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HomeMy WebLinkAboutEAST RIDGE THIRD FILING REPLAT - BDR190011 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPREPARED FOR: East Ridge Holdings PREPARED BY: Galloway & Company, Inc. 5265 Ronald Regan Blvd., Suite 210 Johnstown, Colorado 80534 ORIGINAL PREPARATION: July 3rd, 2019 REVISED: TBD EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES FORT COLLINS, COLORADO FINAL DRAINAGE REPORT FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 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 ...................................................................................................... 8 HYDRAULIC CRITERIA .............................................................................................................. 9 V. DRAINAGE FACILITY DESIGN ......................................................................................................... 10 GENERAL CONCEPT............................................................................................................... 10 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 THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 3 of 14 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this Final Drainage Report for East Ridge Third Filing - Replat Mosaic Townhomes 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 Third Filing - Replat Mosaic Townhomes shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities.” ____________________________________ East Ridge Holdings Attest: ___________________________________ Name of Responsible Party __________________________________ Notary Public __________________________________ Authorized Signature FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 4 of 14 II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION East Ridge Third Filing - Replat Mosaic Townhomes (hereafter referred to as ‘Mosaic Townhomes’, ‘the site’ or ‘project site’) proposes to develop Phases 8 and 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 Barnstormer Street; on the east by undeveloped land; and on the west by an undeveloped portion of ERSF (i.e., basin Fut-G1). The larger ERSF project is located in the Northeast Quarter of Section 8, Township 7 North, Range 68 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map showing the larger ERSF project and Montage Townhomes project sites. The work included herein is intended to replace the drainage design for Phases 8 and 9 (ERSF) presented in the approved Final Drainage Report East Ridge Third Filing Montage Townhomes (November 2017). DESCRIPTION OF PROPERTY The project site is largely coincident with basins Fut-A and Fut-B, 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 ±9.73 acres and were overlot graded per the approved East Ridge Second Filing grading design. The Fut-A basin drains to a low point and flared end section (FES C9.1) at the north end of Storm Drain C. The Fut-B basin drains to a low point and flared end section (FES D18) at the north end of Storm Drain D. Appendix D includes copies of the approved construction documents for this storm drain infrastructure. The project site will develop with an alley-loaded single-family attached product type. The improvements associated with the development include: local wet and dry utilities, concrete paving and landscaping. There are no major drainage ways passing through the project site. According to the USDA NRCS Web Soil Survey, ‘Fort Collins loam, 0 to 3 percent slopes’ covers roughly two-thirds of the project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet, and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The remainder of the site consists of a mix of HSG ‘B’ and ‘C’ soils. Refer to 