The URL can be used to link to this page

Home My WebLink AboutMOSAIC CONDOS - FDP200012 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTPREPARED FOR: East Ridge Holdings PREPARED BY: Galloway & Company, Inc. 5265 Ronald Regan Blvd., Suite 210 Johnstown, Colorado 80534 ORIGINAL PREPARATION: August 19, 2020 EAST RIDGE FIFTH FILING MOSAIC CONDOMINIUMS FORT COLLINS, COLORADO FINAL DRAINAGE REPORT FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 2 of 14 I. CERTIFICATIONS ..................................................................................................................................... 3 CERTIFICATION OF ENGINEER .................................................................................................... 3 CERTIFICATION OF OWNER ......................................................................................................... 3 II. GENERAL LOCATION AND DESCRIPTION ........................................................................................... 4 SITE LOCATION .............................................................................................................................. 4 DESCRIPTION OF PROPERTY ...................................................................................................... 4 III. DRAINAGE BASINS AND SUB-BASINS ................................................................................................. 5 MAJOR BASIN DESCRIPTION ....................................................................................................... 5 SUB-BASIN DESCRIPTION ............................................................................................................ 5 IV. DRAINAGE DESIGN CRITERIA ............................................................................................................. 6 REGULATIONS ............................................................................................................................... 6 STORMWATER QUALITY GUIDELINES ........................................................................................ 6 HYDROLOGICAL CRITERIA ........................................................................................................... 7 HYDRAULIC CRITERIA................................................................................................................... 8 V. DRAINAGE FACILITY DESIGN ............................................................................................................... 9 GENERAL CONCEPT ..................................................................................................................... 9 VI. EROSION AND SEDIMENT CONTROL MEASURES .......................................................................... 11 VII. FLOODPLAIN ....................................................................................................................................... 12 VIII. CONCLUSIONS .................................................................................................................................. 13 COMPLIANCE WITH STANDARDS .............................................................................................. 13 VARIANCES .................................................................................................................................. 13 IX. REFERENCES ...................................................................................................................................... 14 Appendices: A. Appendix A – Reference Material B. Appendix B – Hydrologic Calculations C. Appendix C – Hydraulic Calculations D. Appendix D – Supporting Documentation E. Appendix E – Proposed Condition Drainage Map TABLE OF CONTENTS FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 3 of 14 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this Final Drainage Report for East Ridge Fifth Filing - Mosaic Condominiums was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Stormwater 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 “East Ridge Holdings hereby certifies that the drainage facilities for East Ridge Fifth Filing - Mosaic Condominiums 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.” ____________________________________ East Ridge Holdings Attest: ___________________________________ Name of Responsible Party __________________________________ Notary Public __________________________________ Authorized Signature FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 4 of 14 II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION East Ridge Fifth Filing - Mosaic Condominiums (hereafter referred to as ‘Mosaic Condos’, ‘the site’ or ‘project site’) proposes to develop a portion of Phase 9 of East Ridge Second Filing (ERSF). The project site is generally located in the northeast corner of ERSF and bounded on the north by the Burlington Northern Railroad and East Vine Drive; on the south by Conquest Street; on the east by East Ridge Fourth Filing and Vicot Way; and on the west by undeveloped ground and 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 Mosaic Condos project sites. DESCRIPTION OF PROPERTY The project site is largely coincident with basin Fut-G1 and a portion of Fut-G2 and Fut-A, which were delineated in the Final Drainage Report East Ridge Second Filing, dated: June 30th, 2016 by Galloway & Company, Inc. (Report). These contiguous basins comprise of ±14.98 acres and were overlot graded per the approved East Ridge Second Filing grading design. The proposed developed basins for Mosaic Condos comprise ±7.98 acres of Fut-G1 and ±1.37 acres of Fut-G2 and Fut-A. The undeveloped Fut-G1 basin currently drains to a low point and flared end section (i.e., stub) at the northwest terminus of ERSF Storm Drain B. The undeveloped Fut-G2 basin currently drains to a low point and flared end connected to ERSF Storm Drain B. The project site will develop with a multi-family condo product type. The improvements associated with the development include local wet and dry utilities, concrete and asphalt paving and landscaping. There are no major drainage ways passing through the project site. According to the USDA NRCS Web Soil Survey, ‘Fort Collins loam, 0 to 3 percent slopes’ covers nearly all 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 small remainder of the site consists of HSG ‘C’ soils. Refer to Appendices 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. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 5 of 14 III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The larger ERSF 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 larger ERSF project site is shown on FEMA Map Numbers 08069C0982F and 080690984H (refer to Appendix A for FEMA Firmette). Neither map indicates the project site is impacted by an existing floodplain/floodway. Refer to Appendix A for a copy of the FEMA Firmette. SUB-BASIN DESCRIPTION At the sub-basin level, a ±0.34-acre off-site area situated along the length of the north property line drains onto the north portion of the project site. This area spans the length of the north property line and is comprised of native vegetation and coarse aggregate typical of railroad grade. We do not expect this area to develop in the future. The resulting impact to the proposed development should be negligible. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 6 of 14 IV. DRAINAGE DESIGN CRITERIA REGULATIONS The final drainage design presented herein was prepared in accordance with: - Fort Collins Stormwater Criteria Manual, December 2018 (FCSCM); - Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, originally published March 1969 and updated August 2018, and the Volume 3, prepared by Wright-McLaughlin Engineers, originally published September 1992 and updated April 2018 (Manual). STORMWATER QUALITY GUIDELINES 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 Mosaic Condos, is listed below 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). Table 1. Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. Volume Release Rate acres ac-ft cfs 4 – Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 4932.13 0.94 40-Hour Drain Time 7 – Detention Pond | 2-Year Site 153.29 4929.8 2.43 5 7 – Detention Pond | 100-Year Site 153.29 4936.1 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-G). The complete version of Table 1 is shown on the LID Exhibit in Appendix D. Step 1 – Employ runoff reduction practices Locally, runoff from the impervious roof areas and sidewalks in basins P2, P5 and P8 drains to landscape areas before entering the proposed local storm drain system. The intent of these areas is to collect and slowly convey the developed runoff. This design, which encourages settling and infiltration, is a good alternative to directly connecting the roof drains into the local storm drain system. Step 2 - Implement BMPs that provide a Water Quality Capture Volume (WQCV) Table 2 decomposes the aggregate stormwater quality strategy volumes presented in Table 1 by tributary area (e.g., Fut-G1 and Fut-G2) and compares the estimated stormwater quality strategy volume presented in the Report with the volume required by the proposed condition. In summary, the proposed FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 7 of 14 development requires less volume than what was estimated in the Report; therefore, we are not proposing to change the original EDB design with this work. Table 2. Basin Area, acres Estimated Imperviousness (Report), % Proposed Imperviousness, % Volume (Report), ft3 or ac-ft Volume (Required by Mosaic Condos), ft3 Column 1 Column 2 Column 3 Column 4 Column 5 Column 6 Fut-G1 and Fut-G21 10.39 80% 66% 0.34 0.27 1. Fut-G2 is partially developed by the work described herein. ±1.04 acres remains undeveloped Step 3 - Stabilize drainageways Locally, final landscaping will stabilize the drainagesways. 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). HYDROLOGICAL CRITERIA For urban catchments that are not complex and generally 90 acres or less in size, it is acceptable to estimate the design storm runoff with the rational method. The rational method is often used when only the peak flow rate or total volume of runoff is needed (e.g., inlet sizing, storm sewer sizing or simple detention basin sizing). 