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Home My WebLink AboutEAST RIDGE THIRD FILING - FDP - FDP170016 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT East Ridge Third Filing Montage Townhomes Fort Collins, Colorado Prepared for: Hartford Homes 4801 Goodman Road Timnath, Colorado 80547 Phone: (970) 674-1109 Prepared by: Galloway & Company, Inc. 3760 East 15th Street, Suite 202 Loveland, Colorado 80538 Phone: (970) 800-3300 Contact: Herman Feissner, PE Original Preparation: February 8th, 2017 Revised: April 12th, 2017 Revised: June 7th, 2017 1 TABLE OF CONTENTS TABLE OF CONTENTS.......................................................................................................................... 1 I. CERTIFICATIONS .......................................................................................................................... 2 II. GENERAL LOCATION AND DESCRIPTION .................................................................................. 5 III. DRAINAGE BASINS AND SUB-BASINS ........................................................................................ 7 IV. DRAINAGE DESIGN CRITERIA ..................................................................................................... 8 V. DRAINAGE FACILITY DESIGN .................................................................................................... 15 VI. EROSION AND SEDIMENT CONTROL MEASURES ................................................................... 17 VII. CONCLUSIONS ............................................................................................................................ 18 VIII. REFERENCES .............................................................................................................................. 19 APPENDIX A - REFERENCE MATERIALS VICINITY MAP NRCS SOILS MAP FEMA FIRMETTE APPENDIX B - HYDROLOGY CALCULATIONS PROPOSED COMPOSITE RUNOFF COEFFICIENTS PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT APPENDIX C - HYDRAULIC CALCULATIONS AREA INLET CALCULATIONS STREET CAPACITY CALCULATIONS ALLEY SECTION MINOR AND MAJOR STORM EVENTS BARTSTORMER STREET – INLET CAPACITY CALCULATIONS SWALE CAPACITY CALCULATIONS – at FINAL DESIGN STORM DRAIN SIZING CALCULATIONS – at FINAL DESIGN APPENDIX D – SUPPORTING DOCUMENTATION DEVELOPED CONDITION DRAINAGE MAP EXCERPTS FROM FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED: JUNE 30TH, 2016 BY GALLOWAY & COMPANY, INC. 2 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this report for the preliminary drainage design of East Ridge Third Filing Montage Townhomes was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual for the owners thereof.” ______________________________________ Herman Feissner, PE Registered Professional Engineer State Of Colorado No. 38066 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER “Hartford Homes hereby certifies that the drainage facilities for the East Ridge Third Filing Montage Townhomes shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities.” ____________________________________ Hartford Homes Attest: ___________________________________ (Name of Responsible Party) __________________________________ Notary Public __________________________________ Authorized Signature AT FINAL DESIGN ` 5 II. GENERAL LOCATION AND DESCRIPTION LOCATION East Ridge Third Filing Montage Townhomes (hereafter referred to as “the sites” or “project sites”) will be located in the northeast and southwest corners of East Ridge Second Filing (ERSF). Although the sites are not contiguous, they are part of the larger ERSF project. The northern project site is bounded on the north by the Burlington Northern Railroad and East Vine Drive; on the south by Barnstormer Street; on the east by undeveloped land and on the west by an undeveloped portion of ERSF (i.e., basin Fut-G1). The southwest portion of the project site is bounded on the north by Sykes Drive; on the south by an undeveloped portion of ERSF (basin J1); on the east by Vicot Way and on the west by Timberline Road. The larger ERSF project is located in the Northeast Quarter of Section 8, Township 7 North, Range 68 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map showing the larger ERSF project and Montage Townhomes project sites. DESCRIPTION OF PROPERTY The project sites are part of several ‘Fut-‘ basins, which were delineated in the Final Drainage Report East Ridge Second Filing, dated: June 30th, 2016 by Galloway & Company, Inc. (Report). The north portion of the project site will develop basins Fut-A and Fut-B. These contiguous basins comprise ±9.73 acres and were overlot graded per the approved East Ridge Second Filing grading design. Fut-A drains to a low point and flared end section (FES C9.1) at the north end of Storm Drain C. Fut-B drains to a low point and flared end section (FES D18) at the north end of Storm Drain D. The southwest portion of the project site will develop basins Fut-H, Fut-I1 and Fut-I2. Fut-H and Fut-I1 are contiguous and comprise ±8.74 acres. Fut-H drains to a low point and flared end section (FES B6.2) to the west of Vicot Way. Fut-I1 drains to a low point and flared end section (FES A8) north of Crusader Street. Fut-I2 is located south of Crusader Street and comprises 1.81 acres. It was designed to flow into Storm Drain A south of SDMH A6. Appendix D includes copies of the approved construction documents for the aforementioned storm drain infrastructure. ` 6 Each site will develop with an alley-loaded single-family attached product type. The improvements associated with the development include: local wet and dry utilities, concrete paving and landscaping. There are no major drainage ways passing through the project sites. According to the USDA NRCS Web Soil Survey, ‘Fort Collins loam, 0 to 3 percent slopes’ covers roughly two-thirds of the project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet, and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The remainder of the site consists of a mix of HSG ‘B’ and ‘C’ soils. Refer to Appendixes A and D for additional soils information. CTL | Thompson conducted a geotechnical investigation on May 16th, 2015. The results of the preliminary geotechnical investigation are summarized in Preliminary Geotechnical Investigation East Ridge Subdivision Fort Collins, Colorado (Project No. FC06953-115 | Dated: June 19, 2015). The soils encountered across the site “generally consisted of 9½ feet of interlayered clay and sand over relatively clean sands and gravels to the depths explored. No bedrock was encountered.” For reference, Figure 1 – Locations of Exploratory Borings and Figure 2 – Summary Logs of Exploratory Borings are provided in Appendix D, Supporting Documentation. ` 7 III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The project site is located in the Cooper Slough/Boxelder drainage basins. According to the City of Fort Collins website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/boxelder-creek-cooper- slough), these basins “encompass 265 square miles, beginning north of the Colorado/Wyoming border and extend southward into east Fort Collins, where they end at the Cache la Poudre River. The basins are primarily characterized by farmland with isolated areas of mixed-use residential development and limited commercial development.” The basin hydrology was studied as part of the Boxelder Creek/Cooper Slough watershed by the City of Fort Collins and Larimer County in 1981 and 2002. In addition, a drainage master plan was prepared for the portion of the basin owned by Anheuser-Busch, Inc., in 1984, in conjunction with development of the brewery site. The 2003 update to the City of Fort Collins stormwater master plans adopted improvements for the Lower Cooper Slough Basin and identified the need for the Upper Cooper Slough as an area to be further studied. The project site is shown on FEMA Map Numbers 08069C0982F and 080690982H (refer to Appendix A for FEMA Firmettes). Neither map indicates the project sites are impacted by an existing floodplain/floodway. Refer to Appendix A for an excerpt from each larger map. SUB- BASIN DESCRIPTION At the sub-basin level, a ±1.5 acre off-site area along the length of the north property line, should have a negligible impact on the developed drainage design. This area spans the length of the north property line and is comprised of native vegetation and coarse aggregate typical of a railroad grade. We do not expect this area to develop in the future. This larger area is delineated herein as basins OS1 through OS5. ` 8 IV. DRAINAGE DESIGN CRITERIA REGULATIONS This preliminary drainage design presented herein was prepared in accordance with the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual (i.e., Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 [Manual]). Collectively, the requirements are referred to as the Fort Collins