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 THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 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 project site is shown on FEMA Map Numbers 08069C0982F and 080690982H (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 ±1.8-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. This off-site area is delineated herein as basins OS1 through OS10. The resulting impact to the developed drainage design should be negligible. FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 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 The following narrative summarizes a meeting on January 6th, 2017 between Heather McDowell (City of Fort Collins) and Herman Feissner (Galloway & Company, Inc.). The purpose was to discuss the current City of Fort Collins LID requirements, the approved ERSF stormwater quality strategy and meeting the revised City of Fort Collins LID requirements. A summary of the meeting follows. The complete and unedited e-mail is included In Appendix D. · East Ridge Second Filing was designed to meet City of Fort Collins (CoFC) Ordinance No. 152, 2012. Specifically, Section 3.1.a (1) and (2) reads: o No less than fifty percent (50%) of any newly added impervious area must be treated using one or a combination of LID techniques; and o No less than twenty five percent (25%) of any newly added pavement areas must be treated using permeable pavement technology that is considered an LID technique. · At the time of approval, 58% of the project site was treating using at least one LID technique. · Since ERSF was approved the aforementioned ordinance has been revised. Section 3.1.b of Ordinance No. 007, 2016 reads: o No less than fifty percent (50%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques, when a permeable pavement area covering at least twenty five (25%) of the drivable surface area on private development property is constructed as one of the components of the LID treatment techniques used on that site. · 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: Mosaic 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 FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 7 of 14 Basin K1 develops a 0.18-acre portion of Fut-G1, which drains into an existing Extended Detention Basin (EDB). Developing this portion of the basin should have a negligible effect on basin Fut-G1, which remains undeveloped at this time. Directly Connected Impervious Area (DCIA) The Report included a strategy for implementing ‘The Four-Step Process’ for stormwater quality management. Each step, as it pertains to the project site, is listed below along with a brief narrative describing the implementation strategy. The stormwater quality strategy sizing calculations were completed with the Report and based on an assumed future condition in each of the ‘Fut-‘ basins. Table 1 summarizes the stormwater quality strategies, tributary areas and the volumes estimated in the Report. The stormwater quality strategies that do not apply to the project sites have been removed. The bold number preceding each strategy keys to its location on the LID Exhibit (refer to Appendix D and sheet DR03). Table 1. Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. Volume Release Rate acres ac-ft cfs 1 – Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 – Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 4933.93 0.75 N/A 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-A or Fut-B). The complete version of Table 1 is shown on the LID Exhibit in Appendix D. Step 1 – Employ runoff reduction practices Several different stormwater quality strategies were designed with Step 1 in mind. The developed runoff from Fut-A, which is the west half of the north portion of the project