity)- 30 % Base of Stone Elevation- 4945.93 ft Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Area of system- 1 911 Isf Min.Area- 680 sf min.area StormTech SC-800 Cumulative Storage Volumes Reignt OT IncrementalSingle incremental Incremental Incremental Incremental ncremen aCumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic teet) (cubic teet) (cubic feet) (cubic teet) (cubic teet) (cubic teet) (cubic teet) (teet) 45 0.00 0.00 0.00 0.00 22.78 22.78 1681.89 4949.68 44 0.00 0.00 0.00 0.00 22.78 22.78 1659.12 4949.60 43 0.00 0.00 0.00 0.00 22.78 22.78 1636.34 4949.51 42 0.00 0.00 0.00 0.00 22.78 22.78 1613.57 4949.43 41 0.00 0.00 0.00 0.00 22.78 22.78 1590.79 4949.35 40 0.00 0.00 0.00 0.00 22.78 22.78 1568.02 4949.26 39 0.07 0.00 1.34 0.00 22.37 23.72 1545.24 4949.18 REQ.WQ 38 0.20 0.00 3.54 0.03 21.70 25.27 1521.53 4949.10 VOL= 37 0.29 0.01 5.14 0.05 21.22 26.40 1496.25 4949.01 1448 cf 36 0.51 0.01 9.09 0.07 20.03 29.19 1469.85 4948.93 35 0.74 0.01 13.33 0.11 18.74 32.18 1440.66 4948.85 34 0.89 0.02 16.06 0.19 17.90 34.15 1408.48 4948.76 33 1.01 0.03 18.27 0.27 17.21 35.75 1374.32 4948.68 32 1.12 0.04 20.16 0.35 16.62 37.13 1338.57 4948.60 31 1.21 0.05 21.83 0.42 16.10 38.35 1301.44 4948.51 30 1.30 0.06 23.33 0.50 15.63 39.46 1263.09 4948.43 29 1.37 0.07 24.70 0.56 15.20 40.46 1223.63 4948.35 28 1.44 0.08 25.95 0.62 14.80 41.38 1183.17 4948.26 27 1.51 0.09 27.10 0.69 14.44 42.23 1141.80 4948.18 26 1.57 0.09 28.18 0.75 14.10 43.02 1099.57 4948.10 25 1.62 0.10 29.18 0.82 13.78 43.77 1056.55 4948.01 24 1.67 0.11 30.12 0.88 13.47 44.48 1012.77 4947.93 23 1.72 0.12 31.00 0.94 13.19 45.14 968.30 4947.85 22 1.77 0.12 31.83 0.99 12.93 45.75 923.16 4947.76 21 1.81 0.13 32.62 1.03 12.68 46.33 877.41 4947.68 20 1.85 0.14 33.36 1.09 12.44 46.89 831.08 4947.60 19 1.89 0.14 34.05 1.14 12.22 47.41 784.19 4947.51 18 1.93 0.15 34.71 1.16 12.01 47.88 736.78 4947.43 17 1.96 0.15 35.33 1.19 11.82 48.34 688.90 4947.35 16 2.00 0.16 35.92 1.25 11.62 48.79 640.55 4947.26 15 2.03 0.16 36.48 1.31 11.44 49.23 591.76 4947.18 14 2.06 0.17 37.01 1.34 11.27 49.62 542.53 4947.10 13 2.08 0.17 37.50 1.37 11.11 49.99 492.92 4947.01 12 2.11 0.18 37.97 1.40 10.96 50.34 442.93 4946.93 11 2.13 0.17 38.42 1.39 10.83 50.64 392.59 4946.85 10 2.16 0.18 38.84 1.45 10.69 50.98 341.95 4946.76 9 2.18 0.18 39.23 1.47 10.57 51.26 290.98 4946.68 8 2.20 0.19 39.60 1.49 10.45 51.54 239.71 4946.60 7 2.22 0.13 40.01 1.06 10.45 51.52 188.17 4946.51 6 0.00 0.00 0.00 0.00 22.78 22.78 136.65 4946.43 5 0.00 0.00 0.00 0.00 22.78 22.78 113.88 4946.35 4 0.00 0.00 0.00 0.00 22.78 22.78 91.10 4946.26 3 0.00 0.00 0.00 0.00 22.78 22.78 68.33 4946.18 2 0.00 0.00 0.00 0.00 22.78 22.78 45.55 4946.10 1 0.00 0.00 0.00 0.00 22.78 22.78 22.78 4946.01 Project: Tapestry (S438413 BED 4 AAAM Chamber Model- SC 80 StormTech W Units- Imperiall Number of Chambers- 18 Number of End Caps- 8 Voids in the stone(porosity)- 30 % Base of Stone Elevation- 4945.58 ft Amount of Stone Above Chambers- 6 lin Amount of Stone Below Chambers- 6 lin Area of system- 858 sf Min.Area- 680 sf min.area StormTech SC-800 Cumulative Storage Volumes Reignt OT IncrementalSingle incremental Incremental Incremental ncremen a ncremen aCumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic teet) (cubic teet) (cubic feet) (cubic teet) (cubic teet) (cubic teet) (cubic teet) (teet) 45 0.00 0.00 0.00 0.00 21.45 21.45 1622.27 4949.33 44 0.00 0.00 0.00 0.00 21.45 21.45 1600.82 4949.25 43 0.00 0.00 0.00 0.00 21.45 21.45 1579.37 4949.16 42 0.00 0.00 0.00 0.00 21.45 21.45 1557.92 4949.08 41 0.00 0.00 0.00 0.00 21.45 21.45 1536.47 4949.00 40 0.00 0.00 0.00 0.00 21.45 21.45 1515.02 4948.91 REQ.WQ 39 0.07 0.00 1.34 0.00 21.05 22.39 1493.57 4948.83 VOL= 38 0.20 0.00 3.54 0.03 20.38 23.95 1471.18 4948.75 1423 cf 37 0.29 0.01 5.14 0.05 19.89 25.08 1447.23 4948.66 36 0.51 0.01 9.09 0.07 18.70 27.86 0'01422.15 4948.58 35 0.74 0.01 13.33 0.11 17.42 30.86 1394.29 4948.50 34 0.89 0.02 16.06 0.19 16.57 32.83 1363.43 4948.41 33 1.01 0.03 18.27 0.27 15.89 34.43 1330.60 4948.33 32 1.12 0.04 20.16 0.35 15.30 35.81 1296.17 4948.25 31 1.21 0.05 21.83 0.42 14.77 37.03 1260.37 4948.16 30 1.30 0.06 23.33 0.50 14.30 38.13 1223.34 4948.08 29 1.37 0.07 24.70 0.56 13.87 39.13 1185.21 4948.00 28 1.44 0.08 25.95 0.62 13.48 40.05 1146.07 4947.91 27 1.51 0.09 27.10 0.69 13.11 40.90 1106.02 4947.83 26 1.57 0.09 28.18 0.75 12.77 41.70 1065.12 4947.75 25 1.62 0.10 29.18 0.82 12.45 42.45 1023.42 4947.66 24 1.67 0.11 30.12 0.88 12.15 43.15 980.97 4947.58 23 1.72 0.12 31.00 0.94 11.87 43.81 937.82 4947.50 22 1.77 0.12 31.83 0.99 11.60 44.43 894.01 4947.41 21 1.81 0.13 32.62 1.03 11.36 45.00 849.58 4947.33 20 1.85 0.14 33.36 1.09 11.12 45.56 804.58 4947.25 19 1.89 0.14 34.05 1.14 10.89 46.09 759.02 4947.16 18 1.93 0.15 34.71 1.16 10.69 46.56 712.93 4947.08 17 1.96 0.15 35.33 1.19 10.49 47.02 666.37 4947.00 16 2.00 0.16 35.92 1.25 10.30 47.47 619.35 4946.91 15 2.03 0.16 36.48 1.31 10.11 47.90 571.89 4946.83 14 2.06 0.17 37.01 1.34 9.95 48.29 523.98 4946.75 13 2.08 0.17 37.50 1.37 9.79 48.66 475.69 4946.66 12 2.11 0.18 37.97 1.40 9.64 49.01 427.03 4946.58 11 2.13 0.17 38.42 1.39 9.51 49.31 378.02 4946.50 10 2.16 0.18 38.84 1.45 9.36 49.65 328.70 4946.41 9 2.18 0.18 39.23 1.47 9.24 49.94 279.05 4946.33 8 2.20 0.19 39.60 1.49 9.12 50.21 229.11 4946.25 7 2.22 0.13 40.01 1.06 9.13 50.20 178.90 4946.16 6 0.00 0.00 0.00 0.00 21.45 21.45 128.70 4946.08 5 0.00 0.00 0.00 0.00 21.45 21.45 107.25 4946.00 4 0.00 0.00 0.00 0.00 21.45 21.45 85.80 4945.91 3 0.00 0.00 0.00 0.00 21.45 21.45 64.35 4945.83 2 0.00 0.00 0.00 0.00 21.45 21.45 42.90 4945.75 1 0.00 0.00 0.00 0.00 21.45 21.45 21.45 4945.66 WATER QUALITY WEIR SUMMARY Stormtech ID Weir Location Subgrade Elevation (ft) Depth of Chamber & Gravel (ft) Weir Elevation (ft) QDesign (cfs) Weir Length (ft) Depth of Flow above Weir (ft) HGL At Weir (ft) STORMTECH 1 JB 1 FG 4946.35 3.75 4950.10 9.22 4.5 0.72 4950.82 STORMTECH 2 STMH MWEIR 1E-1 4946.29 2.33 4948.62 15.44 5.4 0.90 4949.52 STORMTECH 3 STMH MWEIR 1C-1 4945.84 3.75 4949.59 5.20 4.4 0.50 4950.09 STORMTECH 4 STMH MWEIR 113-1 4945.50 3.75 4949.25 4.46 4.4 0.45 4949.70 Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 12 2024 STORMTECH-1 WEIR Rectangular Weir Highlighted Crest = Sharp Depth (ft) = 0.72 Bottom Length (ft) = 4.50 Q (cfs) = 9.220 Total Depth (ft) = 5.00 Area (sqft) = 3.25 Velocity (ft/s) = 2.83 Calculations Top Width (ft) = 4.50 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 9.22 Depth (ft) STORMTECH-1 WEIR Depth (ft) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 0 1.00 0.00 0.00 -1.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 Weir - W.S. Length (ft) Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Nov 7 2024 STORMTECH-2 WEIR Rectangular Weir Highlighted Crest = Sharp Depth (ft) = 0.90 Bottom Length (ft) = 5.40 Q (cfs) = 15.44 Total Depth (ft) = 5.00 Area (sqft) = 4.88 Velocity (ft/s) = 3.17 Calculations Top Width (ft) = 5.40 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 15.44 Depth (ft) STORMTECH-2 WEIR Depth (ft) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 -1.00 -1.00 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 5 2024 STORMTECH-3 WEIR Rectangular Weir Highlighted Crest = Sharp Depth (ft) = 0.50 Bottom Length (ft) = 4.40 Q (cfs) = 5.200 Total Depth (ft) = 5.00 Area (sqft) = 2.20 Velocity (ft/s) = 2.36 Calculations Top Width (ft) = 4.40 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 5.20 Depth (ft) STORMTECH-3 WEIR Depth (ft) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 -1.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 Weir - W.S. Length (ft) Weir Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 5 2024 STORMTECH-4 WEIR Rectangular Weir Highlighted Crest = Sharp Depth (ft) = 0.45 Bottom Length (ft) = 4.40 Q (cfs) = 4.460 Total Depth (ft) = 5.00 Area (sqft) = 1.99 Velocity (ft/s) = 2.24 Calculations Top Width (ft) = 4.40 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 4.46 Depth (ft) STORMTECH-4 WEIR Depth (ft) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 -1.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 Weir - W.S. Length (ft) APPENDIX 1 INLET CALCULATIONS EPSGROUPINC.COM NORTHERN ENGINEERING.COM 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth INLET SUMMARY Inlet Basin(s) Inlet Type Q2(cfs) Q10(cfs) Q100(cfs) Q Bypass Captured(cfs) Q Design(cfs) Q Design Storm Event Q Bypass(cfs) Q Bypass Storm Event Bypass Captured From: Bypass Sent To: INLET 2C Al 10'Type R 1.09 1.87 4.77 6.90 11.67 >100-Year 0.00 N/A Inlets:1B-3,1C-2,1G-2,1FG,&11 N/A INLET2B A2 10'Type R 0.78 1.32 3.38 7.02 10.40 >100-Year 0.00 N/A Inlets:1B-4,1C-2,1G-2,1FG,&11 N/A INLET 11 B1 2'X3'ADS AREA INLET 1.47 2.52 5.67 0.00 2.52 10-Year 3.15 100-Year-(10-Year) N/A Overtopping B,C,&D INLET 1 FG B2 30"X27"CLOSE MESH GRATE 1.36 2.33 5.66 0.00 2.33 10-Year 3.33 (100-Year)-(10-Year) N/A Overtopping C&D ADS BASIN 1 K-1 B3(50%) 15"DOME GRATE 0.03 0.05 0.14 0.00 0.14 100-Year 0.00 N/A N/A N/A ADS BASIN 1L B3(50%),C5 15"DOME GRATE 0.52 0.88 2.25 0.00 2.25 100-Year 0.00 N/A N/A N/A INLET 1 G-2 B4 2'X3'ADS AREA INLET 1.16 1.98 4.32 0.00 1.98 10-Year 2.35 (100-Year)-(10-Year) N/A Overtopping A,C,&D INLET 1E-5 C1 DOUBLE COMBO 1.45 2.48 6.33 0.00 6.33 100-Year 0.00 N/A N/A N/A INLET 1E-4 C2 DOUBLE COMBO 1.45 2.48 5.53 0.00 5.53 100-Year 0.00 N/A N/A N/A ADS BASIN 1 E-2.1 C3,C4 15"DOME GRATE 0.82 1.40 3.58 0.00 3.58 100-Year 0.00 N/A N/A N/A INLET 1 C-2 D1 SINGLE COMBO 1.85 3.15 7.22 0.00 5.20 >10-Year&<100-Year 2.02 >2-Year&<10-Year N/A Overtopping D INLET 1 B-2 D2 5'TYPE R 0.59 1.01 2.30 0.00 2.30 100-Year 0.00 N/A N/A N/A ADS BASIN 1 B-2.2 D3-A 15"DOME GRATE 1.06 1.82 5.17 0.00 1.06 2-Year 4.11 (100-Year)-(2-Year) N/A Attenuates ADS BASIN 1 B-2.1 D3-B 15"DOME GRATE 0.17 0.30 0.79 0.00 0.17 2-Year 0.62 (100-Year)-(2-Year) N/A Attenuates INLET 1 B-4 D4 DOUBLE COMBO 0.47 0.81 2.07 0.00 0.47 2-Year 1.60 (100-Year)-(2-Year) N/A Inlet 2B INLET 1 B-3 D5 DOUBLE COMBO 0.44 0.75 1.92 0.00 0.44 2-Year 1.48 (100-Year)-2-Year N/A Inlet 2C OVERTOPPING ANALYSIS SUMMARY Overtopping Location Total Discharge(cfs) Flow Received From: Flow Conveyed To: Overtopping Invert(ft) Flow Depth(ft) WSEL(ft) A 2.35 INLETIG-2 B-B 4952.38 0.28 4952.66 B 3.15 INLET 11 C-C 4952.40 0.2 4952.6 C 8.82 INLETS 1G-2,1FG,11 D-D 4952.00 0.45 4952.45 D 10.84 INLETS 1C-2,1G-2,SFG,11 Inlets:213&2C 4951.53 0.27 4951.8 Crossing: A-A, Culvert: A-A Front View (Not to scale) 0 0 0 Roadway Design Headwater A-A 53.8 53.6 53.4 53.2 53.0 - 52.8 a 52.6 a� w 52.4 52.2 52.0 51.8 51 .6 51.4 0 5 10 15 20 25 30 35 40 45 50 Station (ft) Crossing: B-B, Culvert: B-B Front View (Not to scale) 0 0 0 Roadway Design Headwater B-B 53.0 52.8 52.6 -------- -------------------------------------------- -------------------------------------------------------------------------------------------A 52.4 0 52.2 w 52.0 51.8 51.6 0 10 20 30 40 50 60 70 80 Station (ft) Crossing: C-C, Culvert: C-C Front View (Not to scale) 0 0 0 Roadway Design Headwater C-C 53.0 52.8 52.6 ----------------------------------------- -------------------------- ------------------------- ------- -----------------------------------A 52.4 0 a� 52.2 w 52.0 51 .8 51.6 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Station (ft) Crossing: D-D, Culvert: D-D Front View (Not to scale) 0 0 0 Roadway Design Headwater D-D 51 .8 = ---------------------------- -------------------------------------------------------------------------------------------------------- 51 .6 51 .4 0 51 .2 ca a� w 51.0 50.8 50.6 0 5 10 15 20 25 30 35 40 45 Station (ft) MHFD-Inlet, Version 5.03(August 2023) INLET MANAGEMENT INLET NAME INLET 2B INLET 2C INLET 1 B-3 Site Type(Urban or Rural Inlet Application Street or Area STREET STREET STREET Hydraulic Condition In Sump In Sump On Grade Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKn—n(Cfs) 0.8 1.1 0.4 Major QKn..(Cf5) 3.4 4.8 0.4 Bypass(Carry-Over)Flow from Upstream Inlets must be organized from upstream left to downstream(right)in order for bypass flows to be linked. Receive Bypass Flow from: User-Defined User-Defined No Bypass Flow Received Minor Bypass Flow Received,Qb(Cfs) 0.0 0.0 0.0 Major Bypass Flow Received,Qb(Cfs) 7.0 6.9 0.0 Watershed Characteristics Subcatchment Area(acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope ft/ft Overland Length(ft) Channel Slope ft/ft Channel Length(ft) Minor Storm Rainfall Input Design Storm Return Period,T,(years) One-Hour Precipitation, P,(inches) Major Storm Rainfall Input Design Storm Return Period,Tr(years) One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q(cfs) 0.8 1.1 0.4 Major Total Design Peak Flow Cfs 10.4 11.7 0.4 Minor Flow Bypassed Downstream,Qb(Cfs) N/A N/A 0.0 Major Flow Bypassed Downstream,Qb(cfs) N/A N/A 0.0 MHFD-Inlet, Version 5.03(August 2023) INLET MANAGEMENT INLET NAME INLET 1B-4 INLET 1E-4 INLET 1E-5 Site Type(Urban or Rural) Inlet Application Street or Area STREET STREET STREET Hydraulic Condition On Grade In Sump In Sump Inlet Type CDOT/Denver 13 Combination CDOT/Denver 13 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKn—(Cfs) 0.5 1.5 1.5 Major QKn,,.(Cf5) 0.5 5.5 6.3 Bypass(Carry-Over)Flow from Upstream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No BY2ass Flow Received Minor Bypass Flow Received,Qb(Cfs) 0.0 0.0 0.0 Major Bypass Flow Received,Qb(Cfs) 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area(acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope ft/ft Overland Length(ft) Channel Slope ft/ft Channel Length(ft) Minor Storm Rainfall Input Design Storm Return Period,Tr(years) One-Hour Precipitation, P,(inches) Major Storm Rainfall Input Design Storm Return Period,Tr(years) One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q(cfs) 0.5 1.5 1.5 Major Total Design Peak Flow Cfs 0.5 5.5 6.3 Minor Flow Bypassed Downstream,Qb(Cfs) 0.0 N/A N/A Major Flow Bypassed Downstream,Qb(cfs) 0.0 N/A N/A MHFD-Inlet, Version 5.03(August 2023) INLET MANAGEMENT INLET NAME INLET 1B-2 INLET 1C-2 Site Type(Urban or Rural) Inlet Application Street or Area STREET STREET Hydraulic Condition In Sump In Sump Inlet Type MOT Type R Curb Opening CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKn—(cfs) 0.6 1.9 Major QKn,,.(Cfs) 2.3 5.2 Bypass(Carry-Over)Flow from Upstream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received,Qb(Cfs) 0.0 0.0 Major Bypass Flow Received,Qb(cfs) 0.0 0.0 Watershed Characteristics Subcatchment Area(acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope ft/ft Overland Length(ft) Channel Slope ft/ft Channel Length(ft) Minor Storm Rainfall Input Design Storm Return Period,Tr(years) One-Hour Precipitation, P,(inches) Major Storm Rainfall Input Design Storm Return Period,Tr(years) One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q(cfs) 0.6 1.9 Major Total Design Peak Flow, cfs 2.3 5.2 Minor Flow Bypassed Downstream,Qb(Cfs) N/A N/A Major Flow Bypassed Downstream,Qb(cfs) N/A N/A MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 2B T T- T. - W T. STREET CROWN 0 5,i Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 14.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SancK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nRACK= 0.012 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Check boxes are not applicable in SUMP conditions F- I MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET 2B 11/5/2024,10:59 AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Verson 5.03(August 2023) Lo(C) 7VY H-Vert Wo W p Lo(G) Design Information(Input) CDOTType R Curb Opening MINOR MAIOR Type of Inlet Type= CDOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 1 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 Water Depth at Flowline(outside of local depression) Ponding Depth= 5.8 7.0 nches Grate Information MINOR MAIOR W override Depths Length of a Unit Grate Lo(G)= N/A N, feet Width of a Unit Grate Wo= N/A N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,aeo= N/A N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= N/A N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A N/A Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Lb(C)= 5.00 5.00 feet Height of Vertical Curb Opening in Inches H ert= 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hth-t= 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) Wo= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.60 3.60 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Cp(C)= 0.67 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= N/A N/A ft Depth for Curb Opening Weir Equation do b= 0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb= 0.92 0.99 Combination Inlet Performance Reduction Factor for Long Inlets RFCembinabon= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 7.7 12.2 efs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K REQUIRED= O.8 10.4 cfs 473-010_MHFD-Inlet_v5.03,INLET 2B 1115/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 2C T T— T. - W T. STREET CROWN 0 5,i Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 14.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SancK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nRACK= 0.012 Height of Curb at Gutter Flow Line HcuRR= 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Check boxes are not applicable in SUMP conditions F- I MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET2C 11/5/2024,10:59AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Verson 5.03(August 2023) Lo(C) 7VY H-Vert Wo W p Lo(G) Design Information(Input) CDOTType R Curb Opening MINOR MAIOR Type of Inlet Type= CDOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 1 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 Water Depth at Flowline(outside of local depression) Ponding Depth= 5.8 7.0 nches Grate Information MINOR MAIOR W override Depths Length of a Unit Grate Lo(G)= N/A N, feet Width of a Unit Grate Wo= N/A N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,aeo= N/A N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= N/A N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A N/A Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Lb(C)= 5.00 5.00 feet Height of Vertical Curb Opening in Inches H ert= 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hth-t= 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) Wo= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.60 3.60 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Cp(C)= 0.67 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= N/A N/A ft Depth for Curb Opening Weir Equation do b= 0.32 0.42 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb= 0.92 0.99 Combination Inlet Performance Reduction Factor for Long Inlets RFCembinabon= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 7.7 12.2 efs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K REQUIRED= 1.1 11.7 cfs 473-010_MHFD-Inlet_v5.03,INLET 2C 1115/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 C ' ' ' • i • • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 1B-3 T T— T Tu STREET C. 0, CROWN 0 S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 14.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) Sanc,= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) naacK 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= 0.006 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) F- F MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,i„W=F 12.9 122.7 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.44 cfs on sheet'Inlet Management' M a'or storm max.allowable capacity GOOD-greater than the design peak flow of 0.44 cfs on sheet'Inlet Management' 473-010_MHFD-Inlet_v5.03,INLET 1B-3 11/5/2024,10:59 AM INLET ON A CONTINUOUS GRADE MHFD-In et, Version 5. August 2 �Lo(C) H-Curb H-Vert wo W Lo(G) Design Information(Input) CDOT/Denver 13 Combinabon MINOR MANOR Type of Inlet Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a') aLOU,L= 2.0 A inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 2 2 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 t J? ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) G(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 �Street Hydraulics:OK-0<Allowable Street Capacity' MINOR MANOR Total Inlet Interception Capacity Q= 0.4 0.4 cfs Total Inlet Carry-Over Flow(Flow bypassing inlet) Qb= N. 0.0 cfs Capture Percentage= C%= 100 100 473-010_MHFD-Inlat_v5.03,INLET 1B-3 11/5/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 C ' ' ' • i • • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 1B-4 T T— T Tu STREET C. 0, CROWN 0 S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 14.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) Sanc,= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) naacK 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= 0.006 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) F- F MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,i„W=F 12.9 122.7 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.47 cfs on sheet'Inlet Management' M a'or storm max.allowable capacity GOOD-greater than the design peak flow of 0.47 cfs on sheet'Inlet Management' 473-010_MHFD-Inlet_v5.03,INLET 1B-4 11/5/2024,10:59 AM INLET ON A CONTINUOUS GRADE MHFD-In et, Version 5. August 2 �Lo(C) H-Curb H-Vert wo W Lo(G) Design Information(Input) CDOT/Denver 13 Combinabon MINOR MANOR Type of Inlet Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a') aLOU,L= 2.0 A inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 2 2 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 t J? ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) G(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Street Hydraulics:OK-0<Allowable Street Capacity' MINOR MANOR Total Inlet Interception Capacity Q= 0.5 0.5 cfs Total Inlet Carry-Over Flow(Flow bypassing inlet) Qb= 0.0 0.0 Cfs Ca ture Percents e= C%= 100 100 473-010_MHFD-Inlat_v5.03,INLET 1B-4 11/5/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 1E-4 T T— T Tu STREET C. 0 CROWN 0 S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 7.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SancK= 0.044 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nBACK Height of Curb at Gutter Flow Line HcuRB= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 60.2 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.006 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TN x= 60.2 60.2 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Check boxes are not applicable in SUMP conditions F- I— MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET 1 E-4 11/5/2024,10:59 AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Version 5.03(August 2023) ,f-Lo(C) 7 H-Curb H-Vert Wo VIP W Lo(G) Design Information(Input) cpoT Den MINOR MAIOR Type of Inlet ver 13 co mbination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) aiooai= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 6.2 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate Lo(G)= 3.00 3.00 feet Width of a Unit Grate Wo= 1.73 1.73 feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,auo= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 a.60 Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Lo(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H ert= 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hth,oat= 5.25 5.25 inches Angle of Throat Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wo= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)=L 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= 0.52 0.54 ft Depth for Curb Opening Weir Equation do b= 0.33 0.35 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= 0.71 0.73 Curb Opening Performance Reduction Factor for Long Inlets RFC b= N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombinabon= 0.71 0.73 MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) cfs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K RE.!,.= 1.5 5.5 cfs 473-010_MHFD-Inlet_v5.03,INLET 1 E-4 1115/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-01O_Tapestry Inlet ID: INLET 1E-5 T T- T. - W T. STREET CROWN 0 5,i Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TsncK= 8.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SancK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nBACK= 0.012 Height of Curb at Gutter Flow Line HcuRR= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 20.5 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.044 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 20.5 20.5 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 12.0 inches Check boxes are not applicable in SUMP conditions F- I MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET 1 E-5 11/5/2024,10:59 AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) 7VY H-Vert Wo W p Lo(G) Design Information(Input) MINOR MAIOR Type of Inlet --oT----r 13 combination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) aiooai= 2.00 00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 11.8 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate Lo(G)= 3.00 3.00 feet Width of a Unit Grate Wo= 1.73 1.73 feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,auo= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 a.60 Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Lo(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H ert= 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hth,oat= 5.25 5.25 inches Angle of Throat Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wo= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= 0.52 1.00 ft Depth for Curb Opening Weir Equation do b= 0.33 0.81 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= 0.71 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFC,,,b= N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombinabo = 0.71 1.00 MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) cfs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K RE.!,.= 1.5 6.3 Cfs 473-010_MHFD-Inlet_v5.03,INLET 1 E-5 11/5/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 1B-2 T T— T Tu STREET C. 0, CROWN 0 S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 5.0 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 Height of Curb at Gutter Flow Line HcuRB= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 28.5 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 2B.5 28.5 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 6.8 inches Check boxes are not applicable in SUMP conditions F- MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET 1B-2 11/5/2024,10:59 AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Verson 5.03(August 2023) ,f-Lo(C) 7 H-Curb H-Vert Wo VIP W Lo(G) Design Information(Input) MINOR MAIOR Type of Inlet CDOTType R Curb Opening Type CD= OT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 I inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 6.8 inches Grate Information MINOR MAIOR r-Override Depths 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) A,aeo= N/A N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= N/A N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A rJ/A Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Ib(C)= 5.00 5.00 feet Height of Vertical Curb Opening in Inches H ert= 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hth-t= 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) Wo= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C,(C)= 3.60 3.60 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Cp(C)= 0.67 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= N/A N/A ft Depth for Curb Opening Weir Equation do b= 0.33 0.40 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFC b= 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCembinabon= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Q.=1 5.4 7.2 efs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K REQUIRED= 0.6 2.3 cfs 473-010_MHFD-Inlet_v5.03,INLET 1B-2 1115/2024,10:59 AM MHFD-Inlet Version 5.03 Au ust 2023 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: 473-010_Tapestry Inlet ID: INLET 1C-2 T T— T Tu STREET C. 0 CROWN 0 S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 3.0 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 Height of Curb at Gutter Flow Line HcuRR= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.4 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) nSfREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNAx= 27.4 27.4 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dmAX= 6.0 7.8 inches Check boxes are not applicable in SUMP conditions F- I— MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MANOR STORM Allowable Capacity is not applicable to Sump Condition Q,ii—=F SUMP SUMP cfs 473-010_MHFD-Inlet_v5.03,INLET 1C-2 1115/2024,10:59 AM INLET IN A SUMP •■ 1 LOCATION MHFD-Inlet, Version 5.03(August 2023) ,f-Lo(C) 7 H-Curb H-Vert Wo VIP W Lo(G) Design Information(Input) cgoTDenverl3combina5on MINOR MAIOR Type of Inlet Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) at..,= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 I Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 7.8 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate Lo(G)= 3.00 .00 feet Width of a Unit Grate Wo= 1.73 1.73 feet Open Area Ratio for a Grate(typical values 0.15-0.90) A,aeo= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„ (G)= 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 a.60 Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening Ib(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H ert= 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hth-t= 5.25 5.25 inches Angle of Throat Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) We= 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) C,(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Cp(C)= 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth demte= 0.52 0.67 ft Depth for Curb Opening Weir Equation do b= 0.33 0.48 ft Grated Inlet Performance Reduction Factor for Long Inlets RFG,ete= 0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFC b= N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCembinabo = 0.94 1.00 MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Q,= S.1 7.4 cfs Inlet Capacity IS GOOD for Minor and Ma"or Storms > Peak Q PE K RE U!e= 1.9 5.2 cfs 473-010_MHFD-Inlet_v5.03,INLET 1C-2 1115/2024,10:59 AM Area Inlet Performance Curve: Tapestry Inlet 1FG Governing Equations: At low flow depths,the inlet will act like a weir governed by the following equation: Q = 3 .O P H `where P=2(L+IN) *where H corresponds to the depth of water above the flowline At higher flow depths,the inlet will act like an orifice governed by the following equation: Q = 0.67 A (2 gH o.s "where A equals the open area of the inlet grate •where H corresponds to the depth of water above the centroid of the cross-sectional area(A) The exact depth at which the inlet ceases to act like a weir,and begins to act like an orifice is unknown. However,what is known,is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 16.00 14.00 - Weir Flow 12.00 Orifice Flow N 10.00 d 8.00 l6 cLi 6.00 N_ 13 4.00 - 2.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage(ft) If H>1.792(A/P),then the grate operates like an orifice;otherwise it operates like a weir. Input Parameters: Type of Grate: 30"x27" CLOSE MESH GRATE Length of Grate (ft): 2.25 Q100 (cfs)= 2.33 Width of Grate (ft): 2.50 100-YR Head (ft)= 0.30 Open Area of Grate (ft): 4.45 Flowline Elevation (ft): 4951.53 Clogging Factor: 0.50 Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet(ft) (ft) (cfs) (cfs) (cfs) 0.10 4951.63 0.45 3.78 0.45 0.20 4951.73 1.27 5.35 1.27 _-<Q100 0.30 4951.830 2.34 6.55 2.34 4,951.83 0.40 4951.93 3.60 7.57 3.60 0.50 4952.030 5.04 8.46 5.04 0.60 4952.13 6.62 9.27 6.62 0.70 4952.23 8.35 10.01 8.35 0.80 4952.330 10.20 10.70 10.20 0.90 4952.43 12.17 11.35 11.35 1.00 4952.53 14.25 11.97 11.97 1.10 4952.630 16.44 12.55 12.55 4(*,w E P S W GROUP NOENCRTHERN INEERING ORIFICE RATING CURVE _ � � H Outfall 1 FG Flow Restrictor Orifice 0 Project: Tapestry = C d 2g H Date: 11/5/2024 By: J. Obanion 100-yr HGL= 4951.22 Orifice Plate Outflow Q 9.22 cfs Orifice Coefficient Cd 0.65 Gravity Constant g 32.2 ft/s^2 100-year head H 3.86 ft Orifice Area Ao 0.90 ft^2 Orifice Area Ao 129.55 inA2 Radius r 6.4 in Diameter d 12.8 in Orifice Curve Stage (ft) H (ft) Q (cfs) Note 4947.36 0.00 0.00 Outfall Invert 4947.40 0.04 0.94 4947.60 0.24 2.30 4947.80 0.44 3.11 4948.00 0.64 3.75 4948.20 0.84 4.30 4948.40 1.04 4.79 4948.60 1.24 5.23 4948.80 1.44 5.63 4949.00 1.64 6.01 4949.20 1.84 6.37 4949.40 2.04 6.70 4949.60 2.24 7.02 4949.80 2.44 7.33 4950.00 2.64 7.62 4950.20 2.84 7.91 4950.40 3.04 8.18 4950.60 3.24 8.45 4950.80 3.44 8.70 4951.00 3.64 8.95 4951.20 3.84 9.20 4951.22 3.86 9.22 100-yr HGL 4951.40 4.04 9.43 4951.60 4.24 9.66 4951.80 4.44 9.89 4952.00 4.64 10.11 4952.20 4.84 10.32 11/5/2024 11:02 AM P:1473-0101Drainagellnletsl473-010_Oriface Rating Curve Inlet Outfall 1GIOrifice Size Area Inlet Performance Curve: Tapestry Inlet 1G-2 Governing Equations: At low flow depths,the inlet will act like a weir governed by the following equation: Q = 3 .O P H 1 .5 `where P=2(L+IN) *where H corresponds to the depth of water above the flowline At higher flow depths,the inlet will act like an orifice governed by the following equation: Q = 0.67 A (2 gH o.s "where A equals the open area of the inlet grate •where H corresponds to the depth of water above the centroid of the cross-sectional area(A) The exact depth at which the inlet ceases to act like a weir,and begins to act like an orifice is unknown. However,what is known,is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 16.00 14.00 - Weir Flow 12.00 Orifice Flow N 10.00 d 8.00 l6 H 6.00 - 13 4.00 2.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage(ft) If H>1.792(A/P),then the grate operates like an orifice;otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 2'X 3'w/ 18" basin Length of Grate (ft): 2.90 Q100 (cfs)= 1.98 Width of Grate (ft): 1.90 100-YR Head (ft)= 0.26 Open Area of Grate (ft): 2.68 Flowline Elevation (ft): 4951.90 Clogging Factor: 0.50 Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet(ft) (ft) (cfs) (cfs) (cfs) 0.10 4952.00 0.45 2.28 0.45 0.20 4952.10 1.29 3.22 1.29 'Q100 0.30 4952.200 2.36 3.94 2.36 4,952.16 0.40 4952.30 3.64 4.55 3.64 0.50 4952.400 5.08 5.09 5.08 0.60 4952.50 6.68 5.58 5.58 0.70 4952.60 8.42 6.03 6.03 0.80 4952.700 10.29 6.44 6.44 0.90 4952.80 12.27 6.83 6.83 1.00 4952.90 14.38 7.20 7.20 1.10 4953.000 16.58 7.55 7.55 Area Inlet Performance Curve: Tapestry Inlet 11 Governing Equations: At low flow depths,the inlet will act like a weir governed by the following equation: Q = 3 .O P H 1 .5 `where P=2(L+IN) *where H corresponds to the depth of water above the flowline At higher flow depths,the inlet will act like an orifice governed by the following equation: Q = 0.67 A (2 gH o.s "where A equals the open area of the inlet grate •where H corresponds to the depth of water above the centroid of the cross-sectional area(A) The exact depth at which the inlet ceases to act like a weir,and begins to act like an orifice is unknown. However,what is known,is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 16.00 14.00 - Weir Flow 12.00 Orifice Flow N 10.00 d 8.00 l6 H 6.00 - 13 4.00 2.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage(ft) If H>1.792(A/P),then the grate operates like an orifice;otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 2'X 3'w/30" basin Length of Grate (ft): 2.90 Q100 (cfs)= 2.52 Width of Grate (ft): 1.90 100-YR Head (ft)= 0.31 Open Area of Grate (ft): 2.68 Flowline Elevation (ft): 4952.02 Clogging Factor: 0.50 Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet(ft) (ft) (cfs) (cfs) (cfs) 0.10 4952.12 0.45 2.28 0.45 0.20 4952.22 1.29 3.22 1.29 0.30 4952.320 2.36 3.94 2.36 Q100 0.40 4952.42 3.64 4.55 3.64 4,952.33 0.50 4952.520 5.08 5.09 5.08 0.60 4952.62 6.68 5.58 5.58 0.70 4952.72 8.42 6.03 6.03 0.80 4952.820 10.29 6.44 6.44 0.90 4952.92 12.27 6.83 6.83 1.00 4953.02 14.38 7.20 7.20 1.10 4953.120 16.58 7.55 7.55 Nyloplast 15"Dome Grate Inlet Capacity Chart ADS BASIN 1 B-2.1 4.50 4.00 3.50 3.00 2.50 - >. U t6 Q 2.00 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 0 Nyloplast Inlet Capacity Charts June 2012 E P S ■NORTHERN GROUP ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, Colorado Pond No BASIN D3-B ATTENUATION Input Variables Results Design Point ADS BASIN 113-2.1 Required Detention Volume Design Storm 100-yr 446 W C = 0.42 0.01 lac-ft Tc= 7.67 min A= 0.22 acres Max Release Rate = 0.17 cfs Ft Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Qav Outflow s Volume Intensity (fts) Factor (cfs) (ft ) W) in/hr 5 9.950 276 1.00 0.17 51 225 10 7.720 428 1.00 0.17 102 326 15 6.520 542 1.00 0.17 153 389 20 5.600 621 1.00 0.17 204 417 25 4.980 690 1.00 0.17 255 435 30 4.520 752 1.00 0.17 306 446 35 4.080 792 1.00 0.17 357 435 40 3.740 829 1.00 0.17 408 421 45 3.460 863 1.00 0.17 459 404 50 3.230 895 1.00 0.17 510 385 55 3.030 924 1.00 0.17 561 363 60 2.860 951 1.00 0.17 612 339 65 2.720 980 1.00 0.17 663 317 70 2.590 1005 1.00 0.17 714 291 75 2.480 1031 1.00 0.17 765 266 80 2.380 1056 1.00 0.17 816 240 85 2.290 1079 1.00 0.17 867 212 90 2.210 1103 1.00 0.17 918 185 95 2.130 1122 1.00 0.17 969 153 100 2.060 1142 1.00 0.17 1020 122 105 2.000 1164 1.00 0.17 1071 93 110 1.940 1183 1.00 0.17 1122 61 115 1.890 1205 1.00 0.17 1173 32 120 1.840 1224 1.00 0.17 1224 0 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 473-010 BASIN D3 ATTENUATION Page 1 of 1 Pond Stage-Storage Curve BASIN D3-B ATTENUATION 437-010 Tapestry By:J. Obanion 11/12/2024 Stage Contour Area Volume Volume (FT) (SF) (CU.FT.) (AC-FT) 4950.20 48.81 0.00 0.00 4,950.40 285.47 33.43 0.00 4,950.60 715.54 133.53 0.00 4,950.80 1,339.14 339.00 0.01 4,950.86 1,588.16 446.00 0.01 100-YR ATTENUATION 4,951.00 2,151.50 688.06 0.02 4,951.20 3,159.41 1219.15 0.03 Nyloplast 15"Dome Grate Inlet Capacity Chart ADS BASIN 1 B-2.2 4.50 4.00 3.50 3.00 2.50 - >. U t6 Q 2.00 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 0 Nyloplast Inlet Capacity Charts June 2012 E P S ■NORTHERN GROUP ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 473-010 Project Name Tapestry Project Location Fort Collins, Colorado Pond No BASIN D3-A ATTENUATION Input Variables Results Design Point ADS BASIN 113-2.2 Required Detention Volume Design Storm 100-yr 3016 W C = 0.68 0.07 lac-ft Tc= 7.90 min A= 0.89 acres Max Release Rate = 1.06 cfs Ft Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Qav Outflow s Volume Intensity (fts) Factor (cfs) (ft ) W) in/hr 5 9.950 1807 1.00 1.06 318 1489 10 7.720 2803 1.00 1.06 636 2167 15 6.520 3551 1.00 1.06 954 2597 20 5.600 4067 1.00 1.06 1272 2795 25 4.980 4521 1.00 1.06 1590 2931 30 4.520 4924 1.00 1.06 1908 3016 35 4.080 5185 1.00 1.06 2226 2959 40 3.740 5432 1.00 1.06 2544 2888 45 1 3.460 5654 1.00 1.06 2862 2792 50 3.230 5864 1.00 1.06 3180 2684 55 3.030 6051 1.00 1.06 3498 2553 60 2.860 6231 1.00 1.06 3816 2415 65 2.720 6420 1.00 1.06 4134 2286 70 2.590 6583 1.00 1.06 4452 2131 75 2.480 6754 1.00 1.06 4770 1984 80 2.380 6914 1.00 1.06 5088 1826 85 2.290 7068 1.00 1.06 5406 1662 90 2.210 7222 1.00 1.06 5724 1498 95 2.130 7348 1.00 1.06 6042 1306 100 2.060 7480 1.00 1.06 6360 1120 105 2.000 7626 1.00 1.06 6678 948 110 1.940 7749 1.00 1.06 6996 753 115 1.890 7892 1.00 1.06 7314 578 120 1.840 8018 1.00 1.06 7632 386 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 473-010 BASIN D3 ATTENUATION Page 1 of 1 Pond Stage-Storage Curve BASIN D3-A ATTENUATION 437-010 Tapestry By:J. Obanion 11/12/2024 Stage Contour Area Volume Volume (FT) (SF) (CU.FT.) (AC-FT) 4950.00 53.82 0.00 0.00 4,950.20 269.36 32.32 0.00 4,950.40 649.64 124.22 0.00 4,950.60 1,192.37 308.42 0.01 4,950.80 1,893.10 616.97 0.01 4,951.00 3,039.10 1110.19 0.03 4,951.20 4,576.90 1871.79 0.04 4,951.40 6,503.92 2979.87 0.07 4,951.40 6,556.57 3016.00 0.07 100-YR ATTENUATION 4,951.60 8,722.60 4502.52 0.10 Nyloplast 15"Dome Grate Inlet Capacity Chart ADS BASIN 1 E-2.1 4.50 4.00 3.50 3.00 2.50 - 16 - >. U t6 Q 2.00 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 0 Nyloplast Inlet Capacity Charts June 2012 Nyloplast 15"Dome Grate Inlet Capacity Chart ADS BASIN 4.50 4.00 3.50 3.00 2.50 - >. U t6 Q 2.00 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 0 Nyloplast Inlet Capacity Charts June 2012 Nyloplast 15"Dome Grate Inlet Capacity Chart ADS BASIN 1 L 4.50 4.00 3.50 3.00 2.50 - _' U t6 Q 2.00 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 0 Nyloplast Inlet Capacity Charts June 2012 APPENDIX PP , HYDRAULIC CALCULATIONS fN ERC r L R� = y�OR, OF l ENE OE<iNE Y V�i 2Q-Y�bcb MNO F�O w EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth Storm 1 Downstream of WQ Weirs 5 6 4 3 7 2 8 1 Outfall Project File: STORM 1.stm Number of lines:8 Date: 11/7/2024 Storm Sewers v2023.00 Storm Sewer Profile PIPES 1A-1E Proj. file STORM 1.stm w N Co V U-) 7 7 7 7 7 50 L005 NOS NOS LnOS 0 O N 0 C, V �tn0 �V V ,:MCo �r U) N —11-0 HMV rLO� ram(` �cM ' N t 66 N to 0 M C') Lo O V ��'� N �� * N �VV Co �It� O V� Elev. (ft) o w v w�� vi wM� m w�� rn w�� o w� O -O W + -0 W W N -a W W Co .p UJ LU Cl) -p W W CO -6 W U c U) Ur` c c Ur` Ur` ) c 4962.00 4962.00 4958.00 4958.00 4954.00 4954.00 4950.00 4950.00 0 4946.00 0 4946.00 0 0 0 4942.00 4942.00 0 50 100 150 200 250 300 350 400 450 500 550 600 650 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Profilel PIPE 1B Proj. file STORM 1.stm �n O S E COO J O,0 I� O pCD V V 0� V Elev. (ft) o w CD w� o -0ww o ow � E > > _ > cn UL c S cn (D S 4958.00 4958.00 4955.00 4955.00 4952.00 4952.00 4949.00 4949.00 4946.00 19.922Lf-244946.00 E22b E0.309%. 4943.00 4943.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile PIPE 1C Proj. file STORM 1.stm r, cv O E cD O Lo o °�co COV O V (D CD tD U(6 p V Itr V Elev. (ft) C) w d °' w� CD oww o -6w cc E > > E > 4959.00 4959.00 4956,00 4956.00 4953-00 4953,00 4950.00 4950.00 494700 4947.00 o� 4944.00 4944.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profilel PIPE 1E-1 Proj. file STORM 1.stm Co � o= Coo Co M J N V I-n N 00 O V O �� Elev. (ft) o w M w01 0 LU W o �w � E m E cn (� cn (D 4959.00 4959.00 4956,00 4956.00 4953-00 4953,00 4950.00 4950.00 4947 00 4947.00 4944.00 4944.