Stormwater Criteria Manual [FCSCM]. STORMWATER QUALITY GUIDELINES The following narrative summarizes a meeting on January 6th, 2017 between Heather McDowell (City of Fort Collins) and Herman Feissner (Galloway & Company, Inc.). The purpose was to discuss the current City of Fort Collins LID requirements, the approved ERSF stormwater quality strategy and meeting the revised City of Fort Collins LID requirements. A summary of the meeting follows. The complete and unedited e-mail is included In Appendix D. · East Ridge Second Filing was designed to meet City of Fort Collins (CoFC) Ordinance No. 152, 2012. Specifically, Section 3.1.a (1) and (2) reads: o No less than fifty percent (50%) of any newly added impervious area must be treated using one or a combination of LID techniques; and o No less than twenty five percent (25%) of any newly added pavement areas must be treated using permeable pavement technology that is considered an LID technique. · At the time of approval, 58% of the project site was treating using at least one LID technique. · Since ERSF was approved the aforementioned ordinance has been revised. Section 3.1.b of Ordinance No. 007, 2016 reads: o No less than fifty percent (50%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques, when a permeable pavement area covering at least twenty five (25%) of the drivable surface area on private development property is constructed as one of the components of the LID treatment techniques used on that site. ` 9 · The townhome sites are being re-platted; therefore, each site is required to meet the LID requirements of Ordinance No. 007, 2016, Section 3.1.b. · The townhomes are considered single-family attached and required to meet the 50% criteria mentioned above. The 25% permeable pavement required is waived for the single-family attached product type. The future areas in ERSF were designed to flow into the following LID/WQ features: North Townhomes · Fut-A (4.59 acres) was designed to flow into a Bioswale · Fut-B (5.14 acres) was designed to flow into a Sand Filter · Summary: 100% of the newly added area flows in an LID feature West Townhomes · Fut-H (4.51 acres) was designed to flow into an EDB · The newly added impervious area in Fut-H is ±2.14 acres · Fut-I1 and Fut-I2 (6.03 acres combined) were designed to flow into a Sand Filter · The newly added impervious area in Fut-I1 and Fut-I2 is ±3.03 acres · The total newly added impervious area is 5.17 acres Summary: ±59% (>50%) of the newly added impervious area is treated using LID techniques. 57% of the newly added area is treated using LID techniques DIRECTLY CONNECTED IMPERVIOUS AREA (DCIA) The Report included a strategy for implementing ‘The Four-Step Process’ for stormwater quality management. Each step, as it pertains to the project sites, is listed below along with a brief narrative describing the implementation strategy. The stormwater quality strategy sizing calculations were completed with the Report and based on an assumed future condition in each of the ‘Fut-‘ basins. Table 1 summarizes the stormwater quality strategies, tributary areas and the volumes estimated in the Report. The stormwater quality strategies that do not apply to the project sites have been removed. The bold number preceding each strategy keys to its location on the LID Exhibit (refer to Appendix D and sheet DR03). ` 10 Table 1 Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. Volume Release Rate acres ac-ft cfs 1 – Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 – Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 4933.96 0.75 N/A 4 – Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 4931.59 0.94 40-Hour Drain Time 5 – Sand Filter (SF) I Basins (Includes Fut-I1, Fut- I2 and Fut-TL3) 14.28 4930.36 0.33 N/A 7 – Detention Pond | 2-Year Site 153.29 4929.28 2.43 5 7 – Detention Pond | 100-Year Site 153.29 4935.89 35.41 5 The LID Exhibit shows the location and type of each stormwater quality strategy, its water surface limits and tributary area (e.g., Fut-A or Fut-B). The complete version of Table 1 is shown on the LID Exhibit. Step 1 – Employ runoff reduction practices Several different stormwater quality strategies were designed with Step 1 in mind. The developed runoff from Fut-A, which is the west half of the north portion of the project site, will flow through a bioswale. The UDFCD defines a bioswale as a “densely vegetated drainage way with low-pitched side slopes that collects and slowly conveys runoff. The design of the longitudinal slope and cross-section size forces the flow to be slow and shallow, thereby facilitating sedimentation while limiting erosion”. The proposed bioswale has low longitudinal and side slopes and a wide flat bottom (e.g., 0.25%, 5:1 and 30’, respectively). It is designed to convey 2-year storm event runoff in a slow (i.e., <1 ft/sec) and shallow manner (i.e., normal depth <1 foot). This design encourages settling and infiltration. The developed runoff from Fut-B, Fut-I1, Fut-I2 and Fut-TL3 (portion of future Timberline Road alignment) will drain into two different Sand Filters (SF). The UDFCD defines a sand filter as “a stormwater quality BMP consisting of a sand bed and underdrain system. Above the vegetated sand bed is an extended detention basin sized to capture the WQCV. The sand filter extended detention basin provides pollutant removal through settling and filtering and is generally suited to off-line, on-site configurations where there is no base flow and the sediment load is relatively low”. ` 11 During storm events exceeding the water quality event, the sand filters will fill to the design volume and then spill into the detention pond through a weir that was designed to pass fully developed 100-year flows from the upstream tributary area and at a flow depth of 0.5’. The downstream face of each spillway will be protected with North American Green (NAG) SC250 Turf Reinforcement Mat (TRM). This is a composite TRM of 70% straw and 30% coconut fiber matrix incorporated into permanent three-dimensional turf reinforcement matting. The downstream protection was also designed for fully developed 100-year flows from the upstream tributary area. Table 2 decomposes the aggregate stormwater quality strategy volumes presented in Table 1 by tributary area. It compares the estimated stormwater quality strategy volumes from the future development assumptions in the Report with the estimated volumes based on the proposed condition for each project site. In each case, the proposed conditions will require less volume than what was estimated in the Report. We are not proposing to change the original design with this work. Table 2 – Stormwater Quality Volume Basin Area acres Imperviousness (Report) % Imperviousness Proposed % Volume (Report) ft3 or ac-ft Volume (Required by ERTF) ft3 Column 1 Column 2 Column 3 Column 4 Column 5 Column 6 Fut A 4.59 88% 60% N/A N/A Fut B 5.14 75% 64% 5034 ft3 4207 ft3 Fut H 4.51 75% 52% 0.135 ac-ft 0.096 ac-ft Fut I1 and Fut I2 6.03 75% 55% 5904 ft3 4345 ft3 Step 3 - Stabilize drainageways The vegetation in the bioswale will stabilize the drainage way and prevent erosion during storm events exceeding the 2-year recurrence level. Concrete will protect the Lake Canal from incoming flow from the on-site detention pond. Step 4 - Implement site specific and other source control BMPS Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). ` 12 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS Nothing at this time. HYDROLOGICAL CRITERIA For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). For this project, the Rational Method was used to estimate the peak flow at each design point. Routing calculations (i.e., time attenuation), which aggregate the basins draining to a specific design point, are part of the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres The runoff coefficient, C, for each basin is a weighted average of the runoff coefficient associated with each land-use type (e.g., asphalt = 0.95). Refer to Appendix B and Tables RO- 11 and RO-12. Table RO-12 lists the factors (Cf) that were used to adjust the runoff coefficients for lower probability storm events. The one-hour rainfall Intensity-Duration-Frequency (IDF) graph, which was used to estimate i based on Tc is included in to Appendix B. The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year storm is considered the minor storm event and has a fifty percent probability of ` 13 exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. HYDRAULIC CRITERIA Street Capacity Analysis Considering the ‘Maximum Encroachment’ criteria presented in Table ST-2, we used the edge of concrete as a proxy for the top of curb and applied the no curb overtopping criteria (dmax=0.22’) to establish the minor storm event (Q2) street capacity. During the major storm event (Q100), the street capacities was estimated by limiting encroachment to the easement line 6 feet beyond the edge of concrete (dmax=0.34’). · Alley (Local) Table ST-2 - Pavement Encroachment Standards for the Minor Storm Street Classification Maximum Encroachment Local No curb overtopping. Flow may spread to crown of street. Collector No curb overtopping. Flow spread must leave at least one lane free of water. Table ST-3 - Street Inundation Standards for the Major (i.e., 100-Year) Storm Street Classification Maximum Depth and Inundated Area Local and Collector The depth of water must not exceed the bottom of the gutter at the median to allow operation of emergency vehicles, the depth of water over the gutter flow line shall not exceed twelve-(12) inches, and the flow must be contained within the right-of- way or easements paralleling the right-of-way. The most restrictive of the three criteria shall govern. Table ST-4 – Allowable Cross-Street Flow Street Classification Initial Storm Flow Major (100-Year) Storm Flow Local 6 inches of depth in cross pan. 18 inches of depth above gutter flow line. Collector Where cross pans allowed, depth of flow should not exceed 6 inches. 