site, will flow through a bioswale. The UDFCD defines a bioswale as a “densely vegetated drainage way with low-pitched side slopes that collects and slowly conveys runoff. The design of the longitudinal slope and cross-section size forces the flow to be slow and shallow, thereby facilitating sedimentation while limiting erosion”. The proposed bioswale has low longitudinal and side slopes and a wide flat bottom (e.g., 0.25%, 5:1 and 30’, respectively). It is designed to convey 2-year storm event runoff in a slow (i.e., <1 ft/sec) and shallow manner (i.e., normal depth <1 foot). This design encourages settling and infiltration. Basin K2 adds ±0.48-acre of area to the bioswale tributary area of 21.92 acres. This should have a negligible effect on the bioswale’s performance because the imperviousness of Fut-A was estimated in the Report at 88%. Fut-A The developed runoff from Fut-B will drain into a Sand Filter (SF). The UDFCD defines a sand filter as “a stormwater quality BMP consisting of a sand bed and underdrain system. Above the vegetated sand bed is an extended detention basin sized to capture the WQCV. The sand filter extended detention basin FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 8 of 14 provides pollutant removal through settling and filtering and is generally suited to off-line, on-site configurations where there is no base flow and the sediment load is relatively low”. During storm events exceeding the water quality event, the sand filters will fill to the design volume and then spill into the detention pond through a weir that was designed to pass fully developed 100-year flows from the upstream tributary area at a flow depth of 0.5’. The downstream face of each spillway is protected with North American Green (NAG) SC250 Turf Reinforcement Mat (TRM). This is a composite TRM of 70% straw and 30% coconut fiber matrix incorporated into permanent three-dimensional turf reinforcement matting. The downstream protection was designed for fully developed 100-year flows from the upstream tributary area. Table 2 decomposes the aggregate stormwater quality strategy volumes presented in Table 1 by tributary area. It compares the estimated stormwater quality strategy volumes from the future development assumptions in the Report with the estimated volumes based on the proposed condition for each project site. In each case, the proposed conditions will require less volume than what was estimated in the Report. We are not proposing to change the original design with this work. Table 2. Basin Area, acres Estimated Imperviousness (Report), % Proposed Imperviousness, % Volume (Report), ft3 or ac-ft Volume (Required by ERTF), ft3 Column 1 Column 2 Column 3 Column 4 Column 5 Column 6 Fut-A 4.59 88% 59% N/A N/A Fut-B 5.14 75% 59% 5034 ft3 3910 ft3 Step 3 - Stabilize drainageways The vegetation in the bioswale will stabilize the drainage way and prevent erosion during storm events exceeding the 2-year recurrence level. Concrete will protect the Lake Canal from incoming flow from the on-site detention pond. Step 4 - Implement site specific and other source control BMPS Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). 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 FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 9 of 14 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 to 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. HYDRAULIC CRITERIA The 20’ wide private alley capacity calculations 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 18.583’ EOP-to-FL w/drive-over curb and gutter, the allowable gutter flow depth for the 2- and 100-year storm frequencies is 4.75” (0.3958’). During the 2- and 100-year storm events, we limited the ponding depth to the Top Back of Curb (TBC), which should keep water in the private alley section and out of the adjacent driveways. At the downstream end of each private alley we proposed a 10’ wide curb to divert runoff from the alley into a grass-lined swale. Each curb cut will be constructed with dimensions similar to the throat of a Type R curb inlet. A single street inlet capacity (on-grade) was estimated for each basin with the current Excel- based version of UD-Inlet_v4.05.xlsm (UDFCD). The Nyloplast inlets in each basin were sized with capacity charts provided by Nyloplast. In most basins, we selected an inlet grate that provided 2x Q100 capacity at the maximum allowable ponding depth. In some cases (e.g., basins K4 and K5), we need to revise the local grading to provide additional ponding depth because the inlet grate provides less than 2x Q100. 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. FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 10 of 14 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT The developed runoff will generally flow from north to south and into existing storm drain systems constructed with ERSF. Refer to Appendix E for sheet DR01. There are two repeating drainage patterns within the proposed site. In the first (e.g., basin K9), developed runoff drains from adjacent roof area and landscaped area into a north-to-south flowing swale. Culverts of increasing size (i.e., 8” to 10“ to 12” diameter) will convey runoff to a Nyloplast inlet grate. In the second pattern (e.g., basin K6), developed runoff drains from the adjacent roof and landscaped areas and the private alley to a 10’ wide curb cut near the south end of the basin. In all cases, the proposed curb cut intercepts 100% of the estimated 2-year developed runoff. In most cases the curb cut intercepts ±90% of the estimated 100-year storm event developed runoff and directs it to a grass-lined swale. The swale conveys the runoff to a Nyloplast inlet. Bypass flows will drain into Barnstormer Street and to existing inlets at ERSF DPs A1 and B1. K Basins These basins generally overlay Fut-A. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in Storm Drain A, which will be connected to Storm Drain C (ERSF). Portions of several basins drain into ERSF basin A1. The result is an increase in Q2 and Q100 at DP A1 of ±0.1 cfs and ±0.5 cfs, respectively. The existing inlets at DPs A1 and A2/A3 can handle the additional runoff if the depth of flow at the inlet is increased 0.2 inch from 7.0 inches to 7.2 inches (refer to Appendix C for calculations). L Basins These basins generally overlay Fut-B. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in local storm Storm Drain B, which will be connected to Storm Drain D (ERSF).The existing inlets at DPs B1 and B2 can handle the additional runoff if the depth of flow at the inlet is increased 0.7 inch to 7.2 inches (refer to Appendix C for calculations). Refer to sheet DR01. Portions of several basins drain into ERSF basin B1. The result is an increase in Q2 and Q100 at DP A1 of ±0.1 cfs and ±0.5 cfs, respectively. The existing inlets at DPs B1 and B2 can handle the additional runoff if the depth of flow at the inlet is increased 0.2 inch from 7.0 inches to 7.2 inches (refer to Appendix C for calculations). OS Basins These basins are located north of the K and L basins. These comprise a narrow off-site area along the north property boundary which was described in the Report. FINAL DRAINAGE REPORT – EAST RIDGE THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 11 of 14 VI. EROSION AND SEDIMENT CONTROL MEASURES The larger project site East Ridge Fil 2 is currently authorized to discharge stormwater (Certification Number: COR4011471). A Stormwater Management Plan (SWMP) was prepared and approved for East Ridge Third Filing Montage Townhomes in September 2017. The SWMP covered proposed construction in Phases 5, 8 and 9 of ERSF. The work described herein covers changes to Phases 8 and 9. Separately, we have provided an updated version of the approved SWMP for Phases 8 and 9. 