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE 1A 34.32 30 Cir(2b) 148.452 4945.29 4945.74 0.303 4946.46 4947.78 0.25 4948.03 End None 2 PIPE 1B 29.86 36 Cir 136.830 4945.94 4946.35 0.300 4948.03 4948.33 0.57 4948.90 1 None 3 PIPE 1C 24.66 36 Cir 47.973 4946.40 4946.54 0.292 4948.90 4948.93 0.26 4949.19 2 None 4 PIPE 1 D 24.66 36 Cir 63.093 4946.54 4946.73 0.301 4949.19 4949.24 0.24 4949.48 3 None 5 PIPE 1E 9.22 30 Cir 210.705 4946.73 4947.37 0.304 4949.48 4949.55 0.06 4949.62 4 None 6 PIPE 1 E-1 15.44 36 Cir 35.000 4946.73 4946.84 0.314 4949.48 4949.49 0.09 4949.57 4 None 7 PIPE 1C-1 5.20 24 Cir 19.745 4946.40 4946.46 0.304 4948.90` 4948.90' 0.04 4948.95 2 None 8 PIPE 1 B-1 4.46 24 Cir 19.922 4945.99 4946.05 0.299 4948.03 4948.04 0.03 4948.07 1 None Storm 1 Downstream of WQ Weirs Number of lines: 8 Run Date: 11/7/2024 NOTES: Return period= 100 Yrs. ; "Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 30(2b) 34.32 4945.29 4946.46 1.17 4.51 7.61 0.90 4947.36 0.749 148.45 4945.74 4947.78 2.04 8.58 4.00 0.25 4948.03 0.150 0.450 0.668 1.00 0.25 2 36 29.86 4945.94 4948.03 2.09 5.26 5.68 0.50 4948.53 0.247 136.83 4946.35 4948.33 1.98 4.95 6.04 0.57 4948.90 0.286 0.267 0.365 1.00 0.57 3 36 24.66 4946.40 4948.90 2.50 6.28 3.92 0.24 4949.14 0.114 47.973 4946.54 4948.93 2.39 6.04 4.08 0.26 4949.19 0.123 0.118 0.057 1.00 0.26 4 36 24.66 4946.54 4949.19 2.65 6.61 3.73 0.22 4949.41 0.104 63.093 4946.73 4949.24 2.51 6.31 3.91 0.24 4949.48 0.113 0.108 0.068 1.00 0.24 5 30 9.22 4946.73 4949.48 2.50 4.91 1.88 0.05 4949.53 0.043 210.70 54947.37 4949.55 2.18 4.55 2.03 0.06 4949.62 0.039 0.041 0.087 1.00 0.06 6 36 15.44 4946.73 4949.48 2.75 6.78 2.28 0.08 4949.56 0.040 35.000 4946.84 4949.49 2.65 6.60 2.34 0.09 4949.57 0.041 0.040 0.014 1.00 0.09 7 24 5.20 4946.40 4948.90 2.00 3.14 1.66 0.04 4948.94 0.045 19.745 4946.46 4948.90 2.00 3.14 1.66 0.04 4948.95 0.045 0.045 0.009 1.00 0.04 8 24 4.46 4945.99 4948.03 2.00 3.14 1.42 0.03 4948.06 0.033 19.922 4946.05 4948.04 1.99 3.14 1.42 0.03 4948.07 0.031 0.032 0.006 1.00 0.03 Storm 1 Downstream of WQ Weirs Number of lines:8 j Run Date: 1 1/7/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 1 UPSTREAM OF WQ WEIR 1 9 7 8 5 6 4 3 2 1 Outfall Project File: UPSTREAM STORMTECH 1 WEIR.stm Number of lines:9 Date: 11/6/2024 Storm Sewers v2023.00 Storm Sewer Profile PIPES 1F-1K Proj. file UPSTREAM STORMTECH 1 WEIR.stm CO N M VLO 7 7 7 7 :5 CO7 MO 00 NO m0 00 V�O O r (O qCO� J J 0.00 J V— J N0000 � �(O M M CO ' CV (O ' N I-O) ' N r M ' M t0(n ' O Il_ O � O LO - LO p V OM 'r V O �V V O� It V O �V V O T V p �V Elev. (ft) °'°' _°'°' _°'°' _°'°' _°'� _0) O = v vv CO vv LO vv u) vv � vv v O W ClO W C`') W + W rn W W COap W o -6W O -6WW o -6WW o -6WW O p W W + -6WW + -pW CO i > B E » B E » B E » n E > > E j j w0 E > � O E CO (jSE N (DSS fn (DSE Cn (DSE U) (D.SE Cn (DE 4964.00 4964.00 4960.00 4960.00 4956.00 4956.00 4952.00 4952.00 494800 0 6' ° 4948.00 - o 5 m3n 41 il'i W 1 @ n n n 0 4944.00 4944.00 0 25 50 75 100 125 150 175 200 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Profilel PIPES 1G-1 - 1G-2 Proj. file UPSTREAM STORMTECH 1 WEIR.stm M O J coo E O • co �MM •CO (O p V V p V V CO V Elev. (ft) o w o p .o W W + .o W W N -o W cc c > > c > > B c > �U` c c � U` cc U) (Dc 4960,00 4960.00 4957.00 4957.00 4954.00 4954.00 4951.00 -- ------- ---- 4951.00 494800 4948.00 4945.00 4945.00 0 25 50 75 100 125 150 175 200 225 250 275 300 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Profile PIPE 1K-1 Proj. file UPSTREAM STORMTECH 1 WEIR.stm Oo E E C*o N CO CO J �qo CO In ul r pp LO 00 CO O �It O V� Elev. (ft) o w v N w� CD oww o -6w E > > B E> 0 cc U) CAS 4961.00 4961.00 4958.00 4958.00 4955.00 4955.00 4952.00 4952.00 494900 4949.00 4946.00 4946.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE 1F 9.22 54 Cir 5.301 4947.36 4947.36 0.000 4950.82 4950.82 0.01 4950.83 End None 2 PIPE 1G 4.91 24 Cir 33.658 4947.61 4947.44 -0.505 4950.83* 4950.84* 0.01 4950.84 1 None 3 PIPE 1 H 4.91 24 Cir 19.001 4947.60 4947.70 0.527 4950.84* 4950.85* 0.04 4950.89 2 None 4 PIPE 11 2.39 24 Cir 37.086 4947.90 4948.11 0.566 4950.89* 4950.89* 0.01 4950.90 3 None 5 PIPE 1J 2.39 18 Cir 54.000 4948.31 4948.58 0.500 4950.90* 4950.93* 0.03 4950.95 4 None 6 PIPE 1K 2.25 15 Cir 36.000 4948.58 4948.76 0.499 4950.95* 4950.99* 0.05 4951.04 5 None 7 PIPE 1 K-1 0.14 12 Cir 27.000 4948.58 4948.85 1.000 4950.95* 4950.95* 0.00 4950.95 5 None 8 PIPE 1G-1 1.98 12 Cir 104.095 4947.61 4947.93 0.308 4950.83* 4951.10* 0.10 4951.20 1 None 9 PIPE 1G-2 1.98 12 Cir 177.763 4947.93 4948.46 0.298 4951.20* 4951.67* 0.10 4951.77 8 None STORM 1 UPSTREAM OF WQ WEIR 1 Number of lines: 9 Run Date: 11/12/2024 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 54 9.22 4947.36 4950.82 3.46 13.12 0.70 0.01 4950.83 0.002 5.301 4947.36 4950.82 3.46 13.11 0.70 0.01 4950.83 0.002 0.002 0.000 1.00 0.01 2 24 4.91 4947.61 4950.83 2.00 3.14 1.56 0.04 4950.86 0.040 33.658 4947.44 4950.84 2.00 3.14 1.56 0.04 4950.88 0.040 0.040 0.014 0.15 0.01 3 24 4.91 4947.60 4950.84 2.00 3.14 1.56 0.04 4950.88 0.040 19.001 4947.70 4950.85 2.00 3.14 1.56 0.04 4950.89 0.040 0.040 0.008 0.99 0.04 4 24 2.39 4947.90 4950.89 2.00 3.14 0.76 0.01 4950.90 0.010 37.086 4948.11 4950.89 2.00 3.14 0.76 0.01 4950.90 0.010 0.010 0.004 0.99 0.01 5 18 2.39 4948.31 4950.90 1.50 1.77 1.35 0.03 4950.93 0.044 54.000 4948.58 4950.93 1.50 1.77 1.35 0.03 4950.95 0.044 0.044 0.024 0.88 0.03 6 15 2.25 4948.58 4950.95 1.25 1.23 1.83 0.05 4951.00 0.103 36.000 4948.76 4950.99 1.25 1.23 1.83 0.05 4951.04 0.103 0.103 0.037 1.00 0.05 7 12 0.14 4948.58 4950.95 1.00 0.79 0.18 0.00 4950.95 0.001 27.000 4948.85 4950.95 1.00 0.79 0.18 0.00 4950.95 0.001 0.001 0.000 1.00 0.00 8 12 1.98 4947.61 4950.83 1.00 0.79 2.52 0.10 4950.92 0.264 104.09 54947.93 4951.10 1.00 0.79 2.52 0.10 4951.20 0.263 0.263 0.274 1.00 0.10 9 12 1.98 4947.93 4951.20 1.00 0.79 2.52 0.10 4951.30 0.264 177.76 4948.46 4951.67 1.00 0.79 2.52 0.10 4951.77 0.263 0.263 0.468 1.00 0.10 STORM 1 UPSTREAM OF WQ WEIR 1 Number of lines:9 Run Date: 11/12/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 1 UPSTREAM OF WQ WEIR 2 5 � Outfall 2 3 4 Project File: UPSTREAM STORMTECH 2 WEIR.stm Number of lines:5 Date: 11/6/2024 Storm Sewers v2023.00 Storm Sewer Profilel PIPES 1E-2 - 1E-5 Proj. file UPSTREAM STORMTECH 2 WEIR.stm NCO M <t co 00 S 00 c coo 5 00 N J O J M__ J J ap N O NOO NN ' O�� ' O� O p�j I� 000 �r� �� 00 a)LO Cr0 mr O q O a)M M "r0)0 O �a)0 N Elev. (ft) o w d N w�_d CO W`*"r O wvv wd O -6W o -6WW WW + .DWW N aW C� S cn 0E E CO 0E E cn Ohs to CD 4959.00 4959.00 4956,00 4956+00 4953.00 4953.00 4950.00 —4950.00 4947.00 4947.00 8"@ 0.30% 4944.00 26. 86Lf-30"@ 0.1 % L 1 4944.00 0 25 50 75 100 125 150 175 200 225 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profilel PIPE 1 E-2.1 Proj. file UPSTREAM STORMTECH 2 WEIR.stm Oo= J No o0)0) LO NOO OLn O W V a)Elev. (ft) a w w° 0 -6ww o -6w � E E > 4960,00 4960.00 4957.00 4957.00 4954.00 4954,00 4951.00 4951.00 4948 00 4948.00 0 4945.00 4945.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE 1 E-2 15.44 30 Cir 26.086 4947.04 4947.09 0.195 4949.57 4949.59 0.15 4949.75 End None 2 PIPE 1 E-3 11.86 30 Cir 60.225 4947.09 4947.21 0.199 4949.75* 4949.79* 0.09 4949.88 1 None 3 PIPE 1 E-4 11.86 24 Cir 101.772 4947.21 4947.42 0.206 4949.88* 4950.12* 0.18 4950.30 2 None 4 PIPE 1 E-5 6.33 18 Cir 26.784 4947.42 4947.50 0.299 4950.30* 4950.38* 0.20 4950.58 3 None 5 PIPE 1E-2.1 3.58 15 Cir 84.512 4947.09 4947.51 0.497 4949.75* 4949.97* 0.13 4950.10 1 None --FSTORM 1 UPSTREAM OF WQ WEIR 2 Number of lines: 5 Run Date: 11/6/2024 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 30 15.44 4947.04 4949.57 2.50 4.91 3.15 0.15 4949.72 0.121 26.086 4947.09 4949.59 2.50 4.91 3.15 0.15 4949.75 0.120 0.120 0.031 1.00 0.15 2 30 11.86 4947.09 4949.75 2.50 4.91 2.42 0.09 4949.84 0.071 60.225 4947.21 4949.79 2.50 4.91 2.42 0.09 4949.88 0.071 0.071 0.043 1.00 0.09 3 24 11.86 4947.21 4949.88 2.00 3.14 3.78 0.22 4950.10 0.234 101.77 4947.42 4950.12 2.00 3.14 3.78 0.22 4950.34 0.234 0.234 0.238 0.83 0.18 4 18 6.33 4947.42 4950.30 1.50 1.77 3.58 0.20 4950.50 0.310 26.784 4947.50 4950.38 1.50 1.77 3.58 0.20 4950.58 0.310 0.310 0.083 1.00 0.20 5 15 3.58 4947.09 4949.75 1.25 1.23 2.92 0.13 4949.88 0.262 84.512 4947.51 4949.97 1.25 1.23 2.92 0.13 4950.10 0.262 0.262 0.221 1.00 0.13 STORM 1 UPSTREAM OF WQ WEIR 2 Number of lines:5 Run Date: 11/6/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 1 UPSTREAM OF WQ WEIR 3 1 Outfall Project File: UPSTREAM STORMTECH 3 WEIR.stm Number of lines: 1 Date: 11/7/2024 Storm Sewers v2023.00 Storm Sewer Profilel PIPE 1C-2 Proj. file UPSTREAM STORMTECH 3 WEIR.stm I �o I (0 CO �CO cm o rn o �0, Elev. (ft) o w ui 0 LU o -6 w U) (D 4959.00 4959.00 4956,00 4956+00 4953-00 4953,00 4950.00 4950.00 494700 4947.00 4944.00 4944.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 PIPE 1 C-2 5.20 12 Cir 11.003 494663 4946.66 0.275 4950.09' 4950.29' 0.68 495097 End None STORM 1 UPSTREAM OF WQ WEIR 3 Number of lines: 1 JRn Date: 11/12/2024 NOTES: Return period= 100 Yrs. ;*Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) M (ft) (K) (ft) 1 12 " 494663 4950.09 1.00 0.79 6.62 068 4950.77 1.817 11.003 4946.66 495029 1.00 0 79 6.62 0.68 4950.97 1.817 1.817 0.200 1.00 068 STORM 1 UPSTREAM OF WQ WEIR 3 Number of lines: 1 Run Date: 11/12/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 1 UPSTREAM OF WQ WEIR 4 3 2 4 5 1 Outfall Project File: UPSTREAM STORMTECH 4 WEIR.stm Number of lines:5 Date: 11/7/2024 Storm Sewers v2023.00 Storm Sewer Profile 1B-1.1 - 1B-1.2 Proj. file UPSTREAM STORMTECH 4 WEIR.stm N (M 7 7 7 Ln O Ln O E O r V V OLOU O O NN OVV M00 O � (O CO �(O CO M CO O Elev. (ft) o w `t d v uw w� o -6 w w o oww + aw � E E > > » E > � U` cc � Ur` c 4959.00 4959.00 4956,00 4956.00 4953-00 4953.00 4950.00 4950.00 494700 4947.00 0 7 - o 4944.00 4944.00 0 10 20 30 40 50 60 70 80 90 100 110 120 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Profile 1 B-2 - 1 B-4 Proj. file UPSTREAM STORMTECH 4 WEIR.stm LD o c j ^O J COO E J chO LO O 0) M m6M6 N 0)6 6 N O'> 0 O IT 0) 'r V ��a V V2 Elev. (ft) o w o w`r� `�-° w�� `� w� 0 o W p -6WW o -6WLU + pW CO c > B c > > B E> > C > c En (D S c U) (D c c (n ( c 4959.00 4959.00 4956,00 4956.00 4953.00 4953.00 4950.00 4950.00 494700 4947.00 0 36.00 OLf-15" .31% 4944.00 4944.00 0 10 20 30 40 50 60 70 80 90 100 110 120 HGL----- EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE 1 B-2 4.44 24 Cir 9.939 4946.21 4946.24 0.305 4949.70* 4949.70* 0.03 4949.74 End None 2 PIPE 113-1.1 1.23 12 Cir 41.259 4946.24 4946.45 0.509 4949.74* 4949.78* 0.01 4949.78 1 None 3 PIPE 16-1.2 1.06 12 Cir 70.372 4946.45 4946.80 0.497 4949.78* 4949.84* 0.03 4949.86 2 None 4 PIPE 1 B-3 0.91 15 Cir 66.489 4946.24 4946.44 0.300 4949.74* 4949.75* 0.00 4949.75 1 None 5 PIPE 1 B-4 0.47 15 Cir 36.000 4946.44 4946.55 0.305 4949.75* 4949.75* 0.00 4949.75 4 None --FSTORM 1 UPSTREAM OF WQ WEIR 4 Number of lines: 5 Run Date: 11/12/2024 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 24 4.44 4946.21 4949.70 2.00 3.14 1.41 0.03 4949.73 0.033 9.939 4946.24 4949.70 2.00 3.14 1.41 0.03 4949.74 0.033 0.033 0.003 1.00 0.03 2 12 1.23 4946.24 4949.74 1.00 0.79 1.57 0.04 4949.77 0.102 41.259 4946.45 4949.78 1.00 0.79 1.57 0.04 4949.82 0.102 0.102 0.042 0.15 0.01 3 12 1.06 4946.45 4949.78 1.00 0.79 1.35 0.03 4949.81 0.076 70.372 4946.80 4949.84 1.00 0.79 1.35 0.03 4949.86 0.075 0.076 0.053 1.00 0.03 4 15 0.91 4946.24 4949.74 1.25 1.23 0.74 0.01 4949.74 0.017 66.489 4946.44 4949.75 1.25 1.23 0.74 0.01 4949.76 0.017 0.017 0.011 0.15 0.00 5 15 0.47 4946.44 4949.75 1.25 1.23 0.38 0.00 4949.75 0.005 36.000 4946.55 4949.75 1.25 1.23 0.38 0.00 4949.75 0.005 0.005 0.002 1.00 0.00 STORM 1 UPSTREAM OF WQ WEIR 4 Number of lines:5 Run Date: 11/12/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 2 2 1 Project File: STORM 2.stm Number of lines:2 Date: 11/6/2024 Storm Sewers v2023.00 Storm Sewer Profilel PIPES 2A-2B Proj. file STORM 2.stm Co @ N{ co c: c un O E v 0 co w o O v cCOo ' m coc o 0 o rn v� v ao �T Elev. (ft) o w v : w�."t � w� 0 oLU 0 -oWw o -6w m E 0 E » m E <n (D.SS in C7� 4957.00 4957.00 4954,00 4954.00 4951.00 4951,00 4948.00 4948.00 4945 00 4945.00 4. 30Lf-24"CcD 0. 9% 4942.00 4942.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE 2A 22.07 24 Cir 41.986 4944.66 4944.87 0.500 4946.34 4946.84 0.50 4947.34 End None 2 PIPE 2B 11.67 24 Cir 44.830 4944.87 4945.09 0.490 4947.34' 4947.45` 0.21 4947.66 1 None STORM 2 Number of lines:2 Run Date: 11/6/2024 NOTES: Known Qs only ; `Surcharged(HGL above crown). Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) M (ft) (K) (ft) 1 24 22 07 494466 494634 1.68 2.81 7.85 0.96 4947.29 0.781 41.986 4944.87 4946.84 1.97 3 13 7.05 0 77 4947.61 0 736 0.758 0.318 0.65 0 50 24 11.67 4944.87 4947.34 2.00 3.14 3.72 0.21 4947.56 0.227 44.830 4945.09 4947.45 2.00 3.14 3.71 0.21 4947.66 0.227 0.227 0.102 1.00 0?1 STORM 2 Number of lines:2 Run Date: 11/6/2024 c=cir e=ellip b=box Storm Sewers v2023.00 STORM 3 5 4 6 3 2 1 Outfall Project File: STORM 3.stm Number of lines:6 Date: 11/7/2024 Storm Sewers v2023.00 Storm Sewer Profilel PIPES 3B-3A Proj. file STORM 3.stm I� N N m 0;0; V' CD � V V M q p V V m V Elev. (ft) o W o w � M w� a o W W N -o W W N -o W > > m E > > B c > U) (DSc U) (D.S 4956,00 4956.00 4953.00 4953.00 4950.00 4950.00 4947.00 4947.00 4944.00 4944.00 01.313Lf- 15" 0.30% 0.89% 4941.00 4941.00 0 25 50 75 100 125 150 175 200 225 250 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile EXISTING PIPES 3E - 3C-1 Proj. file STORM 3.stm Co ? N Co = CD � co 5 c n0� O� c NOS c c)0 O M Iq 00 r- 0�oo cq M M C6 N 0NN 0000 I NN Coco O N NV CNN 0 CNN 0 �MM oo 0M O V � 'VV V �VVa)m W ��CD 0) N �� Elev. (ft) o w N U" wV-I wV-'T m w� O p W O -p LU LU M aWW co -6W W M -pW r E Co 0.S C U) (D S C U) O.S.S fn 0.S 4955.00 4955.00 4952,00 4952.00 4949.00 4949.00 4946.00 4946.00 4943.00 4943.00 317.710L 0.20ro -15"@0.20% o - .44% 4940.00 4940.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 HGL------ EGL Reach (ft) Storm Sewers Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 EX PIPE 3E 3.25 15 Cir 22.742 4942.23 4942.28 0.198 4942.96 4943.16 0.18 4943.34 End None 2 EX PIPE 3D 3.25 15 Cir 317.710 4942.27 4942.91 0.200 4943.35 4943.98 0.02 4944.00 1 None 3 EX PIPE 3C 3.25 15 Cir 9.407 4942.98 4943.21 2.445 4944.00 4943.94 n/a 4943.94 j 2 None 4 PIPE 3B 2.61 15 Cir 201.313 4943.21 4943.81 0.300 4943.97 4944.57 0.12 4944.69 3 None 5 PIPE 3A 2.61 15 Cir 35.000 4943.81 4944.12 0.886 4944.69 4944.77 n/a 4944.77 j 4 None 6 EX PIPE 3C-1 0.64 15 Cir 35.030 4943.26 4943.33 0.201 4943.94 4943.94 0.02 4943.96 3 None STORM 3 Number of lines:6 Run Date: 11/12/2024 NOTES: Return period= 100 Yrs. ;j-Line contains hyd.jump. Storm Sewers v2023.00 Hydraulic Grade Line Computations Pagel Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 3.25 4942.23 4942.96 0.73 0.74 4.40 0.30 4943.26 0.530 22.742 4942.28 4943.16 0.89 0.93 3.49 0 19 4943.35 0.298 0.414 0.094 0.96 0.18 15 3.25 4942.27 4943.35 1.07* 1.12 2.90 0.13 4943.48 0.200 317.71 4942.91 4943.98 1.07 1.12 2.90 0.13 4944.12 0.200 0.200 0.636 0.15 0.02 3 15 3.25 4942.98 4944.00 1.02 0.74 3.02 0.30 4944.31 0.000 9.407 4943.21 4943.94 j 0.73** 0.74 4.40 030 4944.24 0.000 0.000 n/a 0.91 n/a 4 15 2.61 4943.21 4943.97 0.76* 0.78 3.36 0.18 4944.14 0.300 201.31 4943.81 4944.57 0.76 0.78 3.37 0.18 4944.75 0.302 0.301 0.606 0.70 0.12 5 15 2.61 4943.81 4944.69 0.88 0.64 2.82 0.26 4944.95 0.000 35.000 4944.12 4944.77 j 0.65** 0.64 4.07 0.26 4945.03 0.000 0.000 n/a 1.00 n/a 6 15 0.64 4943.26 4943.94 0.68 0.68 0.95 0.01 4943.95 0.026 35.030 4943.33 4943.94 0.61 0.60 1.07 0.02 4943.96 0.036 0.031 0.011 1.00 0.02 STORM 3 Number of lines:6 Run Date: 11/12/2024 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 5 2024 SWALE 1-1 Q100 = 13.80 CFS Q100*1.33 = 18.35 CFS User-defined Highlighted Invert Elev (ft) = 4948.66 Depth (ft) = 1.27 Slope (%) = 0.50 Q (cfs) = 18.35 N-Value = 0.031 Area (sqft) = 6.98 Velocity (ft/s) = 2.63 Calculations Wetted Perim (ft) = 10.11 Compute by: Known Q Crit Depth, Yc (ft) = 0.97 Known Q (cfs) = 18.35 Top Width (ft) = 9.76 EGL (ft) = 1.38 (Sta, El, n)-(Sta, El, n)... (0.00,4950.41)-(6.00,4948.76,0.035)-(7.00,4948.66,0.012)-(8.00,4948.76,0.012)-(14.70,4951.00,0.035) Elev (ft) Section Depth (ft) 4952.00 3.34 4951.00 2.34 4950.00 000, 1.34 4949.00 0.34 4948.00 -0.66 4947.00 -1.66 -2 0 2 4 6 8 10 12 14 16 18 Sta (ft) APPENDIX DOWNSTREAM EPSGROUPINC.COM NORTHERN ENGINEERING.COM 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth 03/15/2016 00:05:00 FORTCOW NS POND WEIR-1 Oulfall FUTUREPOND 04 OulfallFuture OUT-1 WEIR-2 SWMM 5.1 Page 1 EPA STORM WATER MANAGEMENT MODEL-VERSION 5.2 (Build 5.2.4) ------------------------------------------------------------ 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 ............ 03/15/2016 00:00:00 Ending Date .............. 03/20/2016 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 ........ 15.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches --------- ------- Total Precipitation ...... 5.787 5.329 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 0.664 0.612 Surface Runoff........... 5.087 4.685 Final Storage ............ 0.069 0.063 SWMM 5.1 Page 1 Continuity Error(%) ..... -0.575 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 5.087 1.658 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 5.084 1.657 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(%) ..... 0.055 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. Routing Time Step Summary Minimum Time Step 15.00 sec Average Time Step 15.00 sec Maximum Time Step 15.00 sec % of Time in Steady State 0.00 Average Iterations per Step : 1.00 %of Steps Not Converging 0.00 SWMM 5.1 Page 2 Subcatchment Runoff Summary ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total hnpery Pery 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 ------------------------------------------------------------------------------------------------------------------------------ On-Site 5.33 0.00 0.00 0.58 3.53 1.18 4.71 1.31 92.58 0.884 Future 5.33 0.00 0.00 0.73 2.74 1.84 4.58 0.35 28.55 0.860 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 --------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 0.00 43.90 0 00:00 0.00 POND STORAGE 0.58 5.50 49.70 0 01:02 5.50 FUTUREPOND STORAGE 0.32 2.73 46.73 0 01:05 2.73 Node Inflow Summary ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error SWMM 5.1 Page 3 Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- OUT-1 OUTFALL 0.00 34.16 0 01:05 0 1.66 0.000 POND STORAGE 92.58 92.58 0 00:35 1.31 1.31 0.067 FUTUREPOND STORAGE 28.55 32.93 0 01:02 0.347 0.796 0.003 Node Flooding Summary No nodes were flooded. Storage Volume Summary ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pent Pcnt Pent Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------------------ POND 8.511 6.9 0.0 0.0 105.328 85.9 0 01:02 27.84 FUTUREPOND 2.438 1.9 0.0 0.0 32.097 25.0 0 01:05 32.16 Outfall Loading Summary ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10116 gal ----------------------------------------------------------- SWMM 5.1 Page 4 OUT-1 23.68 2.17 34.16 1.657 ----------------------------------------------------------- System 23.68 2.17 34.16 1.657 Link Flow Summary ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence IVelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- WEIR-1 WEIR 25.84 0 01:02 0.00 WEIR-2 WEIR 31.61 0 01:05 0.00 Outfall DUMMY 2.00 0 01:02 OutfallFuture DUMMY 0.55 0 01:05 Conduit Surcharge Summary No conduits were surcharged. Analysis begun on: Tue Jul 30 14:17:42 2024 Analysis ended on: Tue Jul 30 14:17:42 2024 Total elapsed time: < 1 sec SWMM 5.1 Page 5 500-YR FULLY DEVELOPED FLOW LIMITS 1\l TAPE POND III '�� EXISTING DRAINAGE EASEMENT LIMITS 5 /- - ' _ - - . . . 49 LEMERGENCY OW LOCATION TAPESTRY _ / � 111 I}Ily \ J 52 _ - - - _ - - - - - - 49 �2� _ - - - - - 50 FUTURE DETENTION PROPOSED DRAINAGE EASEMENT LIMITS \\\\\\\ Ili I I I I PROPOSED POND - ?!% DRAINAGE ' �4945' XS 7 I I EASEMENT !� 63 ` I I I �, !� \ 4� 4: PROPOSED 20''4g5 \ �� '��.0 DRAINAGE EASEMENT J 80 0 80 FEET FUTURE DEVELOPMENT AREA \ x 60///�/I/ / ASSUMED:2.79 AC(52%IMP.) (IN FEET) 4 \ � 1 - 1 - - - -� - - I- 1"=80' - _ASSUMED FUTURE EMERGENCY - - 4- - Y- - %��-�---- \ \XS 558 �. -I�OVERFLOW LOCATION �r✓ - - _�9 n I HEC-RAS Summary \ \\ v IIIIIII PROPOSED 46' \ Effective Top - - - - - - - - . / - DRAINAGE EASEMENT- - - -I- Profile Q Total (cfs) W.S. Elev (ft) Width (ft) XS639 �I�\\ � � _ Ll 1 t1 � 7- - - - - - - - - - - - = } \ ` \ A -EXISTING DRAINAGE EASEMENT / yI� 500-YR Fully Dev. 31.61 4949.62 107.19 ,\� � j / I I I PROPOSED 27' XS 605 i 94�\ I \ / C(REC.��1300\12 XS 465 \ v I I I f l ( -DRAINAGE EASEMENT, I_ 494$ - - - 500-YR Fully Dev. 31.61 4949.59 46.7 / - ( J I EXISTING DRAINAGE XS 558 EASEMENT _ l � III � hl I - �� --_✓ \ \ 500-YR Fully Dev. 31.61 4949.18 11.03 (REC.#19950074251)I I I III xs 494 �I�I I I I I I _ \ 500-YR Fully Dev. 31.61 4948.68 26.86 EXISTING DRAINAGE EASEMENT l l (/ \ XS 465 / I I II I lIl\1 �� (REC.