12 inches of depth above gutter flow line. ` 14 The minor and major storm event street capacity calculations were estimated using Bentley FlowMaster. Refer to Appendix C for the alley and street capacity calculations. Inlet Capacity Analysis Neenah R-3362-L (No. 16 valley grates) inlets are proposed throughout the project site within the vee-shaped private alleys. In the landscaped areas, an ADS Nyloplast product will likely be used. Appendix C includes preliminary capacity calculations for three different Neenah R- 3362-L grate configurations. This is an approximate condition used to determine the feasibility of the proposed inlet type and grading design. The allowable ponding was set at 0.50 feet. At final design, an inlet capacity calculation that considers the local fine grading and ponding depth limits will be provided for each inlet. Storm Drain Capacity Analysis The storm drain system hydraulic analysis presented in the Report was completed using Bentley StormCAD V8i. This software routes flows based on the tc corresponding intensity (i.e., i2 and i100) and CA at each junction. The original model will be extended to include the project site. Each area set aside for future development was included in the StormCAD model and modeled using reasonable but mildly conservative estimates for time of concentration (tc) and runoff coefficient (C). The proposed conditions compare favorably with the estimates presented in the Report. For example, Fut-A drains into Storm Drain B. The basin was modeled in the report assuming a future C100 of 1.00; the proposed C100 is ±0.76. ` 15 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT This preliminary design presents an overview of the design for a system to collect and convey developed runoff from the project site to infrastructure designed and constructed with East Ridge Second Filing (ERSF). This infrastructure includes several EDB/LID stormwater quality features receiving runoff from the water quality storm event. During larger storm events, these features fill and spill into a detention pond in the south central region of the project site. SPECIFIC DETAILS K Basins These basins generally overlay Fut-A. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in a local storm drain system that will be connected to Storm Drain C. Basin K5 drains is shown sheet flowing into Barnstormer Street. The existing inlets at DPs A1 and A2/A3 can handle the additional runoff if the depth of flow at the inlet is increased 0.5 inches (refer to Appendix C for calculations). Refer to Refer to sheet DR01. L Basins These basins generally overlay Fut-B. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in a local storm drain system that will be connected to Storm Drain D. The existing inlets at DPs B1 and B2 can handle the additional runoff if the depth of flow at the inlet is increased 0.75 inches (refer to Appendix C for calculations). Refer to sheet DR01. M Basins These basins generally overlay the periphery of Fut-H and Fut-I1. Basin M3 will likely flow to the Sykes Drive right-of-way. Preliminary adjustments to the hydraulic modeling in the Report indicate this is feasible. We will explore this in detail during final design. Part of all of basin M4 will drain into the local storm drain system that will connect to existing Storm Drain B. The specifics will be determined at a later date when the building finished floor elevations are finalized (i.e., internal steps between the main living area and the garage vs. the same elevation in both spaces). The finished floor elevations drive finished site grading design. ` 16 Basin M5 is similar to basin M4 except that it drains to Storm Drain A. Basin M1, M2, M6, M7 and M8 all drain to the adjacent right-of-way. As with basin M3, we will explore the impacts of the additional runoff on the adjacent street section during final design. N Basins These basins generally overlay basin Fut-H. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in a local storm drain system that will be connected to Storm Drain B. Refer to sheet DR02. O Basins These basins generally overlay basins Fut-I1 and Fut-I2. The proposed development is consistent with the assumption presented in the Report. The developed runoff will be collected in a local storm drain system that will be connected to Storm Drain A. Refer to sheet DR02. OS Basins These basins are located north of the K and L basins. These comprise a narrow off-site area along the north property boundary which was described in the Report. ` 17 VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) will be prepared at final design and presented under separate cover. It will identify the Best Management Practices (BMPs) which, when implemented, will meet the requirements of the General Permit. ` 18 VII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this preliminary drainage report for East Ridge Third Filing has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. VARIANCES No variances are being requested with the proposed improvements described herein. DRAINAGE CONCEPT The proposed East Ridge Third Filing Montage Townhomes storm drainage improvements should provide adequate protection for the developed site. The proposed drainage design for the site should not negatively impact the existing downstream storm drainage system. ` 19 VII. REFERENCES 1. Fort Collins Stormwater Criteria Manual (Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3), prepared by City of Fort Collins. 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, dated June 2001 (revised April 2008), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised November 2010. 3. Final Drainage Report East Ridge Second Filing, dated June 30th, 2016 by Galloway & Company, Inc. ` APPENDIX A REFERENCE MATERIAL ` VICINITY MAP ` NRCS SOILS MAP Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 1 of 4 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 497500 497600 497700 497800 497900 498000 498100 498200 498300 497500 497600 497700 497800 497900 498000 498100 498200 498300 40° 35' 52'' N 105° 1' 49'' W 40° 35' 52'' N 105° 1' 8'' W 40° 35' 10'' N 105° 1' 49'' W 40° 35' 10'' N 105° 1' 8'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,220 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 11.7 6.4% 7 Ascalon sandy loam, 0 to 3 percent slopes B 5.8 3.2% 34 Fort Collins loam, 0 to 1 percent slopes B 6.0 3.3% 35 Fort Collins loam, 0 to 3 percent slopes C 109.7 60.3% 42 Gravel pits A 10.8 5.9% 53 Kim loam, 1 to 3 percent slopes B 17.2 9.5% 73 Nunn clay loam, 0 to 1 percent slopes C 6.8 3.7% 74 Nunn clay loam, 1 to 3 percent slopes C 6.4 3.5% 94 Satanta loam, 0 to 1 percent slopes B 0.1 0.0% 102 Stoneham loam, 3 to 5 percent slopes B 7.3 4.0% Totals for Area of Interest 181.8 100.0% Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 4 of 4 ` FEMA FIRMETTE ` APPENDIX B HYDROLOGY CALCULATIONS ` PROPOSED COMPOSITE RUNOFF COEFFICIENTS 41 Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled Asphalt 0.8 Lawns, Sandy Soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, Heavy Soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 2.9 Composite Runoff Coefficient Drainage sub-basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: ( ) t n i i i A C A C ∑ = = 1 * (RO-8) Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai) Ai = Area of Surface with Runoff Coefficient of Ci, acres or feet2 n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or feet2 (5) A new Section 2.10 is added, to read as follows: 42 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with the 2-year storm event. For storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12. Table RO-12 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period (years) Frequency Factor Cf 2 to 