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 THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 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 THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 Galloway & Company, Inc. Page 13 of 14 VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this final drainage report for East Ridge Third Filing - Replat Mosaic Townhomes 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 THIRD FILING - REPLAT MOSAIC TOWNHOMES JULY 3RD, 2019 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 Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 1 of 4 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 497500 497600 497700 497800 497900 498000 498100 498200 498300 497500 497600 497700 497800 497900 498000 498100 498200 498300 40° 35' 52'' N 105° 1' 49'' W 40° 35' 52'' N 105° 1' 8'' W 40° 35' 10'' N 105° 1' 49'' W 40° 35' 10'' N 105° 1' 8'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,220 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 11.7 6.4% 7 Ascalon sandy loam, 0 to 3 percent slopes B 5.8 3.2% 34 Fort Collins loam, 0 to 1 percent slopes B 6.0 3.3% 35 Fort Collins loam, 0 to 3 percent slopes C 109.7 60.3% 42 Gravel pits A 10.8 5.9% 53 Kim loam, 1 to 3 percent slopes B 17.2 9.5% 73 Nunn clay loam, 0 to 1 percent slopes C 6.8 3.7% 74 Nunn clay loam, 1 to 3 percent slopes C 6.4 3.5% 94 Satanta loam, 0 to 1 percent slopes B 0.1 0.0% 102 Stoneham loam, 3 to 5 percent slopes B 7.3 4.0% Totals for Area of Interest 181.8 100.0% Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 4 of 4 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. 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 Third Filing Addendum 1 Project Name: Mosaic Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: H. Feissner INPUT User Input Date: 7/1/19 INPUT User Input Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family Townhome Roof 95% 5% 62.5% 70% 75% 80% # K1 0.18 95 0.03 16 25 0.05 8 100 0.09 53 0.76 K2 0.68 95 0.21 30 25 0.28 10 100 0.19 27 0.67 K2 + OS2 0.70 95 0.21 29 25 0.30 11 100 0.19 26 0.66 K3 0.40 95 0.04 9 25 0.18 11 100 0.18 46 0.66 K4 0.71 95 0.22 30 25 0.30 11 100 0.19 26 0.67 K4 + OS3 0.80 95 0.22 27 25 0.39 12 100 0.19 23 0.62 K4, OS3 + OS1 1.33 95 0.33 23 25 0.82 15 100 0.19 14 0.53 K5 0.38 95 0.05 12 25 0.15 10 100 0.18 48 0.70 K6 0.71 95 0.22 29 25 0.31 11 100 0.19 26 0.66 K6 + OS4 0.85 95 0.22 24 25 0.44 13 100 0.19 22 0.59 K7 0.43 95 0.04 8 25 0.21 12 100 0.18 42 0.63 K8 0.66 95 0.22 32 25 0.25 10 100 0.19 28 0.70 K8 + OS5 0.81 95 0.22 26 25 0.41 12 100 0.19 23 0.61 K9 0.43 95 0.04 8 25 0.20 12 100 0.18 43 0.63 K10 0.68 95 0.24 33 25 0.26 9 100 0.19 27 0.70 K10 + OS6 0.83 95 0.24 27 25 0.40 12 100 0.19 23 0.62 K11 0.37 95 0.03 9 25 0.18 12 100 0.16 43 0.64 ΣK 5.63 58192 103458 83636 L1 0.08 95 0.00 2 25 0.05 17 100 0.02 31 0.49 L2 0.57 95 0.21 34 25 0.18 8 100 0.19 32 0.74 L2 + OS7 0.69 95 0.21 28 25 0.30 11 100 0.19 27 0.66 L3 0.40 95 0.04 9 25 0.20 12 100 0.16 40 0.62 L4 0.67 95 0.22 32 25 0.24 9 100 0.21 31 0.72 L4 + OS8 0.87 95 0.22 25 25 0.44 13 100 0.21 24 0.61 L5 0.40 95 0.04 9 25 0.20 13 100 0.16 40 0.62 L6 0.70 95 0.22 31 25 0.26 9 100 0.21 30 0.70 L6 + OS9 0.89 95 0.22 24 25 0.45 13 100 0.21 24 0.60 L7 0.38 95 0.04 9 25 0.18 12 100 0.16 42 0.63 L8 0.72 95 0.23 31 25 0.27 10 100 0.21 29 0.70 L8 + OS10 0.94 95 0.23 24 25 0.49 13 100 0.21 22 0.59 L9 0.36 95 0.03 9 25 0.16 11 100 0.16 45 0.66 L10 0.40 95 0.10 24 25 0.18 11 100 0.12 29 0.65 