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 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 A and Tables 3.2-2 and 3.2-3 which list runoff coefficient associated with each land use type and the Frequency Adjustment Factors (Cf) that were used to adjust the runoff coefficients for lower probability storm events. Figure 3.4-1. Rainfall IDF Curve – Fort Collins, which was used to estimate intensity (i) based on Tc is included in Appendix A. 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 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. Refer to Appendix B for the Time of Concentration Calculations and Developed Runoff Calculations. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 8 of 14 HYDRAULIC CRITERIA The 20’ wide private alley capacity calculations (e.g., vee cross-section w/3’ concrete pan and 1’ wide concrete ribbon each side)) were estimated with Excel and Bentley FlowMaster; refer to Appendix C. The street capacity calculations are generally based on the maximum allowable flow spread or gutter flow depth. An example of our approach follows: Given the 20’ EOC-to-EOC vee cross-section, the allowable gutter flow depth for the 2- and 100- year storm frequencies is ±0.20’. The 100-year developed runoff at DP P9 is estimated to 6.6cfs. The estimated flow depth is ±0.23’. The ±0.03’ of additional depth required should be inconsequential. At a flow depth of ±0.23’, the top width encroaches into the utility easement ±0.6’ (this is based on driveways set at ±5.0%). Neenah R-3362-L inlets are proposed throughout the project site within the internal alleys. No. 16 Combination inlets are proposed in the road that runs around the perimeter of the project site. In the landscaped areas, CDOT Type ‘C’ inlets will be used. Appendix C includes inlet capacity calculations. At DPs DP4, DP6 and DP9, three Neenah R-3362-L inlet grates was used to determine the feasibility of are proposed. The ponding depth will vary between 0.20 feet and 0.25 feet. For the No. 16 Combination inlets, a street inlet capacity was estimated for each basin with the current Excel-based version of UD-Inlet_v4.05.xlsm (UDFCD). An approximate condition of a single CDOT Type ‘C’ inlet grate was used to determine the feasibility of the proposed inlet type and grading design for the landscaped areas. The allowable ponding depth will vary between 0.10 feet and 0.30 feet. At final design, an inlet capacity calculation that considers the local fine grading and ponding depth limits will be provided for each inlet. The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. This software routes flows based on the longest upstream Time of Concentration (tc) at each junction. Given the controlling tc, StormCAD V8i calculates the flow at the junction with the corresponding intensity (e.g., i2 and i100) and aggregate CA. Appendix C contains storm drain HGL calculations. The tailwater elevation for this system was set at 4843.66, which is the estimated 100-year HGL at SDMH B8.1 (ERSF). FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 9 of 14 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT The developed runoff will generally flow from west-to-east and into a proposed storm drain system that is connected to an existing storm drain system constructed with ERSF. Refer to Appendix E for sheet C11.0. There are two repeating drainage patterns within the proposed site. In the first (e.g., basin P1), developed runoff on the garage side of the condos drains from adjacent roof area and landscaped area and the alley to No. 16 Combination inlets or Neenah R-3362-L CDOT inlet grates within the alley. In the second pattern (e.g., basin P2), developed runoff opposite the garage side of the condos drains from the adjacent roof and landscaped areas to CDOT Type ‘C’ inlets located in landscaped areas. A small portion of the proposed basins (e.g. Basin P13) drain directly to ERSF and ER Fourth Filing basins via overland flow. P Basins These basins generally overlay Fut-G1 with a small amount overlaying Fut-G2 and Fut-A. The proposed development is consistent with the assumptions presented in the Report. Specifically, the Report assumed that basins Fut-G1 and Fut-G2 would be developed with 80 percent impervious cover. The proposed impervious cover is ±66 percent. The developed runoff will be collected in a proposed storm drain, which will be connected to Storm Drain B (ERSF). A small portion of the proposed basins drains into ERSF and ER Fourth Filing basins. The result is an increase in Q2 and Q100 in these existing basins. Sub-basins P1, P3, and P7b are comprised of a portion of condominium roof area, sidewalk, driveways, paved alleyways and landscaped area. Runoff from these sub-basins flows to combination inlets situated at low points along the exterior edge of Road A. These inlets connect to a proposed storm drain system that will convey captured runoff to the existing storm drain system constructed with ERSF. Sub-basin P7a is comprised of landscaped area and concrete sidewalk immediately to the west and adjacent to Sub-basin P7b. Runoff from this basin is conveyed via overland flow across landscaped buffer into Road A. It is then captured via the curb and gutter along the exterior edge of Road A and conveyed to the proposed combination inlet within Sub-basin P7b. Sub-basins P2, P5, and P8 are comprised of a portion of condominium roof area, sidewalk and landscaped area. Runoff from these sub-basins flows to CDOT Type C inlets situated within the interior courtyard landscaped areas. These inlets connect to a proposed storm drain system that will convey captured runoff to the existing storm drain system constructed with ERSF. Runoff from Sub-basin P8 will be captured by two separate Type C inlets within the same courtyard and lawn area. With this submittal, 67 percent of the developed runoff in basin P8 is allocated to DP 8a and the remaining 33 percent to DP P8b. Sub-basins P4, P6, and P9 are comprised of a portion of condominium roof area, sidewalk, driveways, paved alleyways and landscaped area. Runoff from these sub-basins flows into proposed valley pans that follow the centerlines of Alleys B, C and D. Runoff captured in the valley pans are conveyed to No. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 10 of 14 16 inlets positioned at low points within Alleys B, C and D. These inlets connect to a proposed storm drain system that will convey captured runoff to the existing storm drain system constructed with ERSF. Sub-basin P10 is comprised of a portion of condominium roof area, sidewalk and landscaped area immediately north and west of Conquest Street and Conquest Way, respectively. Runoff from this sub- basin travels via overland flow across sidewalk and landscaped areas into Conquest Street and Conquest Way. This runoff is then conveyed via curb and gutter to existing inlets connected to the existing storm drain system constructed with ERSF. Portions of this basin will be re-worked to capture developed runoff in a series of landscape drains. Sub-basins P11 and P13a-d are comprised sidewalk and landscaped area immediately north and west of Barnstormer Street and Vicot Way, respectively. Runoff from these sub-basins travels via overland flow across sidewalk and landscaped areas into Barnstormer Street and Vicot Way. This runoff is then conveyed via curb and gutter to existing inlets connected to the existing storm drain system constructed with ERSF. The additional runoff in Vicot Way (i.e., basin G1) should have a negligible impact on the exiting ERSF infrastructure. Sub-basins P12 and P14 are comprised sidewalk and landscaped area immediately north of Vicot Way. Runoff from these sub-basins travels via overland flow to local area inlets in the landscaped area. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 11 of 14 VI. EROSION AND SEDIMENT CONTROL MEASURES The larger project site East Ridge Second Filing is currently authorized to discharge stormwater (Certification Number: COR4011471). A Stormwater Management Plan (SWMP) will be prepared for the proposed construction in Phase 9 of ERSF. We understand that CMS Enviro is currently providing stormwater compliance services for East Ridge Holdings and Coyote Ridge Construction at East Ridge Second Filing. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 12 of 14 VII. FLOODPLAIN According to FEMA FIRM Map Numbers 08069C0982F - effective date: 12/19/2006 and 08069C0984H – effective date: 05/02/2012, the project site resides in Zone X – Area of Minimal Flood Hazard. Refer to Appendix A for the FIRM Firmette. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 13 of 14 VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this final drainage report for East Ridge Fifth Filing - Mosaic Condominiums has been prepared in accordance with the design standards and guidelines presented in Fort Collins Stormwater Criteria Manual, prepared by the City of Fort Collins, dated December 2018 as well as the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. VARIANCES No variance(s) requested at this time. FINAL DRAINAGE REPORT – EAST RIDGE FIFTH FILING - MOSAIC CONDOMINIUMS AUGUST 19TH, 2020 Galloway & Company, Inc. Page 14 of 14 IX. REFERENCES 1. Fort Collins Stormwater Criteria Manual, prepared by the City of Fort Collins, dated December 2018. 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, originally published March 1969 and updated August 2018, and the Volume 3, prepared by Wright-McLaughlin Engineers, originally published September 1992 and updated April 2018. 3. Final Drainage Report East Ridge Second Filing, dated June 30th, 2016 by Galloway & Company, Inc. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix A – Reference Material Vicinity Map USDA NRCS Web Soil Survey FEMA Firmette Table 3.2-2. Surface Type – Runoff Coefficients Table 3.2-3. Frequency Adjustment Factors Figure 3.4.1 Rainfall IDF Curve – Fort Collins East Ridge Third Filing Addendum 1 Mosaic Townhomes VICINITY MAP -not to scale- Project Site East Ridge Second Filing (ERSF) 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. Project Site 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 USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 250 500 1,000 1,500 2,000 Feet Ü 105°1'47.12"W 40°35'45.21"N 105°1'9.66"W 40°35'17.89"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT HAZARD SPECIAL FLOOD AREAS Without Zone A, V, Base A99 Flood Elevation (BFE) With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas depth areasdrainage of less less than than one one foot square or with mile Zone X Future ChanceAnnual Conditions Flood Hazard 1% Zone X Area Levee.to with See Reduced Notes. Flood Risk due Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of The accuracy basemap standards shown complies with FEMA's basemap The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map was reflectnot exported changes on or 7/amendments 1/2019 at 2:02:subsequent 59 PM and to this does date and time. becomeor The superseded NFHL and effective by new data information over time. may change This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels, legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for unmapped regulatoryfor purposes. and unmodernized areas cannot be used Legend OTHER FLOOD AREAS HAZARD OF OTHER AREAS STRGUECNTUERREASL FEATURES OTHER MAP PANELS 8 1:6,000 B 20.2 The point pin selected displayed by the on the user map and is does an approximate not represent an authoritative property location. Project Site FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.2 Runoff Coefficients Page 5 Table 3.2-2. Surface Type - Runoff Coefficients Surface Type Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope < 2% 0.10 Lawns, Sandy Soil, Avg Slope 2-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope < 2% 0.20 Lawns, Clayey Soil, Avg Slope 2-7% 0.25 Lawns, Clayey Soil, Steep Slope >7% 0.35 3.2.1 Composite Runoff Coefficients Drainage sub-basins are frequently composed of land that has multiple surface types 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 xA C ∑ = = 1 Equation 5-2 Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai), dimensionless Ai = Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or square feet 3.2.2 Runoff Coefficient Frequency Adjustment Factor The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapotranspiration and other losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.3 Time of Concentration Page 6 applied to the composite runoff coefficient. These frequency adjustment factors, Cf, are found in Table 3.2-3. Table 3.2-3. Frequency Adjustment Factors Storm Return Period (years) Frequency Adjustment Factor (Cf) 2, 5, 10 1.00 25 1.10 50 1.20 100 1.25 3.3 Time of Concentration 3.3.1 Overall Equation The next step to approximate runoff using the Rational Method is to estimate the Time of Concentration, Tc, or the time for water to flow from the most remote part of the drainage sub-basin to the design point under consideration. The Time of Concentration is represented by the following equation: 𝐓𝐓𝐜𝐜 = 𝐓𝐓 𝐢𝐢 + 𝐓𝐓𝐭𝐭 Equation 5-3 Where: Tc = Total Time of Concentration, minutes Ti = Initial or Overland Flow Time of Concentration, minutes Tt = Channelized Flow in Swale, Gutter or Pipe, minutes 3.3.2 Overland Flow Time Overland flow, Ti, can be determined by the following equation: 𝐓𝐓𝐢𝐢 = 𝟏𝟏.𝟖𝟖𝟖𝟖(𝟏𝟏.𝟏𝟏−𝐂𝐂𝐂𝐂𝐂𝐂𝐟𝐟)√𝐋𝐋 √𝐒𝐒 𝟑𝟑 Equation 3.3-2 Where: C = Runoff Coefficient, dimensionless Cf = Frequency Adjustment Factor, dimensionless L = Length of Overland Flow, feet S = Slope, percent CXCF PRODUCT OF CXCF CANNOT EXCEED THE VALUE OF 1 OVERLAND FLOW LENGTH L=200’ MAX IN DEVELOPED AREAS L=500’ MAX IN UNDEVELOPED AREAS FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 7 3.3.3 Channelized Flow Time Travel time in a swale, gutter or storm pipe is considered “channelized” or “concentrated” flow and can be estimated using the Manning’s Equation: 𝐕𝐕 = 𝟏𝟏.𝟒𝟒𝟒𝟒 𝐧𝐧 𝐑𝐑𝟐𝟐/𝟑𝟑 𝐒𝐒𝟏𝟏/𝟐𝟐 Equation 5-4 Where: V = Velocity, feet/second n = Roughness Coefficient, dimensionless R = Hydraulic Radius, feet (Hydraulic Radius = area / wetted perimeter, feet) S = Longitudinal Slope, feet/feet And: 𝐓𝐓𝐭𝐭 = 𝐋𝐋 𝐕𝐕𝐂𝐂𝐕𝐕𝐕𝐕 Equation 5-5 3.3.4 Total Time of Concentration A minimum Tc of 5 minutes is required. The maximum Tc allowed for the most upstream design point shall be calculated using the following equation: 𝐓𝐓𝐜𝐜 = 𝐋𝐋 𝟏𝟏𝟖𝟖𝐕𝐕 + 𝟏𝟏𝐕𝐕 Equation 3.3-5 The Total Time of Concentration, Tc, is the lesser of the values of Tc calculated using Tc = Ti + Tt or the equation listed above. 3.4 Intensity-Duration-Frequency Curves for Rational Method The two-hour rainfall Intensity-Duration-Frequency curves for use with the Rational Method is provided in Table 3.4-1 and Figure 3.4-1. TC • A MINIMUM TC OF 5 MINUTES IS REQUIRED IN ALL CASES. • A MAXIMUM TC OF 5 MINUTES IS TYPICAL FOR SMALLER, URBAN PROJECTS. FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix B – Hydrologic Calculations Rational Method Calculations Subdivision: East Ridge Fifth Filing | Mosaic Condominiums Project Name: Mosaic Condominiums Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: H. Feissner User Input is in 'BLUE' Date: 7/14/20 Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family Townhome Roof 95% 5% 62.5% 70% 75% 80% 100% G1 0.58 95 0.42 69 20 0.16 6 60 0.00 0 0.74 K3_rev 0.47 95 0.05 11 25 0.23 12 100 0.18 39 0.62 A1_rev 0.74 95 0.43 55 20 0.31 8 100 0.00 0 0.64 P1 0.68 95 0.25 36 25 0.34 12.51 100 0.09 13 0.61 P2 0.60 95 0.09 14 25 0.24 9.93 100 0.28 46 0.70 P3 0.34 95 0.13 37 25 0.04 2.78 100 0.17 50 0.90 P4 0.49 95 0.28 53 25 0.13 6.70 100 0.09 17 0.77 P5 0.71 95 0.12 16 25 0.31 11.07 100 0.28 39 0.66 P6 0.43 95 0.19 43 25 0.07 3.82 100 0.17 40 0.86 P7a 2.15 95 0.22 10 25 1.93 22.48 100 0.00 0 0.32 P7b 1.30 95 0.77 56 25 0.19 3.58 100 0.34 26 0.86 P7a & P7b 3.44 95 0.99 27 25 2.12 15.37 100 0.34 10 0.52 P8 1.04 95 0.19 17 25 0.48 11.63 100 0.37 35 0.64 P9 0.66 95 0.25 36 25 0.07 2.61 100 0.34 52 0.90 P10 0.78 95 0.09 11 25 0.41 13.07 100 0.28 36 0.60 P11 0.01 95 0.00 53 25 0.00 10.95 100 0.00 0 0.64 P12 0.05 95 0.00 3 25 0.04 24.32 100 0.00 0 0.27 P13a 0.02 95 0.01 32 25 0.01 16.50 100 0.00 0 0.49 P13b 0.02 95 0.00 27 25 0.01 18.00 100 0.00 0 0.45 P13c 0.06 95 0.01 14 25 0.05 21.45 100 0.00 0 0.35 P13d 0.05 95 0.01 14 25 0.04 21.35 100 0.00 0 0.35 P14 0.06 95 0.00 3 25 0.06 24.18 100 0.00 0 0.27 ΣP 9.42 Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Townhomes (i.e., roof area) Runoff Coefficient COMPOSITE RUNOFF COEFFICIENTS Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) HFH16.20 H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFH16.20_Rational Method_Final.xls Page 1 of 1 7/14/2020 Subdivision: East Ridge Fifth Filing | Mosaic Condominiums Project Name: Mosaic Condominiums Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: H. Feissner Date: 7/14/20 1 2 3 4 5 6 9 11 12 13 16 18 19 20 21 22 23 24 25 26 27 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) G1 0.58 C 0.74 0.74 0.93 16 2.00 2.1 1.0 650 0.65 20 1.6 6.7 8.9 7.8 666 13.7 8.9 7.8 K3_rev 0.47 C 0.62 0.62 0.78 110 n/a 5.2 3.5 127 n/a 15 1.5 1.4 6.7 4.9 238 11.3 6.7 5.0 A1_rev 0.74 C 0.64 0.64 0.80 11 n/a 1.3 0.9 230 n/a 20 2.5 1.5 2.9 2.4 241 11.3 8.2 7.3 P1 0.68 C 0.61 0.61 0.76 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P2 0.60 C 0.70 0.70 0.87 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P3 0.34 C 0.90 0.90 1.00 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P4 0.49 C 0.77 0.77 0.96 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P5 0.71 C 0.66 0.66 0.82 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P6 0.43 C 0.86 0.86 1.00 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P7a 2.15 C 0.32 0.32 0.40 150 2.00 14.2 12.7 0 n/a 20 0.0 0.0 14.2 12.7 150 10.8 10.8 10.8 P7b 1.30 C 0.86 0.86 1.00 42 2.00 2.3 1.0 584 1.20 20 2.2 4.4 6.7 5.4 626 13.5 6.7 5.4 P7a & P7b 3.44 C 0.52 0.52 0.66 150 5.00 14.2 12.7 383 1.20 20 2.2 2.9 17.1 15.6 533 13.0 13.0 13.0 P8 1.04 C 0.64 0.64 0.80 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P9 0.66 C 0.90 0.90 1.00 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P10 0.78 C 0.60 0.60 0.75 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P11 0.01 C 0.64 0.64 0.80 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P12 0.05 C 0.27 0.27 0.34 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P13a 0.02 C 0.49 0.49 0.61 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P13b 0.02 C 0.45 0.45 0.56 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P13c 0.06 C 0.35 0.35 0.44 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P13d 0.05 C 0.35 0.35 0.44 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0 P14 0.06 C 0.27 0.27 0.34 0 n/a 0.0 0.0 0 n/a 20 0.0 0.0 0.0 0.0 0 10.0 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 INITIAL/OVERLAND FINAL DATA Heavy Meadow Short pasture and lawns (Ti) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH16.20 Tillage/field (URBANIZED BASINS) TRAVEL TIME (Tt) Paved areas and shallow paved swales Nearly bare ground Grassed waterway Type of Land Surface H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFH16.20_Rational Method_Final.xls Page 1 of 1 7/14/2020 Project Name: Mosaic Condominiums Subdivision: East Ridge Fifth Filing | Mosaic Condominiums Project No.: HFH16.20 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: H. Feissner 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 G1 G1 0.58 0.74 8.9 0.43 2.37 1.0 K3_rev K3_rev 0.47 0.62 6.7 0.29 2.63 0.8 Runoff drains into 24" Nyloplast Dome Grate at DP K3 A1_rev A1_rev 0.74 0.64 8.2 0.47 2.44 1.1 Existing basin | Runoff drains to (2) - No. 16 combination inlets (ERSF) at DP A1 P1 P1 0.68 0.61 5.0 0.41 2.86 1.2 Runoff drains into a Double No. 16 Combination Inlet at DP P1 P2 P2 0.60 0.70 5.0 0.42 2.86 1.2 Runoff drains to a CDOT Type 'C' area inlet at DP P2 P3 P3 0.34 0.90 5.0 0.31 2.86 0.9 Runoff drains into a Triple No. 16 Combination Inlet at DP P3 P4 P4 0.49 0.77 5.0 0.38 2.86 1.1 Runoff drains to (3) - Neenah R-3362-L Grates at DP P4 P5 P5 0.71 0.66 5.0 0.47 2.86 1.3 Runoff drains to a CDOT Type 'C' area inlet at DP P5 P6 P6 0.43 0.86 5.0 0.37 2.86 1.0 Runoff drains to (3) - Neenah R-3362-L Grates at DP P6 P7a P7a 2.15 0.32 10.8 0.69 2.18 1.5 Undeveloped basin | Runoff combines with developed runoff