10 11 to 25 26 to 50 51 to 100 1.00 1.10 1.20 1.25 Note: The product of C times Cf cannot exceed the value of 1, in the cases where it does a value of 1 must be used (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeling Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users’ Manual for appropriate modeling methodology, practices and development. The Users’ Manual can be found on the Environmental Protection Agency (EPA) website (http://www.epa.gov/ednnrmrl/models/swmm/index.htm). (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 4.3.1 Surface Storage, Resistance Factors, and Infiltration Table RO-13 provides values for surface storage for pervious and impervious surfaces and the infiltration rates to be used with SWMM. Table RO-13 also lists the appropriate infiltration decay rate, zero detention depth and resistance factors, or Manning’s “n” values, for pervious and impervious surfaces to be used for SWMM modeling in the city of Fort Collins. Subdivision: East Ridge Third Filing Project Name: Montage Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog INPUT User Input Date: 4/12/17 INPUT User Input Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family Townhome Roof 95% 5% 62.5% 70% 75% 80% 100% K1 0.71 95 0.07 9 20 0.46 13 100 0.18 26 0.48 K2 0.77 95 0.09 10 20 0.46 12 100 0.23 30 0.52 K3 1.19 95 0.44 35 20 0.38 6 100 0.37 31 0.72 K4 1.10 95 0.43 37 20 0.21 4 100 0.47 42 0.83 K5 0.88 95 0.08 9 20 0.38 9 100 0.41 47 0.65 ΣK 4.66 L1 1.32 95 0.48 35 20 0.37 6 100 0.47 36 0.76 L2 0.67 95 0.08 11 20 0.32 10 100 0.28 41 0.61 L3 0.70 95 0.08 11 20 0.39 11 100 0.23 33 0.55 L4 1.61 95 0.55 32 20 0.51 6 100 0.55 34 0.73 L5 0.90 95 0.07 7 20 0.33 7 100 0.51 56 0.71 ΣL 5.21 M1 0.18 95 0.05 27 20 0.11 12 100 0.02 9 0.49 M2 0.02 95 0.00 0 20 0.02 20 100 0.00 0 0.20 M3 0.43 95 0.07 15 20 0.18 8 100 0.18 43 0.66 M4 0.57 95 0.08 13 20 0.31 11 100 0.18 32 0.56 M5 1.15 95 0.20 16 20 0.60 10 100 0.36 31 0.58 M6 0.21 95 0.02 11 20 0.11 10 100 0.08 37 0.59 M7 0.06 95 0.02 26 20 0.05 15 100 0.00 0 0.40 M8 0.12 95 0.02 16 20 0.08 13 100 0.02 17 0.47 ΣM 2.76 N1 0.85 95 0.29 33 20 0.26 6 100 0.30 35 0.74 N2 1.59 95 0.13 8 20 1.12 14 100 0.34 21 0.43 N3 0.63 95 0.20 30 20 0.12 4 100 0.31 50 0.84 ΣN 3.07 O1 0.72 95 0.23 31 20 0.17 5 100 0.31 43 0.79 O2 0.98 95 0.11 10 20 0.65 13 100 0.22 23 0.46 O3 1.11 95 0.42 36 20 0.29 5 100 0.40 36 0.77 O4 0.16 95 0.01 6 20 0.07 9 100 0.08 50 0.65 O5 0.09 95 0.01 5 20 0.04 8 100 0.05 54 0.67 O6 1.18 95 0.32 26 20 0.61 10 100 0.24 21 0.57 O7 0.30 95 0.02 7 20 0.14 9 100 0.14 45 0.62 O8 0.08 95 0.00 3 20 0.08 19 100 0.00 0 0.22 ΣO 4.53 COMPOSITE RUNOFF COEFFICIENTS Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) HFHLV0001.02 Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Townhomes (i.e., roof area) Runoff Coefficient H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 2 4/12/2017 95% 5% 62.5% 70% 75% 80% 100% Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Townhomes (i.e., roof area) Runoff Coefficient OS1 0.54 95 0.10 18 20 0.43 16 100 0.00 0 0.34 OS2 0.13 95 0.00 0 20 0.13 20 100 0.00 0 0.20 OS3 0.35 95 0.00 0 20 0.35 20 100 0.00 0 0.20 OS4 0.40 95 0.00 0 20 0.40 20 100 0.00 0 0.20 OS5 0.38 95 0.00 0 20 0.38 20 100 0.00 0 0.20 ΣOS Wetland 21.31 95 0.33 1 20 18.95 18 60 2.02 6 0.25 ΣCentral Area 21.31 Fut-A 4.59 0.80 Fut-B 5.14 0.80 Fut-G1 7.98 0.85 Fut-G2 2.41 0.90 Fut-H 4.51 0.80 Fut-I1 4.23 0.80 Fut-I2 1.81 0.80 Fut-TL1 2.13 0.90 Fut-TL2 1.59 0.90 Fut-TL3 1.57 0.90 Fut-TL4 0.28 0.90 ΣFuture Dev. 36.24 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 2 of 2 4/12/2017 ` PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS Subdivision: East Ridge Third Filing Project Name: Montage Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog Date: 4/12/17 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) K1 0.71 C 0.48 0.48 0.60 62 1.20 8.6 6.9 131 1.95 15 2.1 1.0 9.6 8.0 193 11.1 9.6 8.0 K2 0.77 C 0.52 0.52 0.65 54 2.00 6.3 4.9 303 2.00 15 2.1 2.4 8.7 7.3 357 12.0 8.7 7.3 K3 1.19 C 0.72 0.72 0.90 54 2.00 4.1 2.1 303 0.80 20 1.8 2.8 6.9 5.0 357 12.0 6.9 5.0 K4 1.10 C 0.83 0.83 1.00 61 2.00 3.1 1.2 220 0.75 20 1.7 2.1 5.2 3.3 281 11.6 5.2 5.0 K5 0.88 C 0.65 0.65 0.81 40 2.00 4.2 2.7 0 0.00 20 0.0 0.0 4.2 2.7 40 10.2 5.0 5.0 L1 1.32 C 0.76 0.76 0.95 37 15 1.6 0.7 433 0.95 20 1.9 3.7 5.3 4.4 470 12.6 5.3 5.0 L2 0.67 C 0.61 0.61 0.77 29 18 1.9 1.3 312 1.55 15 1.9 2.8 4.7 4.1 341 11.9 5.0 5.0 L3 0.70 C 0.55 0.55 0.69 54 2.00 6.0 4.5 294 1.50 15 1.8 2.7 8.7 7.2 348 11.9 8.7 7.2 L4 1.61 C 0.73 0.73 0.91 54 2.00 4.0 2.1 294 0.80 20 1.8 2.7 6.8 4.8 348 11.9 6.8 5.0 L5 0.90 C 0.71 0.71 0.88 40 2.00 3.7 2.0 0 0.00 15 0.0 0.0 3.7 2.0 40 10.2 5.0 5.0 M1 0.18 C 0.49 0.49 0.61 56 2.00 6.8 5.5 47 1.65 20 2.6 0.3 7.1 5.8 103 10.6 7.1 5.8 M2 0.02 C 0.20 0.20 0.25 26 2.00 6.8 6.4 0 0.00 15 0.0 0.0 6.8 6.4 26 10.1 6.8 6.4 M3 0.43 C 0.66 0.66 0.83 50 3.30 3.9 2.4 0 0.00 15 0.0 0.0 3.9 2.4 50 10.3 5.0 5.0 M4 0.57 C 0.56 0.56 0.70 73 2.00 6.9 5.1 0 0.00 15 0.0 0.0 6.9 5.1 73 10.4 6.9 5.1 M5 1.15 C 0.58 0.58 0.72 66 20.00 2.9 2.1 0 0.00 15 0.0 0.0 2.9 2.1 66 10.4 5.0 5.0 M6 0.21 C 0.59 0.59 0.73 74 2.00 6.5 4.7 0 0.00 15 0.0 0.0 6.5 4.7 74 10.4 6.5 5.0 M7 0.06 C 0.40 0.40 0.51 23 10.00 2.9 2.5 0 0.00 15 0.0 0.0 2.9 2.5 23 10.1 5.0 5.0 M8 0.12 C 0.47 0.47 0.59 40 2.00 5.9 4.8 0 0.00 15 0.0 0.0 5.9 4.8 40 10.2 5.9 5.0 N1 0.85 C 0.74 0.74 0.92 63 2.00 4.2 2.1 190 0.75 20 1.7 1.8 6.1 3.9 253 11.4 6.1 5.0 N2 1.59 C 0.43 0.43 0.54 78 2.00 8.8 7.4 179 1.00 15 1.5 2.0 10.8 9.3 257 11.4 10.8 9.3 N3 0.63 C 0.84 0.84 1.00 56 2.00 2.9 1.1 123 0.75 20 1.7 1.2 4.1 2.3 179 11.0 5.0 5.0 O1 0.72 C 0.79 0.79 0.99 46 2.00 3.1 1.1 229 0.75 20 1.7 2.2 5.3 3.3 275 11.5 5.3 5.0 O2 0.98 C 0.46 0.46 0.58 101 2.00 9.5 7.8 279 0.95 15 1.5 3.2 12.7 11.0 380 12.1 12.1 11.0 O3 1.11 C 0.77 0.77 0.97 57 2.00 3.6 1.5 315 0.75 20 1.7 3.0 6.7 4.5 372 12.1 6.7 5.0 O4 0.16 C 0.65 0.65 0.81 63 2.00 5.3 3.4 0 0.00 15 0.0 0.0 5.3 3.4 63 10.4 5.3 5.0 O5 0.09 C 0.67 0.67 0.84 64 2.00 5.1 3.1 0 0.00 15 0.0 0.0 5.1 3.1 64 10.4 5.1 5.0 O6 1.18 C 0.57 0.57 0.71 57 2.00 5.9 4.3 372 0.75 20 1.7 3.6 9.5 7.9 429 12.4 9.5 7.9 O7 0.30 C 0.62 0.62 0.77 64 2.00 5.7 3.9 0 0.00 0 0.0 0.0 5.7 3.9 64 10.4 5.7 5.0 O8 0.08 C 0.22 0.22 0.28 53 7.80 6.0 5.6 0 0.00 0 0.0 0.0 6.0 5.6 53 10.3 6.0 5.6 OS1 0.54 C 0.34 0.34 0.43 23 4.80 4.0 3.6 360 1.50 5 0.6 9.8 13.8 13.4 383 12.1 12.1 12.1 OS2 0.13 C 0.20 0.20 0.25 22 40 2.3 2.2 0 0.00 5 0.0 0.0 2.3 2.2 22 10.1 5.0 5.0 OS3 0.35 C 0.20 0.20 0.25 32 37 2.9 2.7 0 0.00 5 0.0 0.0 2.9 2.7 32 10.2 5.0 5.0 OS4 0.40 C 0.20 0.20 0.25 33 22 3.5 3.3 0 0.00 5 0.0 0.0 3.5 3.3 33 10.2 5.0 5.0 OS5 0.38 C 0.20 0.20 0.25 35 18 3.8 3.6 0 0.00 5 0.0 0.0 3.8 3.6 35 10.2 5.0 5.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in % Cv Tt=L/60V (Velocity From Fig. 501) 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For Urbanized basins a minimum Tc of 5.0 minutes is required. 10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20 Type of Land Surface Heavy Meadow Tillage/field Short pasture and lawns Nearly bare ground Grassed waterway Paved areas and shallow paved swales DATA (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT 36 RAINFALL INTENSITY-DURATION-FREQUENCY CURVE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 STORM DURATION (minutes) RAINFALL INTENSITY (inches/hour) 2-Year Storm 10-Year Storm 100-Year Storm Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves (13) Section 5.0 is deleted in its entirety. (14) Section 6.0 is deleted in its entirety. (15) Section 7.0 is deleted in its entirety. (16) Section 7.1 is deleted in its entirety. (17) Section 7.2 is deleted in its entirety. (18) Section 7.3 is deleted in its entirety. (19) Section 8.0 is deleted in its entirety. (20) Table RA-1 is deleted in its entirety. Project Name: Montage Townhomes Subdivision: East Ridge Third Filing Project No.: HFHLV0001.02 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 2 Tc | 2-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS K1 K1 0.71 0.48 9.6 0.34 2.29 0.8 K2 K2 0.77 0.52 8.7 0.40 2.39 1.0 K3 K3 1.19 0.72 6.9 0.86 2.59 2.2 K4 K4 1.10 0.83 5.2 0.92 2.83 2.6 K5 K5 0.88 0.65 5.0 0.57 2.86 1.6 L1 L1 1.32 0.76 5.3 1.00 2.82 2.8 L2 L2 0.67 0.61 5.0 0.41 2.86 1.2 L3 L3 0.70 0.55 8.7 0.39 2.39 0.9 L4 L4 1.61 0.73 6.8 1.18 2.61 3.1 L5 L5 0.90 0.71 5.0 0.64 2.86 1.8 M1 M1 0.18 0.49 7.1 0.09 2.57 0.2 M2 M2 0.02 0.20 6.8 0.00 2.60 0.0 M3 M3 0.43 0.66 5.0 0.29 2.86 0.8 M4 M4 0.57 0.56 6.9 0.32 2.60 0.8 M5 M5 1.15 0.58 5.0 0.67 2.86 1.9 M6 M6 0.21 0.59 6.5 0.12 2.64 0.3 M7 M7 0.06 0.40 5.0 0.03 2.86 0.1 M8 M8 0.12 0.47 5.9 0.06 2.72 0.2 N1 N1 0.85 0.74 6.1 0.63 2.70 1.7 N2 N2 1.59 0.43 10.8 0.68 2.19 1.5 N3 N3 0.63 0.84 5.0 0.53 2.86 1.5 O1 O1 0.72 0.79 5.3 0.57 2.81 1.6 O2 O2 0.98 0.46 12.1 0.45 2.08 0.9 O3 O3 1.11 0.77 6.7 0.86 2.62 2.3 O4 O4 0.16 0.65 5.3 0.10 2.81 0.3 O5 O5 0.09 0.67 5.1 0.06 2.85 0.2 O6 O6 1.18 0.57 