ΣL 4.68 49761 84536 69500 Area Weighted C2 Basin ID Total Area (ac) Runoff 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) HFH13.20 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 2 7/1/2019 95% 5% 62.5% 70% 75% 80% # Area Weighted C2 Basin ID Total Area (ac) Runoff Coefficient Area (ac) Townhomes (i.e., roof area) Runoff Coefficient Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) A1_rev 0.74 95 0.43 55 20 0.31 8 100 0.00 0 0.64 B1_rev 0.85 95 0.51 58 20 0.33 8 100 0.00 0 0.66 G1_rev 0.64 95 0.43 64 20 0.21 7 100 0.00 0 0.70 ΣERSF 2.23 OS1 0.54 95 0.10 18 25 0.43 20 100 0.00 0 0.38 OS2 0.02 95 0.00 0 25 0.02 25 100 0.00 0 0.25 OS3 0.09 95 0.00 0 25 0.09 25 100 0.00 0 0.25 OS4 0.14 95 0.00 0 25 0.14 25 100 0.00 0 0.25 OS5 0.15 95 0.00 0 25 0.15 25 100 0.00 0 0.25 OS6 0.15 95 0.00 0 25 0.15 25 100 0.00 0 0.25 OS7 0.12 95 0.00 0 25 0.12 25 100 0.00 0 0.25 OS8 0.20 95 0.00 0 25 0.20 25 100 0.00 0 0.25 OS9 0.19 95 0.00 0 25 0.19 25 100 0.00 0 0.25 OS10 0.22 95 0.00 0 25 0.22 25 100 0.00 0 0.25 ΣOS 1.80 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 2 of 2 7/1/2019 Subdivision: East Ridge Third Filing Addendum 1 Project Name: Mosaic Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: H. Feissner Date: 7/1/19 1 2 3 4 5 6 9 10 11 12 13 16 17 18 19 20 21 22 23 24 25 26 27 BASIN D.A. Hydrologic C2 C 5 C100 L Calculated S Ti | 2-Year T i | 100-Year L Calculated S Cv VEL. Tt COMP. T c | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc T c | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 C f=1.00 Cf =1.25 (FT) Slope, (%) (%) (MIN) (MIN) (FT) Slope, (%) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) K1 0.18 C 0.76 0.76 0.95 16 14.60 n/a 1.0 0.5 0 0.00 n/a 20 0.0 0.0 1.0 0.5 16 10.1 5.0 5.0 K2 0.68 C 0.67 0.67 0.84 58 6.98 n/a 3.2 1.9 270 1.19 n/a 20 2.2 2.1 5.3 4.0 329 11.8 5.3 5.0 K2 + OS2 0.70 C 0.66 0.66 0.83 75 10.86 n/a 3.2 2.0 270 1.19 n/a 20 2.2 2.1 5.3 4.0 345 11.9 5.3 5.0 K3 0.40 C 0.66 0.66 0.83 9 8.71 n/a 1.2 0.8 209 0.91 n/a 15 1.4 2.4 3.7 3.2 218 11.2 5.0 5.0 K4 0.71 C 0.67 0.67 0.84 56 9.35 n/a 2.9 1.8 285 1.10 n/a 20 2.1 2.3 5.1 4.0 341 11.9 5.1 5.0 K4 + OS3 0.80 C 0.62 0.62 0.78 73 14.10 n/a 3.2 2.1 285 1.10 n/a 20 2.1 2.3 5.4 4.4 358 12.0 5.4 5.0 K4, OS3 + OS1 1.33 C 0.53 0.53 0.66 60 3.38 n/a 5.5 4.3 270 2.38 n/a 20 3.1 1.5 20.7 18.9 330 11.8 11.8 11.8 K5 0.38 C 0.70 0.70 0.87 11 8.49 n/a 1.2 0.7 207 1.59 n/a 15 1.9 1.8 3.1 2.5 218 11.2 5.0 5.0 K6 0.71 C 0.66 0.66 0.83 53 9.90 n/a 2.8 1.7 290 1.24 n/a 20 2.2 2.2 4.9 3.9 342 11.9 5.0 5.0 K6 + OS4 0.85 C 0.59 0.59 0.74 70 14.67 n/a 3.2 2.3 290 1.24 n/a 20 2.2 2.2 5.4 4.5 360 12.0 5.4 5.0 K7 0.43 C 0.63 0.63 0.79 10 9.69 n/a 1.3 0.9 224 1.34 n/a 15 1.7 2.1 3.4 3.0 234 11.3 5.0 5.0 K8 0.66 C 0.70 0.70 0.87 41 3.91 n/a 3.1 1.7 285 1.01 n/a 20 2.0 2.4 5.4 4.1 326 11.8 5.4 5.0 K8 + OS5 0.81 C 0.61 0.61 0.76 75 12.15 n/a 3.4 2.4 285 1.01 n/a 20 2.0 2.4 5.8 4.7 360 12.0 5.8 5.0 K9 0.43 C 0.63 0.63 0.79 11 9.10 n/a 1.4 0.9 222 1.28 n/a 15 1.7 2.2 3.5 3.1 233 11.3 5.0 5.0 K10 0.68 C 0.70 0.70 0.87 32 3.61 n/a 2.8 1.6 290 0.88 n/a 20 1.9 2.6 5.4 4.2 322 11.8 5.4 5.0 K10 + OS6 0.83 C 0.62 0.62 0.77 64 10.83 n/a 3.2 2.2 290 0.88 n/a 20 1.9 2.6 5.8 4.8 354 12.0 5.8 5.0 K11 0.37 C 0.64 0.64 0.80 10 9.90 n/a 1.3 0.8 223 0.84 n/a 15 1.4 2.7 4.0 3.5 233 11.3 5.0 5.0 L1 0.08 C 0.49 0.49 0.61 15 12.85 n/a 1.9 1.5 57 2.04 n/a 15 2.1 0.4 2.3 2.0 73 10.4 5.0 5.0 L2 0.57 C 0.74 0.74 0.93 32 3.56 n/a 2.5 1.2 285 1.10 n/a 20 2.1 2.3 4.7 3.5 317 11.8 5.0 5.0 L2 + OS7 0.69 C 0.66 0.66 0.82 64 12.46 n/a 2.9 1.8 285 1.10 n/a 20 2.1 2.3 5.1 4.1 350 11.9 5.1 5.0 L3 0.40 C 0.62 0.62 0.78 10 9.70 n/a 1.3 0.9 225 1.27 n/a 15 1.7 2.2 3.5 3.1 235 11.3 5.0 5.0 L4 0.67 C 0.72 0.72 0.90 27 6.19 n/a 2.0 1.1 290 1.23 n/a 20 2.2 2.2 4.2 3.3 