in Basin 7b at DP 7b P7b P7b 1.30 0.86 6.7 1.12 2.62 2.9 Runoff drains into a Quintuple No. 16 Combination Inlet at DP 7b P7a & P7b P7a & P7b 3.44 0.52 13.0 1.81 2.01 3.6 Runoff drains to a CDOT Type 'C' area inlet at DP P8 P8 P8 1.04 0.64 5.0 0.67 2.86 1.9 Runoff drains to a CDOT Type 'C' area inlet at DP P8 P9 P9 0.66 0.90 5.0 0.59 2.86 1.7 Runoff drains to (3) - Neenah R-3362-L Grates at DP P9 P10 P10 0.78 0.60 5.0 0.47 2.86 1.3 Runoff will drain to a series of landcape drains to be designed w/a future submittal P11 P11 0.01 0.64 5.0 0.01 2.86 0.0 Runoff combines with exist. runoff in Basin G1 P12 P12 0.05 0.27 5.0 0.01 2.86 0.0 Runoff drains to an ADS inlet and INSERTA-TEE connection at DP P12 P13a P13a 0.02 0.49 5.0 0.01 2.86 0.0 Runoff combines with exist. runoff in Basin G1 P13b P13b 0.02 0.45 5.0 0.01 2.86 0.0 Runoff combines with exist. runoff in Basin G1 P13c P13c 0.06 0.35 5.0 0.02 2.86 0.1 Runoff combines with exist. runoff in Basin G1 P13d P13d 0.05 0.35 5.0 0.02 2.86 0.0 Runoff combines with exist. runoff in Basin G1 P14 P14 0.06 0.27 5.0 0.02 2.86 0.0 Runoff drains to a grated manhole lid at DP P14 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 7/14/20 H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFH16.20_Rational Method_Final.xls Page 1 of 1 7/14/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mosaic Condominiums Subdivision: East Ridge Fifth Filing | Mosaic Condominiums Project No.: HFH16.20 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: H. Feissner 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 G1 G1 0.58 0.93 7.8 0.53 8.69 4.6 Exist. Runoff drains to DP G1 and then combines with exist. runoff in Basin G4 K3_rev K3_rev 0.47 0.78 5.0 0.37 9.98 3.7 Runoff drains into 24" Nyloplast Dome Grate at DP K3 A1_rev A1_rev 0.74 0.80 7.3 0.59 8.86 5.2 Existing basin | Runoff drains to (2) - No. 16 combination inlets (ERSF) at DP A1 P1 P1 0.68 0.76 5.0 0.51 9.98 5.1 Runoff drains into a Double No. 16 Combination Inlet at DP P1 P2 P2 0.60 0.87 5.0 0.52 9.98 5.2 Runoff drains to a CDOT Type 'C' area inlet at DP P2 P3 P3 0.34 1.00 5.0 0.34 9.98 3.4 Runoff drains into a Triple No. 16 Combination Inlet at DP P3 P4 P4 0.49 0.96 5.0 0.48 9.98 4.7 Runoff drains to (3) - Neenah R-3362-L Grates at DP P4 P5 P5 0.71 0.82 5.0 0.59 9.98 5.8 Runoff drains to a CDOT Type 'C' area inlet at DP P5 P6 P6 0.43 1.00 5.0 0.43 9.98 4.2 Runoff drains to (3) - Neenah R-3362-L Grates at DP P6 P7a P7a 2.15 0.40 10.8 0.86 7.61 6.5 Undeveloped basin | Runoff combines with developed runoff in Basin 7b at DP 7b P7b P7b 1.30 1.00 5.4 1.30 9.76 12.6 Runoff drains into a Quintuple No. 16 Combination Inlet at DP 7b P7a & P7b P7a & P7b 3.44 0.66 13.0 2.26 7.03 15.9 Runoff drains into a Quintuple No. 16 Combination Inlet at DP 7b P8 P8 1.04 0.80 5.0 0.83 9.98 8.3 Runoff drains to a CDOT Type 'C' area inlet at DP P8 P9 P9 0.66 1.00 5.0 0.66 9.98 6.6 Runoff drains to (3) - Neenah R-3362-L Grates at DP P9 P10 P10 0.78 0.75 5.0 0.58 9.98 5.8 Runoff will drain to a series of landcape drains to be designed w/a future submittal P11 P11 0.01 0.80 5.0 0.01 9.98 0.1 Runoff combines with exist. runoff in Basin G1 P12 P12 0.05 0.34 5.0 0.02 9.98 0.2 Runoff drains to an ADS inlet and INSERTA-TEE connection at DP P12 P13a P13a 0.02 0.61 5.0 0.01 9.98 0.1 Runoff combines with exist. runoff in Basin G1 P13b P13b 0.02 0.56 5.0 0.01 9.98 0.1 Runoff combines with exist. runoff in Basin G1 P13c P13c 0.06 0.44 5.0 0.03 9.98 0.3 Runoff combines with exist. runoff in Basin G1 P13d P13d 0.05 0.44 5.0 0.02 9.98 0.2 Runoff combines with exist. runoff in Basin G1 P14 P14 0.06 0.34 5.0 0.02 9.98 0.2 Runoff drains to a grated manhole lid at DP P14 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 7/14/20 H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFH16.20_Rational Method_Final.xls Page 1 of 1 7/14/2020 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix C – Hydraulic Calculations East Ridge Second Filing Inlet and Street Capacity Calculations 20' Wide Private Alley Capacity Calculations Inlet Capacity Calculations Hydraulic Grade Line Calculations 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com East Ridge Second Filing Inlet and Street Capacity Calculations Tributary Basins Inlet Q2 Q100 Carryover from Upstream Inlet Inlet Type Inlet Size 100-Year Capacity Approximate Depth (cfs) (cfs) (feet) (cfs) (inches) A1 Inlet C11 1.1 4.8 NO No. 16 Combination Inlet 6 9.5 7.00 A2+A3 Inlet C10.1 3.2 15.4 NO Type 'R' Curb Inlet 10 15.2 7.00 A4+A5 Inlet C7.2 5.5 26.6 NO No. 16 Combination Inlet 15 19.5 7.00 A6 Inlet C7.1 2.9 13.8 NO Type 'R' Curb Inlet 15 20.2 7.00 A7+A8 Inlet C6.2 4.2 19.3 NO No. 16 Combination Inlet 15 12.8 6.00 A9 Inlet C6.1 0.6 2.8 NO No. 16 Combination Inlet 6 2.3 0.00 A10 Inlet C5A 2.5 11.8 NO Type 'R' Curb Inlet 10 12.8 6.50 A11 Inlet C5.1 2.0 9.6 YES No. 16 Combination Inlet 15 15.9 6.50 A12 Inlet C3.1 1.8 8.5 NO No. 16 Combination Inlet 12 10.1 6.00 A13 Inlet C2 1.8 8.6 NO Type 'R' Curb Inlet 10 10.4 6.00 B1 Inlet D17 1.1 5.0 NO No. 16 Combination Inlet 9 9.4 6.50 B2 Inlet D16 3.3 15.6 NO No. 16 Combination Inlet 12 12.6 6.50 B3 Inlet D15 3.5 16.7 NO No. 16 Combination Inlet 15 15.9 6.50 B4 Inlet D14 2.9 14.0 NO No. 16 Combination Inlet 15 15.9 6.50 B6 Inlet D13 3.0 14.4 NO No. 16 Combination Inlet 15 12.8 6.00 B7 Inlet D12 1.5 7.5 NO No. 16 Combination Inlet 12 10.1 6.00 B8 Inlet D10 2.1 9.7 NO No. 16 Combination Inlet 12 10.1 6.00 B9 Inlet D9 1.9 9.2 NO No. 16 Combination Inlet 12 10.1 6.00 B10 Inlet D7.1 2.6 12.1 NO No. 16 Combination Inlet 12 12.6 6.50 B11 Inlet D6 1.5 7.3 NO Type 'R' Curb Inlet 10 12.9 6.50 B12 Inlet D5 2.1 10.1 NO No. 16 Combination Inlet 12 10.1 6.00 B5+B13 thru B17 Inlet D4.1A 8.6 39.1 NO Type 'R' Curb Inlet 15 24.1 7.52 B18 Inlet D4.2 0.8 3.7 NO Type 'R' Curb Inlet 15 20.2 7.00 C1 thru C3 Inlet E17 5.8 27.0 NO No. 16 Combination Inlet 15 15.9 6.50 C4 Inlet E16.1 1.3 6.0 NO Type 'R' Curb Inlet 15 16.7 6.50 C5 thru C7 Inlet E13.1 4.8 22.7 NO No. 16 Combination Inlet 21 18.0 6.00 C8 Inlet E12 1.8 8.9 NO No. 16 Combination Inlet 18 15.4 6.00 C9 Inlet E10 2.1 9.5 NO No. 16 Combination Inlet 12 10.1 6.00 C10 Inlet E9 2.5 11.8 NO No. 16 Combination Inlet 15 12.8 6.00 C11 Inlet E8 1.9 9.4 NO No. 16 Combination Inlet 12 10.1 6.00 C12 Inlet E7 2.8 13.2 NO No. 16 Combination Inlet 12 12.6 6.50 C13 Inlet E6 2.1 10.3 NO No. 16 Combination Inlet 12 12.6 6.50 C14 Inlet E5 2.5 12.0 NO No. 16 Combination Inlet 12 12.6 6.50 C15 Inlet E4 1.7 8.1 NO No. 16 Combination Inlet 9 9.4 6.50 C16 Inlet E3.3 1.4 6.6 NO No. 16 Combination Inlet 9 7.6 6.00 C17 Inlet E3.2 2.0 9.3 NO No. 16 Combination Inlet 12 10.1 6.00 D1 Inlet E2 1.6 7.9 NO No. 16 Combination Inlet 9 7.6 6.00 D2 Inlet E1 0.8 3.7 NO No. 16 Combination Inlet 6 6.2 6.00 E1+E2 Inlet G3 2.8 13.9 NO No. 16 Combination Inlet 12 12.6 6.50 E3 Inlet G2.1 1.1 4.6 NO Type 'R' Curb Inlet 5 6.4 6.50 F1 thru F4 Inlet D2.2 5.5 26.7 NO No. 16 Combination Inlet 15 15.9 6.50 F5 Inlet D2.1 0.6 2.7 YES No. 16 Combination Inlet 12 12.6 6.50 G1 thru G5 Inlet B9.1 8.5 39.9 NO No. 16 Combination Inlet 15 38.2 9.00 G6+G7 Inlet B9A 2.3 11.2 NO Type 'R' Curb Inlet 10 22.2 9.00 H1 Inlet B6.1 0.9 4.0 NO Type 'R' Curb Inlet 5 5.4 6.00 H2 Inlet B6A 2.2 10.6 NO No. 16 Combination Inlet 12 10.1 6.00 H3 Inlet B4.1 2.0 9.2 NO No. 16 Combination Inlet 12 10.1 6.00 H4 Inlet B3.2 2.4 11.3 NO No. 16 Combination Inlet 15 12.8 6.00 H5 Inlet B3.1 1.3 6.0 NO No. 16 Combination Inlet 9 7.6 6.00 H6 Inlet B2 3.3 16.5 NO No. 16 Combination Inlet 9 4.1 4.80 I1 Inlet A4.2 2.8 14.0 NO No. 16 Combination Inlet 9 5.4 4.80 I4 Inlet A7 0.4 1.7 NO Type 'R' Curb Inlet 15 13.5 6.00 I5 Inlet A6.1 0.4 1.7 NO No. 16 Combination Inlet 3 3.9 6.00 I2+I6 Inlet A4.1 3.3 15.8 NO Type 'R' Curb Inlet 15 16.7 6.50 I3+I7 Inlet A4A 0.5 2.1 YES No. 16 Combination Inlet 3 9.4 6.50 Inlet ERSF Q2 ERSF Q100 Inlet Size Approximate Depth from ERSF ERTF Q2 ERTF Q100 Revised Depth (cfs) (cfs) (feet) (inches) (cfs) (cfs) (inches) A1 Inlet C11 1.2 5.3 NO No. 16 Combination Inlet 6 9.5 7.00 K basins bypass 0.0 2.8 7.200 10.1 A2+A3 Inlet C10.1 3.2 15.4 NO Type 'R' Curb Inlet 10 15.2 7.00 no change no change 7.200 16.5 B1 Inlet D17 1.2 5.5 NO No. 16 Combination Inlet 9 9.4 6.50 L basins bypass 0.0 3.6 7.200 12.5 B2 Inlet D16 3.3 15.6 NO No. 16 Combination Inlet 12 12.6 6.50 no change no change 7.200 16.7 ERSF: East Ridge Second Filing ERTF: East Ridge Third Filing Tributary Basins Inlet Type 100-Year Capacity ERTF Basin (cfs) Carryover from Upstream Inlet Notes 26.6 cfs > 23.5 cfs - OKAY (5.3+15.4+2.8=23.5) 29.2 cfs > 24.7 cfs - OKAY (5.5+15.6+3.6=24.7) Revised100-Year Capacity (cfs) Ʃ=26.6 Ʃ=29.2 Ʃ=24.7 Ʃ=22.0 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\HFH13.20_Rational Method.xls Page 1 of 1 7/1/2019 Exerpt from the previous page (Inlet Summary) of the inlets affected by the proposed design for East Ridge Third Filing. The above includes added columns showing the proposed increase in depth at the existing East Ridge Second Filing (ERSF) inlets. TRAVEL TRAVEL PARKING PARKING WALK C L PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT LOCAL STREET Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 27.94% Z a = 1/Sa 3.58 Za /n 223.69 Sb 9.82% Z b = 1/Sb 10.18 Zb /n 636.46 Sc 2.00% Z c = 1/Sc 50.00 Zc /n 3125.00 FL to FL Distance 15' CL to FL (DO) Select y 0.3915 water depth at flowline, ft y' 0.2766 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 84.77 10.27 29.23 11.58 56.84 Street Name Determination Determination A2 Barnstormer Street 15 Local 1.1 5.6 0.90% 8.04 1.00 8.0 Okay 21.8 1.00 21.84 Okay A3 Barnstormer Street 15 Local 2.1 10.0 0.70% 7.09 1.00 7.1 Okay 19.3 1.00 19.26 Okay A4 Yeager Street 15 Local 2.9 13.8 0.77% 7.44 1.00 7.4 Okay 20.6 1.00 20.59 Okay A5 Coleman Street 15 Local 2.6 12.6 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A6 Yeager Street | Coleman Street 15 Local 2.8 13.5 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A7 Navion Lane 15 Local 1.4 6.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A8 Navion Lane 15 Local 2.7 12.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B1 Barnstormer Street 15 Local 1.1 5.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B2 Barnstormer Street 15 Local 3.1 14.