9.5 0.67 2.30 1.5 O7 O7 0.30 0.62 5.7 0.18 2.75 0.5 OS1 OS1 0.54 0.34 12.1 0.18 2.08 0.4 OS2 OS2 0.13 0.20 5.0 0.03 2.86 0.1 OS3 OS3 0.35 0.20 5.0 0.07 2.86 0.2 OS4 OS4 0.40 0.20 5.0 0.08 2.86 0.2 ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Montage Townhomes Subdivision: East Ridge Third Filing Project No.: HFHLV0001.02 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS K1 K1 0.71 0.60 8.0 0.43 8.60 3.7 K2 K2 0.77 0.65 7.3 0.50 8.88 4.5 K3 K3 1.19 0.90 5.0 1.08 9.98 10.8 K4 K4 1.10 1.00 5.0 1.10 9.98 11.0 K5 K5 0.88 0.81 5.0 0.71 9.98 7.1 0.82 L1 L1 1.32 0.95 5.0 1.25 9.98 12.5 L2 L2 0.67 0.77 5.0 0.51 9.98 5.1 L3 L3 0.70 0.69 7.2 0.48 8.93 4.3 L4 L4 1.61 0.91 5.0 1.47 9.98 14.7 L5 L5 0.90 0.88 5.0 0.80 9.98 7.9 0.87 M1 M1 0.18 0.61 5.8 0.11 9.58 1.1 M2 M2 0.02 0.25 6.4 0.01 9.26 0.05 M3 M3 0.43 0.83 5.0 0.36 9.98 3.6 M4 M4 0.57 0.70 5.1 0.40 9.93 4.0 M5 M5 1.15 0.72 5.0 0.83 9.98 8.3 M6 M6 0.21 0.73 5.0 0.15 9.98 1.5 M7 M7 0.06 0.51 5.0 0.03 9.98 0.3 M8 M8 0.12 0.59 5.0 0.07 9.98 0.7 0.71 N1 N1 0.85 0.92 5.0 0.78 9.98 7.8 N2 N2 1.59 0.54 9.3 0.85 8.09 6.9 N3 N3 0.63 1.00 5.0 0.63 9.98 6.3 0.74 O1 O1 0.72 0.99 5.0 0.71 9.98 7.1 O2 O2 0.98 0.58 11.0 0.57 7.58 4.3 O3 O3 1.11 0.97 5.0 1.08 9.98 10.8 O4 O4 0.16 0.81 5.0 0.13 9.98 1.3 ` APPENDIX C HYDRAULIC CALCULATIONS ` AREA INLET CALCULATIONS 186 3 COMBINATION INLETS g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3362-L Concave Gutter Inlet Frame, Grate Heavy Duty Can be furnished as double unit with side flanges removed as shown in R-3363-1. R-3363-1 Double Unit Inlet Frame, Grate, Curb Box Light Duty Standard Grate (shown): Type C Type L grate available. R-3382 Concave Gutter Inlet Frame, Grate Heavy Duty R-3381 Concave Gutter Inlet Frame, Grate Heavy Duty WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3362-L L 2.9 10.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3363-1 C 4.6 10.3 R-3363-1 L 5.8 10.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3381 A 1.0 6.8 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3382 C 2.3 10.4 CLICK HERE to return to the Table of Contents Location: DPs N1, N3, O1 and O6 Grate: Neenah R-3362-L Number of Grates: 2 Catalog Dimensions Length: 6.31 ft 75.75 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 11.05 sq ft Open Area Ratio: 0.53 Open Area: 5.80 sq ft Clogging factor: 50% n: 26% Weir Length, L 16.13 ft Open Area, A 11.05 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.00 0.00 0.00 0.05 5000.05 0.24 3.33 0.24 0.10 5000.10 0.69 4.71 0.69 0.15 5000.15 1.26 5.77 1.26 0.20 5000.20 1.94 6.67 1.94 0.25 5000.25 2.71 7.45 2.71 0.30 5000.30 3.56 8.16 3.56 0.35 5000.35 4.49 8.82 4.49 0.40 5000.40 5.49 9.43 5.49 0.45 5000.45 6.55 10.00 6.55 0.50 5000.50 7.67 10.54 7.67 0.55 5000.55 8.85 11.05 8.85 0.60 5000.60 10.08 11.54 10.08 0.65 5000.65 11.37 12.02 11.37 0.70 5000.70 12.71 12.47 12.47 0.75 5000.75 14.09 12.91 12.91 w/Coefficients Cw and Co Coefficients Cw and Co 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 Location: DPs K3, K4 and O3 Grate: Neenah R-3362-L Number of Grates: 3 Catalog Dimensions Length: 9.47 ft 113.63 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 16.57 sq ft Open Area Ratio: 0.53 Open Area: 8.71 sq ft Clogging factor: 50% n: 26% Weir Length, L 22.44 ft Open Area, A 16.57 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.00 0.00 0.00 0.05 5000.05 0.35 5.00 0.35 0.10 5000.10 0.99 7.07 0.99 0.15 5000.15 1.81 8.66 1.81 0.20 5000.20 2.79 10.00 2.79 0.25 5000.25 3.90 11.18 3.90 0.30 5000.30 5.12 12.24 5.12 0.35 5000.35 6.45 13.23 6.45 0.40 5000.40 7.88 14.14 7.88 0.45 5000.45 9.41 15.00 9.41 0.50 5000.50 11.02 15.81 11.02 0.55 5000.55 12.71 16.58 12.71 0.60 5000.60 14.48 17.32 14.48 0.65 5000.65 16.33 18.02 16.33 0.70 5000.70 18.25 18.70 18.25 0.75 5000.75 20.24 19.36 19.36 w/Coefficients Cw and Co Coefficients Cw and Co 0.0 5.0 10.0 15.0 20.0 25.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 Location: DPs L1 and L4 Grate: Neenah R-3362-L Number of Grates: 4 Catalog Dimensions Length: 12.63 ft 151.50 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 22.09 sq ft Open Area Ratio: 0.53 Open Area: 11.61 sq ft Clogging factor: 50% n: 26% Weir Length, L 28.75 ft Open Area, A 22.09 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.00 0.00 0.00 0.05 5000.05 0.45 6.67 0.45 0.10 5000.10 1.28 9.43 1.28 0.15 5000.15 2.36 11.54 2.36 0.20 5000.20 3.63 13.33 3.63 0.25 5000.25 5.08 14.90 5.08 0.30 5000.30 6.68 16.33 6.68 0.35 5000.35 8.41 17.63 8.41 0.40 5000.40 10.28 18.85 10.28 0.45 5000.45 12.27 20.00 12.27 0.50 5000.50 14.37 21.08 14.37 0.55 5000.55 16.57 22.11 16.57 0.60 5000.60 18.88 23.09 18.88 0.65 5000.65 21.29 24.03 21.29 0.70 5000.70 23.80 24.94 23.80 0.75 5000.75 26.39 25.81 25.81 w/Coefficients Cw and Co Coefficients Cw and Co 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 ` BARNSTORMER STREET - INLET CAPACITY CALCULATIONS Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 7.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.50 1.50 Clogging Factor for Multiple Units Clog = 0.38 0.38 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.51 11.43 cfs Interception with Clogging Qwa = 2.82 7.14 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 10.38 12.47 cfs Interception with Clogging Qoa = 6.49 7.79 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.16 10.74 cfs Interception with Clogging Qma = 3.85 6.71 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 2.82 6.71 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.08 0.08 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 7.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.50 1.50 Clogging Factor for Multiple Units Clog = 0.38 0.38 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.51 11.43 cfs Interception with Clogging Qwa = 2.82 7.14 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 10.38 12.47 cfs Interception with Clogging Qoa = 6.49 7.79 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.16 10.74 cfs Interception with Clogging Qma = 3.85 6.71 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 2.82 6.71 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.08 0.08 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 7.25 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.75 1.75 Clogging Factor for Multiple Units Clog = 0.29 0.29 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.76 11.11 cfs Interception with Clogging Qwa = 3.37 7.87 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 15.58 18.40 cfs Interception with Clogging Qoa = 11.03 13.03 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.75 12.87 cfs Interception with Clogging Qma = 5.49 9.11 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 3.37 7.87 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 7.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.88 1.88 Clogging Factor for Multiple Units Clog = 0.24 0.24 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.91 12.65 cfs Interception with Clogging Qwa = 4.52 9.68 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 20.77 24.12 cfs Interception with Clogging Qoa = 15.89 18.45 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 9.97 15.72 cfs Interception with Clogging Qma = 7.62 12.03 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 4.52 9.68 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.05 0.05 ` STREET CAPACITY CALCULATIONS ` ALLEY SECTION MINOR AND MAJOR STORM EVENTS Project: Montage Townhomes Calculations By: H. Feissner Date: 4/12/2017 2-year 100-year Depth 99.88 @ Edge of Concrete Depth 100.00 @ Easement Line Street Name Determination Determination K3 Private Alley 10.00 Private Alley 2.2 10.8 0.80% 4.4 1.00 4.4 Okay 12.3 1.00 12.3 Okay K4 Private Alley 10.00 Private Alley 2.6 11.0 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay L1 Private Alley 10.00 Private Alley 2.8 12.5 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Problem L4 Private Alley 10.00 Private Alley 3.1 14.7 0.75% 4.2 1.00 4.2 Okay 11.9 0.98 11.7 Problem N1 Private Alley 10.00 Private Alley 1.7 7.8 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay N3 Private Alley 10.00 Private Alley 1.5 6.3 0.55% 3.6 1.00 3.6 Okay 10.2 1.00 10.2 Okay O1 Private Alley 10.00 Private Alley 1.6 7.1 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay O3 Private Alley 10.00 Private Alley 2.3 10.8 0.75% 4.2 1.00 4.2 Okay 11.9 0.92 11.0 Okay O6 Private Alley 10.00 Private Alley 1.5 7.3 0.60% 3.8 1.00 3.8 Okay 10.7 0.98 10.5 Okay Notes: 1. DP L1: Capacity is very close (i.e., available capacity is 0.6 cfs less than estimated Q100). - We'll review this in Final Design and confirm that >0.6 cfs is approaching from the west. 2. DP L4: Capacity is Okay because flows approach inlet from the east (50%) and west (50%). Street Capacity Calculations Drive-Over Curb & Gutter - ALLEY w/Vee Sectioin Minor Storm Event Major Storm