317 11.8 5.0 5.0 L4 + OS8 0.87 C 0.61 0.61 0.76 59 14.16 n/a 2.9 2.0 290 1.23 n/a 20 2.2 2.2 5.1 4.2 350 11.9 5.1 5.0 L5 0.40 C 0.62 0.62 0.77 12 7.54 n/a 1.6 1.1 221 1.22 n/a 15 1.7 2.2 3.8 3.3 233 11.3 5.0 5.0 L6 0.70 C 0.70 0.70 0.87 28 4.73 n/a 2.4 1.3 285 1.15 n/a 20 2.1 2.2 4.6 3.5 313 11.7 5.0 5.0 L6 + OS9 0.89 C 0.60 0.60 0.75 63 11.49 n/a 3.3 2.3 285 1.15 n/a 20 2.1 2.2 5.5 4.5 348 11.9 5.5 5.0 L7 0.38 C 0.63 0.63 0.79 39 3.26 n/a 3.7 2.4 194 1.31 n/a 15 1.7 1.9 5.5 4.3 233 11.3 5.5 5.0 L8 0.72 C 0.70 0.70 0.87 33 6.26 n/a 2.4 1.3 418 1.04 n/a 20 2.0 3.4 5.8 4.8 451 12.5 5.8 5.0 L8 + OS10 0.94 C 0.59 0.59 0.74 67 9.48 n/a 3.7 2.6 418 1.04 n/a 20 2.0 3.4 7.1 6.0 485 12.7 7.1 6.0 L9 0.36 C 0.66 0.66 0.82 10 10.51 n/a 1.2 0.8 221 1.41 n/a 15 1.8 2.1 3.3 2.8 231 11.3 5.0 5.0 L10 0.40 C 0.65 0.65 0.81 11 9.39 n/a 1.3 0.8 230 1.57 n/a 20 2.5 1.5 2.8 2.4 241 11.3 5.0 5.0 A1_rev 0.74 C 0.64 0.64 0.80 11 9.39 n/a 1.3 0.9 230 1.57 n/a 20 2.5 1.5 2.9 2.4 241 11.3 8.2 7.3 B1_rev 0.85 C 0.66 0.66 0.82 11 9.39 n/a 1.3 0.8 230 1.57 n/a 20 2.5 1.5 2.8 2.3 241 11.3 10.7 9.7 G1_rev 0.64 C 0.70 0.70 0.88 11 9.39 n/a 1.1 0.6 230 1.57 n/a 20 2.5 1.5 2.7 2.2 241 11.3 8.9 7.8 OS1 0.54 C 0.38 0.38 0.48 23 n/a 4.80 3.8 3.3 360 1.48 n/a 5 0.6 9.8 13.7 13.2 383 12.1 13.7 13.2 OS2 0.02 C 0.25 0.25 0.31 16 24.82 n/a 2.2 2.0 0 0.00 n/a 20 0.0 0.0 2.2 2.0 16 10.1 5.0 5.0 OS3 0.09 C 0.25 0.25 0.31 17 29.46 n/a 2.1 2.0 0 0.00 n/a 20 0.0 0.0 2.1 2.0 17 10.1 5.0 5.0 OS4 0.14 C 0.25 0.25 0.31 18 28.77 n/a 2.2 2.0 0 0.00 n/a 20 0.0 0.0 2.2 2.0 18 10.1 5.0 5.0 OS5 0.15 C 0.25 0.25 0.31 33 22.32 n/a 3.3 3.0 0 0.00 n/a 20 0.0 0.0 3.3 3.0 33 10.2 5.0 5.0 OS6 0.15 C 0.25 0.25 0.31 32 18.18 n/a 3.4 3.1 0 0.00 n/a 20 0.0 0.0 3.4 3.1 32 10.2 5.0 5.0 OS7 0.12 C 0.25 0.25 0.31 32 21.27 n/a 3.3 3.0 0 0.00 n/a 20 0.0 0.0 3.3 3.0 32 10.2 5.0 5.0 OS8 0.20 C 0.25 0.25 0.31 32 20.78 n/a 3.3 3.1 0 0.00 n/a 20 0.0 0.0 3.3 3.1 32 10.2 5.0 5.0 OS9 0.19 C 0.25 0.25 0.31 35 16.92 n/a 3.7 3.4 0 0.00 n/a 20 0.0 0.0 3.7 3.4 35 10.2 5.0 5.0 Project Name: Mosaic Townhomes Subdivision: East Ridge Third Filing Addendum 1 Project No.: HFH13.20 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 K1 K1 0.18 0.76 5.0 0.13 2.86 0.4 Drains to ERSF basin Fut-G1 K2 K2 0.68 0.67 5.3 0.46 2.82 1.3 Runoff drains into 30" Nyloplast Dome Grate at DP K2 K2 K2 + OS2 0.70 0.66 5.3 0.47 2.82 1.3 Runoff drains into 30" Nyloplast Dome Grate at DP K2 | Includes basin OS2 K3 K3 0.40 0.66 5.0 0.26 2.86 0.8 Runoff drains into 24" Nyloplast Dome Grate at DP K3 K4 K4 0.71 0.67 5.1 0.47 2.84 1.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 K4 K4 + OS3 0.80 0.62 5.4 0.50 2.79 1.4 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 | Inlcudes basin OS3 K4 K4, OS3 + OS1 1.33 0.53 11.8 0.70 2.10 1.5 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 | Inlcudes basins OS3 and OS1 K5 K5 0.38 0.70 5.0 0.27 2.86 0.8 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 K6 K6 0.71 0.66 5.0 0.47 2.86 1.3 Runoff drains into 30" Nyloplast Dome Grate at DP K6 K6 K6 + OS4 0.85 0.59 5.4 0.50 2.80 1.4 Runoff drains into 30" Nyloplast Dome Grate at DP K6 | Includes basin OS4 K7 K7 0.43 0.63 5.0 0.27 2.86 0.8 Runoff drains into 24" Nyloplast Dome Grate at DP K7 K8 K8 0.66 0.70 5.4 0.46 2.79 1.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K8 K8 K8 + OS5 0.81 0.61 5.8 0.50 2.74 1.4 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K8 | Includes basin OS5 K9 K9 0.43 0.63 5.0 0.27 2.86 0.8 Runoff drains into 24" Nyloplast Dome Grate at DP K9 K10 K10 0.68 0.70 5.4 0.47 2.81 1.