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B3 Biplane Street 15 Local 3.3 15.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B4 Biplane Street 15 Local 2.9 14.0 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B5 Marquise Street 15 Local 2.2 10.5 0.70% 7.09 1.00 7.1 Okay 17.8 1.00 17.8 Okay B6 Coleman Street 15 Local 3.0 14.4 0.85% 7.82 1.00 7.8 Okay 19.3 1.00 19.26 Okay B7 Coleman Street 15 Local 1.5 7.5 0.85% 7.82 1.00 7.8 Okay 21.2 1.00 21.22 Okay B8 Supercub Lane 15 Local 2.1 9.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B9 Supercub Lane 15 Local 1.9 9.2 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B10 Conquest Street 15 Local 2.6 12.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B11 Conquest Street 15 Local 1.5 7.3 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C1+C2 Conquest Street 15 Local 3.8 18.1 1.60% 10.72 1.00 10.7 Okay 29.1 1.00 29.12 Okay C3 Conquest Street 15 Local 2.1 9.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C11 Comet Street 15 Local 1.9 9.4 0.90% 8.04 1.00 8.0 Okay 21.8 1.00 21.84 Okay Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+26.5, 99.80) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 16.28 2.34 6.95 26.77 26.50 0.00550 17.07 2.46 6.95 26.77 26.50 0.00600 17.83 2.57 6.95 26.77 26.50 0.00650 18.56 2.67 6.95 26.77 26.50 0.00700 19.26 2.77 6.95 26.77 26.50 0.00750 19.93 2.87 6.95 26.77 26.50 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL 3/19/2016 2:13:59 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 2 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00800 20.59 2.96 6.95 26.77 26.50 0.00850 21.22 3.05 6.95 26.77 26.50 0.00900 21.84 3.14 6.95 26.77 26.50 0.00950 22.44 3.23 6.95 26.77 26.50 0.01000 23.02 3.31 6.95 26.77 26.50 0.01050 23.59 3.40 6.95 26.77 26.50 0.01100 24.14 3.47 6.95 26.77 26.50 0.01150 24.68 3.55 6.95 26.77 26.50 0.01200 25.22 3.63 6.95 26.77 26.50 0.01250 25.74 3.70 6.95 26.77 26.50 0.01300 26.25 3.78 6.95 26.77 26.50 0.01350 26.75 3.85 6.95 26.77 26.50 0.01400 27.24 3.92 6.95 26.77 26.50 0.01450 27.72 3.99 6.95 26.77 26.50 0.01500 28.19 4.06 6.95 26.77 26.50 0.01550 28.66 4.12 6.95 26.77 26.50 0.01600 29.12 4.19 6.95 26.77 26.50 0.01650 29.57 4.26 6.95 26.77 26.50 0.01700 30.01 4.32 6.95 26.77 26.50 0.01750 30.45 4.38 6.95 26.77 26.50 0.01800 30.88 4.45 6.95 26.77 26.50 0.01850 31.31 4.51 6.95 26.77 26.50 0.01900 31.73 4.57 6.95 26.77 26.50 0.01950 32.14 4.63 6.95 26.77 26.50 0.02000 32.55 4.69 6.95 26.77 26.50 3/19/2016 2:13:59 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 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 0+40.3333 99.52 0+41.5 99.40 0+42.9167 99.80 0+48.5 99.91 0+53 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+42.9167, 99.80) 0.016 (0+42.9167, 99.80) (0+48.5, 99.91) 0.025 (0+48.5, 99.91) (0+53, 100.00) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL 3/17/2016 3:48:00 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 2 Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 32.69 2.35 13.89 53.13 53.00 0.00550 34.29 2.47 13.89 53.13 53.00 0.00600 35.81 2.58 13.89 53.13 53.00 0.00650 37.27 2.68 13.89 53.13 53.00 0.00700 38.68 2.78 13.89 53.13 53.00 0.00750 40.04 2.88 13.89 53.13 53.00 0.00800 41.35 2.98 13.89 53.13 53.00 0.00850 42.62 3.07 13.89 53.13 53.00 0.00900 43.86 3.16 13.89 53.13 53.00 0.00950 45.06 3.24 13.89 53.13 53.00 0.01000 46.23 3.33 13.89 53.13 53.00 0.01050 47.37 3.41 13.89 53.13 53.00 0.01100 48.49 3.49 13.89 53.13 53.00 0.01150 49.58 3.57 13.89 53.13 53.00 0.01200 50.64 3.64 13.89 53.13 53.00 0.01250 51.69 3.72 13.89 53.13 53.00 0.01300 52.71 3.79 13.89 53.13 53.00 0.01350 53.72 3.87 13.89 53.13 53.00 0.01400 54.70 3.94 13.89 53.13 53.00 0.01450 55.67 4.01 13.89 53.13 53.00 0.01500 56.62 4.08 13.89 53.13 53.00 0.01550 57.56 4.14 13.89 53.13 53.00 0.01600 58.48 4.21 13.89 53.13 53.00 0.01650 59.39 4.27 13.89 53.13 53.00 0.01700 60.28 4.34 13.89 53.13 53.00 0.01750 61.16 4.40 13.89 53.13 53.00 0.01800 62.03 4.46 13.89 53.13 53.00 0.01850 62.88 4.53 13.89 53.13 53.00 0.01900 63.73 4.59 13.89 53.13 53.00 0.01950 64.56 4.65 13.89 53.13 53.00 0.02000 65.38 4.71 13.89 53.13 53.00 3/17/2016 3:48:00 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 2 of 2 Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00% Za = 1/Sa 0.00 Za/n 0.00 Sb 8.33% Zb = 1/Sb 12.00 Zb/n 750.30 Sc 2.00% Zc = 1/Sc 50.00 Zc/n 3125.00 FL to FL Distance 15' CL to FL (Vert.) Select y 0.43 water depth at flowline, ft y' 0.26 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 79.95 0.00 43.33 11.57 48.19 Street Name Determination Determination A1 Barnstormer Street 15 Local 1.1 4.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A9 Conquest Street 15 Local 0.6 2.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A10 Zeppelin Way 15 Local 2.5 11.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay B1 Barnstormer Street 15 Local 1.1 5.1 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B2 Barnstormer Street 15 Local 3.1 14.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B5+B13+B16 Marquis Street 15 Local 4.6 21.1 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay B14+B15 Marquis Street 15 Local 3.1 14.9 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay C4 Conquest Street 15 Local 1.3 6.0 1.60% 10.11 1.00 10.1 Okay 36.5 1.00 36.5 Okay C7 Quinby Street 15 Local 1.6 6.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay C10 Comet Street 15 Local 2.5 11.8 0.90% 7.59 1.00 7.6 Okay 27.4 1.00 27.4 Okay D1 Dassault Street 15 Local 1.5 7.3 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay F3 Comet Street 15 Local 1.2 5.8 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay F1 thru F4 2 Dassault Street 15 Local 5.5 26.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Problem G1 Vicot Way 15 Local 1.0 4.6 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay G2+G3 Vicot Way 15 Local 3.8 18.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay G4 Vicot Way 15 Local 1.9 9.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. 2. Capacity is Okay. ~11 cfs approaches from the south and additional capacity is available on the west side of Dassault Street in Basin F5. Inputs Results Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.43 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 4.48 1.89 2.38 15.44 15.00 0.00550 4.70 1.98 2.38 15.44 15.00 0.00600 4.91 2.07 2.38 15.44 15.00 0.00650 5.11 2.15 2.38 15.44 15.00 0.00700 5.31 2.23 2.38 15.44 15.00 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:20:57 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 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 5.49 2.31 2.38 15.44 15.00 0.00800 5.67 2.39 2.38 15.44 15.00 0.00850 5.85 2.46 2.38 15.44 15.00 0.00900 6.02 2.53 2.38 15.44 15.00 0.00950 6.18 2.60 2.38 15.44 15.00 0.01000 6.34 2.67 2.38 15.44 15.00 0.01050 6.50 2.73 2.38 15.44 15.00 0.01100 6.65 2.80 2.38 15.44 15.00 0.01150 6.80 2.86 2.38 15.44 15.00 0.01200 6.95 2.92 2.38 15.44 15.00 0.01250 7.09 2.98 2.38 15.44 15.00 0.01300 7.23 3.04 2.38 15.44 15.00 0.01350 7.37 3.10 2.38 15.44 15.00 0.01400 7.50 3.16 2.38 15.44 15.00 0.01450 7.64 3.21 2.38 15.44 15.00 0.01500 7.77 3.27 2.38 15.44 15.00 0.01550 7.89 3.32 2.38 15.44 15.00 0.01600 8.02 3.37 2.38 15.44 15.00 0.01650 8.14 3.43 2.38 15.44 15.00 0.01700 8.27 3.48 2.38 15.44 15.00 0.01750 8.39 3.53 2.38 15.44 15.00 0.01800 8.51 3.58 2.38 15.44 15.00 0.01850 8.62 3.63 2.38 15.44 15.00 0.01900 8.74 3.68 2.38 15.44 15.00 0.01950 8.85 3.73 2.38 15.44 15.00 0.02000 8.97 3.77 2.38 15.44 15.00 3/19/2016 2:20:57 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 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.72 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 20.40 2.52 8.10 27.31 26.50 0.00550 21.39 2.64 8.10 27.31 26.50 0.00600 22.35 2.76 8.10 27.31 26.50 0.00650 23.26 2.87 8.10 27.31 26.50 0.00700 24.14 2.98 8.10 27.31 26.50 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:18:13 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 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 24.98 3.09 8.10 27.31 26.50 0.00800 25.80 3.19 8.10 27.31 26.50 0.00850 26.60 3.29 8.10 27.31 26.50 0.00900 27.37 3.38 8.10 27.31 26.50 0.00950 28.12 3.47 8.10 27.31 26.50 0.01000 28.85 3.56 8.10 27.31 26.50 0.01050 29.56 3.65 8.10 27.31 26.50 0.01100 30.26 3.74 8.10 27.31 26.50 0.01150 30.94 3.82 8.10 27.31 26.50 0.01200 31.60 3.90 8.10 27.31 26.50 0.01250 32.25 3.98 8.10 27.31 26.50 0.01300 32.89 4.06 8.10 27.31 26.50 0.01350 33.52 4.14 8.10 27.31 26.50 0.01400 34.13 4.22 8.10 27.31 26.50 0.01450 34.74 4.29 8.10 27.31 26.50 0.01500 35.33 4.36 8.10 27.31 26.50 0.01550 35.92 4.44 8.10 27.31 26.50 0.01600 36.49 4.51 8.10 27.31 26.50 0.01650 37.06 4.58 8.10 27.31 26.50 0.01700 37.61 4.65 8.10 27.31 26.50 0.01750 38.16 4.71 8.10 27.31 26.50 0.01800 38.70 4.78 8.10 27.31 26.50 0.01850 39.24 4.85 8.10 27.31 26.50 0.01900 39.76 4.91 8.10 27.31 26.50 0.01950 40.28 4.98 8.10 27.31 26.50 0.02000 40.80 5.04 8.10 27.31 26.50 3/19/2016 2:18:13 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 2 of 2 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com 20’ Wide Private Alley Section Capacity Calculations Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.012 ft/ft Normal Depth 0.23 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+05 99.75 0+15 99.55 0+25 99.75 0+30 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+30, 100.00) 0.016 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Discharge 6.60 ft³/s Elevation Range 99.55 to 100.00 ft Flow Area 2.62 ft² Wetted Perimeter 21.21 ft Hydraulic Radius 0.12 ft Top Width 21.20 ft Normal Depth 0.23 ft Critical Depth 0.25 ft 20' Wide Private Alley Cross-Section w/5' Wide Drive Each Side 7/15/2020 10:41:55 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 2 Results Critical Slope 0.00718 ft/ft Velocity 2.52 ft/s Velocity Head 0.10 ft Specific Energy 0.33 ft Froude Number 1.27 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.23 ft Critical Depth 0.25 ft Channel Slope 0.012 ft/ft Critical Slope 0.00718 ft/ft 20' Wide Private Alley Cross-Section w/5' Wide Drive Each Side 7/15/2020 10:41:55 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 2 of 2 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Inlet Capacity Calculations Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 19.