Event Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Developed Q100 cfs Design Point Width FL to BOC ft Street Classification Developed Q2 cfs Longitudinal Grade, S0 % Calculated Capacity (FlowMaster) 1 cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster) 1 cfs In several cases noted to the left, the 'Determination' column shows Problem. However, in several basins the alley section approaches the design point from more than one direction. In this case, the developed runoff should be divided proportionally (assuming the composition is similar) to determine if sufficient capacity exists. For example, Q100 is estimated at 12 cfs and two alleys (S=0.45%) each capture 50% of the basin; therefore, Q100 in each alley is 6 cfs and within the Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.0080 ft/ft Normal Depth 0.34 ft Section Definitions Station (ft) Elevation (ft) 0+00.00 100.00 0+06.00 99.88 0+16.00 99.66 0+26.00 99.88 0+32.00 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.00, 100.00) (0+06.00, 99.88) 0.020 (0+06.00, 99.88) (0+26.00, 99.88) 0.016 (0+26.00, 99.88) (0+32.00, 100.00) 0.020 Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0040 99.80 0.95 1.02 0.93 12.89 12.89 0.0040 99.84 1.83 1.20 1.52 16.45 16.44 0.0040 99.88 3.08 1.37 2.25 20.01 20.00 0.0040 99.92 4.52 1.44 3.13 24.01 24.00 0.0040 99.96 6.39 1.53 4.17 28.01 28.00 0.0040 100.00 8.72 1.62 5.37 32.01 32.00 0.0045 99.80 1.01 1.08 0.93 12.89 12.89 Rating Table for Alley Section | Vee X-Section 4/12/2017 12:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 7 Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0045 99.84 1.94 1.27 1.52 16.45 16.44 0.0045 99.88 3.27 1.45 2.25 20.01 20.00 0.0045 99.92 4.79 1.53 3.13 24.01 24.00 0.0045 99.96 6.77 1.62 4.17 28.01 28.00 0.0045 100.00 9.25 1.72 5.37 32.01 32.00 0.0050 99.80 1.07 1.14 0.93 12.89 12.89 0.0050 99.84 2.04 1.34 1.52 16.45 16.44 0.0050 99.88 3.44 1.53 2.25 20.01 20.00 0.0050 99.92 5.05 1.61 3.13 24.01 24.00 0.0050 99.96 7.14 1.71 4.17 28.01 28.00 0.0050 100.00 9.75 1.82 5.37 32.01 32.00 0.0055 99.80 1.12 1.20 0.93 12.89 12.89 0.0055 99.84 2.14 1.41 1.52 16.45 16.44 0.0055 99.88 3.61 1.60 2.25 20.01 20.00 0.0055 99.92 5.30 1.69 3.13 24.01 24.00 0.0055 99.96 7.49 1.80 4.17 28.01 28.00 0.0055 100.00 10.22 1.90 5.37 32.01 32.00 0.0060 99.80 1.17 1.25 0.93 12.89 12.89 0.0060 99.84 2.24 1.47 1.52 16.45 16.44 0.0060 99.88 3.77 1.68 2.25 20.01 20.00 0.0060 99.92 5.54 1.77 3.13 24.01 24.00 0.0060 99.96 7.82 1.88 4.17 28.01 28.00 0.0060 100.00 10.68 1.99 5.37 32.01 32.00 0.0065 99.80 1.22 1.30 0.93 12.89 12.89 0.0065 99.84 2.33 1.53 1.52 16.45 16.44 0.0065 99.88 3.93 1.74 2.25 20.01 20.00 0.0065 99.92 5.76 1.84 3.13 24.01 24.00 0.0065 99.96 8.14 1.95 4.17 28.01 28.00 0.0065 100.00 11.11 2.07 5.37 32.01 32.00 0.0070 99.80 1.26 1.35 0.93 12.89 12.89 0.0070 99.84 2.42 1.59 1.52 16.45 16.44 0.0070 99.88 4.07 1.81 2.25 20.01 20.00 0.0070 99.92 5.98 1.91 3.13 24.01 24.00 0.0070 99.96 8.45 2.03 4.17 28.01 28.00 0.0070 100.00 11.53 2.15 5.37 32.01 32.00 0.0075 99.80 1.31 1.40 0.93 12.89 12.89 0.0075 99.84 2.50 1.64 1.52 16.45 16.44 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0075 99.88 4.22 1.87 2.25 20.01 20.00 0.0075 99.92 6.19 1.98 3.13 24.01 24.00 0.0075 99.96 8.75 2.10 4.17 28.01 28.00 0.0075 100.00 11.94 2.22 5.37 32.01 32.00 0.0080 99.80 1.35 1.44 0.93 12.89 12.89 0.0080 99.84 2.58 1.70 1.52 16.45 16.44 0.0080 99.88 4.35 1.94 2.25 20.01 20.00 0.0080 99.92 6.39 2.04 3.13 24.01 24.00 0.0080 99.96 9.03 2.17 4.17 28.01 28.00 0.0080 100.00 12.33 2.30 5.37 32.01 32.00 0.0085 99.80 1.39 1.49 0.93 12.89 12.89 0.0085 99.84 2.66 1.75 1.52 16.45 16.44 0.0085 99.88 4.49 2.00 2.25 20.01 20.00 0.0085 99.92 6.59 2.11 3.13 24.01 24.00 0.0085 99.96 9.31 2.23 4.17 28.01 28.00 0.0085 100.00 12.71 2.37 5.37 32.01 32.00 0.0090 99.80 1.43 1.53 0.93 12.89 12.89 0.0090 99.84 2.74 1.80 1.52 16.45 16.44 0.0090 99.88 4.62 2.05 2.25 20.01 20.00 0.0090 99.92 6.78 2.17 3.13 24.01 24.00 0.0090 99.96 9.58 2.30 4.17 28.01 28.00 0.0090 100.00 13.08 2.44 5.37 32.01 32.00 0.0095 99.80 1.47 1.57 0.93 12.89 12.89 0.0095 99.84 2.82 1.85 1.52 16.45 16.44 0.0095 99.88 4.75 2.11 2.25 20.01 20.00 0.0095 99.92 6.97 2.23 3.13 24.01 24.00 0.0095 99.96 9.84 2.36 4.17 28.01 28.00 0.0095 100.00 13.44 2.50 5.37 32.01 32.00 0.0100 99.80 1.51 1.61 0.93 12.89 12.89 0.0100 99.84 2.89 1.90 1.52 16.45 16.44 0.0100 99.88 4.87 2.16 2.25 20.01 20.00 0.0100 99.92 7.15 2.28 3.13 24.01 24.00 0.0100 99.96 10.10 2.42 4.17 28.01 28.00 0.0100 100.00 13.79 2.57 5.37 32.01 32.00 0.0105 99.80 1.55 1.65 0.93 12.89 12.89 0.0105 99.84 2.96 1.95 1.52 16.45 16.44 0.0105 99.88 4.99 2.22 2.25 20.01 20.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0105 99.92 7.32 2.34 3.13 24.01 24.00 0.0105 99.96 10.35 2.48 4.17 28.01 28.00 0.0105 100.00 14.13 2.63 5.37 32.01 32.00 0.0110 99.80 1.58 1.69 0.93 12.89 12.89 0.0110 99.84 3.03 1.99 1.52 16.45 16.44 0.0110 99.88 5.11 2.27 2.25 20.01 20.00 0.0110 99.92 7.50 2.39 3.13 24.01 24.00 0.0110 99.96 10.59 2.54 4.17 28.01 28.00 0.0110 100.00 14.46 2.69 5.37 32.01 32.00 0.0115 99.80 1.62 1.73 0.93 12.89 12.89 0.0115 99.84 3.10 2.04 1.52 16.45 16.44 0.0115 99.88 5.22 2.32 2.25 20.01 20.00 0.0115 99.92 7.66 2.45 3.13 24.01 24.00 0.0115 99.96 10.83 2.60 4.17 28.01 28.00 0.0115 100.00 14.78 2.75 5.37 32.01 32.00 0.0120 99.80 1.65 1.77 0.93 12.89 12.89 0.0120 99.84 3.16 2.08 1.52 16.45 16.44 0.0120 99.88 5.33 2.37 2.25 20.01 20.00 0.0120 99.92 7.83 2.50 3.13 24.01 24.00 0.0120 99.96 11.06 2.65 4.17 28.01 28.00 0.0120 100.00 15.10 2.81 5.37 32.01 32.00 0.0125 99.80 1.69 1.81 0.93 12.89 12.89 0.0125 99.84 3.23 2.12 1.52 16.45 16.44 0.0125 99.88 5.44 2.42 2.25 20.01 20.00 0.0125 99.92 7.99 2.55 3.13 24.01 24.00 0.0125 99.96 11.29 2.71 4.17 28.01 28.00 0.0125 100.00 15.41 2.87 5.37 32.01 32.00 0.0130 99.80 1.72 1.84 0.93 12.89 12.89 0.0130 99.84 3.29 2.17 1.52 16.45 16.44 0.0130 99.88 5.55 2.47 2.25 20.01 20.00 0.0130 99.92 8.15 2.60 3.13 24.01 24.00 0.0130 99.96 11.51 2.76 4.17 28.01 28.00 0.0130 100.00 15.72 2.93 5.37 32.01 32.00 0.0135 99.80 1.75 1.88 0.93 12.89 12.89 0.0135 99.84 3.36 2.21 1.52 16.45 16.44 0.0135 99.88 5.66 2.51 2.25 20.01 20.00 0.0135 99.92 8.30 2.65 3.13 24.01 24.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0135 99.96 11.73 2.81 4.17 28.01 28.00 0.0135 100.00 16.02 2.98 5.37 32.01 32.00 0.0140 99.80 1.79 1.91 0.93 12.89 12.89 0.0140 99.84 3.42 2.25 1.52 16.45 16.44 0.0140 99.88 5.76 2.56 2.25 20.01 20.00 0.0140 99.92 8.46 2.70 3.13 24.01 24.00 0.0140 99.96 11.95 2.87 4.17 28.01 28.00 0.0140 100.00 16.31 3.04 5.37 32.01 32.00 0.0145 99.80 1.82 1.94 0.93 12.89 12.89 0.0145 99.84 3.48 2.29 1.52 16.45 16.44 0.0145 99.88 5.86 2.61 2.25 20.01 20.00 0.0145 99.92 8.61 2.75 3.13 24.01 24.00 0.0145 99.96 12.16 2.92 4.17 28.01 28.00 0.0145 100.00 16.60 3.09 5.37 32.01 32.00 0.0150 99.80 1.85 1.98 0.93 12.89 12.89 0.0150 99.84 3.54 2.33 1.52 16.45 16.44 0.0150 99.88 5.96 2.65 2.25 20.01 20.00 0.0150 99.92 8.75 2.80 3.13 24.01 24.00 0.0150 99.96 12.37 2.97 4.17 28.01 28.00 0.0150 100.00 16.88 3.14 5.37 32.01 32.00 0.0155 99.80 1.88 2.01 0.93 12.89 12.89 0.0155 99.84 3.60 2.36 1.52 16.45 16.44 0.0155 99.88 6.06 2.69 2.25 20.01 20.00 0.0155 99.92 8.90 2.84 3.13 24.01 24.00 0.0155 99.96 12.57 3.01 4.17 28.01 28.00 0.0155 100.00 17.16 3.20 5.37 32.01 32.00 0.0160 99.80 1.91 2.04 0.93 12.89 12.89 0.0160 99.84 3.65 2.40 1.52 16.45 16.44 0.0160 99.88 6.16 2.74 2.25 20.01 20.00 0.0160 99.92 9.04 2.89 3.13 24.01 24.00 0.0160 99.96 12.77 3.06 4.17 28.01 28.00 0.0160 100.00 17.44 3.25 5.37 32.01 32.00 0.0165 99.80 1.94 2.07 0.93 12.89 12.89 0.0165 99.84 3.71 2.44 1.52 16.45 16.44 0.0165 99.88 6.25 2.78 2.25 20.01 20.00 0.0165 99.92 9.18 2.93 3.13 24.01 24.00 0.0165 99.96 12.97 3.11 4.17 28.01 28.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0165 100.00 17.71 3.30 5.37 32.01 32.00 0.0170 99.80 1.97 2.10 0.93 12.89 12.89 0.0170 99.84 3.77 2.48 1.52 16.45 16.44 0.0170 99.88 6.35 2.82 2.25 20.01 20.00 0.0170 99.92 9.32 2.98 3.13 24.01 24.00 0.0170 99.96 13.17 3.16 4.17 28.01 28.00 0.0170 100.00 17.97 3.35 5.37 32.01 32.00 0.0175 99.80 2.00 2.14 0.93 12.89 12.89 0.0175 99.84 3.82 2.51 1.52 16.45 16.44 0.0175 99.88 6.44 2.86 2.25 20.01 20.00 0.0175 99.92 9.45 3.02 3.13 24.01 24.00 0.0175 99.96 13.36 3.20 4.17 28.01 28.00 0.0175 100.00 18.24 3.40 5.37 32.01 32.00 0.0180 99.80 2.02 2.17 0.93 12.89 12.89 0.0180 99.84 3.88 2.55 1.52 16.45 16.44 0.0180 99.88 6.53 2.90 2.25 20.01 20.00 0.0180 99.92 9.59 3.06 3.13 24.01 24.00 0.0180 99.96 13.55 3.25 4.17 28.01 28.00 0.0180 100.00 18.50 3.44 5.37 32.01 32.00 0.0185 99.80 2.05 2.20 0.93 12.89 12.89 0.0185 99.84 3.93 2.58 1.52 16.45 16.44 0.0185 99.88 6.62 2.94 2.25 20.01 20.00 0.0185 99.92 9.72 3.11 3.13 24.01 24.00 0.0185 99.96 13.73 3.29 4.17 28.01 28.00 0.0185 100.00 18.75 3.49 5.37 32.01 32.00 0.0190 99.80 2.08 2.23 0.93 12.89 12.89 0.0190 99.84 3.98 2.62 1.52 16.45 16.44 0.0190 99.88 6.71 2.98 2.25 20.01 20.00 0.0190 99.92 9.85 3.15 3.13 24.01 24.00 0.0190 99.96 13.92 3.34 4.17 28.01 28.00 0.0190 100.00 19.00 3.54 5.37 32.01 32.00 0.0195 99.80 2.11 2.25 0.93 12.89 12.89 0.0195 99.84 4.03 2.65 1.52 16.45 16.44 0.0195 99.88 6.80 3.02 2.25 20.01 20.00 0.0195 99.92 9.98 3.19 3.13 24.01 24.00 0.0195 99.96 14.10 3.38 4.17 28.01 28.00 0.0195 100.00 19.25 3.58 5.37 32.01 32.