#2002077766) I 1 50 -YR Fully Dev. . . . STMENTS LLC 800 E LIN OLN AVEXS 407 I ,I II 500-YR Fully Dev. 31.61 4946.77 41.23 \��I \�\� XS 359 {I I I�I I 500-YR Fully Dev. 31.61 4946.15 46.09 s 2 x \\ \ XS 293 86 11 I I \ \ I „: , xs 2 500-YR Fully Dev. 31.61 4946.21 108.31 - I - \�\ XS 286 \ II 500-YR Fully Dev. 31.61 1 4946.21 106.99 XS 233 1 500-YR Fully Dev. 31.61 1 4946.21 45.8 I XS 198 ODELL EAST POND I \ 500-YR Fully Dev. 31.61 4946.21 78.38 (EXISTING) 34 00 500-YR Fully Dev. 31.61 XS 1 1 4946.21 153.09 ¢� ., � ' ` - ¢¢� XS1 4 XS 117 500-YR Fully Dev. 31.61 4946.2 110.22 XS 88 - 500-YR Fully Dev. 31.61 4946.08 55.7 - G G 4- Q -- T XS 10 500-YR Fully Dev. 31.61 4945.76 63.39 j \ LINCOLN IVENUE XS 286 PONDING AGAINST BUILDING STORM EVENT DEPTH (INCHES) 500-YR FULLY DEVELOPED 5.8 -- - - T - -- - s TAPESTRY 09.06.2024 FORT COLLINS, CO NORTHERN DOWNSTREAM FLOW LIMITS ENGINEERING P:\473-010\DWG\E%HI8ITS\HM AS EXHIBM473-010 HEC-RAS.DWG 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 03 .03 ` 4952.0 Legend 4953 Legend XS 639 XS 605 WS 500-YR Fully Dev WS 500-YR Fully Dev 4951.5 ■ ■ Ground 4952 Ground Bank Sta Bank Sta 4951.0 _ F 4951 C C m 4950.5 m W w w 4950 4950.0 4949 4949.5 4949.0 4948 0 20 40 60 80 100 120 0 10 20 30 40 50 60 70 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 023 .023 " —.013 4953 Legend 4953 Legend XS 558 WS 500-YR Fully Dev XS 494 WS 500-YR Fully Dev ■ 4952 ■ 4952 Ground Ground Bank Sta Ineff 4951 • F 4951 Bank Sta C C O O �� 4950 w 4950 w 4949 4949 4948 4948 4947 0 5 10 15 20 25 30 35 0 10 20 30 40 50 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 .023 .013 .023 )1( —.013 4950.0 Legend 4948.5 Legend XS 465 WS 500-YR Fully Dev XS 407 WS 500-YR Fully Dev 4949.5 Ground 4948.0 Ground 4949.0 Ineff Ineff Bank Sta 4947.5 Bank Sta 4948.5 c c 0 2 7� w 4948.0 w 4947.0 4947.5 4946.5 4947.0 4946.5 4946.0 0 50 100 150 200 250 0 50 100 150 200 250 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 013�.035�.013 .013 "� 4948.0 Legend 4950 Legend XS 359 WS 500-YR Fully Dev XS 293 WS 500-YR Fully Dev ■ 4949 ■ 4947.5 Ground Ground Bank Sta Bank Sta 4948 w 4947.0 c c 0 0 �� 4947 w 4946.5 w 4946 4946.0 4945 4945.5 4944 0 20 40 60 80 100 120 140 160 0 20 40 60 80 100 120 140 160 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 013��.035�—.013 .013�.035 .013+035 4950- Legend 4950 Legend XS 286 WS 500-YR Fully Dev 4949 XS 233 WS 500-YR Fully Dev 4949 ■ ■ Ground Ground Bank Sta 4948 Ineff 4948 Bank Sta 4947 C C 4947 a2i 4946 w w 4946 4945 4945 4944 4944 4943 0 20 40 60 80 100 120 140 160 0 20 40 60 80 100 120 140 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 4948 .013 1-11.035� .013 4947 .023 .013� 0 �—.035-- .O�.013 XS 1 98 13 Legend 2 1b3 Legend 35 3 35 WS 500-YR Fully Dev WS 500-YR Fully Dev 4947 ■ ■ Ground 4946A Ground i • Ineff Ineff 4946 Bank Sta _ 4945 Bank Sta C C 4945 ° XS 134 CD w w 4944 4944 4943 4943 4942 4942 0 20 40 60 80 100 120 140 160 0 50 100 150 200 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 4948.0 .023+.013� .023 0 0 0 4947.4 .023 .013�e.035 .013 1 3 1 Legend Legend XS 117 3 5 3 WS 500-YR Fully Dev 4947.2 WS 500-YR Fully Dev 4947.5 XS 88 Ground 4947.0 Ground l l Ineff 4946.8 Ineff 4947.0 • • Bank Sta _4946.E Bank Sta C C m 4946.5 ° 4946.4 a� CD w w 4946.2 4946.0 4946.0 4945.8 4945.5 4945.E 4945.0 4945.4 0 20 40 60 80 100 120 140 160 180 0 20 40 60 80 100 120 140 160 Station(ft) Station(ft) 473-010_Tapestry Plan:500-YR Fully Developed 9/5/2024 �.013+—.035� -.013 4947.5 0 2 Legend 3 WS 500-YR Fully Dev ■ 4947.0 XS 10 Ground i Ineff • F 4946.5 Bank Sta G 2 N w 4946.0 4945.5 4945.0 0 20 40 60 80 100 Station(ft) APPENDIX EROSION CONTROL REPORT j ~ / MCOI i�4.wa. EPSGROUPINC.COM NORTHERN ENGINEERING.COM 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth CALCULATIONS FOR SCOURSTOP PROTECTION AT PIPE/S WALE OUTLETS Project: 473-010 Date: November 12, 2024 Calculation by: JFO Scourstop Schedule Storm Pipe Velocity Transition Line/Swale Diameter (fps) Mat W x L 1 2 - 30" 7.61 12'x20' 2 24" 7.44 87x8' ScourStop® DESIGN GUIDE Circular Culvert Outlet Protection 1 1 ' . • •. • 1 1 • IN IN. , ••••••••••••••• •••••••••••••••• •••••••••••••••• ••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• • 604 ••••••• ••tr•• -ram, �� ,,�=� � la..�y, ••••••••••••••••••.' VEL ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• 1 1 1 <VELOCITYPIPE iiiii•i�iiiiiiiiiii• ••••••••••••••••••• •••••••••••••••••••• DIAMETER 1 ! 1 QUANTITY OF MATS MAT W x L OF MATS I i i / i • ,�( the green solution to riprap PERFORMANCE o AESTHETICS scourstop® NPDES-COMPLIANT o COST-EFFECTIVE _==— scourstop.com �� I ScourStople, Installation Recommendations 1.ScourStop mats must be installed over a soil cover:sod,seeded turf reinforcement mat(TRM),geotextile,or a combination thereof. 2.For steep slopes(>10%)or higher velocities(>10 ft/sec),sod is the recommended soil cover. 3.Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation. 4.Install ScourStop mats at maximum 1-2"below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5.Performance of protected area assumes stable downstream conditions. LENGTH OF PROTECTION WIDTH OF PROTECTION* TRANSITION MAT APRON LENGTH 4-11 A Transition mat apron protects 000000000 000000000 00000 000 culvert outlet. O O O O O 000000000000 O O O O O 00000000 0 00000 000Width of protection: 0000000000 0 0 O O O O O O O O O O O O 0 0 0 0 Bottom width of channel and up O O O 0 O O O O O 000 000000000 O O O O O O O O O 0 0 0 0 MCC O both side slopes to a depth at 000000000 000000000 000 0 0000 000 0OO least half the culvert diameter. 000000000 000000 000 O O O O O�00O OM09 000000000 O 00000 000 Protect bare/disturbed downstream 00000000 00000 00soils from erosion with a ro riate OO O O O O PP POO O 00 0 0 0 0 0 O�Q� 0�-000000 0000O O00 soil cover. 00 O 00 000000000 00000 000 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 000000000 000000000 0000 000 Use normal depth calculator to D=CULVERT DIAMETER compute for downstream protection. A CULVERT OUTLET PROTECTION -PLAN VIEW MAX. 1"-2" DROP OUTLET AND CHANNEL SCOUR PROTECTION FROM CULVERT FLOWLINE (TRANSITION MATS) CULVERT FLOWLINE ONTO SCOURSTOP MATS ti4 PROFILE VIEW SECTION VIEW AA SOIL COVER RECESSED ,1QOQQ0 0Qr,'� C'_ �00000000000, r- LOCK •1,0 O O C' • • 00000 0 C''9: '0000000�- C00000GU �� WASHER 0 0 0 �. -) 0 0 0 0 0 00000�OG.L 0000000000-0,1C C0�0�OCn0r` 0000000000 000�0�OQ00,- DIRECTION C O C 0 0 0 0 0 TRANSITION MAT O,.0 O O C- • • G O 0 0 C, • OF FLOW ✓000000Cr_ C000000000C: O o O O ( O O o 0 O (- ( 36"ANCHOR STRAP ,O, O C C C 0 0 0 0 o V1- - 0 o • 0 C O O o • 00 C ;C00000000n D,.10000000000� BULLET ANCHOR O000 0 C 70000 000 0 0` O 0,0 C, 0" • 'J0000000000 - O o O C _ ANCHOR PATTERN ANCHOR ILLUSTRATION Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Install anchors per ScourStop Installation Guidelines. Minimum 8 anchors per mat. Minimum depth 24" in compacted, cohesive soil. Extra anchors as needed for loose or wet soils. Minimum depth 30" in loose,sandy,or wet soil. Extra anchors as needed for uneven soil surface. Extra anchors as needed to secure mat tightly over soil cover. the green solution to riprap �HANES'GEO COMPONENTS` A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries scourstop° A ,COMPANY Learn more about our products at:HanesGeo.com 1888.239.4539 ©2014 Leggett&Platt,Incorporated 116959_1114 11/6/24, 12:54 PM ECMDS 7.0 �.rT� North American Green 5401 St. Wendel-Cynthiana Rd. AMER[CAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>Swale 1-1 Name Swale 1-1 Discharge 13.8 Channel Slope 0.05 Channel Bottom Width 0 Left Side Slope 5 Right Side Slope 5 Low Flow Liner Retardence Class D 2-6 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Fair 50-64% Soil Type Clay Loam(CL) S200 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks pattern S200 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.3 Ibs/ft2 2.34 Ibs/ft2 0.98 UNSTABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.51 Ibs/ft2 1.15 Ibs/ft2 2.18 STABLE E Substrate S200 Reinforced Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 10 Ibs/ft2 2.34 Ibs/ft2 4.27 STABLE E Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.87 Ibs/ft2 1,15 Ibs/ft2 2.5 STABLE E Substrate TMax3k Normal Permissible Calculated Safety Remarks Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern TMax3k Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.3 Ibs/ft2 2.34 Ibs/ft2 0.98 UNSTABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.51 Ibs/ft2 1.15 Ibs/ft2 2.18 STABLE E Substrate TMax3k Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 14 Ibs/ft2 2.34 Ibs/ft2 5.97 STABLE E Reinforced Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 5.55 Ibs/ft2 1.15 Ibs/ft2 4.83 STABLE E Substrate TMax Normal Permissible Calculated Safety Remarks Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern TMax Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.3 Ibs/ft2 2.34 Ibs/ft2 0.98 UNSTABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.51 Ibs/ft2 1.15 Ibs/ft2 2.18 STABLE E Substrate TMax Reinforced Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 16 Ibs/ft2 2.34 Ibs/ft2 6.83 STABLE E Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 4.02 Ibs/ft2 1.15 Ibs/ft2 3.5 STABLE E Substrate W3000 https://ecmds.com/project/l 62786/channel-analysis/278088/show 1/3 11/6/24, 12:54 PM ECMDS 7.0 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern W3000 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.3 Ibs/ft2 2.34 Ibs/ft2 0.98 UNSTABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.51 Ibs/ft2 1.15 Ibs/ft2 2.18 STABLE E Substrate W3000 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 14 Ibs/ft2 2.34 Ibs/ft2 5.97 STABLE E Reinforced Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.83 Ibs/ft2 1.15 Ibs/ft2 3.33 STABLE E Substrate SC250 Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple Depth Shear Stress Shear Stress Factor Pattern SC250 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3 Ibs/ft2 2.34 Ibs/ft2 1.28 STABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.27 Ibs/ft2 1.15 Ibs/ft2 2.84 STABLE E Substrate SC250 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 10 Ibs/ft2 2.34 Ibs/ft2 4.27 STABLE E Reinforced Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3 Ibs/ft2 1.15 Ibs/ft2 2.61 STABLE E Substrate C350 Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple Depth Shear Stress Shear Stress Factor Pattern C350 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.2 Ibs/ft2 2.34 Ibs/ft2 1.37 STABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.49 Ibs/ft2 1.15 Ibs/ft2 3.03 STABLE E Substrate C350 Reinforced Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 12 Ibs/ft2 2.34 Ibs/ft2 5.12 STABLE E Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 4.4 Ibs/ft2 1.15 Ibs/ft2 3.83 STABLE E Substrate P550 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern P550 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.3 Ibs/ft2 2.34 Ibs/ft2 1.41 STABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.6 Ibs/ft2 1.15 Ibs/ft2 3.13 STABLE E Substrate P550 Reinforced Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 14 Ibs/ft2 2.34 Ibs/ft2 5.97 STABLE E Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.45 Ibs/ft2 1.15 Ibs/ft2 3 STABLE E Substrate P300 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern P300 Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 2.8 Ibs/ft2 2.34 Ibs/ft2 1.19 STABLE E Unvegetated Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.05 Ibs/ft2 1.15 Ibs/ft2 2.65 STABLE E Substrate P300 Reinforced Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 12 Ibs/ft2 2.34 Ibs/ft2 5.12 STABLE E Vegetation Underlying Straight 13.8 cfs 4.88 ft/s 0.75 ft 0.035 3.45 Ibs/ft2 1.15 Ibs/ft2 3 STABLE E Substrate https://eemds.com/projecVl 62786/channel-analysis/278088/show 2/3 11/6/24, 1:02 PM ECMDS 7.0 NORTH North American Green 5401 St. Wendel-Cynthiana Rd. AMER[CAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 SPILLWAY ANALYSIS >>>Detention Pond Emergency Spillway Name Detention Pond Emergency Spillway Discharge 79.54 Peak Flow Period 0.127 Channel Slope 0.06 Channel Bottom Width 74 Low Flow Liner Retardence Class D 2-6 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Fair 50-64% Soil Type Clay Loam(CL) S200 - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern S200 Straight 79.54 cfs 4.42 ft/s 0.24 ft 0.032 2.3 Ibs/ft2 0.91 Ibs/ft2 2.54 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.42 ft/s 0.24 ft 0.032 2.51 Ibs/ft2 0.9 Ibs/ft2 2.78 STABLE E Substrate S200 Reinforced Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 10 Ibs/ft2 0.92 Ibs/ft2 10.91 STABLE E Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 2.48 Ibs/ft2 0.91 Ibs/ft2 2.72 STABLE E Substrate TMax3k - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern TMax3k Straight 79.54 cfs 4.46 ft/s 0.24 ft 0.031 2.3 Ibs/ft2 0.9 Ibs/ft2 2.56 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.46 ft/s 0.24 ft 0.031 2.51 Ibs/ft2 0.89 Ibs/ft2 2.8 STABLE E Substrate TMax3k Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 14 Ibs/ft2 0.92 Ibs/ft2 15.27 STABLE E Reinforced Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 4.79 Ibs/ft2 0.91 Ibs/ft2 5.25 STABLE E Substrate TMax - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern TMax Straight 79.54 cfs 4.35 ft/s 0.25 ft 0.033 2.3 Ibs/ft2 0.92 Ibs/ft2 2.49 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.35 ft/s 0.25 ft 0.033 2.51 Ibs/ft2 0.92 Ibs/ft2 2.73 STABLE E Substrate TMax Reinforced Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 16 Ibs/ft2 0.92 Ibs/ft2 17.46 STABLE E Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 3.47 Ibs/ft2 0.91 Ibs/ft2 3.8 STABLE E Substrate W3000 - Class D - Mix (Sod & Bunch) - Fair 50-64% https://ecmds.com/project/l 62786/spillway-analysis/278090/show 1/3 11/6/24, 1:02 PM ECMDS 7.0 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern W3000 Straight 79.54 cfs 4.29 ft/s 0.25 ft 0.033 2.3 Ibs/ft2 0.93 Ibs/ft2 2.46 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.29 ft/s 0.25 ft 0.033 2.51 Ibs/ft2 0.93 Ibs/ft2 2.7 STABLE E Substrate W3000 Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 14 Ibs/ft2 0.92 Ibs/ft2 15.27 STABLE E Reinforced Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 3.3 Ibs/ft2 0.91 Ibs/ft2 3.62 STABLE E Substrate SC250 - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern SC250 Straight 79.54 cfs 4.15 ft/s 0.26 ft 0.035 3 Ibs/ft2 0.97 Ibs/ft2 3.11 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.15 ft/s 0.26 ft 0.035 3.27 Ibs/ft2 0.96 Ibs/ft2 3.41 STABLE E Substrate SC250 Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 10 Ibs/ft2 0.92 Ibs/ft2 10.91 STABLE E Reinforced Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 3 Ibs/ft2 0.91 Ibs/ft2 3.29 STABLE E Substrate C350 - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern C350 Straight 79.54 cfs 4.16 ft/s 0.26 ft 0.035 3.2 Ibs/ft2 0.96 Ibs/ft2 3.32 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.16 ft/s 0.26 ft 0.035 3.49 Ibs/ft2 0.96 Ibs/ft2 3.64 STABLE E Substrate C350 Reinforced Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 12 Ibs/ft2 0.92 Ibs/ft2 13.09 STABLE E Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 3.8 Ibs/ft2 0.91 Ibs/ft2 4.17 STABLE E Substrate P550 - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern P550 Straight 79.54 cfs 4.28 ft/s 0.25 ft 0.034 3.3 Ibs/ft2 0.94 Ibs/ft2 3.52 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.28 ft/s 0.25 ft 0.034 3.6 Ibs/ft2 0.93 Ibs/ft2 3.86 STABLE E Substrate P550 Reinforced Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 14 Ibs/ft2 0.92 Ibs/ft2 15.27 STABLE E Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 3.3 Ibs/ft2 0.91 Ibs/ft2 3.62 STABLE E Substrate P300 - Class D - Mix (Sod & Bunch) - Fair 50-64% Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern P300 Straight 79.54 cfs 4.09 ft/s 0.26 ft 0.036 2.8 Ibs/ft2 0.98 Ibs/ft2 2.86 STABLE E Unvegetated Underlying Straight 79.54 cfs 4.09 ft/s 0.26 ft 0.036 3.05 Ibs/ft2 0.97 Ibs/ft2 3.13 STABLE E Substrate P300 Reinforced Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 12 Ibs/ft2 0.92 Ibs/ft2 13.09 STABLE E Vegetation Underlying Straight 79.54 cfs 4.37 ft/s 0.24 ft 0.032 2.97 Ibs/ft2 0.91 Ibs/ft2 3.26 STABLE E Substrate https://ecmds.com/project/l 62786/spillway-analysis/278090/show 2/3 MATERIAL PROPERTY DATA SHEET 70 7 WESTERN P300 TM GREEN Permanent • Double Net • Poly-Fiber Matrix • Turf Reinforcement Mat DESCRIPTION P300 Turf Reinforcement Mat (TRM) is composed of 100% synthetic green fibers mechanically (stitch) bound between two UV stabilized, synthetic nets. Stitching is secured on two-inch centers using UV stabilized, synthetic thread. P300 is a permanent,three-dimensional TRM that provides immediate erosion protection and long-term turf reinforcement and is intended for applications requiring erosion protection for greater than thirty-six months. Each roll of P300 is made in the USA and manufactured under Western Green's Quality Assurance Program to ensure a continuous distribution of fibers and consistent thickness. MethodMaterial Content Index Property Test Typical Matrix Synthetic Fibers Thickness ASTM D6525 0.40 in. (10 mm) Mass/Unit Area ASTM D6566 12.0 oz/sy (400 g/sm) Top Net:Mediumweight,UV stable Netting Tensile Strength—MD ASTM D6818 325 Ibs Bottom Net:Mediumweight,UV stable � /ft (4.7 kN/m) Tensile Strength—TD ASTM D6818 225lbs/ft (3.3 kN/m) Thread Synthetic,UV Stable Elongation-MD ASTM D6818 25% Standard Roll Sizes Elongation—TD ASTM D6818 30% Width 8 ft (2.4 m) 16 ft (4.9 m) UV Stability ASTM D4355 80%@1000 hr Light Penetration ASTM D6567 20% Length 112 ft (34.0 m) 112 ft (34.0 m) Biomass Improvement ASTM D7322 400% Weight±10% 75 Ib (34.0 kg) 150 Ib (68.0 kg) Specific Gravity ASTM D792 57.4 lb/ft' (0.92 g/cm') Area 100 Sy (83.6 m') 200 SY (167.0 m') Porosity ECTC 96% Material available in custom roll sizes Design Parameters Property Unvegetated Vegetated' Approvals &Classification RUSLE C Factor' 0.03 N/A Classification FHWA:Type 5.0/ECTC:5.1) Slope Maximum Gradient' 0.5H:1V 0.5H:1V TTI Approvals Class 2 Type H Permissible Shear Stress' 2.8 psf(135 Pa) 12.0 psf(575 Pa) NTPEP Number ECP-2020-01-15 Permissible Velocity2 9.0 fps(2.7 m/s) 18.0 fps(5.5 m/s) Tveg/TT,m(HEC-15) N/A 0.55 Disclaimer:The information contained herein may represent product index data,performance ratings, bench scale testing or other material utility quantifications.Each representation may have unique utility and limitations.Every effort has been made to ensure accuracy,however,no warranty is claimed and no liability shall be assumed by Western Green or its affiliates regarding the completeness,accuracy or fit- ness ofthese values for any particular application or interpretation.While testing methods are provided TI—er Tmid Tupper for reference,values shown may be derived from interpolation or adjustment to be representative of intended use.For further information,please feel free to contact Western Green. 0.041 0.033 0.028 @2023,North American Green is a registered trademark from Western Green.Certain products and/ 1 Maximum Gradient a recomendation for typical installations. or applications described or illustrated herein are protected under one or more U.S.patents.Other U.S.patents are pending,and certain foreign patents and patent applications may also exist.Trademark 2 Hydraulic thresholds compliant with ASTM D6459/D6460 but generalized for typical applications. rights also apply as indicated herein.Final determination of the suitability of any information or material 3 Vegetated values dependent on established stand of vegetation for the use contemplated,and its manner of use,is the sole responsibility of the user.Printed in the no ■ NORTH r Rev.4.2023 t�s AMERICAN Scan for additional and updated product information, ■i � ,� or click here. r GREEN Western Green- 4609 E.Boonville-New Harmony Rd. Evansville, IN 47725- :11 1 1 westerngreen.com EPSGROUP EIGIIEEIIIG EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings.It should be noted;however,any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor.Staging and/or phasing of the BMPs depicted,and additional or different BMPs from those included may be necessary during construction,or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed.The Erosion and Sediment Control Plan is intended to be a living document,constantly adapting to site conditions and needs.The Contractor shall update the location of BMPs as they are installed,removed,or modified in conjunction with construction activities.It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction,as well as permanent erosion control protection.Best Management Practices from the Volume 3, Chapter 7-Construction BMPs will be utilized.Measures may include,but are not limited to,silt fencing and/or wattles along the disturbed perimeter,gutter protection in the adjacent roadways,and inlet protection at existing and proposed storm inlets.Vehicle tracking control pads,spill containment and clean-up procedures, designated concrete washout areas,dumpsters,and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans.The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details.In addition to this report and the referenced plan sheets,the Contractor shall be aware of,and adhere to,the applicable requirements outlined in any existing Development Agreement(s)of record,as well as the Development Agreement,to be recorded prior to issuance of the Development Construction Permit.Also,the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment(CDPHE),Water Quality Control Division-Stormwater Program,before commencing any earth disturbing activities.Prior to securing said permit,the Site Contractor shall develop a comprehensive Storm Water Management Plan(SWMP)pursuant to CDPHE requirements and guidelines.The SWMP will further describe and document the ongoing activities,inspections,and maintenance of construction BMPs. EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth E -GROUNDWATERGROUP NORTHERN APPENDIX H -USDA SOILS REPORT EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth C HOMPSON r f PRELIMINARY GEOTECHNICAL INVESTIGATION Tapestry Development Buckingham & 3rd Street Fort Collins, Colorado Prepared for: Hartford Homes Construction 4801 Goodman Street Timnath, Colorado 80547 Attention: Jamie Thorpe Project No. FC 11255.000-120 August 12, 2024 CTLIThompson, Inc. Denver, Fort Collins, Colorado Springs, Glenwood Springs, Pueblo, Summit County—Colorado Cheyenne,Wyoming and Bozeman, Montana VINE DR co BUCKINGHAM ST w w LEGEND: (D LINCOLN AVE w w > 0 TH-1 INDICATES APPROXIMATE LOCATION OF EXPLORATORY 2 w APPROXIMATE BORING MULBERRY ST SCALE: 1"=200' 01 100, 2001 VICINITY MAP (FORT COLLINS,COLORADO) NOT TO SCALE &-pag !%M,- 2, s T2 7ew 10 0 Buckingham treet ITH-l' 57- NEI 4-a Y --'-je U) Cz� CY) nk A-1 I "Oft -'J All e"'a-DOR RR W Wd 4XL6 Of P, rg N '71 -g 4 1 4 A$ Nil, PM"'I k - mj :ic 'A" jet L; t L's V p!l0"R 1-20 g kx� --41 A- bill 4P, 7,10 q 71 NV WW'k,611 ww" Zl� it j E0, Locations of J.',LI -71 Exploratory Borings HARTFORD HOMES CONSTRUCTION FIGURE I TAPESTRY DEVELOPMENT CTL I T PROJECT NO.FC1 1255.000-120 LEGEND: TH-1 TH-2 TH-3 TH-4 TH-5 TOPSOIL 0 0 BEET SPOILS SAND,GRAVELLY,COBBLES,SLIGHTLY MOIST TO WET,LOOSE TO VERY DENSE,BROWN 3/12 5/12 (SP) 5 5— CLAY,SANDY,MOIST,MEDIUM STIFF TO STIFF,BROWN,RED(CL) CLAYSTONE,SLIGHTLY MOIST,VERY HARD,BROWN,GREY 4/12 000,00]7/12 oO 18/12 WC=24.4 j WC=11.9 10 23/12 DD=97 140 DD=102 lo- op SW=0.0 SW=-0.2 '00 SS=0.050 DRIVE SAMPLE.THE SYMBOL 23/12 INDICATES 23 BLOWS OF A 140—POUND HAMMER 00p#0 FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5—INCH O.D.SAMPLER 12 INCHES. oop .40 u36/12 00p 9/12 29/12 WC=20.9 WATER LEVEL MEASURED AT TIME OF DRILLING. j 15 DD=105 15— '00 Sw=-0.8 SS=0.010 w w w 37/12 50/10 —150/5 wLL r 20 20 w w NOTES: 25 25— 1. THE BORINGS WERE DRILLED ON JULY 10,2024 USING 4—INCH DIAMETER CONTINUOUS—FLIGHT AUGERS AND A TRUCK—MOUNTED DRILL RIG. 2. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS,LIMITATIONS AND CONCLUSIONS IN THIS REPORT. 150/3 — 30 30— 3. WC—INDICATES MOISTURE CONTENT — DD —INDICATES DRY DENSITY(PCF). SW—INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE —200—INDICATES PASSING NO.200 SIEVE LL —INDICATES LIQUID LIMIT. PI —INDICATES PLASTICITY INDEX. UC —INDICATES UNCONFINED COMPRESSIVE STRENGTH(PSF). 35 35— SS —INDICATES SOLUBLE SULFATE CONTENT 40 40 summary Logs of HARTFORD HOMES CONSTRUCTION Exploratory Boring1c. TAPESTRY DEVELOPMENT CTL I T PROJECT NO.FC1 1255.000-120 FIGURE 1 4(*,w EPS NORTHERN GROUP ENGINEERING Ground Elevation Groundwater Depth Groundwater Elevation Boring ID (ft) (ft) (ft) TH-1 4954.787 14.0 4940.79 TH-2 4960.784 18.0 4942.78 TH-3 4958.407 18.0 4940.41 TH-4 4956.432 17.5 4938.93 TH-5 4953.916 17.0 4936.92 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil_ Survey,Agriculture a joint effort of the United Report for N States Department of RCS Agriculture and other Larimer County Federal agencies, State Natural agencies including the Resources Agricultural Experiment Area, Colorado Conservation Stations, and local Service participants .47 �r t 1 .l . 1 .1!a � ' y .j4 d March 29, 2024 Custom Soil Resource Report Soil Map o 494510 494550 494590 494630 494670 494710 40°35 33"N 40°35 33"N I f T Jl lluaa LLLL �" Soil Map m.y not be vald,:at this scal ,� �r 40°35'23"N I 40°35'23"N 494510 494550 494590 494630 494670 494710 3 3 Map Scale:1:1,570 T printed on A portrait(8.5"x 11")sheet. N Meters ° 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot �i Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil 0 Soil Map Unit Points g pp g y .- Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals Borrow Pit Clay Spot Transportation Please rely on the bar scale on each map sheet for map .+. Rails measurements. J Closed Depression ti Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) O Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator A Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. O Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. V Rock Outcrop Soil Survey Area: Larimer County Area,Colorado + Saline Spot Survey Area Data: Version 18,Aug 24,2023 Sandy Spot Soil map units are labeled(as space allows)for map scales 4W Severely Eroded Spot 1:50,000 or larger. 0 Sinkhole Date(s)aerial images were photographed: Jul 2,2021—Aug 25, 3) Slide or Slip 2021 Sodic Spot 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 22 Caruso clay loam,0 to 1 2.1 15.9% percent slope 64 Loveland clay loam,0 to 1 11.1 84.1% percent slopes Totals for Area of Interest 13.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Larimer County Area, Colorado 22—Caruso clay loam, 0 to 1 percent slope Map Unit Setting National map unit symbol: jpvt Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Caruso and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Caruso Setting Landform: Flood-plain steps, stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 35 inches: clay loam H2-35 to 44 inches: fine sandy loam H3-44 to 60 inches: gravelly sand Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat poorly drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 24 to 48 inches Frequency of flooding: Occasional Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 5w Hydrologic Soil Group: D Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Loveland Percent of map unit: 9 percent 13 Custom Soil Resource Report Landform:Terraces Ecological site: R067BY036CO- Overflow Hydric soil rating: Yes Fluvaquents Percent of map unit: 6 percent Landform:Terraces Hydric soil rating: Yes 64—Loveland clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpx9 Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period. 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Loveland and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Loveland Setting Landform: Flood plains, stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium Typical profile H1 - 0 to 15 inches: clay loam H2- 15 to 32 inches: loam H3-32 to 60 inches: very gravelly sand Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding: Occasional Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.5 inches) 14 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Aquolls Percent of map unit: 5 percent Landform: Swales Hydric soil rating: Yes Poudre Percent of map unit: 5 percent Ecological site: R067BY036CO- Overflow Hydric soil rating: No 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p 2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 17 Eps E PREVIOUSNORTH RN GROUP EMMEERI.0 APPENDIX I REPORTS r V i 1 EPSGROUPINC.COM I NORTHERN ENGINEERING.COM 1 970.221.4158 Fort Collins I Greeley I Mesa I Tucson I Goodyear I Phoenix I Fort Worth fU NORTHERN ADDRESS: PHONE:970.221.4158 200 S.College Ave.Suite 10 WEBSITE: www.northernengineering.com ENGINEERING Fort Collins,CO 80524 FAX:970.221.4159 November 28, 2012 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Drainage Letter Report for Odell Brew House Expansion Dear Staff: Northern Engineering is pleased to submit this Drainage Letter Report for your review. This report accompanies the Minor Amendment submittal for the proposed Odell Brew House project. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed Odell Brew House project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. 0�DO LICE wii•; �L q. 9 7 �21.1-2..1.2 `sS�ONAL�G\ Nicholas W. Haws, PE QED hAnw G. Reese Project Manager Project Engineer NORTHERN + E"S I N E E R I N C Odell Brew House Expansion II. DRAINAGE FACILITY DESIGN A. General Concept This report is intended to address the stormwater impacts associated with the proposed Odell Brew House Expansion. The Odell Brew House Expansion is a project designed to add additional brewing capacity to the brewery, and to expand and improve upon the existing tap room and outdoor seating area. In general, the existing drainage patterns and facilities will continue to be utilized throughout the site. Stormwater will continue to drain from the north to the south via a combination of overland flow and storm drains. On the western half of the site, storm drainage will still flow to the permeable pavers as well as the West Pond, which were designed and constructed in 2009. Those facilities will continue to function and operate without any modifications, and will continue to provide detention and water quality. The majority of the building expansion will occur on the eastern half of the site. The East Pond, located at the southeast corner of the project, will be modified to accommodate the changes resulting from the expansion. Permeable pavers will also be utilized on southern portions of the site to reduce impervious values for the expansion, and to provide additional detention capacity. On the north side of the project, a temporary parking area will be constructed. This parking area will drain to the north, where it will be detained and treated in the North Pond. For the most part, proposed land use (percent impervious) and drainage patterns remain consistent with the stormwater design approved and constructed with previous expansions. However, there are some deviations from the drainage studies of record. The focus of this report is to identify the changes, and document the resultant impacts. For simplicity, the discussion will be broken-out by the three main sub-areas: West Basins, East Basins, and North Basins. B. Summary of Changes Detailed computations and analyses can be found in the respective appendices. As previously stated, some drainage basins have been revised, and Rational Method calculations have been provided to document the changes. Basin OS3 has been renamed A2 to more accurately reflect its inclusion with the onsite stormwater facilities. As a result, Basins OS4-OS6 have been renamed as well. The detention pond designations have also been changed to more easily identify and locate the various ponds, and to more completely conform with previous drainage studies completed by others. A full-size copy of the Drainage Exhibit illustrating the revised drainage basins can be found in the Map Pocket at the end of this report. In addition to the updated designations listed above, the amended Detention and Water Quality Calculations for the East Pond are included with this report, as are new calculations detailing the Detention and Water Quality Volume requirements for the North Pond on the north side of the existing brewery. Drainage Report 2 NORTHERN + E"S I N E E R I N C Odell Brew House Expansion E. North Basin The North Basin is comprised of Basin A2, and will be impacted primarily by the construction of an interim parking area on the north side of the existing brewery. Since this Basin was formerly considered offsite, its detention requirements have not been included in any of the previous pond designs for the brewery. With that in mind, as well as the temporary nature of the parking area, a temporary pond will be constructed on the north side of the parking area. The North Pond is intended to function as an infiltration pond that will use percolation as its primary release method. An underdrain and small outlet pipe will also be installed for emergency overflow from the pond. Using the allowable release rate of 0.20 cfs per acre as prescribed in the Dry Creek Master Drainage Plan, the North Pond would have a conventional allowable release rate of 0.25 cfs. However, since the North Pond is intended to be used only as an infiltration pond, the appropriate value to consider when sizing the pond is the percolation release rate. Based on a 5,912 sq. ft. pond area, the anticipated percolation release rate is 0.42 cfs. Using this release rate, a required detention volume of 5,372 cu. ft. is calculated for the North Basin. Water Quality calculations were also completed for Basin A2, resulting in a Water Quality Capture Volume of 871 cu. ft. Taken together, the total required volume for the North Basin is 6,243 cu. ft. The North Pond has a total provided volume of 7,179 cu. ft., which exceeds the required volume. III. CONCLUSIONS A. Compliance with Standards 1 . The drainage design proposed with the Odell Brew House Expansion complies with the City of Fort Collins' Stormwater Criteria Manual, as well as previous drainage studies from which downstream stormwater infrastructure was constructed. 2. The drainage design proposed with the Odell Brew House Expansion complies with the City of Fort Collins' Master Drainage Plan for the Dry Creek Basin. 3. There are no regulatory 100-yr floodplains associated with the Odell Brew House Expansion; however, the site does fall within the FEMA 500-yr floodplain for the Cache La Poudre River. The proposed expansion is not a life-safety or emergency response critical facility, and thus, is allowed. 4. The drainage plan and stormwater management measures proposed with the Odell Brew House Expansion are compliant with all applicable State and Federal regulations governing stormwater discharge. Drainage Report 4 DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS CHARACTER OF SURFACE: Runoff Percentage Coefficient Impervious Project: Odell Brewing Minor Amendment Streets, Parking Lots, Roofs,Alleys, and Drives: Calculations By: A. Reese Asphalt ............................................................................................... 0.95 100 Date: October 30, 2012 Concrete ............................................................................................. 0.95 90 Gravel ................................................................................................ 0.50 40 Roofs ................................................................................................. 0.95 90 ConcretePavers.................................................................................... 0.40 22 Lawns and Landscaping SandySoil .......................................................................................... 0.15 0 Clayey Soil .......................................................................................... 0.25 0 2-year Cf= 1.00 10-year Cf= 1.00 100-year Cf= 1.25 Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards,Table 3-3. %Impervious taken from UDFCD USDCM,Volume I. Area of Area of Area of Area of Area of Area of 2-year 10-year 100-year Basin Area Basin Area Concrete Lawns and Composite Composite Composite Basin ID Asphalt Concrete Roofs Gravel Composite (s.f.) (ac) R (ac) (ac) (ac) (ac) Pavers Landscaping Runoff Runoff unoff % Imperv. (ac) (ac) Coefficient Coefficient Coefficient Al 1 58,462 1.34 0.33 0.06 0.48 0.00 0.12 0.36 0.69 0.69 0.86 62.2 A2 32,939 0.76 0.38 0.00 0.00 0.00 0.00 0.38 0.55 0.55 0.69 50.0 131 35,816 0.82 0.00 0.02 0.51 0.00 0.00 0.29 0.67 0.67 0.83 58.1 B2 19,432 0.45 0.00 0.14 0.27 0.00 0.00 0.04 0.88 0.88 1.00 82.7 C 51,718 1.19 0.49 0.08 0.00 0.00 0.34 0.28 0.61 0.61 0.76 53.6 D 9,226 0.21 0.00 0.00 0.00 0.00 0.00 0.21 0.15 0.15 0.19 0.0 E 3,613 0.08 0.00 0.01 0.00 0.00 0.00 0.07 0.24 0.24 0.30 9.9 TOTAL ONSITE 211,206 4.85 1.19 0.30 1.26 0.00 0.46 1.63 0.63 0.63 0.79 55.7 OS1 64,657 1.48 0.11 0.00 0.30 0.00 0.00 1.08 0.37 0.37 0.46 25.5 OS2 8,377 0.19 0.00 0.00 0.00 0.00 0.00 0.19 0.15 0.15 0.19 0.0 OS3 29,120 0.67 0.00 0.09 0.08 0.15 0.00 0.35 0.43 0.43 0.54 31.9 OS4 3,641 0.08 0.00 0.00 0.00 0.00 0.00 0.08 0.15 0.15 0.19 0.0 OS5 33,815 0.78 0.30 0.00 0.11 0.00 0.00 0.37 0.57 0.57 0.72 51.5 D:IProjectsl 100-0091DrainagelHydrology1100-009_Rational-Calcs.xlsxl C-Values DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow.Time of Concentration: 1.87(1.1- C* Cf) Table 3-4 Project: Odell Brewing Minor Amendment T. Calculations By: A.Reese- I RATIONAL�Tao� ex ADJUSTMENT sacxors 3 Date: October 30,2012 Gutter/Swale Flow,Time of Concentration: Storm Ret-n ftriod rregaency ractox Tt = L/60V (years) S- Tc =Ti + Tt(Equation RO-2) 2 to 10 1.00 Velocity(Gutter Flow),V = 20 S 26 to 50 1.20 (Equation RO-4) 51 to 100 1.25 Velocity(Swale Flow),V= 15 S'' Note: The product of C times Cf shall not exceed 1.00 NOTE:C-value for overland Flows over grassy surfaces;C=0.25 Overland Flow Gutter Flow Swale Flow Time of Concentration Design Basin C*C Is Length C*Cf f C*Cf Length, Slope, T; T; T; Length, Slope, Velocity, T Length, Slope, Velocity, T 2-yr 10-yr 100-yr Point >500'? (2-yr (10-yr (100-yr L S 2-yr 10-yr 100-yr L S V (min) L S V (min) T` T` T` Cf=1.00) Cf=1.00) Cf=1.25) (ft) N (min) (min) (min) (ft) M (ft/s) (ft) N (ft/s) (min) (min) (min) Al Al No 0.95 0.95 1.00 60 1.8 1.8 1.8 1.2 181 1.3 2.28 1.3 0 0.0 0.00 N/A 5.0 5.0 5.0 A2 A2 No 0.15 0.15 0.19 70 10.0 6.9 6.9 6.6 0 0.0 0.00 N/A 166 1.2 1.64 1.6 8.5 8.5 8.2 B1 B1 No 0.95 0.95 1.00 108 25.0 1.0 1.0 0.7 179 0.5 1.41 2.1 0 0.0 0.00 N/A 5.0 5.0 5.0 B2 B2 No 0.15 0.15 0.19 9 2.0 4.2 4.2 4.1 80 0.5 1.41 0.9 171 1.3 1.71 1.7 6.8 6.8 6.7 C C No 0.75 0.75 0.94 126 3.0 5.1 5.1 2.4 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.1 5.1 5.0 D D No 0.15 0.15 0.19 207 0.5 32.2 32.2 30.9 0 0.0 0.00 N/A 0 0.0 0.00 N/A 32.2 32.2 30.9 E E No 0.15 0.15 0.19 23 10.0 4.0 4.0 3.8 0 0.0 0.00 N/A 89 1.0 1.50 1.0 5.0 5.0 5.0 OS1 OS1 No 0.15 0.15 0.19 300 2.0 24.4 24.4 23.5 0 0.0 0.00 N/A 199 2.0 2.12 1.6 26.0 26.0 25.0 OS2 OS2 No 0.15 0.15 0.19 77 13.3 6.6 6.6 6.3 0 0.0 0.00 N/A 0 0.0 0.00 N/A 6.6 6.6 6.3 OS3 OS3 No 0.95 0.95 1.00 100 2.0 2.2 2.2 1.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS4 OS4 No 0.15 0.15 0.19 12 5.0 3.6 3.6 3.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS5 OS5 No 0.65 0.65 0.81 58 2.0 5.1 5.1 3.2 0 0.0 0.00 N/A 275 0.5 1.06 4.3 9.4 1 9.4 7.6 D:IProjects1100-0091DrainagelHydrology1100-009_Rational-Calcs.xlsxlTc-2-yr&_100-yr DEVELOPED RUNOFF COMPUTATIONS Tabl® 3-n Rational Method Equation: RIaTZC7AL MEraoo AeQUENCY ADJUSTHENT FAVORS Project: Odell Brewing Minor Amendment o Return Period Frequency Factor Calculations By: A. Reese Q = C�.(CX Z X A) Stzm(years) C. Date: October 30, 2012 From Section 3.2.1 of the CFCSDDC 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Rainfall Intensity: Note: The crcduc= of C times C, shall not exceed 1.00 Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria(CFCSDDC),Figure 3.1 2-yr 10-yr 100-yr Intensity, Intensity, Intensity, Flow, Flow, Flow, Point (acres) Design Basin(s) Area, T� T� T� C2 C10 Ctoo 12 ito itoo Q2 Q10 Q100 (min) (min) (min) (.In/hr) (.m/hr) (.In/hr) (cfs) (cfs) (cfs) Al Al 1.34 5.0 5.0 5.0 0.69 0.69 0.86 2.85 4.87 9.95 2.6 4.5 11.4 A2 A2 0.76 8.5 8.5 8.2 0.55 0.55 0.69 2.35 4.02 8.38 1.0 1.7 4.4 131 B1 0.82 5.0 5.0 5.0 0.67 0.67 0.83 2.85 4.87 9.95 1.6 2.7 6.8 B2 B2 0.45 6.8 6.8 6.7 0.88 0.88 1.00 2.60 4.44 9.06 1.0 1.8 4.0 C C 1.19 5.1 5.1 5.0 0.61 0.61 0.76 2.85 4.87 9.95 2.0 3.5 8.9 D D 0.21 32.2 32.2 30.9 0.15 0.15 0.19 1.24 2.12 4.47 0.0 0.1 0.2 E E 0.08 5.0 5.0 5.0 0.24 0.24 0.30 2.85 4.87 9.95 0.1 0.1 0.2 OS1 OS1 1.48 26.0 26.0 25.0 0.37 0.37 0.46 1.42 2.42 4.98 0.8 1.3 3.4 OS2 OS2 0.19 6.6 6.6 6.3 0.15 0.15 0.19 2.60 4.44 9.31 0.1 0.1 0.3 OS3 OS3 0.67 5.0 5.0 5.0 0.43 0.43 0.54 2.85 4.87 9.95 0.8 1.4 3.6 OS4 OS4 0.08 5.0 5.0 5.0 0.15 0.15 0.19 2.85 4.87 9.95 0.0 0.1 0.2 OS5 OS5 0.78 9.4 9.4 7.6 0.57 0.57 0.72 2.30 3.93 8.59 1.0 1.8 4.8 D:I Projects1100-0091Drainagel Hydrology1100-009_Rational-Calcs.xlsxl Direct-Runoff Summary Table TOTAL 10-yr 100-yr DESIGN BASIN AREA C C C 2-yr T` T T Qz Quo Q�oo POINT ID z to loo (min) (cfs) (cfs) (cfs) (acres) min min Al Al 1.34 0.69 0.69 0.86 5.0 5.0 5.0 2.6 4.5 11.4 A2 A2 0.76 0.55 0.55 0.69 8.5 8.5 8.2 1.0 1.7 4.4 B1 B1 0.82 0.67 0.67 0.83 5.0 5.0 5.0 1.6 2.7 6.8 B2 B2 0.45 0.88 0.88 1.00 6.8 6.8 6.7 1.0 1.8 4.0 C C 1.19 0.61 0.61 0.76 5.1 5.1 5.0 2.0 3.5 8.9 D D 0.21 0.15 0.15 0.19 32.2 32.2 30.9 0.0 0.1 0.2 E E 0.08 0.24 0.24 0.30 5.0 5.0 5.0 0.1 0.1 0.2 OS1 OS1 1.48 0.37 0.37 0.46 26.0 26.0 25.0 0.8 1.3 3.4 OS2 OS2 0.19 0.15 0.15 0.19 6.6 6.6 6.3 0.1 0.1 0.3 OS3 OS3 0.67 0.43 0.43 0.54 5.0 5.0 5.0 0.8 1.4 3.6 OS4 OS4 0.08 0.15 0.15 0.19 5.0 5.0 5.0 0.0 0.1 0.2 OS5 OS5 0.78 0.57 0.57 0.72 9.4 9.4 7.6 1.0 1.8 4.8 D:IProjects1100-0091DrainagelHydrology1100-009_Rational-Calcs.xlsxlSummary Table Allowable Release Rate Summary Project: Odell Brew House Expansion By: A. Reese Date: October 30, 2012 Basis of Allowable Site Release Rate: The Dry Creek Master Drainage Plan allows 0.20 cfs per acre in the 100-yr event; however the previous designs and constructed facilities use a 1.4 cfs release rate for the East Pond. Additional release has been included using a 20 min/inch soil percolation rate East Pond Release Rate Existing Release Rate 100-yr release: —> 1.40 cfs Percolation Release Infiltration Area: 3755 sf Percolation Rate: 20 min/in —> 0.26 cfs Total East Pond Release Rate 1.66 cfs (Percolation & Conventional Release) Paver Release Rate Percolation Release Infiltration Area: 5389 sf Percolation Rate: 20 min/in —> 0.37 cfs Paver Release Rate 0.37 cfs North Pond Release Rate Conventional Allowable Release Contributing Area: 0.76 acre (Basin A2) 100-yr release: 0.2 cfs/ac —> 0.25 cfs Percolation Release Infiltration Area: 5912 sf Percolation Rate: 20 min/in —> 0.42 cfs Total North Pond Release Rate 0.67 cfs Percolation & Conventional Release D:\Projects\100-009\Drainage\Detention\100-009_Allowable Release Rate Summary.xls DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Fort Collins IDF Project Number 100-009 Project Name Odells Brewing Company First Replat Project Location Fort Collins, CO Pond No North Pond Input Variables Results Design Point A2 Design Storm 100-yr Required Detention Volume C = 0.69 Tc = 5.00 min 5372 ft3 A= 0.76 acres 0.12 ac-ft Max Release Rate = 0.42 cfs Fort Collins Inflow Outflow Storage Volume Time (min) 100-yr Volume Adjustment Oar Outflow 3 Volume Intensity (ft3) Factor (cfs) (ft ) (ft3) (in/hr) 5 9.95 1565 1.00 0.42 126 1439 10 7.72 2429 0.75 0.32 189 2240 15 6.52 3077 0.67 0.28 252 2825 20 5.6 3524 0.63 0.26 315 3209 25 4.98 3917 0.60 0.25 378 3539 30 4.52 4267 0.58 0.25 441 3826 35 4.08 4493 0.57 0.24 504 3989 40 3.74 4707 0.56 0.24 567 4140 45 3.46 4899 0.56 0.23 630 4269 50 3.23 5081 0.55 0.23 693 4388 55 3.03 5243 0.55 0.23 756 4487 60 2.86 5399 0.54 0.23 819 4580 65 2.72 5563 0.54 0.23 882 4681 70 2.59 5704 0.54 0.23 945 4759 75 2.48 5852 0.53 0.22 1008 4844 80 2.38 5991 0.53 0.22 1071 4920 85 2.29 6124 0.53 0.22 1134 4990 90 2.21 6258 0.53 0.22 1197 5061 95 2.13 6367 0.53 0.22 1260 5107 100 2.06 6482 0.53 0.22 1323 5159 105 2 6607 0.52 0.22 1386 5221 110 1.94 6714 0.52 0.22 1449 5265 115 1.89 6839 0.52 0.22 1512 5327 120 1.84 6947 0.52 0.22 1575 5372 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1/16/2013 11:05 AM 100-009_100-yr-FAAModified-USDCM_Ft-Collins-IDF.xls Northern Engineering Services North Pond NORTHERN ADDRESS: PHONE:970.221.4158 WEBSITE: 5200 S.College Ave.Suite 10 www.northernengineering.com meerin com ENGINEERING Fort Collins,CO8024 FAX:970.221.4159 Project Tittle Odell Brew House Expansion Date: September 25,2012 Project Number 100-009 Calcs By: A.Reese Client Odell Brewing Company Pond Designation North Pond WQCV=a 0.91i3—1.19i,+0.78i Drain Time 40 hr a= 1 WQCV=Watershed inches of Runoff(inches) i = 50.00% a=Runoff Volume Reduction(constant) i =Total imperviouness Ratio(i =Iwq/100) WQCV= 0.206 in Water Quality Capture Volume o.s }I 0.45 WQCV=a�0.91i'—1.19iZ+0.78i) v 0.4 c 0.35 v 0.3 M `m 0.25 0.2(6 s,hr 3 0.2 -12:hr > 0.15 24 hr 3 0.1 40hr 0.05 0 0 O UFO O O o O O O O - O N N W .P Ln Qn V Oo l0 O O O O O O O O O O O O Total Imperviousness Ratio(i=Iwq/100) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event C V WQCV) 0.76 ac — 12 *A*1.2 0.02 ac-ft V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) 1.2=20%Additional Volume(Sediment Accumulation) ■� NORTHERN 2DORESS: "111�11.14111WEeSITE: ENGINEERING AD 5.College Ave.Suite 10www.northernengineering.com Fart Collins,C080524 Project Tittle Odell Brew House Expansion Date: November 28,2012 Project Number 100-009 Calcs By: A.Reese Client Odell Brewing Company Pond Designation North Pond Invert Elevation 4941.65 ft Water Quality Volume 0.02 ac-ft 100 r Detention Volume 0.14 ac-ft 0.16 ac-ft V_D*(Al+Az+VA.