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.32 6.00 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * S x * 12)) a = 1.51 1.51 inches Water Depth at Gutter Flowline d = 6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.313 0.313 Discharge outside the Gutter Section W, carried in Section TX Q X = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - Q X) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 15.9 18.7 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 13.9 16.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.375 0.318 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH Q X TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) Q Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) 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 = 5.32 6.00 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 = 1.50 1.50 Clogging Factor for Multiple Units Clog = 0.38 0.38 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 5.0 6.6 cfs Interception with Clogging Qwa = 3.1 4.1 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 10.6 11.2 cfs Interception with Clogging Qoa = 6.6 7.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.5 7.8 cfs Interception with Clogging Qma = 4.1 4.8 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 3.1 4.1 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 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 19.0 ft Gutter Width W = 1.67 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.0982 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.012 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.53 5.53 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * S x * 12)) a = 1.56 1.56 inches Water Depth at Gutter Flowline d = 6.12 6.12 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.3 17.3 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.269 0.269 Discharge outside the Gutter Section W, carried in Section TX Q X = 11.4 11.4 cfs Discharge within the Gutter Section W (QT - Q X) QW = 4.2 4.2 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 15.5 15.5 cfs Flow Velocity within the Gutter Section V = 4.1 4.1 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 2.1 2.1 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 16.5 16.5 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.9 14.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.312 0.312 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH Q X TH = 7.5 7.5 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) Q Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.9 3.4 cfs Water Spread Width T = 5.1 10.1 ft Water Depth at Flowline (outside of local depression) d = 2.8 4.0 inches Water Depth at Street Crown (or at TMAX) d CROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.841 0.510 Discharge outside the Gutter Section W, carried in Section Tx Q x = 0.1 1.7 cfs Discharge within the Gutter Section W Qw = 0.8 1.7 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.25 0.42 sq ft Velocity within the Gutter Section W VW = 3.0 4.1 fps Water Depth for Design Condition dLOCAL = 4.8 6.0 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = 9.00 9.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE = 0.848 0.519 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = 3.53 3.53 fps Interception Rate of Frontal Flow Rf = 1.00 1.00 Interception Rate of Side Flow Rx = 0.80 0.74 Interception Capacity Qi = 0.9 3.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.75 1.75 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.29 0.29 Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 6.38 6.38 ft Minimum Velocity Where Grate Splash-Over Begins Vo = 2.97 2.97 fps Interception Rate of Frontal Flow Rf = 1.00 1.00 Interception Rate of Side Flow Rx = 0.65 0.57 Actual Interception Capacity Qa = 0.9 2.7 cfs Carry-Over Flow = Qo-Q a (to be applied to curb opening or next d/s inlet) Qb = 0.0 0.7 cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) S e = 0.170 0.111 ft/ft Required Length LT to Have 100% Interception L T = 0.95 4.58 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.95 4.58 ft Interception Capacity Qi = 0.2 0.5 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 8.70 8.70 ft Actual Interception Capacity Qa = 0.2 0.5 cfs Carry-Over Flow = Qb(GRATE)-Q a Qb = 0.0 0.2 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.0 3.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.2 cfs Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.025 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 19.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.32 6.50 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.56 4.56 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * S x * 12)) a = 1.51 1.51 inches Water Depth at Gutter Flowline d = 6.07 6.07 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.0 17.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.313 0.313 Discharge outside the Gutter Section W, carried in Section TX Q X = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - Q X) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 15.9 20.8 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 13.9 18.8 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.375 0.285 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH Q X TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) Q Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.32 6.50 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 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.466 0.564 ft Depth for Curb Opening Weir Equation dCurb = 0.28 0.38 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.50 0.61 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.74 0.82 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.50 0.61 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.1 15.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 3.6 15.9 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths HFH16.20_UD-Inlet_v4.xlsm, DP 7b 7/14/2020, 3:28 PM Location: DPs P2, P5, P8a and P8b Grate: CDOT Type C w/Close Mesh Grate Number of Grates: 1 Catalog Dimensions Length: 2.92 ft 35.00 in Width: 2.92 ft 35.00 in Number of Sides: 4 Grate Area: 8.51 sq ft Open Area Ratio: 0.70 Open Area: 5.95 sq ft Clogging factor: 50% n: 35% Weir Length, L 11.67 ft Open Area, A 8.51 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 DP P2: FL elev.=50.10 Water Depth, d Elevation QW-INLET QO-INLET Inflow DP P5: FL elev.=47.90 ft ft cfs cfs cfs DP P8a: FL elev.=45.89 0.00 5000.00 0.0 0.0 0.0 DP P8b: FL elev.=44.59 0.05 5000.05 0.4 3.4 0.4 0.10 5000.10 1.1 4.8 1.1 DP P8b Q2=0.6cfs 0.15 5000.15 2.0 5.9 2.0 DPs: P2 Q2=1.2cfs, P5 Q2=1.3cfs, P8a Q2=1.3cfs 0.20 5000.20 3.1 6.8 3.1 DP P8b Q100=2.7cfs, 0.25 5000.25 4.4 7.6 4.4 0.30 5000.30 5.8 8.4 5.8 DPs: P2 Q100=5.2cfs, P5 Q100=5.8cfs, P8a Q100=5.6cfs, 0.35 5000.35 7.2 9.0 7.2 0.40 5000.40 8.9 9.7 8.9 0.45 5000.45 10.6 10.3 10.3 0.50 5000.50 12.4 10.8 10.8 0.55 5000.55 14.3 11.3 11.3 0.60 5000.60 16.3 11.8 11.8 0.65 5000.65 18.3 12.3 12.3 0.70 5000.70 20.5 12.8 12.8 0.75 5000.75 22.7 13.2 13.2 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | CDOT Type 'C' Inlet - Close Mesh 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 Qw-INLET Qo-INLET Inflow Location: DPs P4, P6 and P9 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 8.71 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH)1/2 Cw 3.00 C0 0.64 Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.0 0.0 0.0 0.05 5000.05 0.8 5.0 0.8 0.10 5000.10 2.1 7.1 2.1 0.15 5000.15 3.9 8.7 3.9 0.20 5000.20 6.0 10.0 6.0 DP P4 Q2=1.1cfs and Q100=4.7cfs, DP P6 Q2=1.1cfs and Q100=4.2cfs 0.25 5000.25 8.4 11.2 8.4 DP P9 Q2=1.7cfs and Q100=6.6cfs 0.30 5000.30 11.1 12.2 11.1 0.35 5000.35 13.9 13.2 13.2 0.40 5000.40 17.0 14.1 14.1 0.45 5000.45 20.3 15.0 15.0 0.50 5000.50 23.8 15.8 15.8 0.55 5000.55 27.5 16.6 16.6 0.60 5000.60 31.3 17.3 17.3 0.65 5000.65 35.3 18.0 18.0 0.70 5000.70 39.4 18.7 18.7 0.75 5000.75 43.7 19.4 19.4 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | (3) - Neenah R-3362-L Grates 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 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 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Hydraulic Grade Line Calculations Column Number→ 1 2 3 4 5 6 7 8 Start Node (In) Stop Node (Out) Pipe Hydraulic Grade Line (In) (ft) Pipe Hydraulic Grade Line (Out) (ft) Pipe Energy Grade Line (In) (ft) Pipe Energy Grade Line (Out) (ft) Downstream Structure Hydraulic Grade Line (In) (ft) Downstream Structure Hydraulic Grade Line (Out) (ft) Downstream Structure Energy Grade Line (In) (ft) Downstream Structure Energy Grade Line (Out) (ft) 12 INLET 1-8.3 STMH 1-8.2 4950.37 4950.24 4950.51 4950.37 4950.18 4950.16 4950.32 4950.29 STMH 1-8.2 STMH 1-8.1 4950.16 4949.99 4950.29 4950.12 4949.93 4949.72 4950.06 4950.23 INLET 1-8.1-1 STMH 1-8.1 4950.07 4949.99 4950.21 4950.13 4949.93 4949.72 4950.06 4950.23 STMH 1-8.1 INSERTA-TEE_2 4949.72 4949.46 4950.23 4949.97 4949.26 4949.16 4949.77 4949.66 INSERTA-TEE_2 STMH 1-8 4949.16 4948.69 4949.66 4949.19 4948.48 4948.09 4948.60 4948.97 INLET 1-9 STMH 1-8 4948.85 4948.53 4948.97 4948.65 4948.48 4948.09 4948.60 4948.97 STMH 1-8 INLET 1-7 4948.09 4947.83 4948.97 4948.72 4947.48 4947.35 4948.36 4947.85 INLET 1-7 STMH 1-6 4947.35 4947.06 4947.85 4947.56 4946.86 4946.67 4947.36 4947.16 STMH 1-6 STMH 1-5 4946.67 4946.18 4947.16 4946.68 4945.99 4945.92 4946.16 4946.26 INLET 1-5.1 STMH 1-5 4946.14 4946.05 4946.31 4946.22 4945.99 4945.92 4946.16 4946.26 STMH 1-5 STMH 1-4 4945.92 4945.56 4946.26 4945.90 4945.42 4945.33 4945.51 4945.78 INLET 1-4.1 STMH 1-4 4945.47 4945.46 4945.56 4945.55 4945.42 4945.33 4945.51 4945.78 STMH 1-4 INSERTA-TEE_1 4945.33 4945.09 4945.78 4945.54 4944.91 4944.82 4945.36 4945.26 INSERTA-TEE_1 INLET 1-3 4944.82 4944.60 4945.26 4945.04 4944.60 4944.60 4945.04 4945.16 INLET 1-3.3 STMH 1-3.2 4946.86 4946.66 4947.31 4947.12 4946.48 4946.35 4946.93 4946.80 STMH 1-3.2 STMH 1-3.1 4946.35 4945.28 4946.80 4945.73 4945.10 4945.04 4945.25 4945.32 INLET 1-3.1-1 