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0200 99.80 2.13 2.28 0.93 12.89 12.89 0.0200 99.84 4.09 2.69 1.52 16.45 16.44 0.0200 99.88 6.89 3.06 2.25 20.01 20.00 0.0200 99.92 10.11 3.23 3.13 24.01 24.00 0.0200 99.96 14.28 3.42 4.17 28.01 28.00 0.0200 100.00 19.50 3.63 5.37 32.01 32.00 4/12/2017 12:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 7 of 7 ` SWALE CAPACITY CALCULATIONS ` STORM DRAIN SIZING CALCULATIONS Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.0050 ft/ft Normal Depth 1.50 ft Diameter 18 in Discharge 7.43 ft³/s Diameter (in) Normal Depth (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 18 1.50 7.43 4.20 1.77 4.71 0.00 24 2.00 16.00 5.09 3.14 6.28 0.00 30 2.50 29.00 5.91 4.91 7.85 0.00 36 3.00 47.16 6.67 7.07 9.42 0.00 Rating Table for Circular Storm Drain Pipe 2/7/2017 9:02:29 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 ` APPENDIX D SUPPORTING DOCUMENTATION ` PRELIMINARY GEOTECHNICAL INVESTIGATION EAST RIDGE SUBDIVISION FORT COLLINS, COLORADO (Project No. FC06953-115 | Dated: June 19, 2015) HELLDIVER DRIVE HELLDIVER DRIVE PRIVATE DRIVE B PRIVATE DRIVE D PRIVATE DRIVE C BARNSTORMER STREET BARNSTORMER STREET NAVION LANE VINE DRIVE YEAGER STREET MARQUISE STREET VINE DRIVE BURLINGTON NORTHERN RAILROAD BURLINGTON NORTHERN RAILROAD K1 K2 L1 K3 L4 K4 K5 L5 OS1 OS2 OS3 OS4 OS5 1 1 2 2 5 7 6 7 8 8 8 8 8 2 2 8 1 1 PROPOSED UTILITY PLANS FOR: EAST RIDGE SECOND FILING DATED: 6.30.16 10 9 10 0.60 0.48 0.71 K1 0.65 0.52 0.77 K2 0.81 0.65 0.88 K5 THUNDERSTREAK LANE SKYRAIDER WAY COMET STREET VIGILANTE LANE SKYRAIDER WAY VICOT WAY SYKES DRIVE TIMBERLINE ROAD CRUSADER STREET VICOT WAY G6 I6 I5 I2 I4 G7 I3 I7 Fut-TL3 7 1 2 2 2 1 2 11 11 11 11 9 10 9 10 0.83 0.66 0.43 M3 0.54 0.43 1.59 N2 0.61 0.49 0.18 M1 0.25 0.20 0.02 M2 0.70 0.56 0.57 M4 1.00 0.84 0.63 N3 0.92 0.74 0.85 ` DEVELOPED CONDITION DRAINAGE MAP ` EXCERPTS FROM FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED: JUNE 30TH, 2016 BY GALLOWAY & COMPANY, INC. 1 Herman Feissner From: Herman Feissner Sent: Thursday, January 19, 2017 9:34 AM To: 'Heather McDowell' Cc: James Prelog Subject: East Ridge Townhomes - Montage | Follow-Up Hi Heather, The following is a summary of our meeting about LID requirements for the townhome developments at East Ridge. Several areas labeled as ‘future’ in the approved East Ridge Second Filing (ERSF) documents will be developed as townhomes. Specifically, the areas labeled: Fut-A, Fut-B, Fut-H and Fut-I. Refer to the attached copy of sheet DR01 from the ERSF CDs. · East Ridge Second Filing was designed to meet City of Fort Collins (CoFC) Ordinance No. 152, 2012. Specifically, Section 3.1.a (1) and (2) reads: o No less than fifty percent (50%) of any newly added impervious area must be treated using one or a combination of LID techniques; and o No less than twenty five percent (25%) of any newly added pavement areas must be treated using permeable pavement technology that is considered an LID technique. · At the time of approval, 58% of the project site was treating using at least one LID technique. · Since ERSF was approved the aforementioned ordinance has been revised. Section 3.1.b of Ordinance No. 007, 2016 reads: o No less than fifty percent (50%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques, when a permeable pavement area covering at least twenty five (25%) of the drivable surface area on private development property is constructed as one of the components of the LID treatment techniques used on that site. · The townhome sites are being re-platted; therefore, each site is required to meet the LID requirements of Ordinance No. 007, 2016, Section 3.1.b. · The townhomes are considered single-family attached and required to meet the 50% criteria mentioned above. The 25% permeable pavement required is waived for the single-family attached product type. The future areas in ERSF were designed to flow into the following LID/WQ features: North Townhomes · Fut-A (4.59 acres) was designed to flow into a Bioswale · Fut-B (5.14 acres) was designed to flow into a Sand Filter · Summary: 100% of the newly added area flows in an LID feature West Townhomes · Fut-H (4.51 acres) was designed to flow into an EDB · The newly added impervious area in Fut-H is ±2.14 acres · Fut-I1 and Fut-I2 (6.03 acres combined) were designed to flow into a Sand Filter · The newly added impervious area in Fut-I1 and Fut-I2 is ±3.03 acres · The total newly added impervious area is 5.17 acres · Summary: ±59% (>50%) of the newly added impervious area is treated using LID techniques. 57% of the newly added area is treated using LID techniques Let me know what you think. Regards, Herman 2 Galloway Planning. Architecture. Engineering. HERMAN FEISSNER, PE, SR. CIVIL PROJECT ENGINEER 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O 970.800.3313 D HermanFeissner@GallowayUS.com www.GallowayUS.com Denver, CO - Loveland, CO - Salt Lake City, UT - Fresno, CA Licensed in more than 40 states to better serve you. This message and any attachments are intended only for the recipient named. If you are not the intended recipient you are notified that any dissemination, disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. Galloway & Company, Inc. considers any design data to be in final form only when plotted, stamped and signed. Galloway & Company, Inc. assumes no responsibility for the unauthorized use of this data. 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ÊÑÔËÓÛæ ðòêï ßÝóÚÌ ìò ÛÈÌÛÒÜÛÜ ÜÛÌÛÒÌ×ÑÒ ÞßÍ×Ò øÛÜÞ÷ ó ÉÏÝÊæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Ùó ßÒÜ ØóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóÙô ÚËÌóØ ßÒÜ ÚËÌóÌÔî÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòçì ßÝóÚÌ ëò ÍßÒÜ Ú×ÔÌÛÎ øÍÚ÷ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ ×óÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌó× ÞßÍ×ÒÍ ßÒÜ ÚËÌóÌÔí÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòíí ßÝóÚÌ ÜÛÌÛÒÌ×ÑÒ ÐÑÒÜ ÉßÌÛÎ ÍËÎÚßÝÛ ÛÔÛÊßÌ×ÑÒæ ÒÑÌÛÍæ ï ÔÛÙÛÒÜæ î í ì ë ê ÐÎÑÐÑÍÛÜ Î×ÙØÌóÑÚóÉßÇ ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ÍÛÉÛÎ ÛÈ×ÍÌ×ÒÙ ÍÌÑÎÓ ÍÛÉÛÎ ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ×ÒÔÛÌ ÐÎÑÐÑÍÛÜ ÔÑÌÔ×ÒÛ ÛßÍÛÓÛÒÌ Ô×ÒÛ ÚËÌËÎÛ ÔÑÌÔ×ÒÛ ÚËÌËÎÛ Î×ÙØÌóÑÚóÉßÇ ÛÈ×ÍÌ×ÒÙ Ó×ÒÑÎ ÝÑÒÌÑËÎ ÛÈ×ÍÌ×ÒÙ ÓßÖÑÎ ÝÑÒÌÑËÎ ÐÎÑÐÑÍÛÜ Ó×ÒÑÎ ÝÑÒÌÑËÎ ÐÎÑÐÑÍÛÜ ÓßÖÑÎ ÝÑÒÌÑËÎ ìçðð ìçðð íë ööÚÑÎ îôíôì ßÒÜ ë ó ÛßÝØ ÝÑÎÎÛÍÐÑÒÜ×ÒÙ ØßÌÝØ ÐßÌÌÛÎÒ ×ÒÜ×ÝßÌÛÍ ÌØÛ Ô×Ó×ÌÍ ÑÚ ÌØÛ ÉßÌÛÎ ÏËßÔ×ÌÇ ÍÌÑÎÓ ÛÊÛÒÌ ÉßÌÛÎ ÍËÎÚßÝÛ ÛÔÛÊßÌ×ÑÒò îóÇÛßÎ ÉÍÛÔãìçííòçê ÉÍÛÔãìçíðòçç ÉÍÛÔãìçíïòëç ÉÍÛÔãìçíðòíê ÑÊÛÎÔßÒÜ ÚÔÑÉ Ü×ÎÛÝÌ×ÑÒ ø×òÛòô ÔßÒÜÍÝßÐ×ÒÙ÷ ÜÎß×ÒßÙÛ ÍÇÓÞÑÔÍæ Ü×ÎÛÝÌ ÚÔÑÉ Ü×ÎÛÝÌ×ÑÒ ø×òÛòô ÐßÊÛÓÛÒÌô ÝËÎÞ ßÒÜ ÙËÌÌÛÎ÷ ï ðíñîçñïé Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ N1 0.59 0.47 0.12 M8 0.58 0.46 0.98 O2 0.97 0.77 1.11 O3 0.51 0.40 0.06 M7 0.73 0.59 0.21 M6 0.72 0.58 1.15 M5 0.67 O4 O5 0.99 0.79 0.72 O1 O7 1.00 0.83 0.49 G6 1.00 0.81 0.42 H1 1.00 0.90 1.57 Fut-TL3 0.97 0.78 1.04 I2 Fut-TL4 1.00 0.81 0.10 I3 I7 1.00 0.80 0.17 I4 1.00 0.81 0.17 I5 Fut-H Fut-I1 PRIVATE DRIVE EE PRIVATE DRIVE FF CRUSADER STREET 12''SS 12''SS 12''SS 12''SS 12''SS I6 I5 I2 J1 I4 I3 I9 I7 Fut-TL3 2 11 9 10 0.28 0.22 0.08 0.71 O8 0.57 1.18 O6 0.84 0.67 0.09 O5 0.81 0.65 0.16 O4 0.62 0.77 0.30 O7 1.00 0.90 0.28 Fut-TL4 1.00 0.81 0.10 I3 1.00 0.84 0.10 I7 1.00 0.80 0.17 I4 0.25 0.20 0.48 J1 0.89 0.71 0.12 I9 1.00 0.81 0.17 I5 Fut-I2 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O www.gallowayUS.com 2016. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_DR01.dwg - Herman Feissner - 4/13/2017 HFHLV0001.02 04.12.