*AT 3 D=Depth between contours(ft.) A,=Surface Area lower contour(ft) AZ=Surface Area upper contour(ft) North Pond Volume ElevatiMq Incremental `I. Total Vol. (ft) Area(ft) Depth (ft) Vol.(ft,) (fta) (ac-ft) 4941.80 1290.91 0.15 63.68 63.68 0,0015 4942.00 1742.09 0.20 302.18 365.86 0.0084 4942.20 2197.61 0.20 393.09 758.95 0.0174 WQCV 4942.40 2657.51 0.20 484.78 1243.73 0.0286 4942.60 3121.88 0.20 577.32 1821.05 0.0418 4942.80 3590.84 0.20 670.73 2491.77 0.0572 4943.00 4064.48 0.20 765.04 3256.82 0.0748 4943.20 4533.06 0.20 859.33 4116.15 0.0945 4943.40 4978.10 0.20 950.77 5066.91 0.1140163 4943.60 5437.46 0.20 1041.22 6108.13 0. 2 100-yrVol 4943.80 5911.61 0.20 1134.58 7242.71 0.1663 Total Vol WQSurface Elevation 4942.16 WQ Depth 0.36 100-yr Detention Elevation 4943.60 100-yr Detention Depth 1.95 ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. OWNER: NORTH POND ODELL BREWING CO. & (TEMPORARY INFILTRATION POND) NOTE: I I I I MAX-. REL-EAR=0.42 cfs NORTH POND IS NOT A \ ) I I I ODELL INVESTMENTS, LLC. NYLOPLAST DRAIN BASIN PART OF MA #120085 I I PROV. POND VOL.=.17 AC-FT(7179 cu.3fj - - - - - FOR EMERGENCY OVERFLOW I I I 832 E LINCOLN AVE. wsEL=4943.80 - - - -51 - - - - - - - - - - - - - - _ - - - - - _ - - - - _ - - - - -� III \ RBB NORTH FORT COLLINS, CO 80524 5 ' (FR Architects Inc- - - - - - - - - - _ 48 30 0 30 60 90Feet V ounaln ve •ifto - - - - - - - - - 315East t A-- - - - 46 - LVM- \ - - - - - - - - - - - -45 - - - - - - - - - - - OWNS ( IN FEET ) FortColSuite 0li0ns, CO80524-2913 DS2 - - - 5 - _ - 1 inch = 30 ft. = T - 970.484.0117 T / - A2 _ - - - - - - - - 44 - I - IRON & TAL INC. V fw -� I / / 0.19 ac - 4 43 F - 970.484.0264 - / /LLI _ - 42 - - - -� F CKINGHAM Q © 2012 www.rbbarchitects.com �� _ - i - J / /// � - - � \ - - - - - - - - - � - --4953- - - COLLINS, CO 8052 • Q III v W - �\ - - - - - - - - o L �, �� /,� /// II \ \ 1 - - J- 4 - - - - - - -451 - - - - - / - - LEGEND: U �o1 I I U• Q I - - J / I ¢ppo L� 0 1 - // // - -_ - - - -- - _ - _ - J5- NN ��.F 1 > z - - - - - // - - _ - - - - - 4s4s- - - _ - PROPOSED STORM SEWER �:.• 1N L ,�.!I�s �o r - - � I` \ 4" PERFORATED _ - 0.76 4>' PERFORATED - _ - - - - - I \ \ - - - - - - - O;� 'l1 •,Cn aU� - _ - �_ - - // / / �� UNDERDRAIN - _ - - _- - - - - - - - - 47- - UNDERDRAIN PROPOSED AREA DRAIN INLET y lo <� I 1 -/ / \� � - - - - - - __ _ - =- - 4s4s- - - - - - - _ - - - - - - - - - - - - PROPOSED CONTOUR 93 37 l � Q - / I 4" SOLID PVC -- - - - - - - - - - - - - - --- - - - - - - I - - - - V coo F - - 1 v � I / - _ - - - - - - - - - - - - - - - - - - - \ - 5 f EXISTING CONTOUR -4953- - 1 �z ��r I I - - - PROPOSED SWALE •.�� x~ I I I 1 I I I I - - \ %� -- ` PROPERTY BOUNDARY ` ��1A1 . . 44 - 5 - -_ - - - - - - - _ ` 4 -a _ `` - - - -- I II 1 I u.I DESIGN POINT I e e / I I 4 1 I I I III IIII I I I I I - 46 I I I / 'I - ` I OWNER: FORT COLLINS I I OWNER: LOZANO, I IIII I I I / / 1 I SWALE 1 �� I FLOW ARROW WOW 4mm 1 I MONUMENT AND STONE ALFREDO C. & II 1 111 1 I i I i // I 1 I I I C I MINER, STEPHEN J/KATHY L BASIN I CRISTINA YOLANDA \ IIII I I I I I I I CONNECT TO 1 I- -I I try I DESIGNATION 2 EXISTING TRENCH L- J I I I $24 E LINCOLN AVE. DRAINAGE BASIN LABEL 1 832 E LINCOLN AVE. I I I I I I I / I DRAIN 1 I I I I 1 FORT COLLINS CO 80524 BASIN 1.4Jac I FORT COLLINS, , II I I 1 1 I l 1 / B2 AREA (AC) NORTHERN CO 80524 I I III I I I I 1 I I Imo- �\ 0.45 ac � � � � � � � � � � � I I I DRAINAGE BASIN BOUNDARY ■ ■ ■ ■ ■ ■ ■ � ~ E N G I N E E R I N G 1 F- -1 I- I PROPOSED DRAINAGE Q 200 South College Avenue,Suite 010 I EASEMENT PER COLORADO Fort Collins,Colorado 80524 L I / IRON & METAL, SECOND FILING PROPOSED SWALE SECTION PFax:970.22141598 CZ www.northernengineering.com EXISTING DRAINAGE EXISTING 1.19 ac 1 / B2 O I /I EASEMENT TO REMAIN U NE Project No. 100-009 PARKING LOT (REC. #2002077766) 1 OWNER: I I I II I I I \ \ \\\ \ \ \ / ��J 11 I 1 I/ (0' S4 I I II I I 1 1 ALBERTS, ROBERT R. EXISTING 1 I 200 RACQUETTE DR. \\\\ BUILDING 1 FORT COLLINS, I II I \ z \ \ \ \ FFE=4946.15 1 O I _ Al I I 1 \ \ � I I CO 80524 I I I I I , \A ��\\ \ \ / \ \ I y� 43 1.34 ac I I PROPOSED 15" RCP STORM DRAIN (OFFSITE STORM SEWER BY QO COLORADO IRON AND METAL, 1 I 1 II III D EXISTING DRAINAGE \ 91 1 `� _ / / NOT A PART OF THESE PLANS) Ii Ili 0.21 aC �, \�\ \\\\ \ \EASEMENT \ \ (�B 1 1 / I I / A I I roS1 I III �4 1\ \ \ \ \ 1 I\ `l1 \ � 0.82 ac LU DRY WELL (TYP.) 1 I ��a \ II\\\\\ \ \ \ \ \ \ _ I 1 EXISTING DRAINAGE 0 1 I\\ /\ \ -' 1 / EASEMENT TO BE VACATEDLU X - - - - • \ \ \ �\ I I I I I I \\ I ( 1 / I\ / \ I II.I (REC. #940333128) Q O I 1 i III 1 I \I III I I \ 11 I PROPOSED 1 BIO-AQUIFER DETENTION a N I l i l l l I I C \ \ 11 PROPOSED N Ln 1 I IIIII I\III I I r \ \1 EXPANSION o 1 EXPANSION \ I voAuMRPROBDED=TIO AC-FT(4311CU.FT.) W CD FFE-4946.15 I - I ° 00 FFE=4946.15 \- (5389 SF wi 2.0'DEPTH @ 40/°VOID SPACE) n O0C 0 _ Z z 1 • 4. 1. LOT 1 ` I/ /1.1 \ \ a Q z p ODELL BREWING CO. 1 \ W I_ W Q I / 1 I DRY WELL (TYP.) OWNER: II l ii I I I I I I I'\ l L .� . : . j FIRST REPEAT I T -1 I O Q 0 I SORGENFRI, ARNE II I IIII I I I / / %'''' "'J:A - LANDSCAPE RETAINING WALLS J 1 i 219 SHERWOOD ST. III ;" (HEIGHT VARIES) H U J 0 OWNER: BA CA, 1 I I I I II U 1 FORT COLLINS, ALFRED A., SR. II I IIII 1 /� / I �I / / \ I 1 I I EAST POND z 0 1 I CO 80521 304 E. LINCOLN AVE. I I II I I \ / / I I - 1 / I I / U I II I II I l l I I \ / / I I �- - \ \ / ,Ar \. I (REGRADED DETENTION/ Z z z 1 I FORT COLLINS, I I IIII I I / I I I I B1 1 \ 1 \ / / \ INFILTRATION POND) I� I I I / I - _ I \. MAX. RELEASE=1.62 cfs W -� J 1 I CO 80524 I I 11 / Qa / MJ 44 POND VOLUME PROVIDED=.2 ac-ft(8842 cu.ft.) J 1 I I I I I \ 1 III l I 1 1 1 y / I I III EXISTING WSEL=4942.40 UJ m � 0 INFILTRATION/ 1 1 „- I I a J Q U i t II I I 11 l I I I DETENTION POND ® I ( DRY WELL (TYP.) J W 1 / I IMI ®; W 1 I I IIIII III / I I TO REMAIN I I IlLII I \ A5 I I 1 EXISTING OUTLET 0 1 III IIIII III I I '-�� Al I I STRUCTURE TO O W O 00 0 III I 11 I I �t \\ O � _ - _ \ co 8„PW _ __ I \ I REMAIN � I 1 40 � I - -- -- - - - I --1- - - - - 42 - - - l T,E o.08 as - FOR DRAINAGE REVIEW ONLY 43 1 fi PROJECT #: 12.02 _ v ,�cry cry c - , . - CTV -CTV - - - - C \ CTV. 1 -- -- C' - ' TV 'TV ^ \ I I -- ------- _-�- - _ - C- -7 -�- I-�' -- =- NOT FOR CONSTRUCTION z OS4 - - _ - - ,- ;~ �� - 7- _ - --- - DRAWN BY: N. Whitcomb / - - \ I / - - - - �••� \ � - _ - - \ CHECKED BY: A. Reese ST ST ST T - - r- - - - - - - -ST- - - - - ST - - - - ST- - OS5 ST ST ST /ST rr�� \ - - - - - - OS5 OS6 - - - - - - - - - - - - - - / 7 / / \ \\\ CALL UTILITY NOTIFICATION CENTER OF ° O - - - - - - - - - - 0.08 ac _ ///, � � �, �/ ��/ � � \ \ - - - COLORADO LL ISSUE DATE: 11.28.12 III I I - 0.78 ac _ - - - _ - - ' \ \ z - - - - - - REVISIONS \�\ I \ �` - - - - - - - - - - - \\ \\- / \� • LU NO DESCRIPTION DATE 0 \ \\ \\\ \ Know what's below. a �f N - - - - - - - - \\ - \� \ Call before you dig. CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU E. LINCOLN AVENUE / / DIG,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. RUNOFF SUMMARY TABLE City of Fort Collins, Colorado TOTAL UTILITY PLAN APPROVAL DESIGN BASIN 2-yr Tc 10-yr Tc 100-yr Tc Q2 Q10 Q100 z POINT ID AREA C2 C10 C100 (min) (min) (min) (cfs) (cfs) (cfs) (acres) °I APPROVED: c Al Al 1.34 0.69 0.69 0.86 5.0 5.0 5.0 2.6 4.5 11A City Engineer Date 6 o A2 A2 0.76 0.55 0.55 0.69 8.5 8.5 8.2 1.0 1.7 4.4 z 31 31 0.82 0.67 0.67 0.83 5.0 5.0 5.0 1.6 2.7 &8 CHECKED BY: Water & Wastewater Utility Date ° � B2 32 0.45 0.88 0.88 1.00 6.8 6.8 6.7 1.0 1.8 4.0 3 CHECKED BY: z C C 1.19 0.61 0.61 0.76 5.1 5.1 5.0 2.0 3.5 8.9 Stormwater Utility Date 0o a D D 0.21 0.15 0.15 0.19 32.2 32.2 30.9 0.0 0.1 0.2 Q 0 0: CHECKED BY: o , : v E E 0.08 0.24 0.24 0.30 5.0 5.0 5.0 0.1 0.1 0.2 Parks & Recreation Date � rv: v o OS1 OS1 1.48 0.37 0.37 0.46 26.0 26.0 25.0 0.8 1.3 3.4 O 1 CHECKED BY: LL DRAINAGE .�,e OS2 OS2 0.19 0.15 0.15 0.19 6.6 6.6 6.3 0.1 0.1 0.3 Traffic Engineer Date z El -,zEXHIBIT OS3 OS3 0.67 0.43 0.43 0.54 5.0 5.0 5.0 0.8 1.4 3.6 �• CHECKED BY: H f Q OS4 OS4 0.08 0.15 0.15 0.19 5.0 5.0 5.0 0.0 0.1 0.2 Date LN Q0: W W o OS5 OS5 0.78 0.57 0.57 0.72 9.4 9.4 7.6 1.0 1.8 4.8 C500 a a: : ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. NORTHERN ADDRESS: PHONE:970.221.4158 wEBSITE: 200 S.College Ave.Suite 10 www.northernen meerin com ENGINEERING Fort Collins,CO 80524 FAX:970.221.4159 g g' Odell Brew House Drainage Letter Report Amendment Date: April 22, 2013 Project: Odell Brewery Parking Lot Expansion and Replat Project No. 100-009 Project Development Plan #120032 Fort Collins, Colorado Attn: City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 Dear Staff: This letter serves to amend the previously approved Drainage Letter Report for the Odell Brew House Expansion dated November 28, 2012. In particular, this letter is intended to document minor site revisions that have occurred since the original report was completed. This letter is will also describe the revisions made to the East Detention Pond and to the extents of the permeable pavers. These revisions were completed as a result of pending construction of a detention pond on the Fort Collins Monument & Stone (FCMS) property. Previous Report Summary Previously, the Odell property had provided 2,554 cu. ft. of detention for FCMS in its eastern pond. This was in addition to the 10,354 cu. ft. of required detention and water quality capture volume for the Odell property, for a total volume requirement of 12,908 cu. ft. This volume requirement was achieved through a combination of methods. The first method was to modify the East Detention Pond to provide 8,842 cu. ft. of detention storage. The second method was the construction of a permeable paver subsection capable of providing 4,311 cu. ft. of detention volume. The resulting 13,153 cu. ft. of detention volume exceeded the required amount. Site Modifications Minor modifications to the Brew House site design and grading, as well as minor modifications to the Parking Lot Expansion have occurred since the original Brew House Expansion Report was completed. This Drainage Letter Report updates the minor changes to basin areas, C-values, imperviousness, and runoff. Required Detention Modifications The minor site changes have also affected required detention and water quality volumes. In particular, the East Pond required on-site detention volume is now 9,619 cu. ft., and the required on-site water quality capture volume is now 1,499 cu. ft. This results in a total on-site required detention volume for East Pond of 11,1 18 cu. ft. The requirement to provide 2,554 cu. ft. of detention for FCMS remains unchanged. The FCMS volume, combined with the on-site volume, results in a total volume requirement of 13,672 cu. ft. for the East Pond. DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS CHARACTER OF SURFACE: Runoff Percentage Coefficient Impervious Project: Odell Brew House Expansion Streets, Parking Lots, Roofs,Alleys, and Drives: Calculations By: A. Reese Asphalt ............................................................................................... 0.95 100 Date: April 22, 2013 Concrete ............................................................................................. 0.95 90 Gravel ................................................................................................ 0.50 40 Roofs ................................................................................................. 0.95 90 ConcretePavers.................................................................................... 0.40 22 Lawns and Landscaping SandySoil .......................................................................................... 0.15 0 Clayey Soil .......................................................................................... 0.25 0 2-year Cf= 1.00 10-year Cf= 1.00 100-year Cf= 1.25 Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards,Table 3-3. %Impervious taken from UDFCD USDCM,Volume I. Area of Area of Area of Area of Area of Area of 2-year 10-year 100-year Basin Area Basin Area Concrete Lawns and Composite Composite Composite Basin ID Asphalt Concrete Roofs Gravel Composite (s.f.) (ac) R (ac) (ac) (ac) (ac) Pavers Landscaping Runoff Runoff unoff % Imperv. (ac) (ac) Coefficient Coefficient Coefficient Al 1 56,237 1.29 0.24 0.21 0.49 0.00 0.06 0.29 0.74 0.74 0.93 68.1 A2 33,674 0.77 0.38 0.00 0.00 0.00 0.00 0.40 0.54 0.54 0.67 48.7 131 35,816 0.82 0.00 0.02 0.51 0.00 0.00 0.29 0.67 0.67 0.83 58.1 B2 21,289 0.49 0.00 0.14 0.27 0.00 0.00 0.08 0.82 0.82 1.00 75.5 C 51,718 1.19 0.49 0.08 0.00 0.00 0.34 0.28 0.61 0.61 0.76 53.6 D 9,226 0.21 0.00 0.00 0.00 0.00 0.00 0.21 0.15 0.15 0.19 0.0 E 3,613 0.08 0.00 0.01 0.00 0.00 0.00 0.07 0.24 0.24 0.30 9.9 TOTAL ONSITE 211,573 4.86 1.10 0.46 1.27 0.00 0.40 1.62 0.64 0.64 0.80 56.5 OS1 64,657 1.48 0.11 0.00 0.30 0.00 0.00 1.08 0.37 0.37 0.46 25.5 OS2 8,377 0.19 0.00 0.00 0.00 0.00 0.00 0.19 0.15 0.15 0.19 0.0 OS3 29,120 0.67 0.00 0.09 0.08 0.15 0.00 0.35 0.43 0.43 0.54 31.9 OS4 3,641 0.08 0.00 0.00 0.00 0.00 0.00 0.08 0.15 0.15 0.19 0.0 OS5 33,815 0.78 0.30 1 0.00 0.11 0.00 0.00 0.37 0.57 0.57 0.72 51.5 D:IProjects1100-0091 DrainagelHydrology1100-009_Rational-Calcs_Major.xlsxl C-Values DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Overland Flow.Time of Concentration: 1.87(1.1- C* Cf) Table 3-4 Project: Odell Brew House Expansion RATIO MZTHW FKZQUWcX ADJUSTMENT aka Calculations By: A.Reese 3 Date: April 22,2013 Gutter/Swale Flow,Time of Concentration: Storm Ret-n ftriod rregaency ractox Tt = L/60V (years) S- Tc =Ti + Tt(Equation RO-2) 2 to 10 1.00 Velocity(Gutter Flow),V = 20 S 26 to 50 1.20 (Equation RO-4) 51 to 100 1.25 Velocity(Swale Flow),V= 15 S'' Note: The product of C times Cf shall not exceed 1.00 NOTE:C-value for overland Flows over grassy surfaces;C=0.25 Overland Flow Gutter Flow Swale Flow Time of Concentration Design Basin C*C Is Length C*Cf f C*Cf Length, Slope, T; T; T; Length, Slope, Velocity, T Length, Slope, Velocity, T 2-yr 10-yr 100-yr Point >500'? (2-yr (10-yr (100-yr L S 2-yr 10-yr 100-yr L S V (min) L S V (min) T` T` T` Cf=1.00) Cf=1.00) Cf=1.25) (ft) N (min) (min) (min) (ft) M (ft/s) (ft) N (ft/s) (min) (min) (min) Al Al No 0.95 0.95 1.00 60 1.8 1.8 1.8 1.2 181 1.3 2.28 1.3 0 0.0 0.00 N/A 5.0 5.0 5.0 A2 A2 No 0.15 0.15 0.19 70 10.0 6.9 6.9 6.6 0 0.0 0.00 N/A 160 1.2 1.64 1.6 8.5 8.5 8.2 B1 B1 No 0.95 0.95 1.00 108 25.0 1.0 1.0 0.7 179 0.5 1.41 2.1 0 0.0 0.00 N/A 5.0 5.0 5.0 B2 B2 No 0.15 0.15 0.19 9 2.0 4.2 4.2 4.1 80 0.5 1.41 0.9 171 1.3 1.71 1.7 6.8 6.8 6.7 C C No 0.75 0.75 0.94 126 3.0 5.1 5.1 2.4 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.1 5.1 5.0 D D No 0.15 0.15 0.19 207 0.5 32.2 32.2 30.9 0 0.0 0.00 N/A 0 0.0 0.00 N/A 32.2 32.2 30.9 E E No 0.15 0.15 0.19 23 10.0 4.0 4.0 3.8 0 0.0 0.00 N/A 89 1.0 1.50 1.0 5.0 5.0 5.0 OS1 OS1 No 0.15 0.15 0.19 300 2.0 24.4 24.4 23.5 0 0.0 0.00 N/A 199 2.0 2.12 1.6 26.0 26.0 25.0 OS2 OS2 No 0.15 0.15 0.19 77 13.3 6.6 6.6 6.3 0 0.0 0.00 N/A 0 0.0 0.00 N/A 6.6 6.6 6.3 OS3 OS3 No 0.95 0.95 1.00 100 2.0 2.2 2.2 1.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS4 OS4 No 0.15 0.15 0.19 12 5.0 3.6 3.6 3.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS5 OS5 No 0.65 0.65 0.81 58 2.0 5.1 5.1 3.2 0 0.0 T 0. 00 N/A 275 0.5 1.06 4.3 9.4 9.4 7.6 D:IProjects1100-0091DrainagelHydrology1100-009_Rational-Calcs_Major.xlsxlTc-2-yr&_100-yr DEVELOPED RUNOFF COMPUTATIONS Table 3-n Rational Method Equation: RIaTZC7AL ME AeQUENCY ADJUSTHENT FAVORS Project: Odell Brew House Expansion ozm Return Period Frequency Factor Calculations By: A. Reese Q = C�.(CXZXA) St(years) C. Date: April22, 2013 From Section 3.2.1 of the CFCSDDC 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Rainfall Intensity: Note: The crcduc= of C times C, shall not exceed 1.00 Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria(CFCSDDC),Figure 3.1 2-yr 10-yr 100-yr Intensity, Intensity, Intensity, Flow, Flow, Flow, Point (acres) Design Basin(s) Area, T� T� T� C2 C10 Ctoo 12 ito itoo Q2 Q10 Q100 (min) (min) (min) (.In/hr) (.m/hr) (.In/hr) (cfs) (cfs) (cfs) Al Al 1.29 5.0 5.0 5.0 0.74 0.74 0.93 2.85 4.87 9.95 2.7 4.7 11.9 A2 A2 0.77 8.5 8.5 8.2 0.54 0.54 0.67 2.35 4.02 8.38 1.0 1.7 4.4 131 B1 0.82 5.0 5.0 5.0 0.67 0.67 0.83 2.85 4.87 9.95 1.6 2.7 6.8 B2 B2 0.49 6.8 6.8 6.7 0.82 0.82 1.00 2.60 4.44 9.06 1.0 1.8 4.4 C C 1.19 5.1 5.1 5.0 0.61 0.61 0.76 2.85 4.87 9.95 2.0 3.5 8.9 D D 0.21 32.2 32.2 30.9 0.15 0.15 0.19 1.24 2.12 4.47 0.0 0.1 0.2 E E 0.08 5.0 1 5.0 5.0 0.24 0.24 0.30 2.85 4.87 9.95 0.1 0.1 1 0.2 OS1 OS1 1.48 26.0 26.0 25.0 0.37 0.37 0.46 1.42 2.42 4.98 0.8 1.3 3.4 OS2 OS2 0.19 6.6 6.6 6.3 0.15 0.15 0.19 2.60 4.44 9.31 0.1 0.1 0.3 OS3 OS3 0.67 5.0 5.0 5.0 0.43 0.43 0.54 2.85 4.87 9.95 0.8 1.4 3.6 OS4 OS4 0.08 5.0 5.0 5.0 0.15 0.15 0.19 2.85 4.87 9.95 0.0 0.1 0.2 OS5 OS5 0.78 9.4 9.4 7.6 0.57 0.57 0.72 2.30 3.93 8.59 1.0 1.8 4.8 D:1 Projects1100-0091Drainagel Hydrology1100-009_Rational-Calcs_Major.xlsxl Direct-Runoff a� NORTH POND 'T C)(TEMPORARY INFILTRATION POND) I� I OWNER: OWNER: MAX.RELEASE=0.42 cfs NYLOPLAST DRAIN BASIN COLORADO IRON & METAL, INC. I I PROV.POND VOL.=.15 AC-FT(6705 cu.ft) - - - - _ FOR EMERGENCY OVERFLOW I t 903 BUCK/NGHAM ST. ODELL BREWING CO. & WSEL=4943.80 - -52= -- _- -_- _ _ _ - ODELL INVESTMENTS, LLC. - - - -- - - - - - - - - 5 - - - - - - - - - ---- - - - - - - - - \ In 1 FORT COLLINS, CO 80524 NORTH 832 E LINCOLN AVE. _ - __ - 5 FORT COLLINS CO 80524 �' J� �� 1 - 48 i 30 0 30 60 90 Feet - - - - - - - - - - - - - - - - - - - - - - - =-- - - - IN FEET - - - - - - - - - - � � �i� � � � � � � � � � � � � � � � � OS2 I 4 A2 4 44 - 52 - - -- \ I - - - 1 inch = 30 ft. I - - - - - _ ).19 ac -� 4 4 -_ - - I -4953- C o _- _ U_n IT77T45 - - - - 44 _ _ IIII ) - LEGEND: / - r- - - - - - 7 / ////G / � � - � \ \ \ \ - - - - - _ - - - - - - - A2 - - - - - _ _J - -- - - -_ _ _ _ _ / �� I \ - - - - - - --- - - PROPOSED STORM SEWER - - - - - � - - - - _ - - - - - - - - - - - - - - - - - - I \ - - - - PROPOSED AREA DRAIN INLET 0 I - _ _ - - - - _ _ _ - - - - - - - - - - - _ - - -_4_' SOLID PVC - = - - ___ - -- - -494 0.77 - - - _ - - - - - _ - J\J\ J I - - - - - - - - - - - - - - PROPOSED CONTOUR - - - 93 rI1 v - - - - _ - - - - - - - - _ _ �� 4 _ - - - 11L - - - / - - -- EXISTING CONTOUR -4953- - - - \ I - PROPOSED SWALE PROPERTY BOUNDARY I I � L III 11 I _ - - 44 -_ _ - - _ - - - - - - - - - z r -- �4 -- -- - - - - - - 0-7- I I - DESIGN POINT A I / I 4 � \ OWNER: FORT COLLINS o�,D�•L/CF I I OWNER: LOZANO, IIII 1 I 1 I I I / I 1 - - I SWALE 1 1 MONUMENT AND STONE FLOW ARROW � 4 o�.0 ALFREDO C. & III IIII 1 I I I // I I 1 I IL MINER STEPHEN J/KATHY L :r CRISTINA YOLANDA \ �I I 1 I I I I 1 / I CONNECT TO 1 L J I 824 E LINCOLN AVE. DESIGNATION 2 1 ( 832 E LINCOLN AVE. I I I ( DRAINEXISTING TRENCH 1 I DRAINAGE BASIN LABEL 1 i FORT COLLINS, 14 I I 1 1 I I I I 1 B2 I 1 I I I FORT COLLINS, CO 80524 AREA (AC) 1.45 ac 1 CO 80524 1 II I II I 1 1 1 1 I - / I 1 1 11 I I I , � -, 0.49 ac -� � � � � � � � � � � I I sS�GNAL�G` I I PROPOSED DRAINAGE DRAINAGE BASIN BOUNDARY ■ ■ ■ ■ ■ ■ ■ F -1 F -1 I EASEMENT PER COLORADO 1 I I I I I I 1 \ 1 L J L J IRON & METAL, SECOND FILING 1 1 C I I PROPOSED SWALE SECTION z �' 1 I I I I I ( I 1 v 1 F- / -I- I Z I 1 / 1 -/ EXISTING DRAINAGE _ N 1 I I I III 1 1 \ EXISTING 1.19 ac / I c PARKING LOT 1 B2 1 EASEMENT�/ (REC. #2002077766)N L.LI ° °° E 1 I\ IIII I I ► \\�\� - �\ - - - - - - - - - - - 1 I, I I = w 1 III \ \ \ mm � � � � J 5 � IIII I \ \ \ / � � , I I 1 I ~ z N � 1 I OWNER: I I II I i I \\ \ \ \\ \ \ \ // O� \ I �y I I OS4 ry 1 I ALBERTS, ROBERT R. \ \ • / 13 1 200 RACQUETTE DR. I I \\\\\\ \� \ /�\ O \ I I \ EXISTING z I I III \ \\ \ \ o I \ BUILDING 1 I z w 1 I FORT COLLINS, I II \\ �� \ \ \ FFE=4946.15 1 AlCL CO 80524 I II I I I , \\ ��\\ \ 1 4j _ �as 1.29 ac I i PROPOSED 15" RCP STORM DRAIN (OFFSITE STORM SEWER BY 1 III II D \�\\\ / 1\ I I 1 I I III , \\ \\ \ \ 1 1 I I J I I /� COLORADO IRON AND METAL, o EXISTING DRAINAGE A9 ` _/ I NOT A PART OF THESE PLANS) 1 i I ii I i i 0.21 ac \ �\ \\\\ \ \EASEMENT \ \ AS (�B 1 1 1 I I - // I I IffLn 1 OS 1 _�� I \ \ \ \ 1 N \ >00 1 1.48�acI \ \ ' ac 1 \ I I J DRY WELL (TYP.) �o_\ \\ \ \ \ \ I\0 1 I I ;I i I CD / INTERIM DETENTION AREA X IIIII \y I I I I 11 \\ I 1 / \\ I I I (TO BE REMOVED UPON COMPLETION 1 I II I I I C \ 1 PROPOSED 1 I I \ r � \ J 1 PROPOSED I�� OF MONUMENT& STONE POND) \1 EXPANSION o 1 EXPANSION I I I I VOLUME PROVIDED=.05 AC-FT(2038 CU.FT.) r7 } 1 I IIIII I \v I I I I I I FFE=4946.15 1 - - I SEE ODELL BREWHOUSE EXPANSION o m 1 II I i I I ��• I \ FFE=4946.15 SHEET C301 (REVISED APRIL 2013)FOR DESIGN o N LJ 3 Iwo _ / I LOT 1 1 1 / I � QM ODELL BREWING CO. ` IV o Q V) Of z I I I I I I I I I L 1 1 I � BIO-AQUIFER DETENTION 1 I II 11 I \ / FIRST REPEAT �` T x I OWNER: 1 I (PAVER SUBSECTION) N VOLUME PROVIDED=.05 AC-FT(2261 CU.FT.) r W 1 SORGENFRI, ARNE II IIIII 1 I I I J \ / / / o� 1 / 1 \ - ° m 1 I 11 _ (2827 SF w/2.0'DEPTH @ 40/o VOID SPACE) � E 1 i 219 SHERWOOD ST. \ `h, 1 \ OWNER: BACA, I I IIII I i I / / / / a o Pf o 0 1 \ 1 I DRY WELL (TYP.) w o z 0) � r 1 FORT COLLINS, (I II I 1 / / \ \ ti 1 0 0 �, a � 1 I CO 80521 ALFRED A., SR. II I II I 1 � /\ \ I �J l 1 1 / r\I EAST POND WO o a o z < 1 304 E. LINCOLN AVE. III I I 1 I I I 1 / / I I J J 1 - - - \ \ 1 \ I / I\ (REGRADED DETENTION/ o 1 I FORT COLLINS, I I I i I i 1 I I J \/ l // I / J B1 \ \ \ \ 1 \ f" I I I \ INFILTRATION POND) I CO 80524 I I - _ = \ 1 I I I I \ MAX. RELEASE=1.66 cfs F 1 I I I 1 1 I I J / / I J I I QQ \ 1 WSEL=4942.50 1 III I I I I 1 1 I J l / I J J I INTERIM POND VOLUME Q EXISTING 1 I I / I I I I PROVIDED=0.27 ac-ft(11658 CU.ft.) INFILTRATION/ 1 I , ULTIMATE POND VOLUME II I I PROVIDED=0.22 ac-ft(9620 CU.ft.) 1 III IIII I J I l / I I J DETENTION POND I i il i i 1 I m ,� I TO REMAIN 1 \ I I I I DRY WELL (TYP.) O LAN° 0 PW - -- -- I Al I I (HEI6HTAVARIES)AINING WALLS 1 II I I IIII lI 1_ J I I \� s � 4 EXISTING OUTLET z E _ ��44 STRUCTURE TO 1 / OS1 III �I D ' `� _ _ - - - _ �- cry E 0.08 ac - -\ - \ -4 -I - - - REMAIN `\ \ CTT CTV CTV FOR DRAINAGE REVIEW ONLY CTV CTV--� V - - - - _ C C \ CTV CTV TV CTV \ \ \/ 1 \ NOT FOR CONSTRUCTION XU) f� )1� - M- O _� -M- M- _ _ _f __CID _ -_--_ --- W LU OS add i - W - 0 0 \ \ ` • / / / EIII \ - - - - - - \ \ \ J /\ 1 1 \ST ST ST T - - - -ST- - -ST ST - - - ST -- ST- - - ST ST ST ( r �\ - - - O I - - - - - - - - - - - - of 1 OS5 ST �/ - - - - X OS5 - OS6 - - - - - _ _ / /�/ / / \ - - CALL UTILITY NOTIFICATION CENTER OF Uj - - -- i / - - � - \ 0.08 ac - - \ _ COLORADO \ \ - 0.78 ac / / l - � IIII 1 I - CD I Q \ \ --_ __ ■� \ - _ \ Know what's below. Q 0 -x=- Ul) � Call before you dig. - --� \ - cS / i CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU ` z / / ' E. LINCOLN AVENUE i DIG,GRADE,OR EXCAVATE FOR THE MARKING OF j UNDERGROUND MEMBER UTILITIES. 