STMH 1-3.1 4945.22 4945.16 4945.37 4945.32 4945.10 4945.04 4945.25 4945.32 STMH 1-3.1 INLET 1-3 4945.04 4944.60 4945.32 4944.87 4944.60 4944.60 4945.04 4945.16 INLET 1-3 STMH 1-2 4945.54 4945.18 4946.11 4945.74 4944.96 4944.88 4945.17 4945.25 INLET 1-2.1 STMH 1-2 4945.10 4945.04 4945.32 4945.26 4944.96 4944.88 4945.17 4945.25 STMH 1-2 STMH 1-1 4944.88 4944.70 4945.25 4945.07 4944.56 4940.61 4944.93 4941.57 STMH 1-1 O-1 (FES B8.2) 4940.61 4940.21 4941.57 4941.39 (N/A) (N/A) (N/A) (N/A) HGL and EGL Results 1,2 Storm Drain A Notes: Column Number→ 1 2 3 4 5 6 7 8 Start Node (In) Stop Node (Out) Pipe Hydraulic Grade Line (In) (ft) Pipe Hydraulic Grade Line (Out) (ft) Pipe Energy Grade Line (In) (ft) Pipe Energy Grade Line (Out) (ft) Downstream Structure Hydraulic Grade Line (In) (ft) Downstream Structure Hydraulic Grade Line (Out) (ft) Downstream Structure Energy Grade Line (In) (ft) Downstream Structure Energy Grade Line (Out) (ft) 12 INLET 1-8.3 STMH 1-8.2 4950.37 4950.24 4950.51 4950.37 4950.18 4950.16 4950.32 4950.29 STMH 1-8.2 STMH 1-8.1 4950.16 4949.99 4950.29 4950.12 4949.93 4949.72 4950.06 4950.23 INLET 1-8.1-1 STMH 1-8.1 4950.07 4949.99 4950.21 4950.13 4949.93 4949.72 4950.06 4950.23 STMH 1-8.1 INSERTA-TEE_2 4949.72 4949.46 4950.23 4949.97 4949.26 4949.16 4949.77 4949.66 INSERTA-TEE_2 STMH 1-8 4949.16 4948.69 4949.66 4949.19 4948.48 4948.09 4948.60 4948.97 INLET 1-9 STMH 1-8 4948.85 4948.53 4948.97 4948.65 4948.48 4948.09 4948.60 4948.97 STMH 1-8 INLET 1-7 4948.09 4947.83 4948.97 4948.72 4947.48 4947.35 4948.36 4947.85 INLET 1-7 STMH 1-6 4947.35 4947.06 4947.85 4947.56 4946.86 4946.67 4947.36 4947.16 STMH 1-6 STMH 1-5 4946.67 4946.18 4947.16 4946.68 4945.99 4945.92 4946.16 4946.26 INLET 1-5.1 STMH 1-5 4946.14 4946.05 4946.31 4946.22 4945.99 4945.92 4946.16 4946.26 STMH 1-5 STMH 1-4 4945.92 4945.56 4946.26 4945.90 4945.42 4945.33 4945.51 4945.78 INLET 1-4.1 STMH 1-4 4945.47 4945.46 4945.56 4945.55 4945.42 4945.33 4945.51 4945.78 STMH 1-4 INSERTA-TEE_1 4945.33 4945.09 4945.78 4945.54 4944.91 4944.82 4945.36 4945.26 INSERTA-TEE_1 INLET 1-3 4944.82 4944.60 4945.26 4945.04 4944.60 4944.60 4945.04 4945.16 INLET 1-3.3 STMH 1-3.2 4946.86 4946.66 4947.31 4947.12 4946.48 4946.35 4946.93 4946.80 STMH 1-3.2 STMH 1-3.1 4946.35 4945.28 4946.80 4945.73 4945.10 4945.04 4945.25 4945.32 INLET 1-3.1-1 STMH 1-3.1 4945.22 4945.16 4945.37 4945.32 4945.10 4945.04 4945.25 4945.32 STMH 1-3.1 INLET 1-3 4945.04 4944.60 4945.32 4944.87 4944.60 4944.60 4945.04 4945.16 INLET 1-3 STMH 1-2 4945.54 4945.18 4946.11 4945.74 4944.96 4944.88 4945.17 4945.25 INLET 1-2.1 STMH 1-2 4945.10 4945.04 4945.32 4945.26 4944.96 4944.88 4945.17 4945.25 STMH 1-2 STMH 1-1 4944.88 4944.70 4945.25 4945.07 4944.56 4940.61 4944.93 4941.57 STMH 1-1 O-1 (FES B8.2) 4940.61 4940.21 4941.57 4941.39 (N/A) (N/A) (N/A) (N/A) Notes: 1. Headloss Method: HEC-22 Energy (Third Edition) 2. Results show entrance and structure losses (e.g., entrance loss at SDMH A2 = column 2 - column 5, structure loss = column 5 - column 6, total loss = entrance loss + structure loss) HGL and EGL Results 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 12''W 12''W 12''W 12''W 12''W 12''W 12''W 8''SS 8''W 8''W S 12''W S S S S S S S LOT 5 LOT 6 LOT 4 LOT 2 LOT 3 LOT 4 LOT 1 LOT 1 LOT 2 LOT 16 LOT 15 LOT 3 LOT 14 LOT 4 LOT 13 LOT 5 LOT 12 LOT 6 LOT 11 LOT 7 LOT 10 LOT 8 LOT 9 BLOCK 7 BLOCK 7 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\CADD\3-CD\HFHLV16_C7.0_Storm.dwg - Donald Cecil - 7/15/2020 # Date Issue / Description Init. EASTRIDGE FIFTH FILING MOSAIC CONDOMINIUMS FORT COLLINS, COLORADO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED S S BLOCK 7 8''SS 8''SS 12''W S S S S 8''SS 8''SS 12''W 12''W S S 8''SS 8''SS 12''W 12''W 12''W - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\CADD\3-CD\HFHLV16_C7.1_Storm.dwg - Donald Cecil - 7/15/2020 # Date Issue / Description Init. EASTRIDGE FIFTH FILING MOSAIC CONDOMINIUMS FORT COLLINS, COLORADO 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 GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 07.14.20 HFH000016 STORM DRAIN PLAN & PROFILE C7.1 NEW JEP S S 12''W S S S 12''W 12''W S LOT 1 8''SS 12''W - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\CADD\3-CD\HFHLV16_C7.1_Storm.dwg - Donald Cecil - 7/15/2020 # Date Issue / Description Init. EASTRIDGE FIFTH FILING MOSAIC CONDOMINIUMS FORT COLLINS, COLORADO 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 GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 07.14.20 HFH000016 STORM DRAIN PLAN & PROFILE C7.2 NEW JEP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix D – Supporting Documentation Preliminary Geotechnical Investigation for East Ridge Second Filing Excerpts from Final Drainage Report East Ridge Second Filing 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Preliminary Geotechnical Investigation for East Ridge Second Filing 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Excerpts from: - Final Drainage Report East Ridge Second Filing - Final Drainage Report East Ridge Third Filing Mosaic Townhomes 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. ÞßÎÒÍÌÑÎÓÛÎ ÍÌÎÛÛÌ Þ×ÐÔßÒÛ ÍÌÎÛÛÌ ÝÑÔÛÓßÒ ÍÌÎÛÛÌ ÍËÐÛÎÝËÞ ÔßÒÛ ÝÑÒÏËÛÍÌ ÍÌÎÛÛÌ ÍÇÕÛÍ ÜÎ×ÊÛ ÝÑÓÛÌ ÍÌÎÛÛÌ øÞ÷ ÎÛÔ×ßÒÌ ÍÌÎÛÛÌ ÝÎËÍßÜÛÎ ÍÌÎÛÛÌ øÞ÷ Ê×ÝÑÌÉßÇ ÐÎ×ÊßÌÛ ÜÎ× ÊÛßß ÆÛÐÐÛÔ×ÒÉß Ç ÐÎ×ÊßÌÛ ÜÎ×ÊÛÌ×ÙÛÎÝß ÌÉßÇ ÒßÊ×ÑÒ ÔßÒÛ Ê×ÝÑÌ ÉßÇ ÇÛßÙÛÎ ÍÌÎÛÛÌ ÓßÎÏË×ÍÛÍÌÎÛÛÌ Úß×ÎÝØ×ÔÜ ÍÌÎÛÛÌ ÏË×ÒÞÇÍÌÎÛÛÌ Úß×ÎÝØ×ÔÜ ÍÌÎÛÛÌ ÜßÍÍßËÔÌ ÍÌÎÛÛÌ ÜÛÔÑÆ×ÛÎÎÑßÜ ÍÇÕÛÍÜÎ×Ê Û ÞßÎÒÍÌÑÎÓÛÎ ÍÌÎÛÛÌ Þ×ÐÔßÒÛ ÍÌÎÛÛÌ ÝÑÔÛÓßÒ ÍÌÎÛÛÌ Ê×ÝÑÌ ÉßÇ Ê×ÝÑÌ ÉßÇ ÝÑÒÏËÛÍÌ ÍÌÎÛÛÌ ÝÑÒÏËÛÍÌ ÍÌ ÎÛÛÌ ÝÑÒÏËÛÍÌÉß Ç ßÔÔÛÇ ß ßÔÔÛÇ ß ßÔÔÛÇß ß ÔÔÛÇß ßÔÔÛÇ ß ßÔÔÛÇ ß ÏË×ÒÞÇÍÌÎÛÛÌ ÓßÎÏË ×ÍÛ ÍÌÎÛ ÛÌ ÝÎËÍßÜÛÎ ÍÌÎÛÛÌ øß÷ ÆÛÐÐÛÔ×ÒÉßÇ ÆÛÐÐÛÔ×Ò ÉßÇ ÍÇÕÛÍÜÎ×ÊÛ ßÔÔÛÇ Þ Ý ÑÓÛÌ ÍÌÎÛÛÌ ø ß÷ ÐÎ×ÊßÌÛÜÎ×ÊÛ ÝÑÓÛÌÍÌÎÛÛÌ Fut-A Fut-B BARNSTORMER STREET BARNSTORMER STREET VINE DRIVE VINE DRIVE BURLINGTON NORTHERN RAILROAD BURLINGTON NORTHERN RAILROAD K3 K4 K5 K6 K7 K8 K9 K10 K11 L1 L2 L3 L4 L5 L6 L7 L8 OS1 A1 A2 A3 B1 B2 OS3 OS4 OS5 OS6 OS7 OS8 OS9 53 52 52 51 51 51 52 52 52 52 52 53 52 52 49 49 49 49 49 51 51 51 51 52 52 52 52 53 53 53 53 53 53 51 51 53 52 51 51 52 54 54 54 54 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix E Proposed Condition Drainage Map TRACT A NAVION LANE VICOT WAY BARNSTORMER STREET VICOT WAY CONQUEST STREET EST WAY ALLEY A ALLEY A ZEPPELIN WAY Fut-G1 Fut-G2 P1 P2 P3 P4 P5 P6 P7b P9 P8b P7a P10 K3 A1 OS2 G1 acres P3 0.90 1.00 0.34 acres P1 0.61 0.76 0.68 acres P10 0.60 0.75 0.78 acres P9 0.90 1.00 0.66 acres P7b 0.86 1.00 1.30 acres P6 0.86 1.00 0.43 acres P5 0.66 0.82 0.71 acres P4 0.77 0.96 0.49 acres P2 0.70 0.87 0.60 acres P8 0.64 0.80 acres 1.04 P7a 0.32 0.40 2.15 acres K3_rev 0.62 0.78 0.47 acres A1_rev 0.64 0.80 0.74 acres OS2 0.25 0.31 0.02 acres G1 0.74 0.93 0.58 acres P11 0.64 0.80 0.01 acres P12 0.27 0.34 0.05 acres P13a 0.49 0.61 0.02 acres P13b 0.45 0.56 0.02 acres P14 0.27 0.34 0.06 acres P13c 0.35 0.44 0.06 acres P13d 0.35 0.44 0.05 P8a 2 2 2 1 1 1 3 3 3 4 4 4 11 4 4 4 5 5 5 5 5 5 5 5 5 5 6 7 7 9 8 1 5 4 5 5 4 10 10 10 4 10 10 10 10 10 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO, Fort Collins - HFH000016 - Mosaic Condos\CADD\3-CD\HFHLV16_C10.0_Drainage.dwg - Donald Cecil - 8/14/2020 # Date Issue / Description Init. EASTRIDGE FIFTH FILING MOSAIC CONDOMINIUMS FORT COLLINS, COLORADO 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 GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 07.14.20 HFH000016 DRAINAGE PLAN C11.0 KJP JEP KEYMAP NAVION LANE VICOT WAY YEAGER STREET SYKES DRIVE BARNSTORMER STREET VICOT WAY CONQUEST STREET CONQUEST WAY ALLEY A ALLEY A ZEPPELIN WAY TRACT M TRACT N TRACT L TRACT A C11.0 A1 acres A1 0.23 0.45 1.00 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R SCALE: 1"=50' 0 10 20 50 City Engineer Date 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 1 2 3 4 5 6 7 8 9 10 11 54 54 53 53 53 51 52 53 53 54 52 53 54 53 53 54 54 54 53 54 53 53 54 54 54 54 52 52 52 54 53 52 54 53 52 53 51 51 54 52 53 54 54 53 54 54 54 53 53 53 54 53 52 53 54 54 56 56 54 54 53 53 52 54 54 57 56 53 54 56 54 56 56 56 57 56 57 56 57 56 acres K3 0.43 0.54 0.61 acres K4 0.68 0.85 0.71 acres K5 0.70 0.88 0.38 acres K6 0.66 0.83 0.71 acres K7 0.64 0.80 0.43 acres K8 0.70 0.87 0.66 acres K9 0.64 0.81 0.43 acres K10 0.70 0.87 0.68 acres K11 0.65 0.81 0.37 acres L1 0.49 0.61 0.08 acres L2 0.74 0.93 0.57 acres L3 0.63 0.79 0.40 acres L4 0.72 0.90 0.67 acres L5 0.63 0.78 0.40 acres L6 0.70 0.88 0.70 acres L7 0.63 0.79 0.38 acres L8 0.70 0.87 0.72 acres OS1 0.38 0.48 0.54 acres B2 0.62 0.78 2.77 acres A3 0.66 0.83 1.54 acres A2 0.68 0.86 0.70 acres A1_rev 0.64 0.80 0.74 acres OS2 0.25 0.31 0.02 acres OS3 0.25 0.31 0.09 acres OS4 0.25 0.31 0.14 acres OS5 0.25 0.31 0.15 acres OS6 0.25 0.31 0.15 acres OS7 0.25 0.31 0.12 acres OS8 0.25 0.31 0.20 acres OS9 0.25 0.31 0.19 OS2 52 52 52 53 51 53 51 52 51 51 51 52 52 52 51 52 51 51 51 52 52 52 53 53 54 53 53 52 53 52 52 54 54 54 54 54 54 54 53 54 54 54 54 54 53 54 53 PROPOSED UTILITY PLANS FOR: EAST RIDGE SECOND FILING DATED: 6.30.16 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 3 3 3 3 4 4 4 5 6 7 8 8 10 10 BURLINGTON NORTHERN RAILROAD BARNSTORMER STREET L8 L9 L10 OS10 6 56 54 56 54 56 56 57 58 58 58 58 58 57 56 56 56 57 57 57 58 57 58 57 58 acres L8 0.70 0.87 0.72 acres L9 0.66 0.82 0.36 acres L10 0.65 0.81 0.40 acres B1_rev 0.66 0.82 0.85 acres OS10 0.25 0.31 0.22 56 56 57 57 56 57 56 57 1 1 2 2 4 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. 