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner DR01 KEYMAP DESIGN POINT MAJOR BASIN BOUNDARY PROPOSED BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DRAINAGE SYMBOLS: LEGEND: DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 EXISTING BASIN BOUNDARY (PER PROPOSED UTILITY PLANS FOR EAST RIDGE SECOND FILING DATED: 6.30.16) Tributary Area C2 C100 tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) K1 0.71 0.48 0.60 9.6 8.0 0.8 3.7 K2 0.77 0.52 0.65 8.7 7.3 1.0 4.5 K3 1.19 0.72 0.90 6.9 5.0 2.2 10.8 K4 1.10 0.83 1.00 5.2 5.0 2.6 11.0 K5 0.88 0.65 0.81 5.0 5.0 1.6 7.1 L1 1.32 0.76 0.95 5.3 5.0 2.8 12.5 L2 0.67 0.61 0.77 5.0 5.0 1.2 5.1 L3 0.70 0.55 0.69 8.7 7.2 0.9 4.3 L4 1.61 0.73 0.91 6.8 5.0 3.1 14.7 L5 0.90 0.71 0.88 5.0 5.0 1.8 7.9 M1 0.18 0.49 0.61 7.1 5.8 0.2 1.1 M2 0.02 0.20 0.25 6.8 6.4 0.01 0.05 M3 0.43 0.66 0.83 5.0 5.0 0.8 3.6 M4 0.57 0.56 0.70 6.9 5.1 0.8 4.0 M5 1.15 0.58 0.72 5.0 5.0 1.9 8.3 M6 0.21 0.59 0.73 6.5 5.0 0.3 1.5 M7 0.06 0.40 0.51 5.0 5.0 0.1 0.3 M8 0.12 0.47 0.59 5.9 5.0 0.2 0.7 N1 0.85 0.74 0.92 6.1 5.0 1.7 7.8 N2 1.59 0.43 0.54 10.8 9.3 1.5 6.9 N3 0.63 0.84 1.00 5.0 5.0 1.5 6.3 O1 0.72 0.79 0.99 5.3 5.0 1.6 7.1 O2 0.98 0.46 0.58 12.1 11.0 0.9 4.3 O3 1.11 0.77 0.97 6.7 5.0 2.3 10.8 O4 0.16 0.65 0.81 5.3 5.0 0.3 1.3 O5 0.09 0.67 0.84 5.1 5.0 0.2 0.8 O6 1.18 0.57 0.71 9.5 7.9 1.5 7.3 O7 0.30 0.62 0.77 5.7 5.0 0.5 2.3 O8 0.08 0.22 0.28 6.0 5.6 0.0 0.2 OS1 0.54 0.34 0.43 12.1 12.1 0.4 1.7 OS2 0.13 0.20 0.25 5.0 5.0 0.1 0.3 OS3 0.35 0.20 0.25 5.0 5.0 0.2 0.9 OS4 0.40 0.20 0.25 5.0 5.0 0.2 1.0 OS5 0.38 0.20 0.25 5.0 5.0 0.2 1.0 DR02 ( IN FEET ) 1 inch = ft. 60Feet 0 60 60 120 180 DEVELOPED RUNOFF TABLE DRAINAGE NOTES PROPOSED AREA INLET PROPOSED VALLEY PAN INLET(S) - NEENAH R-3362-L EXISTING STORM DRAIN A (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN B (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN C (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN D (CONSTRUCTED W/EAST RIDGE SECOND FILING) CONNECT TO EXISTING STORM DRAIN IN EAST RIDGE SECOND FILING PROPOSED SWALE w/SOFT BOTTOM PAN (TYP. FOR SWALES w/LONGITUDINAL SLOPE OF LESS THAN 2.0%) TYPE 'R' INLET - LENGTH VARIES NO. 16 INLET - LENGTH VARIES IRRIGATION LINE MATCHLINE-SEE THIS SHEET MATCHLINE-SEE THIS SHEET ROTATION: 0° 0.90 0.72 1.19 K3 0.69 0.55 0.70 L3 0.91 0.73 1.61 L4 0.88 0.71 0.90 L5 0.77 0.61 0.67 L2 0.95 0.76 1.32 L1 0.43 0.34 0.54 OS1 0.25 0.20 0.13 OS2 0.25 0.20 0.35 OS3 0.25 0.20 0.40 OS4 0.25 0.20 0.38 OS5 Fut-A 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O www.gallowayUS.com 2016. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_DR01.dwg - Herman Feissner - 4/13/2017 HFHLV0001.02 04.12.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 60Feet 0 60 60 120 180 KEYMAP DESIGN POINT MAJOR BASIN BOUNDARY PROPOSED BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DRAINAGE SYMBOLS: LEGEND: DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 EXISTING BASIN BOUNDARY (PER PROPOSED UTILITY PLANS FOR EAST RIDGE SECOND FILING DATED: 6.30.16) DRAINAGE NOTES PROPOSED AREA INLET PROPOSED VALLEY PAN INLET(S) - NEENAH R-3362-L EXISTING STORM DRAIN A (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN B (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN C (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN D (CONSTRUCTED W/EAST RIDGE SECOND FILING) CONNECT TO EXISTING STORM DRAIN IN EAST RIDGE SECOND FILING PROPOSED SWALE w/SOFT BOTTOM PAN (TYP. FOR SWALES w/LONGITUDINAL SLOPE OF LESS THAN 2.0%) TYPE 'R' INLET - LENGTH VARIES NO. 16 INLET - LENGTH VARIES DR01 DR02 Tributary Area C2 C 100 tc | 2-Year tc | 100-Year Q 2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) K1 0.71 0.48 0.60 9.6 8.0 0.8 3.7 K2 0.77 0.52 0.65 8.7 7.3 1.0 4.5 K3 1.19 0.72 0.90 6.9 5.0 2.2 10.8 K4 1.10 0.83 1.00 5.2 5.0 2.6 11.0 K5 0.88 0.65 0.81 5.0 5.0 1.6 7.1 L1 1.32 0.76 0.95 5.3 5.0 2.8 12.5 L2 0.67 0.61 0.77 5.0 5.0 1.2 5.1 L3 0.70 0.55 0.69 8.7 7.2 0.9 4.3 L4 1.61 0.73 0.91 6.8 5.0 3.1 14.7 L5 0.90 0.71 0.88 5.0 5.0 1.8 7.9 M1 0.18 0.49 0.61 7.1 5.8 0.2 1.1 M2 0.02 0.20 0.25 6.8 6.4 0.01 0.05 M3 0.43 0.66 0.83 5.0 5.0 0.8 3.6 M4 0.57 0.56 0.70 6.9 5.1 0.8 4.0 M5 1.15 0.58 0.72 5.0 5.0 1.9 8.3 M6 0.21 0.59 0.73 6.5 5.0 0.3 1.5 M7 0.06 0.40 0.51 5.0 5.0 0.1 0.3 M8 0.12 0.47 0.59 5.9 5.0 0.2 0.7 N1 0.85 0.74 0.92 6.1 5.0 1.7 7.8 N2 1.59 0.43 0.54 10.8 9.3 1.5 6.9 N3 0.63 0.84 1.00 5.0 5.0 1.5 6.3 O1 0.72 0.79 0.99 5.3 5.0 1.6 7.1 O2 0.98 0.46 0.58 12.1 11.0 0.9 4.3 O3 1.11 0.77 0.97 6.7 5.0 2.3 10.8 O4 0.16 0.65 0.81 5.3 5.0 0.3 1.3 O5 0.09 0.67 0.84 5.1 5.0 0.2 0.8 O6 1.18 0.57 0.71 9.5 7.9 1.5 7.3 O7 0.30 0.62 0.77 5.7 5.0 0.5 2.3 O8 0.08 0.22 0.28 6.0 5.6 0.0 0.2 OS1 0.54 0.34 0.43 12.1 12.1 0.4 1.7 OS2 0.13 0.20 0.25 5.0 5.0 0.1 0.3 OS3 0.35 0.20 0.25 5.0 5.0 0.2 0.9 OS4 0.40 0.20 0.25 5.0 5.0 0.2 1.0 OS5 0.38 0.20 0.25 5.0 5.0 0.2 1.0 ROTATION: 0° Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. (Event Noted) Volume Release Rate acres ac-ft cfs 1 - Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 - Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 WQ=4933.96 0.75 N/A 4 - Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 WQ=4931.59 0.94 40-Hour Drain Time 5 - Sand Filter (SF) I Basins (Includes Fut-I and Fut-TL3) 14.28 WQ=4930.36 0.33 N/A 7 - Detention Pond | 2-Year Site 153.29 2year =4929.28 2.43 5 7 - Detention Pond | 100-Year Site 153.29 100year =4935.89 35.41 5 capacity limits. Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 2.84 7.89 cfs Interception with Clogging Qwa = 2.69 7.48 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 21.42 24.08 cfs Interception with Clogging Qoa = 20.30 22.83 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.71 11.85 cfs Interception with Clogging Qma = 6.36 11.24 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.69 7.48 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 12.00 12.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 22.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.51 15.46 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.00 0.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Third Filing Quad No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV01.02_UD-Inlet_v3.14_No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 4/12/2017, 2:24 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 2.13 6.59 cfs Interception with Clogging Qwa = 2.01 6.23 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 16.06 18.31 cfs Interception with Clogging Qoa = 15.17 17.29 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 5.03 9.45 cfs Interception with Clogging Qma = 4.75 8.92 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.01 6.23 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 9.00 9.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 23.9 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 2.1 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.86 12.70 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.00 0.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Third Filing Triple No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV01.02_UD-Inlet_v3.14_No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 4/12/2017, 3:34 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 1.77 6.08 cfs Interception with Clogging Qwa = 1.62 5.57 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 10.71 12.37 cfs Interception with Clogging Qoa = 9.82 11.34 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 3.75 7.46 cfs Interception with Clogging Qma = 3.43 6.84 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 1.62 5.57 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 6.00 6.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 24.9 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 2.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.01 11.06 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.00 0.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Third Filing Double No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV01.02_UD-Inlet_v3.14_No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 4/12/2017, 2:15 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 1.77 6.08 cfs Interception with Clogging Qwa = 1.62 5.57 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 10.71 12.37 cfs Interception with Clogging Qoa = 9.82 11.34 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 3.75 7.46 cfs Interception with Clogging Qma = 3.43 6.84 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 1.62 5.57 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 6.00 6.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 24.9 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 2.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.01 11.06 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.00 0.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Third Filing Double No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV01.02_UD-Inlet_v3.14_No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 4/12/2017, 2:15 PM O5 O5 0.09 0.84 5.0 0.08 9.98 0.8 O6 O6 1.18 0.71 7.9 0.84 8.63 7.3 O7 O7 0.30 0.77 5.0 0.23 9.98 2.3 0.80 OS1 OS1 0.54 0.43 12.1 0.23 7.24 1.7 OS2 OS2 0.13 0.25 5.0 0.03 9.98 0.3 OS3 OS3 0.35 0.25 5.0 0.09 9.98 0.9 OS4 OS4 0.40 0.25 5.0 0.10 9.98 1.0 OS5 OS5 0.38 0.25 5.0 0.10 9.98 1.0 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 4/12/17 PIPE H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 4/12/2017 OS5 OS5 0.38 0.20 5.0 0.08 2.86 0.2 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 4/12/17 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 4/12/2017 TRAVEL TIME STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFHLV0001.02 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 4/12/2017 Survey Area Data: Version 9, Sep 22, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 2 of 4