01 a RUNOFF SUMMARY TABLE City of Fort Collins, Colorado W a TOTAL UTILITY PLAN APPROVAL Q c; DESIGN BASIN 2-yr Tc 10-yr Tc 100-yr Tc Q2 Q10 Q100 AREA C2 C10 C100 POINT ID (acres) (min) (min) (min) (cfs) (cfs) (cfs) o Uj APPROVED: 0 o Al Al 1.29 0.74 0.74 0.93 5.0 5.0 5.0 2.7 4.7 11.9 City Engineer Date 0 o W E o A2 A2 0.77 0.54 0.54 0.67 8.5 8.5 8.2 1.0 1.7 4.4 0 .r CHECKED BY: i J B1 B1 0.82 0.67 0.67 0.83 5.0 5.0 5.0 1.6 2.7 6.8 Water & Wastewater Utility Date J J B2 B2 0.49 0.82 0.82 1.00 6.8 6.8 6.7 1.0 1.8 4.4 m CHECKED BY: W 8 C C 1.19 0.61 0.61 0.76 5.1 5.1 5.0 2.0 3.5 8.9 Stormwater Utility Date Q ox D D 0.21 0.15 0.15 0.19 32.2 32.2 30.9 0.0 0.1 0.2 CHECKED BY: i b E E 0.08 0.24 0.24 0.30 5.0 5.0 5.0 0.1 0.1 0.2 Parks & Recreation Date O s 0 OSl OSl 1.48 0.37 0.37 0.46 26.0 26.0 25.0 0.8 1.3 3.4 CHECKED BY: a OS2 0S2 0.19 0.15 0.15 0.19 6.6 6.6 6.3 0.1 0.1 0.3 Traffic Engineer Date Sheet W W 4 X o OS3 OS3 0.67 0.43 0.43 0.54 5.0 5.0 5.0 0.8 1.4 3.6 CHECKED BY: DR1 r i; OS4 OS4 0.08 0.15 0.15 0.19 5.0 5.0 5.0 0.0 0.1 0.2 Date OS5 OS5 0.78 0.57 1 0.57 1 0.72 1 9.4 9.4 7.6 1.0 1.8 4.8 t11 UTILITY PLANS FOR ODEI.. L BREWERY PARKING LOT EXPANSION PDP 0 A PARCEL OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 12, TOWNS,HIP 7 NORTH, RANGE 6.9 WEST > OF THE 6th 6 APRIL 2013 CONTACT INFORMATION SHEET INDEX . COOO COVER SHEET PROJECT TEAM: UTILITY CONTACT LIST: CO1 CONSTRUCTION NOTES � L CONSRUC OWNER/APPLICANT UTIL. COMPANY PHONENUMBER E Brenden McGivne GAS-_--_ -- ,l Terry St 97 )22 -78 C100 EXISTING CONDITIONS ITIOULITIOI .tam. y Odell Investments,LL,C *, ELECTRIC----_--- Fort ling Light �-- � (970}224-6152 •�,�80o E.Lincoln Avenue !!/6MAL'**** ...�.. Fart Collins Colorado 80525 CABLE-_________..-Comcast____�__�____________.�...._...�_____ Ka; an (970j%7 25 C 101 PAVING P TELECOM ___--Centuryl_in ..______________ ______ —___William John (970)377 01 5 (970)498-9070 WATER---------_--City of Fort Collins Utilities---------- Rogerngton (970)221-6700 C200 UTILITY PLAN WASTEWATER--City of Fort Collins Utilities _ ___ Rogerffingt (970)221- '700 rcm STORMWATER-City of Fort Collins Utilities______----- Glen Schlueter (970)221-6700 C 00 GRADING PLAN \ This list is provided as a courtesy reference on Northern Engineering ` s u s r responsibility � E w PLANNER/LANDSCAPE\ L A D SCAP\ 6 Q c the accuracy or completeness of this list. In no way shall list relinquish the ors responsibility for C40 EROSION CONTROL P N � u >- Ob ARCHITECT locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of Q Michael McBride Colorado(UNCC)at 81 for additional information. C401 EROSION CONTROL DETAILS � �` �► BHA Design Inc. co 9 E.LINCOLN AVE. 1603 Oakridge Drive C50 DETAILS \ Fart Collins,Colorado 80525-6249 -�-- - 'L (970)223-7577 DR1 DRAINAGE EXHIBIT �sf z ARCHITECT Rebecca Spears,AIA o RB+B Architects,Inc. MULBERRY STREET _ 315 E.Mountain Avenue#100 Fort Collins Colorado 80524 2 1000 (970)484-0117 PROJECT LOCATION SITE ENGINEER OOr VICINITY MAP cm a Nick Haws,PE,L,EED AP `�`` NORTH 1"=1500, Northern Engineering Services,Inc. NO RT H E'R 200 South:College Avenue,Suite 010 ENGINEERING Fart Collins,Colorado 80524 (970)221-4158 N m N -L €� W`X SURVEYOR oQ vc'iz �` Gary Gilliland,ILLS Northern Engineering Services,Inc. PROJECT BENCHMARKS: NORTHERN .E 200 South College Avenue,Suite 010 °�. m o ENGINEERING Fart Collins,Colorado 80524 c,o ' BENCHMARK#1: ` " 00 (97fl)221-4158 00 in W City of Fort Collins Benc hmark3-00 it o w X Elevation=4964.15(NGVD 29-Unadjusted) a..- '`� � BENCHMARK#2: \O\\C H N I'CAL_ ENGINEER City of Fort Collins Benchmark R 402 Elevation=4939.03(NOVD 29-Unadjusted) 1rel-Ta.. Eric D.Bernhart,PE 4 Earth Engineering Company,Inc. Basis of Bearings C . R ., t rtg,Engineers& S4jCntiqS 4396 Greenfield Drive CL North line of the Subdivision Plat of Odell Brewing.Company First Replat as gearing South Windsor,Colorado 8 528 970 224-1522 89 11'23 West ( ) O ORIGINAL FIELD SURVEY BY. M z Original Field Survey Northern Engineering Services g 9 Date:April 2008 rZ Additional Field Surveys: Northern Engineering Services F W Date:January 2009 01 0 W Additional Field Survey: --I Northern Engineering Services Date: February 2009 U) SUBSURFACE EXPLORATION Y: Terrac on Consultants, Inc. Terracon Consultants, Inc. Geotechnical Engineering Report Supplemental Geotechnical Engineering Report Odell Brewing Co. Brew House Expansion Odell Brewing Co. Brew House Expansion Project No.20125035 -Project No.200125035 Date: October 9, 2012 Date:October 30,2012 City of Fort Collins, Colorado DISCLAIMER STATEMENT: UTILITY PLAN APPROVAL These plans have been reviewed by the City of Fort Collins for concept only. The review does not imply responsibility W by the reviewing ,the City of Fort Collins Engineer,or the City of Fort Collins for accuracy and correctness13 APPROVED: of the calculations. Furthermore,the review does not imply that quantities of items on the plans are the final quantities QW Engin Date required. The review shall not be construed for any reason as acceptance of financial responsibility by the City of Fort W Collins for additional quantities of items shown that may be required during the construction phase. CHECKED BY: CERTIFICATION STATEMENT: CALL UTILITY NOTIFICATION CENTER OF Water & astewat r Utilit Date coLo W I hereby affirm that these final CHECKED BY: -10 •3`d•% �-. construction plans were prepared ./ , Stor I er Utility Date under my direct supervision,in �Q,.• tLg *., 0 accordance with all applicable City IJA s 6 of Fort Collins and Mate of CHECKED BY: Parks & Recreation Date aC Colorado standards and statutes, tJ respectively,and that I am fully CHECKED BY: responsiblefor the accuracy of all =lJ ..22„ . Know what'5 bE'IC1W. Traffic Engineer Date Sheet design.revisions and record ," g � � Call before you dig. conditions that I have noted on .,4� >...�.'. CALL 2 susiivEss DAYS IN ADVANCE BEFORE YOU plans. DIG,GRADE,OR EXCAVATE FOR THE MARKING OF CHECKED BY: these, UNDERGROUND MEMBER UTILITIES. Date 0UU Of 10 Sheet - m NORTH 00 �D 1-4- `1_ 30 0 30 60 90 Feet 0 10) t0i# IN FEET OWNER.' ' I i rm h 30 ft. J ODELL BREWING CO. & NORTH POND: Ln ODELL INVESTMENTS, LLC. TEMPORARY INFILTRATION/ LEGEND 832 E LINCOLN AVE. C DETENTION POND OWNER: 0 FORT COLLINS, CO 80524 BOTTOM ELEVATION: 4941.65 ST_ —YEAR WSEL:4943.80 COLORADO IRON-&,METAL, INC. EXISTING STORM SEWER 100 BIO—RETENTION TRENCH EMERGENCY SPILL ELEVATION:4944.48 903 BUCKINGHAM ST PROPOSED UNDERDRAIN —UD 1, wm am am am SAM WA00 4W am 0 FORT COLLINS, CO 80524 am 40f LO PROPOSED STORM SEWER PROPOSED AREA DRAIN INLET ----------- 17- 3 PROPOSED CONTOUR —4951 —4 Q EXISTING CONTOUR —5013- ------ TERNATE GIRRAD AREA Ct, DRAINAGE EA NT 4— 4 SEE NOTE #4 SEPARATE DOCUMENT BY 4asx Cv --49! --- ——————-————————————- PROPOSED SWALE . . . 6 -3 ——————————— mtir* —�- z PROPOSED VERTICAL 77" 495a— CURB & GUTTER 4953-- 0-) ... ....- -4952— PROPERTY BOUNDARY m m -4952-- -4951 -'q _z —4950— — — PROPOSED 6" PROPOSED FIRE HYDRANT 4. STORM__pR_AIN TEMPORARY __4950— — — 7 PARKING LOT- PROPOSED ELECTRIC TRANSFORMER --4949- -4948 PROPOSED SPOT ELEVATION -4,947- 4- 4435 W, 4435 - -1- -4 — -) - - EXISTING SPOT ELEVATION Ole 'A" —4945, 1 It PROPOSED SLOPES 2.0%_ 4 010 E PEDESTRIAN ACCESS RAMPS OWNER: FORT COLLINS MONUMENT AND STONE ALTERNATE GRADINR' "G OPTION PROPOSED CONCRETE LLJ 00 MINER., STEPHEN JIKA THY L CROSS PAN (TYP.) 824 E LINCOLN AVE. 4 0 Cv FORT COLLINS, CO 80524 C11! r r% z 1-4. NOTES: 0 t EXISTING' LOADING 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE DOCK RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE PROPOSED 15" RCP STORM DRAIN RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE LO (OFFSITE STORM SEWER BY RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. COLORADO IRON AND METAL, 41,0 NOT A PART OF THESE PLANS 2. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. Nb 3. ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS Al. ARE FINISHED GRADE ELEVATIONS. C\t 4. THE GRADING SHOWN ALONG THE EASTERN PROPERTY LINE BETWEEN T1 V, THAT IS PROPOSED W(ITH COLORADO IRON & METAL. IN THE EVENT THAT COLORADO IRON & METAL HAS NOT COMPLETED CONSTRUCTION OF THEIR COLORADO IRON & METAL AND THE ODELL BREWERY TIES INTO GRADING EXISTING IMPROVEMENTS PRIOR TO CONSTRUCTION OF THE ODELL PARKING LOT 0 m C14 BUILDING EXPANSION, THE GRADING SHOWN IN THE INSET "ALTERNATE GRADING cli OPTION" SHALL BE USED. FFE=4946.15 C14 W uj r > CL pa LAJ w z m E %p �J, A—� a M 0 W 0) 4 0 Z 0 00 0 uJ 0- 0 0 z Is ' F it N?j a. z 0 mi _4� j H �67X 1�71 CL All EXISTING h INFILTRATION/ z DETENTION POND N EXISTING T C (ul - W INFILTRATION/ C3 I LAW DETENTION POND ITM It I CALL UTILITY NOTIFICATION CENTER OF t n 11u1w /Z IITTI I — COLORADO A� z 1__j -C _ 0 LL U Kn(yw what _Fv -v _C_Fv 'Fill CTV CTV_ __C C I Callboore you dig. 41 CT4��CTV sbelow. 7 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,GRADE,OR EXCAVATE FOR THE MARKING OF r% UNDERGROUND MEMBER UTILITIES. 71 ST ui _ST S S bT ST I City of Fort Collins, Colorado -- ------- . ........ ST- ......... ------- J__ A" UTILITY PLAN APPROVAL ----------------....................................... APPROVED: r kw"dLAAM= *t3CXngineeV Date 00 CHECKED BY: Water ter Utility Date uj CHECKED BY: !W# I Sto�i=ter-Utility Date E. LINCOLN AVENUE CHECKED BY: u Parks & Recreation Date CTv__CTV---(,-Tv-----c CHECKED BY: /J 4r ........ ....... --- Sheet Traffic Engineer Date Date CHECKED BY: . ..... C'3 Oft u0% b_ low 7NATE GRADIN\G L Of 10 Sheets DocuSign Envelope ID:41 DD3977-A9A4-4982-813E-3E7276ED1 COF ('00`C3-2561 UTILITY PLANS FOR ODELL NORTH LOCATED IN THE NORTHEAST QUARTER OF SECTION 12 , TOWNSHIP 7 NORTH , RANGE 69 OF THE 6TH P . M . FORT COLLINS , LARIMER COUNTY, COLORADO LO DECEMBER 2021 CONTACT INFORMATION SHEET INDEX uu 00 000 I PROJECT TEAM: 1 CS1 COVER SHEET EAST VINE DRIVE OWNER/APPLICANT UTILITY CONTACT LIST: 2-3 CS2-CS3 GENERAL & CONSTRUCTION NOTES z +' Dougl IOddestments, LLC UTILITY COMPANY PHONE NUMBER 4 EX1 EXISTING CONDITIONS & DEMOLITION PLAN �O p D0 L/C 800 E. Lincoln Avenue GAS-----------------Xcel Energy - - ----------- Stephanie Rich 970 225-7828 o�.�4S••••..FNd. Fort Collins, CO 80524 gy p ( ) GRADING SHEETS ELECTRIC-------- City of Fort Collins Light& Power-- Austin Kreager (970) 224-6152 •'L �'•, CABLE------------- Comcast---------------------------------- Don Kapperman (970) 567-0425 EUCKINGH MSTREE 0850 T WATER------------City of Fort Collins Utilities----------- Matt Simpson (970)416-2754 5 G 1 GRADING PLAN ova wOw w w O't>2/0 1202> .' N WASTEWATER--City of Fort Collins Utilities----------- Matt Simpson (970)416-2754 ; , STORMWATER- City of Fort Collins Utilities----------- Matt Simpson (970)416-2754 SITE ENGINEER DRAINAGE SHEETS 's�©pia '`' w LOG AN AVENUE Northern Engineering Services, Inc. Andy Reese "This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for 6 EC 1 EROSION CONTROL PLAN NORTHERN 301 North Howes Street, Suite 100 the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for 7� locating all utilities prior to commencing an construction activity. Please contact the UtilityNotification Center of 7 EC2 EROSION CONTROL DETAILS00 ENGINEERING Fort Collins, Colorado 80521 g p g y z �<<o O Colorado(UNCC)at 811 for additional information. g �S, EAST LINCOLN AVENUE (970) 221-4158 T�FFr "Contractor shall notify Jason martin-jmartin@fcgov.com 1 (960)416-2779-prior to beginning any grading activity z N to coordinate inspection of public sidewalk conditions and observe grading activities as deemed necessary by City of 8 DR1 DEVELOPED DRAINAGE EXHIBIT o PROJECT Fort Collins Engineering representatives. W rn LOCATION SITE SURVEYOR = w c w ° Northern Engineering Services, Inc. O �Fgso� Bob Tessel PLS �/ NORTHERN y° z EAST OAK STRE T —q�"�F 301 North Howes Street, Suite 100 LL — NE ENGINEERING Fort Collins, Colorado 80521 O C3 ~ EAST MAGNOLIA W = Ln STREET _ (970) 221-4158 z IVEE EAS OL�TR� LLJ p GEOTECHNICAL ENGINEER N CTL I Thompson, Inc. CTLITNOMPSON R.B. Leadbetter, III, P.E. 00 m 400 North Link Lane VICINITY MAP Fort Collins, Colorado 80524 NORTH " = 1000' (987) 206-9455 z or m� Cn o Z N _J COO w U� W 0 W 0� PROJECT BENCHMARKS: PROJECT DATUM: NAVD88 BENCHMARK 3-00 ON A PARAPET WALL AT THE NORTHWEST END OF THE LINCOLN AVE. BRIDGE NEAR THE NORTHEAST CORNER OF LINCOLN AVE. AND o Q WILLOW ST. w J Q a �� Q nj U'I,7. �o QQ O (nZ a-Q BENCHMARK R-402 AT THE JUNCTION OF 9TH STREET AND LINCOLN AVENUE, IN THE EAST EDGE OF THE CONCRETE FOOTING FOR HIGHLINE TOWER NUMBER 29, 47.8 METERS (159.8 FT) NORTH OF THE CENTERLINE OF THE AVENUE, 22.3 2 L METERS (73.2 FT)WEST OF THE EAST EDGE OF THE FOOTING. ELEVATION: 4942.21 0 o w 0 z o emu-, oL mz 000 ink Q= PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. a n 0 0 o cr; SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = NAVD88 - 3.17'. FIELD SURVEY BY: Original Field Survey: Northern Engineering Project No. 368-005 Date: March 22nd, 2021 SUBSURFACE EXPLORATION BY: CTL I Thompson, Inc. W Geotechnical Investigation W Odell Brewing Company Beet Waste Delineation g Larimer County, Colorado O Q CTLIT Project No. FC09775-125 z Date: February 11, 2021 MTerracon N Geotechnical Engineering Report J W Evaluation of Existing Slab for Support of Wine Tanks w 824 East Lincoln Avenue Fort Collins, Colorado Q O Terracon Project No. 20195092 City of Fort Collins, CO O Date: November 18, 2019 UTILITY PLAN APPROVAL U U W APPROVED: G'% 2 Al 1/9/2022 o T g CITYENGINEE arC Vi rata APPROVED SHEETS DATE APPROVED: NA o WATER&WASTEWATER UTILITY, APPROVED SHEETS DATE 8 APPROVED: to a IAM IA, All 1/7/2022 CALL UTILITY NOTIFICATION CENTER OF STORMWATER UTILITY, Heidi Hansen APPROVED SHEETS DATE NCOLORADO APPROVED: NA g W PARK PLANNING&DEVELOPMENT, APPROVED SHEETS DATE • APPROVED: NA w i �. TRAFFIC OPERATIONS, APPROVED SHEETS DATE X Know what's below. APPROVED: NA Sheet Call before OCE d a CALL 2 BUSINESS DAYS IN EI ORE YOU CS1 ENVIRONMENTAL PLANNER, APPROVED SHEETS DATE DIG,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. C3-2561 1 of 8 DocuSign Envelope ID:41 DD3977-A9A4-4982-813E-3E7276ED1 COF N NORTH77 o _ 1 —�- l \ / - - - - - - - - - - 50 0 50 100 150 Feet L- - - EXISTING STORM DRAIN / - T-G y 7�-�T- -- - - - - - - m / ( IN FEET) T— — — BUCKINGHAM STREET — —— —— —— —— —— — — _ � •4951- - � < — — '/ � - - - - - �- - - -- - - _ - - - -\_ finch= 50ft. _ _i — - — LEGEND: - _ - s � - / PROPOSED STOR SEWER ram - - - - - - - - - - - �- \ - i - ^ -_ - - - - - PROPOSED INLET 71" \ - -\` - - � - - - - - - PROPOSED CONTOUR 93 - - - -- - - - - \4952 � ( II( _ / / EXISTING CONTOUR - - - -4953- R: ODELL INVESTMENT S LLC. - - - - 800 E LINCOLN AVE, rl 'll / ' // PROPOSED SWALE ------------------- 0 FORT COLLINS,CO 80524 I PROPOSED CURB&GUTTER III I �l — �-_ moo — _ PROPERTY BOUNDARY Al DESIGN POINT Q II / r \ \\ \\ \ � EXISTING 10'UTILITY EASEMENTFLOW ARROW � - \' I I i l l 111 1 r/ � \ \� - - - - - — A-1 \\ \\ \\� <Z \ \ 1\'\ / � -4958- _ \ 11.45 ac. BASIN DRAINAGE BASIN LABEL DESIGNATION 411ASIN I I I I I I I I ~ l I l \\ \ 'Al DRAINAGE AREA (AC) Z DRAINAGE BASIN BOUNDARY w I I I I III I I I — -49sa , w I I I III I I 1 1 1 \ \\ \\ \\ \� \\ I/II / I I 1 1 o�pUOL��f I I I 1 1 1 \ \ \ (\ / / I I PROPOSED SWALE SECTION A �45 •''• J` - - - I r� 1 I I I I 1 1 1 \ \ \- - 0850 : I / 1 / / • z o9 zoz1. I\ I III ► I / 1 \ , \ \I\ \ \\ / NOTES: •>/ / 00 i i l III I I I 1 \ \\I \ I I \ I '''•• ..... 1. REFER TO THE DRAINAGE MEMO DATED 12.09.2021 BY NORTHERN ENGINEERING NAL OWNER:G AND A FOR ADDITIONAL INFORMATION. IINVESTMENTS LLC 9 3 BUCKINGHAM ST, 2. ALL ELEVATIONS DEPICTED IN PLAN VIEW AND BENCHMARKS LISTED HEREON ARE , /\ I I I I / / \\ \\ / I FORT COLLINS, CO, 80524 PER THE CITY OF FORT COLLINS VERTICAL CONTROL DATUM(NAVD 88).SEE COVER SHEET FOR BENCHMARK REFERENCES. (-r 00 N N � — EXISTING 38' \ UTILITY EASEMENT ' \ \ W o w — I j � — OCD 00 I o w o 00 co z� o00 Ld 4 � I I I I I I 1 / I I � 1111111 IIII\ I \ W N o Z m / I II 1 I / / IIIII IIII oN V) Q TEMPORARY DETENTION POND \ —— — _- 111 p I \\ \ MAX RELEASE RATE: 0.42 CFS III II111 --—---- - --___— =- - - - - -- - - -- - - - PROVIDED VOLUME: 1.09AC-FT I1 iilll �________________= FOR DRAINAGE REVIEW ONLY m } I l r1111 \\\ WSEL: 4947.20 I /i )IIII 11 /- �� _ _ _ __ _ NOT FOR CONSTRUCTION w 0 0 3 0� w� <_ a� 00 0Cn /' II IIII\IIIII II I ►GAN STREET II i I I l I // °� / \ / II l�J "\ III III IIII/I� — `�� ` I L I I I II I I I \I / j \ 1 I gLi /'—I � F - - - - - - - - _ -- - -- - _ IA � %;_ — =/ I - - - Z w — - - - - I 7 I I w J -4956- a-1 — -- — — _ _- - ----_ _— � ✓ I I I� - - - -4ssr� J _ j I _ _ a w 55- - -� I I /� ' \' / - -\ - -�I- _ J ✓ / //- _- -h9`56-- /- - _ - -- I w o m I I I I Jjj \\ \\� ----- -4955-- 8 "'N � - - - r - -4954-RMAININLET -4953- n EXISTING 6"PVC EXtSING O � z / RIMELEV:4945. 5 -- -- I 4952- j - - -- - - -- - 4951-� INV.6"PVC(S):4945.19 o p OWNER: LOZANO, 1 \ 11 7 / ALFREDOC. & II � I -� .. ' ... •'.. \ / i' \ \ \ 4 / I/ - - _ - - \ I n 1I � CRSTIN YOLANDAI 11 I �. .. . ,.Y.... � /EXISTING STORMANHOLE '0832 E LINCOLN AVE. r - _ — I E u FORT COLLINS, I I I / \ I , : '. :.:• I I I CO 80524 ' III III � ( / / / \ I I ` \✓� I I I I I/ ODELL BREWING CALL UTILITY NOTIFICATION CENTER OF N N I /�\ - - - �--- - IIII I III I I '.' ::%'• S".+;'l.'•f':::•a:.� ( / / COMPANY / / I I `I' I \ COLORADO F I / I 1 \ - •;.'.. >.' OWNER: \ OWNER: , \ - - - \ ODELL BREWING CO. ODELL BREWING CO.&( /� �� I / I �\ I �. , & W - q \ , / OWNER: III \ \\ \ \ �. r ODELL INVESTMENTS,LLC. I / I I:?+�.: I ODELL INVESTMENTS,LLC. I I Sheet z b I / CHARLES MESERLIAN/ I 1 \ \\\ \\ \ p ®®®®®®�®®�� I 832 E LINCOLN AVE. / I I I 832 E LINCOLN AVE. Know What's below. a I 1222 TRAPPERS PT FORT COLLINS,CO 80524 I I •P.."' , _ I FORT COLLINS,CO 80524 I DR1 r I I ► Call before you di " FORT COLLINS, lI ® :. I :I` N :. Y g �/ I I , �. •t.• CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. 8 of 8 City of Ft. Collins Ap rov Plans Approved By 10) Date Final Drainage, Erosion Control and Water Quality Report For Colorado Iron & Metal. Fort Collins, Colorado Prepared for: GTC INVESTMENTS, LLC 1400 EAST MULBERRY STREET C/O KENT GARVIN FORT COLLINS, CO 80524 Prepared by: F. ENGINEERING 908 LAPORTE AVENUE FORT COLLINS, CO 80521 970-219-2,-834 JULY 15, 2011 Not An Official Copy Final Drainage Report Colorado Iron&Metal ENGINEER'S CERTIFICATION I hereby state that this Final Drainage and Erosion Control report for the Colorado Iron & Metal project was prepared by me or under my direct supervision for the owners thereof and meets or exceeds the criteria in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. f ---------- ------------------- ------- - --,—�-p® Stacy J. Gowing o y 3 Registered Professional Engineer State of Colorado No: 34290 Not An Official Copy • Final Drainage Report Colorado Iron & Metal V. DRAINAGE FACILITY DESIGN A. General Concept 1. The general direction of storm water flow is from north to south. 2. Storm water from Buckingham Street is carried through curb cuts and sidewalk culverts to the parking areas within the site. These flows are then conveyed through the site, along with flows from the site itself. 3. Portions of the site will continue to drain to the existing detention pond. As previously discussed, the total drainage area to this existing pond will be substantially decreased as a result of the development. No revised analysis is included for this existing pond, since the only proposed change is to reduce the drainage area. 4. Newly developed areas, with a portion of the existing developed area (Drainage Basin A) will flow to a new detention pond located near the southwest corner of the property. B. Specific Details — Detention 1. The drainage area to the new detention pond is 3.18 acres. The additional developed area within the site will be treated for detention and water quality by a new detention pond. The required water quality volume is 0.117 acre-feet and the required detention volume is 0.861 acre-feet, for a total pond volume of 0.978 acre-feet. This volume is provided in the proposed detention pond at elevation 4944.09'. 