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_North\HFHLV1.02_DR01_N.dwg - Kyle Pollock - 9/4/2019 HFH000013.20 09.04.19 # DateDescription Issue / Init. EAST RIDGE THIRD FILING - REPLAT MOSAIC 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 JEP NEW ( IN FEET ) 1 inch = ft. 60Feet 0 60 60 120 180 DRAINAGE NOTES PROPOSED AREA INLET (e.g. NYLOPLAST DRAIN BASIN WITH GRATE) PROPOSED 10' CURB CUT PROPOSED STORM DRAIN A PROPOSED STORM DRAIN B CONNECT TO EXISTING STORM DRAIN C IN EAST RIDGE SECOND FILING CONNECT TO EXISTING STORM DRAIN D IN EAST RIDGE SECOND FILING EXISTING STORM DRAIN C (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN D (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING TYPE 'R' INLET - LENGTH VARIES EXISTING NO. 16 INLET - LENGTH VARIES 1 2 3 4 5 6 7 8 9 10 Tributary Area C2 C 100 tc | 2-Year tc | 100-Year Q 2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) K3 0.61 0.43 0.54 8.7 7.6 0.6 2.9 K3 + OS2 0.63 0.43 0.53 10.1 9.0 0.6 2.7 K4 0.71 0.68 0.85 5.1 5.0 1.4 6.0 K4 + OS3 0.80 0.63 0.79 5.4 5.0 1.4 6.3 K4, OS3 + OS1 1.33 0.53 0.67 11.8 11.8 1.5 6.5 K5 0.38 0.70 0.88 5.0 5.0 0.8 3.4 K6 0.71 0.66 0.83 5.0 5.0 1.3 5.9 K6 + OS4 0.85 0.60 0.74 5.4 5.0 1.4 6.3 K7 0.43 0.64 0.80 5.0 5.0 0.8 3.5 K8 0.66 0.70 0.87 5.4 5.0 1.3 5.7 K8 + OS5 0.81 0.61 0.77 5.8 5.0 1.4 6.2 K9 0.43 0.64 0.81 5.0 5.0 0.8 3.4 K10 0.68 0.70 0.87 5.4 5.0 1.3 5.9 K10 + OS6 0.83 0.62 0.78 5.8 5.0 1.4 6.4 K11 0.37 0.65 0.81 5.0 5.0 0.7 3.0 L1 0.08 0.49 0.61 5.0 5.0 0.1 0.5 L2 0.57 0.74 0.93 5.0 5.0 1.2 5.3 L2 + OS7 0.69 0.66 0.82 5.1 5.0 1.3 5.7 L3 0.40 0.63 0.79 5.0 5.0 0.7 3.1 L4 0.67 0.72 0.90 5.0 5.0 1.4 6.0 L4 + OS8 0.87 0.61 0.76 5.1 5.0 1.5 6.6 L5 0.40 0.63 0.78 5.0 5.0 0.7 3.1 L6 0.70 0.70 0.88 5.0 5.0 1.4 6.1 L6 + OS9 0.89 0.60 0.75 5.5 5.0 1.5 6.7 L7 0.38 0.63 0.79 5.5 5.0 0.7 3.0 L8 0.72 0.70 0.87 5.8 5.0 1.4 6.2 L8 + OS10 0.94 0.59 0.74 7.1 6.0 1.4 6.5 L9 0.36 0.66 0.82 5.0 5.0 0.7 2.9 L10 0.40 0.65 0.81 5.0 5.0 0.7 3.2 A1_rev 0.74 0.64 0.80 8.2 7.3 1.1 5.2 B1_rev 0.85 0.66 0.82 10.7 9.7 1.2 5.5 14.32 OS1 0.54 0.38 0.48 13.7 13.2 0.4 1.8 OS2 0.02 0.25 0.31 5.0 5.0 0.0 0.1 OS3 0.09 0.25 5.0 5.0 0.1 0.3 OS4 0.14 0.25 0.31 5.0 5.0 0.1 0.4 OS5 0.15 0.25 0.31 5.0 5.0 0.1 0.5 OS6 0.15 0.25 0.31 5.0 5.0 0.1 0.5 OS7 0.12 0.25 0.31 5.0 5.0 0.1 0.4 OS8 0.20 0.25 0.31 5.0 5.0 0.1 0.6 OS9 0.19 0.25 0.31 5.0 5.0 0.1 0.6 OS10 0.22 0.25 0.31 5.0 5.0 0.2 0.7 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=4933.93 0.75 N/A 3 - Extended Detention Basin (EDB) C and D Basins 23.74 WQ=4931.78 0.61 40-Hour Drain Time 4 - Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 WQ=4932.13 0.94 40-Hour Drain Time 5 - Sand Filter (SF) I Basins (Includes Fut-I and Fut-TL3) 14.28 WQ=4931.87 0.33 N/A 6 - Grass Buffer LID feature for Neighborhood Park future parking lot and impervious area around perimeter 21.31 N/A N/A N/A MATCHLINE-SEE BELOW MATCHLINE-SEE ABOVE DESIGN POINT MAJOR BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DRAINAGE SYMBOLS: LEGEND: DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR EXISTING BASIN BOUNDARY (PER PROPOSED UTILITY PLANS FOR EAST RIDGE SECOND FILING DATED: 6.30.16) 4910 98 4552 4550 A1 BASIN ID MINOR (2YEAR) RUNOFF COEFFICIENT MAJOR (100YEAR) RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.23 0.45 1.00 EXISTING STORM INLET Ð Î×ÊßÌÛ ÜÎ×ÊÛ ÝÎËÍßÜÛÎ ÍÌÎÛÛÌ ÐÎ×ÊßÌÛ Ü Î×ÊÛÝ ÐÎ×ÊßÌÛÜÎ×ÊÛ Ì×ÙÛÎÝßÌÉßÇ ï ë ì î í ê ê é ÚËÌËÎÛ ÒÛ×ÙØÞÑÎØÑÑÜ ÐßÎÕ øoèòð ßÝ÷ ÒßÌËÎßÔ ØßÞ×ÌßÌ ÞËÚÚÛÎ ÆÑÒÛ ÉÛÌÔßÒÜÍ ÞÑËÒÜßÎÇ ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î ý ÌØÛÍÛ ÐÔßÒÍ ßÎÛ ßÒ ×ÒÍÌÎËÓÛÒÌ ÑÚ ÍÛÎÊ×ÝÛ ßÒÜ ßÎÛ ÌØÛ ÐÎÑÐÛÎÌÇ ÑÚ ÙßÔÔÑÉßÇô ßÒÜ ÓßÇ ÒÑÌ ÞÛ ÜËÐÔ×ÝßÌÛÜô Ü×ÍÝÔÑÍÛÜô ÑÎ ÎÛÐÎÑÜËÝÛÜ É×ÌØÑËÌ ÌØÛ ÉÎ×ÌÌÛÒ ÝÑÒÍÛÒÌ ÑÚ ÌØÛ ßÎÝØ×ÌÛÝÌò ÝÑÐÇÎ×ÙØÌÍ ßÒÜ ×ÒÚÎ×ÒÙÛÓÛÒÌÍ É×ÔÔ ÞÛ ÛÒÚÑÎÝÛÜ ßÒÜ ÐÎÑÍÛÝËÌÛÜò íéêð Ûò ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ïò Þ×ÑÍÉßÔÛ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ ßóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóß÷ ÜÛÍ×ÙÒ ÚÔÑÉæ Ïî ¢ îéòï ÝÚÍ ÔÛÒÙÌØæ ìëð ÚÌô ÝØßÒÒÛÔ ÍÔÑÐÛæ ðòððîë ÚÌñÚÌô ÝØßÒÒÛÔ Í×ÜÛ ÍÔÑÐÛÍæ ëæïô ÞÑÌÌÑÓ É×ÜÌØæ íð ÚÌ îò ÍßÒÜ Ú×ÔÌÛÎ øÍÚ÷ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Þóô Ûó ßÒÜ ÚóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóÞ÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòéë ßÝóÚÌ íò ÛÈÌÛÒÜÛÜ ÜÛÌÛÒÌ×ÑÒ ÞßÍ×Ò øÛÜÞ÷ ó ÉÏÝÊæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Ýó ßÒÜ ÜóÞßÍ×ÒÍ ÜÛÍ×ÙÒ 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 R SCALE: 1"=50' 0 10 20 50 KEYMAP NAVION LANE VICOT WAY YEAGER STREET SYKES DRIVE BARNSTORMER STREET VICOT WAY CONQUEST STREET CONQUEST WAY ALLEY A ALLEY A ZEPPELIN WAY TRACT M TRACT N TRACT L TRACT A City Engineer Date 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 LEGEND: T E GAS NOTES: STA: SCALE: H: 1"= V: 1"= STORM 1-8 to 80+00.00 82+07.63 50 5 SCALE: 1"=50' 0 10 20 50 STA: SCALE: H: 1"= V: 1"= STORM 1-8.1 to 180+00.00 180+33.35 50 5 SCALE: 1"=50' 0 10 20 50 STA: SCALE: H: 1"= V: 1"= STORM 1-5 to 50+00.00 50+27.05 50 5 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R KEYMAP NAVION LANE VICOT WAY YEAGER STREET SYKES DRIVE BARNSTORMER STREET VICOT WAY CONQUEST STREET CONQUEST WAY ALLEY A ALLEY A ZEPPELIN WAY TRACT M TRACT N TRACT L TRACT A City Engineer Date 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 LEGEND: T E GAS NOTES: STA: SCALE: H: 1"= V: 1"= STORM 1-4 to 40+00.00 40+08.17 50 5 SCALE: 1"=50' 0 10 20 50 STA: SCALE: H: 1"= V: 1"= STORM 1-3 to 30+00.00 34+01.11 50 5 SCALE: 1"=50' 0 10 20 50 STA: SCALE: H: 1"= V: 1"= STORM 1-2 to 20+00.00 20+14.65 50 5 SCALE: 1"=50' 0 10 20 50 WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Date: Drawn By: Project No: Checked By: 07.14.20 HFH000016 STORM DRAIN PLAN & PROFILE C7.0 NEW JEP CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R SCALE: 1"=50' 0 10 20 50 KEYMAP NAVION LANE VICOT WAY YEAGER STREET SYKES DRIVE BARNSTORMER STREET VICOT WAY CONQUEST STREET CONQUEST WAY ALLEY A ALLEY A ZEPPELIN WAY TRACT M TRACT N TRACT L TRACT A City Engineer Date 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 LEGEND: T E GAS NOTES: STA: SCALE: H: 1"= V: 1"= STORM 1 to 10+00.00 16+52.48 50 5 1,2 Storm Drain A Notes: 1. Headloss Method: HEC-22 Energy (Third Edition) 2. Results show entrance and structure losses (e.g., entrance loss at SDMH A2 = column 2 - column 5, structure loss = column 5 - column 6, total loss = entrance loss + structure loss) 1. Headloss Method: HEC-22 Energy (Third Edition) 2. Results show entrance and structure losses (e.g., entrance loss at SDMH A2 = column 2 - column 5, structure loss = column 5 - column 6, total loss = entrance loss + structure loss) X = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - Q X) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Mosaic Condominiums DP 7b HFH16.20_UD-Inlet_v4.xlsm, DP 7b 7/14/2020, 3:28 PM Capture Percentage = Qa/Q o = C% = 100 93 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 Denver No. 16 Combination Denver No. 16 Combination HFH16.20_UD-Inlet_v4.xlsm, DP P3 7/14/2020, 3:28 PM X = 7.5 7.5 cfs Discharge within the Gutter Section W (Qd - Q X) QW = 3.4 3.4 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 10.9 10.9 cfs Average Flow Velocity Within the Gutter Section V = 3.8 3.8 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 1.7 1.7 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = 1.00 1.00 Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = 11.0 11.0 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 5.53 5.53 inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 0.00 0.00 inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 11.0 11.0 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Mosaic Condominiums DP P3 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' HFH16.20_UD-Inlet_v4.xlsm, DP P3 7/14/2020, 3:28 PM = 2.0 3.0 cfs Interception with Clogging Qwa = 1.9 2.8 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 10.9 11.4 cfs Interception with Clogging Qoa = 10.0 10.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 4.0 5.0 cfs Interception with Clogging Qma = 3.7 4.6 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 1.9 2.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 15.9 18.7 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.466 0.523 ft Depth for Curb Opening Weir Equation dCurb = 0.28 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.63 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.63 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.5 6.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.2 5.1 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths HFH16.20_UD-Inlet_v4 (version 1).xlsb, DP P1 7/14/2020, 3:23 PM X = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - Q X) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Mosaic Condominiums DP P1 HFH16.20_UD-Inlet_v4 (version 1).xlsb, DP P1 7/14/2020, 3:23 PM cfs Developed Q100 cfs Longitudinal Grade, S0 % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Street Capacity Calculations Vertical Curb & Gutter - 15' CL to FL Sc C12 Reliant Street 15 Local 2.8 13.2 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C13 Reliant Street 15 Local 2.1 10.3 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C14 Crusader Street 15 Local 2.5 12.0 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C15 Crusader Street 15 Local 1.7 8.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay D2 Dassault Street 15 Local 0.8 3.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay E1 Reliant Street 15 Local 1.4 6.8 0.65% 6.83 1.00 6.8 Okay 18.6 1.00 18.56 Okay E2 Reliant Street 15 Local 1.5 7.1 0.65% 6.83 1.00 6.8 Okay 18.6 1.00 18.56 Okay E3 Dassault Street 15 Local 1.1 4.6 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay F4 Comet Street 15 Local 1.5 7.3 0.80% 7.58 1.00 7.6 Okay 20.6 1.00 20.59 Okay F5 Dassault Street 15 Local 0.6 2.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay G2 Vicot Way 15 Local 2.2 10.5 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Design Point Width FL to CL ft Street Classification Inputs Developed Q2 cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Develope d Q100 cfs Minor Storm Event Longitudinal Grade, S0 % Calculated Capacity cfs Major Storm Event Results Allowable Capacity cfs Calculated Capacity (FlowMaster) 1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Street Capacity Calculations Drive-Over Curb & Gutter - 15' CL to FL Sa Sb Sc I8 Inlet A3.1A 1.6 7.4 NO Type 'R' Curb Inlet 10 10.4 6.00 I9 Inlet A3.2 0.2 1.0 NO No. 16 Combination Inlet 6 0.5 2.40 I10 Inlet A1 3.0 15.0 NO No. 16 Combination Inlet 9 5.4 4.80 C:\Users\herman_feissner\AppData\Roaming\Microsoft\Excel\HFHLV0001 (version 1).xls Page 1 of 1 6/1/2016 Inlet Summary excerpt from Final Drainage Report East Ridge Second Filing Dated: June 30th, 2016 by Galloway & Company, Inc. 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 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