2. The detention pond drains to a new storm drain pipe which flows southerly and into the borrow ditch along the north side of Lincoln Avenue. This proposed pipe (storm drain A) is 15" in diameter. An off-site easement will be obtained from the owner of the property to the south to contain this new storm drain line. 3. As stated previously, the existing drainage area to the existing detention pond is being reduced by 3.18 acres. This reduction will allow the existing pond to function at a higher level of performance when compared to existing. 4. An emergency spillway is proposed to convey emergency flow from the site towards the southeast. The proposed design of the spillway is a trapezoidal channel with a bottom width of 60' and side slopes of 33:1, with a weir elevation of 4944.20'. Since the spillway discharges to natural ground, the Final Drainage Report Colorado Iron & Metal Manning's Equation was used to determine the spillway capacity. The results indicate that the spillway can convey the 100-year discharge from this drainage basin (27.1 CFS) at a normal depth of 0.28'. The flow velocity is quite low at 1.46 FPS, so the erosion potential in this area is insignificant. This area is proposed to be covered with gravel. 5. Once the emergency overflow discharge passes through the pond spillway, it generally flows towards the south and east. This emergency flow is directed by existing topography towards the existing detention pond on Lot 1, and ultimately to the borrow ditch along the west side of Lemay. C. Specific Details — Stormwater Quality 1. Water quality will be provided in accordance with Best Management Practices as presented in the Urban Storm Drainage Criteria Manual Volume 3 Best Management_Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. 2. Permanent structural BMP's consists of extended detention within the proposed detention pond. D. Specific Details — Swales 1. There are no swales requiring analysis within the project site. E. Specific Details — Inlets and Storm Sewer 1. The detention pond discharges through a 15" pipe which runs through the Van Works property directly to the south. Ultimately, this pipe discharges to the existing borrow ditch along the north side of Lincoln Avenue. An off-site easement will be provided for this pipe by separate instrument. 2. The discharge through the storm drain is 0.64 CFS, which is the release discharge from the detention pond. The pipe sizing calculations are included in the appendix, and indicate that capacity in the proposed pipe is more than adequate. F. Specific Details -- Curb Cuts 1. Three curb cuts are proposed along the southern flowline of Buckingham Street. These are located within sumps with very small drainage basins. Each curb cut will be 2' wide, connected to a sidewalk culvert with a 2' wide, 6" deep concrete U channel at 0.5% slope. Final Drainage Report Colorado Iron & Metal Appendix 1 - Hydrology ILArea-Weighting for Runoff Coefficient Calculation Project Title: CIPA CCatchment ID: Basin A, 100-year Illustration �s� s LEGEND: Flow DvecUm des T' r 5 Coacbm®t S ub:uea 3 SotwLdarS, Instructions- For each catchm ent subarea.enter values for A and C. Subarea Area Runoff Product ID acres Coeff. C A C. CA irput input input out ut Paving 273 0.96 2.62 COpen 0.45 050 0.23 C sum 3.18 sum �. Area-Weighted Runoff Coefficient(sum C A.sum A)= 0.89 CSee sheet"Design Info"for in perviou sness-based runoff coefficient values. C C C C C UD Rational-Basin A 100yrx1s. Weighted C 4120/2011.10 07 AM Not An Ocif id--fl uv%y Final Drainage Report Colorado Iron & Metal CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD C P roj ec t Title: CIN C atchment ID: Basin A,100-year Discharge CI. Catchment Hydrologic Data CCatchment ID= A Area= 3.18 Acres ( P ercent lm perviousness= 86.00 % 1 NRCS SorlType= BA,B,C.or j N. Rainfall Information I pnchlhQ=CI 'P1 I(C2•Td)4C3 CDesign Storm Return Period,Tr= 100 years (input return period fordesign storm) C1= 2850 (input the value of C 1) C2= 10.00 (mputthe value of C2) C3= 0.793 (input the value of C 3) P1= 2.91 inches (input one-hr predpdation—see Sheet"Design Ink" i Ill. Analy sis of F low Time(Time of Cane entration)for a C atc hment Runoff Coefficient,C= 0.76 Ovende Runoff Coefficient C= (enter an overide C value if desired.or leave Clank to accept calculated C.; 5-yr.Runoff Coefficient.C-5= 0.67 Overide 5-yr.Runoff Coeftcient.C= (enter an ovende C-5 value if desired.or leave Clank to accept calculated C-5.; Nlustration —r' aasrtad LE.GFND ( %� Raxh 1 Daw / Rexh2�� 0egiratirl "- Fla-Dim tion C_ Ghhwewl _ Rear13 C YaCS Lard �ea✓y Tillage chpt N�rry Crasser PllwoO Pr�s6 Type Meson., Fielo Fastae awe 5wales ShllibVP=md Swat s Duns Ground WBW&W t—(Shag Flan C. Con axe 25 � i 10 15 11 Z) � l CekulahOn3: Reach slope Length 5-yr t82C5 FIOw Flea' ID 5 L Runoff Convey- Velocity Torte co/f vtrp V Tf Pott It CZ Ira mir�t f input input "in input o:tb:t cutout Overland 0.0200 25 0.67 0,13 3.09 i 1 0.0050 540 20.00 1.41 E.m 2 34 C 5 Sum 565 Computed Tc= Regional T c= 13.ta N. Peak Runoff Prediction using Comported Tc iction using Regional Tc C_ Rainfall Intensity at Tc.1= 7.88 inch ihr R ain fall Intensity atT a l= 6.87 inchlhr Peak Floveate,Op= 19.10 cis Peak Flovaate,Do= 16.64 cfs C C U D Rational-Basin A t 00yr.As.T c and Peak 0 42 02011.10:0 7 AM l Not An Officia I wP -, Final Drainage Report Colorado Iron & Metal Detention Pond Sizing Worksheet CColorado Iron&Metal C- This is to convert`b imp to a C value Required detention (must inset%imp.and C pervious). ft' acre-ft 'C vabe 0.89 45734.4 0.8 'C':25 1 ��- Area 3.1 acres Modfied Modified lRelease Rate 0.641 M.FA TER D.JUDISH C.LI 5)95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q 100 Runoff Release Required Required cumm. 100 year volume Cumm.total Detention Detention (most (set sl (Nhr) (Cis) (ft^3) (ft"3) (R^3) pc-ft) 0 0 0 ODO 0 0.0 0.0 0D000 �- 5 300 9950 31.64 9492.3 192.0 9300.3 02135 10 600 7720 24.55 14729.76 384.0 14345-8 03293 15 900 6520 20.73 1866024 576.0 180841 0.4152 20 1200 5,600 17.81 21369.6 768.0 20601.6 0-4729 25 1500 4.980 15.84 23754.6 960.0 22794.6 0.5233 30 1800 4520 14.37 2587148 1152.0 24720.5 05675 35 2100 4D80 12-97 27246.24 1344.0 259021 05946 40 2400 3740 11.89 28543.68 1536.0 27007-7 06200 45 2700 3.460 11.00 29707.56 1728.0 27979.6 06423 50 3000 3230 10.27 308141 1920.0 288942 OL633 55 3300 3D30 9.64 317%.82 2112.0 29684.8 0.6815 60 3600 2B60 909 32741.28 2304.0 30437.3 06987 65 3900 2720 8-65 33733.44 24%.0 31737.4 07171 i (, 70 4200 2590 824 34592.04 2688.0 31904-0 07324 75 4500 2480 7.89 35488.8 2880.0 32608.8 0.7486 80 4800 2380 757 36328.32 3072.0 33256-3 07635 85 5100 2190 728 3713922 3264.0 338751 07777 90 5400 2210 7D3 37950.12 3456.0 34494.1 07919 95 5700 2.130 617 38608-38 3648.0 34960.4 OB026 100 6000 2D60 655 39304.8 3840.0 35464.8 0.8142 / 105 6300 2000 636 40068 4032.0 36036.0 OB273 110 6600 1.940 6.17 40716.72 4224-0 36492.7 08378 ( 115 6900 11890 6D1 41470.38 4416.0 37054.4 OB507 C120 T200 IS40 525 42128.64 4608-0 37520-6 OB614 C C CApex Engineering Confidential 412012011 Page r� Not An Official Copy Final Drainage Report Colorado Iron & Metal Circular Pipe Flow CProject: CIM Pipe®: St1Drm A-1001fear C Tr r� ` ?law m�e Ji C � Design Information(Input) Pipe Invert Slope So= 0.0030 ftfit _ Pipe Mlanning's n-value n= 0.0130 Pipe Diameter D= 1500 inches Design discharge Q= 0.6 cfs Fufl-Flow Capacity 1Calculatedl C Full-flow area Af= 1.23 sq ft Full-flow wetted perimeter Pf= 3.93 ft Half Central Angle Theta= 314 rad C FuA-flow capacity Qf= 3.6 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3 14) Theta= 1.13 rad Flow area An= 029 sq ft Wetted perimeter Fin= 1A2 ft Flow depth Yn= 0 36 It C Flow velocity Vn= 2 19 fps Discharge Qn= 0.6 cfs Calculation of Critical Flow Condition C Half Central Angle (0<Theta-c<3 14) Theta-c= 1 05 rad Critical flow area Ac= 0.24 sq ft C Critical top width Tc= 1,06 ft Critical flow depth Yc= 0 31 ft CCritical flowvelocity Vc= 2.67fps Froude number Fr- 1.00 C C C- C C C UD-Culvert vi 01 STORM Axls Pipe 412012D11. 10 17 AM Not ii Official Copy Eps E NORTH RN GROUP EMMEERI.0 MAP PACKET ..1 - HISTORIC DRAINAGE DR2- DEVELOPED DRAINAGE EXHIBIT EPSGROUPINC.COM NORTHERNENGINEERING.COM 970.221.4158 Fort Collins I Greeley I Mesa Tucson I Goodyear I Phoenix I Fort Worth a) DEVELOPED DRAINAGE SUMMARY - �_ ` - _ _ _ - - _ - - - �' G�, - NORTH °WON a - - - - - _ z- - - - - - - -Design Total Area 2-Yr Tc 100-Yr Tc Q2 Q100 - / �- - - - - - - - --- - -_ _ - _ _ - 50 0 50 100 150 Feet Basin ID g C2 C100 `� r � � � � �� ` �`9s BUCKINGHAMSTREET - - -4957 Point (acres) (min) (min) (Cfs) (Cfs) �_ \ `/ OS2 .��-a:��'��Ts��.-Ms�M.��.� �� .s� _-. .��.�s.��.�=tt� �� . . (IN FEET) On-Site Basins `� � _ 0.42 _ _ 1 inch= 50 ft. H 1 hi 0.31 0.27 0.34 10.99 10.99 0.18 0.80 - � _ - - - -4ss1- _ - os2 1 H2 h2 2.99 0.33 0.41 12.78 12.78 1.98 8.63 - I _ \ / �►_"� ��- J \� LEGEND: H3 h3 5.37 0.18 0.23 12.78 12.78 1.99 8-f- - - - - - _ _ _ _ _ - - - - - J - _ _ - _ PROPOSED STORM SEWER ♦ I H4 h4 1.23 0.14 0.17 12.14 12.14 0.35 1.54 �- 1 • I : I \� ♦ _�-- _ _ _ - __;_ -4952 - - I h4 000 H5 h5 1.23 0.10 0.13 10.42 10.15 0.27 1.19 I \ I I J - - _ _ - - _ _ _ - -4953- \ �-\ � , \ X X r EXISTING CONTOUR - - - -4953` _ _ _ \ I Off-Site Basins I 1 III J► / -4954 I \\ I-4955- �4gS2 ,�\ / PROPERTY BOUNDARY / JI I / / - - - - - - - - - - - � \I \ / I OS1 osl 0.43 0.90 1.00 6.49 5.77 1.02 4.12 / / - - , - - - �� y \ ,� C co OS2 os2 0.42 0.48 0.60 9.29 8.30 0.46 2.09 / d I I 1 / / // - - _ - - - -4956. I \ \ ( DESIGN POINT •o 5 Combined Basins // 4957_ , \- \ \\\ \� 4951_ \ H1 & H2 hl & h2 3.30 0.32 0.40 12.78 12.78 2.15 9.37 / / 1.23 - I\ \ ` _ \ \ , 0-1 11 FLOW ARROW ^•-► AI BASIN / I I � I I I I I I / � 1 � ` / \ \ �� \\ •'s I �\ I I / DRAINAGE BASIN LABEL DESIGNATION 4BASIN / I I I I I I V \ \ 1 \ \ \ \ ` \ \ \ .r / AREA (AC) I III III I �00 00 \ h I. 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REFER TO THE FINAL DRAINAGE REPORT FOR TAPESTRY, DATED AUGUST 13,2024 15 z wo z FOR ADDITIONAL INFORMATION o o Q) -72 oo = No Ecw OS1 0.43 y o H3 5.37 E - xw X� Woo �3 h3 \ oa G AND A INVESTMENTS LLC h / I 903 BUCKINGHAM STREET wW 2w0 W c0 ED HHLd 0 oo z"9�l M o ohlll h5 41- /°� N o Q „o it'�� o 0 EXISTING � z z_ NOTE:ACCORDING TO THE DRAINAGE am STORM INLET � 1 I III I 0_ p REPORT FOR COLORADO IRON AND ofr_ o o4/11 Ix METALO FSITE FLOWS LOGAN STREET / � I ; TRY SITE TO THE PROPOSED ' , \jDETENTION AREA FOR COLORADO \ IRON AND METALS(EAST OF BASIN�� A)II H3) DRAIN TO THE FLOW PATH AT IIIII ODELLS.MANHOLE j oS1 ?r�� ~ � EXISTING I �� ' , STORM INLET , r N � W1 H1 0. W- - - - - - - - - - o 9573 N FLOW DIVIDE FOR 7 I-I 4 - - r - - EX 15"GRATE INLET -- - - - \ ry RIM:4945.85- -_____ 495C OVERTOPPING CONDITION 4Q4¢ ll J I IINV.OUT(S)(6"PVC):4945.19 EXISTING TEMPORARY4948- -4946- -- - -4947- - 4956- INFILTRATION/DETENTION POND / - - - - /- - - _W _ ( 0 N \/EASEMENT TEMPORARY CONSTRUCTION EASEMENT &UTILITY PRIVATE ACCESS REC. NO.20100026776 IS REC.NO.20090031\0 � JJ BIO-RETENTION TRENCH -- - - - - - - - - - - - - - - - - ODELL /NVESTMENTSLLCZ _JO- 800 E LINCOLN AVE- _ - -15o 1 - tK ----- //EXISTING DRAINAGE EASEMENT 49,8 N (REC.#19950074251) EXISTING DRAINAGE EASEMENT o/ FOR DRAINAGE REVIEW ONLY Z /ALFREDO LOZANO (REC.#20130033412) �947 NOT FOR CONSTRUCTION128 3RD STREET 14 EXISTING DRAINAGE EASEMENT (REC.#2002077766)e CALL UTILITY NOTIFICATION CENTER OF COLORADOa r cam i I Z o A x �� M �ooQo0 EXISTING Sheet IIII \\ \\ \ ® ® ® ® I I I Know what's below. Z III I \\\\ ® ® ® ®® I •.I I -_ y �..��•:, s:'::" \ /I ► I I \ \ / I I ; C811 before you dig. C1 000 { DIG,GRADE,OR EXCAVATE FOR THE MARKING OF I \1 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU �� _ �, . i ��:�.Q� UNDERGROUND MEMBER UTILITIES. 55 of 59 a) 4.1 _ . - - - - � �- - - - - /�;%%-/� /- � �� ° POND SUMMARY TABLE LID Site Summary - New Impervious Area NORTH= __ - - - - - - _ - - / / ,/ / \ _ mom a / - /��\ �� _ / / / 50 0 50 100 150 Feet Extended Total Area of Current Development 446,672 ft2 \ -� -� /i/��-_______�iii' -_ ��- - - - -_-_-_= ' ' ' i/ - i � �� Tributar Avg. Percent 100-Yr 100-Yr Spillway Peak p '-- - ' �/ - - - - - - - - _' _ - Detention -__�/ - J ��_--___-- `_ �� _ � - - � ' / / / IN FEET) Pond ID y Area Imperv0ousnes WCZCV Detention Detention Elevation Release Total New or Modified Impervious Area 254,872 ft2 /___;_,� I ` \___`/ \- _ - - - . / / 1 inch= 50 ft. (ac) s (/) (ac-ft) Vol. (ac-ft) WSEL (ft) (ft) (cfs) 75% Required Minimum Area to be Treated by LID 191,154 ft2 NEW BELGIUM BREWING CO INC _ 902 BUCKINGHAM LEGEND: STREET_ Detention Pond 10.25 67 0.07 2.54 4,949.85 4,950.00 2.05 Total Impervious Area Treated by LID 192,872 ft2 - =___- . \ - - - _ Interim Percent Impervious Treated by LID 75.67% - - - _ __ 1 PROPOSED STORM SEWER Infiltration/Detention 2.16 26 0.02 0.27 4,946.97 4,947.66 0.43 =___�)) - - ` - - - - - \ Gam/ -\ / / PROPOSED INLET Ile PROPOSED CONTOUR 93 Z _ G G G _ - EXISTING CONTOUR -4953- - Pond - - - - � - - _ _ _ _ _ _ - � , 4 �. ii7ri777r�iii77l7rr7iii i�7r.:miii -% �� - - - -BUCKIN_GHAM STREET - - - - I - - �--�- - 9S' _ _ - _ s- �� t �._a-� �� '� �'� t �•• �•� M'M . . . . ' . . . . . PROPOSED CURB&GUTTER ------------------- - - PROPOSED SWALE � DEVELOPED DRAINAGE SUMMARY 00 W - . . . - . . . . . . .- . . . PROPERTY BOUNDARY Total El - Desi n 2-YrTc 100-Yr Q2 Q10 Q100 - �I - - - - - - - - - - -- - - - - _ - _ �. - - - - 000, Basin ID g Area C2 C100 - - I / ° 1.21 ac. - - - - � ��- DESIGN POINT Point (min) Tc (min) (cfs) (cfs) (cfs) 1 - - I - (acres) I I - � - - - - -I _ - SIDEWALK B ILDING 1 � � BUILDING 2 / CULVERT � r FLOW ARROW� \ / X ✓�� Proposed Basins I I LID I � - � i I / Al al 0.50 0.77 0.96 5.00 5.00 1.09 1.87 4.77 I 4 /J I I I . I I - \ I 100-YR OVERTOPPING LOCATION A2 a2 0.34 0.79 0.99 5.00 5.00 0.78 1.32 3.38 `� -� I I : I STORM DRAIN 1 G \ r o SEE SHEET C703 BASIN z B1 bl 0.57 0.91 1.00 5.00 5.00 1.47 2.52 5.67 STORM DRAIN 1 K \ ' I - DESIGNATION a- a _ a A \ SEE SHEET C701 - - - - - - = - - - - - - _ _ _•- _ _ - I � / DRAINAGE BASIN LABEL 4ABASIN / / >B2 b2 0.57 0.84 1.00 5.00 5.00 1.36 2.33 5.66 I - _�91 B2 B4 I I I I / REA (AC) U O C U N C O -O i E C O U E '- N d d n95� 0.43ac. � . o - a) = m ._ 63 b3 0.09 0.30 0.38 9.72 8.85 0.06 0.11 0.29 I I -. -._- - B1 - - 0.57 ac. q I PROPOSED a / MAJOR EVENT DRAINAGE BASIN BOUNDARY - N o '8 > - N W O U / s = 15 Z o w z B4 b4 0.43 0.93 1.00 5.00 5.00 1.16 1.98 4.32 I I A 0.57 ac. �- - - - - - - - - - INLET 1G-2 I PAN / o o .O U _p O O O O _ O Cl cl 0.67 0.75 0.94 5.00 5.00 1.45 2.48 6.33 I I N I cSs I MINOR EVENT DRAINAGE BASIN BOUNDARY U N U a ° U �r - - ADS BASIN 1 K 1 I IQ I I I I I 1 s I % a LU w � `° � R � w C2 c2 0.56 0.91 1.00 5.00 5.00 1.45 2.48 5.53 C5 - I I D1.1 C2 C2 0.56 0.91 1.00 5.00 5.00 1.45 2.48 5.53 - - 0.25 ac. B3 I I 0.01 ac. 8I I \ / PROPOSED SWALE SECTION A � 0.09 ac. BUI DI _G 3_ ° F1 L I / E C3 C3 0.05 0.30 0.37 5.11 5.00 0.04 0.08 0.19 - - I 1 0 1 - I I D 1.2 A9 1.14 ac. I \ / W O s PERMANENT TURF REINFORCEMENT ADS BASIN 11 JBOX 1FG INLET j. y \ I C4 C4 0.36 0.76 0.95 5.00 5.00 0.78 1.33 3.38 o.14 ac. - I I \ \ B JBOX 1 FG WEIR / ___ / TRACT A I \ \ Iz E" C5 c5 0.25 0.68 0.85 5.00 5.00 0.48 0.83 2.11 SCOUR STOP z STORM DRAIN 1 I INLET 11 I _ - - I ' I / \ / \ w o D1 dl 0.73 0.89 1.00 5.00 5.00 1.85 3.15 7.22 1 I I I - STORM DRAIN 1 SEE SHEET C701 I SEE SHEET C700 W I I \ � D2 d2 0.23 0.90 1.00 5.00 5.00 0.59 1.01 2.30 © 1 I I I / D3-A `� I I /JJ \��`� NOTES: U L D I G 4 I I D 1.3 I 0.89 ac. ul I \ U j I I / o D3-A d3-a 0.89 0.54 0.68 10.42 7.90 1.06 1.82 5.17 II UNDERGROUND N I I Ln U 1 CHAMBERS 1 I I I 0.04 ac. p ' 1 I \ 2 I I \\\ \ 1. REFER TO THE FINAL DRAINAGE REPORT FOR TAPESTRY,DATED NOVEMBER 13, D3-B d3-b 0.22 0.33 0.42 8.60 7.67 D.17 0.30 0.79 I I 1 L I I 1 1 \ 2024 FOR ADDITIONAL INFORMATION. - NI D4 d4 0.21 0.78 0.98 5.00 5.00 0.47 0.81 2.07 I I I I I y T U / I 1 I I mo o I D5 d5 0.21 0.75 0.94 5.00 5.00 0.44 0.75 1.92 I I ; 1 I I 1 D1.4 D5 D4 I I I I / SWALE SECTIONS ' E1 el 1.21 0.77 0.96 6.16 5.00 2.48 4.24 11.57 I \ 0.13 ac. I \ I / �' C4 I Ld o.21 ac. 0.21 ac. _ o.36 ac. 1 C2 / I 'D G 5 I ADS BASIN 1 B-2.2 I I 9so\ I I I / MIN. TW (FT) w F1 fl 1.14 0.21 0.26 12.17 12.17 0.49 0.84 2.16 II 1 I 1 LO \ / �^ oo U) G1 gl 1.07 0.22 0.28 10.86 10.86 0.51 0.88 2.24 I I 1 i /� ► 1 1 �� I I � a� - 2.� MIN. D z 1 UNDERGROUND -1 1 1 x I \ / / �� (FT) N 0 G2 g2 0.37 0.22 0.27 5.63 5.33 0.22 0.38 1.01 CHAMBERS 2 D1 9R,g � I 1 N I I 0.73 ac. 1 MIN. BW (FT) G3 g3 0.26 0.23 0.29 8.20 7.65 0.15 0.25 0.65 I I i I 1 _ == _ - I \ G AND A INVESTMENTS LLC OD od 1.09 0.55 0.69 9.77 7.59 1.35 2.30 6.41 �I 1 C3 to / m D1.5 "ADS BASIN 1B 2.1 I 903 BUCKINGHAM STREET W - 0.05 ac. /�♦ I I I 0.03 ac. D3-B I SWALE SUMMARY TABLE P p 1.02 0.21 0.27 10.64 10.05 0.47 0.80 2.08 I I 1 o.22ac. STORM DRAIN 1B I SWALE ID MIN D MIN TW MIN BW S1 S2 w SEE SHEET C701 j Future Development Basins �, (n I I 1 1.7 12.7 N/A 4 4 \ p z F X - - _ INLET 1C-2 STORM DRAIN 1 C INLET 1B-3 I I I I I Q 0 w ADS BASIN 1E-2.1 _ * STMH m 1E-1 I / I- Q 11 H F1 FUTURE fl 1.14 0.85 1.00 5.00 5.00 2.77 4.73 11.37 ! - - SEE SHEET C700 - INLET 1B-2� INLET 1B-4 � v I I 2 p _♦ I I �M� n \ G1 FUTURE gl 1.07 0.76 0.94 7.25 5.00 2.03 3.48 10.04 I ' I 1 STMH wWEIR 1B-1 I PROPOSED / STMH wWEIR 1C-1 STORM DRAIN 1 1 \ 2 I I - - I -.- - 1 SEE SHEET C700 x I \ o m a G2 FUTURE g 0.37 0.22 0.27 5.21 5.00 0.23 0.39 1.01 1 INLET 1E-4 s/ - I o \ 1 - FI D2 I I C) za zo G3 FUTURE g3 0.26 0.23 0.29 8.20 7.65 0.15 0.25 0.65 �� I 0.23 ac. - //\ o�,Ld N Q o - -ti V -b - - - - - - - - - - - 1 t '`- >t _r+ - ti tt-b ti P � o ci o Minor Storm Event Sub-Basins INLET 1E-5 I STORM DRAIN 1 E ' - ` _ I I / I I � 1.02 ac. n a n a n a J ++ SEE SHEET C703 C2.l DZ.l UNDERGROUND C2.1 c2.1 0.04 0.95 / 5.00 5.00 0.11 / / I I I I 0.04 ac. CHAMBERS 3 UNDERGROUND I I I I I I 51 0 1 0 CHAMBERS 4 I I I I D1.1 dl.l 0.01 0.95 n/a 5.00 5.00 0.04 n/a n/a ' I �I � � � `� � � � ETENT��ION I � 4g`�- �I � D1.2 d1.2 0.14 0.95 n/a 5.00 5.00 0.39 n/a n/a I I I U L I_ _ IN 7 -� I I OPOLOT/Z x \ D1.3 d1.3 0.04 0.95 n/a 5.00 5.00 0.10 n/a n/a I. I I V7I 1 �m , EXISTING / \I Al I a STORM DRAIN 2 / D1.4 d1.4 0.13 0.95 n/a 5.00 5.00 0.35 n/a n/a STORM INLET _ - - _ Cl - _ _ - _ _ - - - - - - - =0.5o ac. - - - SEE SHEET C704 7-- 0 D1.5 d1.5 0.03 0.95 n/a 5.00 5.00 0.08 n/a n/a �� - INLET2C I \ , Ix \ i- I 0.67 ac. LOGAN STREET - . . . - . . . - . . . . . . . . . D2.1 d2.1 0.07 0.95 n/a 5.00 5.00 0.19 n/a n/a - I 0 0 I LOGAN STREET s2 I s Combined Basins -1 I �- INLET 2B `OUTLET STRU URE 3A ) (PRP.63'ROW) A2 5 W " DETENTION POND p 10.25 0.72 0.90 10.99 7.62 16.07 27.45 79.54 - - ) o.34ac. - ' I' 4 EXISTING STORM I /�� '�� __� o INTERIM INFILTRATION MANHOLE �� II STORM DRAIN 3 POND od 2.16 0.39 0.48 10.86 10.86 1.81 3.09 7.88 I � 1 / - � -- - I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' �f SEE SHEETC704 I / N r 2 I ,I I j l l I I 51 1 (G�2 l� _ - X x' X N ry FUTURE ODELL POND g 2.79 0.55 0.69 10.86 8.59 3.35 5.73 15.85 I I I I _ �- - I I 0.3�ac. I PROPOSED OVERFLOW i 1- N WQCV p 3.35 0.61 0.76 9.39 7.70 4.70 8.03 21.95 I� I °' I I I I TRACT B 1 \ \ POTENTIAL FUTURE I x 1 \�` �-A`- aC6 (n W Z U 1 EXISTING �, I G1 5 ' \ \\ DETENTION POND 491 \ \\s��/ o a UG1 g 1.92 0.83 1.00 5.00 5.00 4.56 7.78 19.06 STORM INLET �� I �� \ P UG2 ug2 1.64 0.80 0.99 5.00 5.00 3.72 6.35 16.23 I �� II I / I 1.07 ac. EX 15"GRATE INLET °gCO U I I I �g� I RIM:4945.85 1 r` I \\\5 6 UG3 ug3 0.73 0.89 1.00 5.00 5.00 1.85 3.15 7.22 j I II I k I INV.OUT(S)(6"PVC):4945.19 CO UG4 ug4 1.76 0.62 0.77 10.53 7.66 2.35 4.02 11.64 I I 11 I I5 /// I 4� 1 OD Z M Combined Basins Minor Storm Event I�. 5 I ". i I I FUTURE DETENTION POND / _ _ l I TO TIE INTO PROPOSED } UG1* ugl* 1.87 0.83 n/a 5.00 N/A 4.42 n/a n/a 49 'r INTERIM `\ `� STORM DRAIN.v � Q g X 1 I 4C, 7 INFILTRATION/DETENTION POND tip II J W 3 uG2* ug2* 1.68 0.8o n/a 5.0o N/A 3.83 n/a n/a // LO R9� , - _- -494 46 = -- -�- - _- - = -==-_ - I �T `f - - - - - - - FOR DRAINAGE REVIEW ONLY I I y r - - - _ - f - a, EX. FES 3C-1 LID J UG3* ug3* 0.97 0.91 n/a 5.00 N/A 2.50 n/a n/a I Il - . - \ EXISTING I I )/ /- - N G3v 4 - - BIO-RETENTION TRENCH - - - - - - - - _ J _ - \ o I \ _FULLY DEVELOPED 500-YR NOT FOR CONSTRUCTION I < * I I'. I - /� TEMPORARY CONSTRUCTION \�- �- OVERFLOW PATH M * u 4 n a N A �/�95 -/- " I ODELL INVESTMENTS LLC 1 - - - '� UG4 g 1.53 0.56 / 11.48 / 1.84 n/a n/a I I , i , 0.26 ac. \ f / / � � ` EASEMENT I- _�` i _ 800 E LINCOLN AVE - - - REC. NO.20090031970 V o _ _ 1' i Undetained Basins I I \ \\�~ ��J� 1 / O PRIVATE ACCESS&UTILITY , I V .I �- I- - _- ___-`\'��J CALL UTILITY NOTIFICATION CENTER OF oa^ I \So� EASEMENT I I�V COLORADO s G2, G3 g2, g3 0.64 0.22 0.28 11.36 11.36 0.30 0.51 1.31 - > I REC. NO.20100026776 - �� - SEX.STMH 3C 0 _ _ _ �\ _ I l i / _ • -� / �I I r I I I I I ;•,: TIE INTO EXISTING MANHOLE ALFREDO LOZANO I I N I I "y / - Sheet X I I I �49 1' I I / \ Know what's below. Z W I 128 3RD STREET ) I I I I 4, . . ;• :f.: I I ' \ C811 before C1001 Jp � . •.r,..'�,:. I / you dig. J + ' " {:'r' :. •. ; I-1 n I \ I I CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU / I // f• _ ( II IIII II I, I I .. .. ._'."�." I I I I II I '. .1' I�.-L: DIG,GRADE,OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. 55 of 60