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K10 K10 K10 + OS6 0.83 0.62 5.8 0.51 2.74 1.4 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K10 | Includes basin OS6 K11 K11 0.37 0.64 5.0 0.24 2.86 0.7 Runoff drains into 24" Nyloplast Dome Grate at DP K11 L1 L1 0.08 0.49 5.0 0.04 2.86 0.1 Runoff drains into 12" Nyloplast Dome Grate at DP L1 L2 L2 0.57 0.74 5.0 0.43 2.86 1.2 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L2 L2 L2 + OS7 0.69 0.66 5.1 0.46 2.84 1.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L2 | Includes basin OS7 L3 L3 0.40 0.62 5.0 0.25 2.86 0.7 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L3 L4 L4 0.67 0.72 5.0 0.48 2.86 1.4 Runoff drains into 30" Nyloplast Dome Grate at DP L4 L4 L4 + OS8 0.87 0.61 5.1 0.53 2.85 1.5 Runoff drains into 30" Nyloplast Dome Grate at DP L4 | Includes basin OS8 L5 L5 0.40 0.62 5.0 0.25 2.86 0.7 Runoff drains into 24" Nyloplast Dome Grate at DP L5 L6 L6 0.70 0.70 5.0 0.49 2.86 1.4 Runoff drains into 30" Nyloplast Dome Grate at DP L6 L6 L6 + OS9 0.89 0.60 5.5 0.53 2.79 1.5 Runoff drains into 30" Nyloplast Dome Grate at DP L6 | Includes basin OS9 L7 L7 0.38 0.63 5.5 0.24 2.78 0.7 Runoff drains into 24" Nyloplast Dome Grate at DP L7 L8 L8 0.72 0.70 5.8 0.50 2.74 1.4 Runoff drains into 30" Nyloplast Dome Grate at DP L8 L8 L8 + OS10 0.94 0.59 7.1 0.55 2.57 1.4 Runoff drains into 30" Nyloplast Dome Grate at DP L8 | Includes basin OS10 L9 L9 0.36 0.66 5.0 0.23 2.86 0.7 Runoff drains into 24" Nyloplast Dome Grate at DP L9 L10 L10 0.40 0.65 5.0 0.26 2.86 0.7 Runoff drains into 18" Nyloplast Dome Grate at DP L10 A1_rev A1_rev 0.74 0.64 8.2 0.47 2.44 1.2 Existing basin | Runoff drains to (2) - No. 16 combination inlets (ERSF) at DP A1 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mosaic Townhomes Subdivision: East Ridge Third Filing Addendum 1 Project No.: HFH13.20 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 K1 K1 0.18 0.95 5.0 0.17 9.98 1.7 Drains to ERSF basin Fut-G1 K2 K2 0.68 0.84 5.0 0.58 9.98 5.8 Runoff drains into 30" Nyloplast Dome Grate at DP K2 K2 K2 + OS2 0.70 0.83 5.0 0.58 9.98 5.8 Runoff drains into 30" Nyloplast Dome Grate at DP K2 | Includes basin OS2 K3 K3 0.40 0.83 5.0 0.33 9.98 3.3 Runoff drains into 24" Nyloplast Dome Grate at DP K3 K4 K4 0.71 0.84 5.0 0.59 9.98 5.9 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 K4 K4 + OS3 0.80 0.78 5.0 0.62 9.98 6.2 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 | Inlcudes basin OS3 K4 K4, OS3 + OS1 1.33 0.66 11.8 0.88 7.33 6.4 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 | Inlcudes basins OS3 and OS1 K5 K5 0.38 0.87 5.0 0.33 9.98 3.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K4/K5 K6 K6 0.71 0.83 5.0 0.59 9.98 5.9 Runoff drains into 30" Nyloplast Dome Grate at DP K6 K6 K6 + OS4 0.85 0.74 5.0 0.63 9.98 6.3 Runoff drains into 30" Nyloplast Dome Grate at DP K6 | Includes basin OS4 K7 K7 0.43 0.79 5.0 0.34 9.98 3.4 Runoff drains into 24" Nyloplast Dome Grate at DP K7 K8 K8 0.66 0.87 5.0 0.57 9.98 5.7 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K8 K8 K8 + OS5 0.81 0.76 5.0 0.62 9.98 6.2 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K8 | Includes basin OS5 K9 K9 0.43 0.79 5.0 0.34 9.98 3.4 Runoff drains into 24" Nyloplast Dome Grate at DP K9 K10 K10 0.68 0.87 5.0 0.59 9.98 5.9 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K10 K10 K10 + OS6 0.83 0.77 5.0 0.64 9.98 6.4 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP K10 | Includes basin OS6 K11 K11 0.37 0.80 5.0 0.30 9.98 3.0 Runoff drains into 24" Nyloplast Dome Grate at DP K11 L1 L1 0.08 0.61 5.0 0.05 9.98 0.5 Runoff drains into 12" Nyloplast Dome Grate at DP L1 L2 L2 0.57 0.93 5.0 0.53 9.98 5.3 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L2 L2 L2 + OS7 0.69 0.82 5.0 0.57 9.98 5.7 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L2 | Includes basin OS7 L3 L3 0.40 0.78 5.0 0.31 9.98 3.1 Runoff drains into Nylolast 2' x 3' Steel Bar inlet at DP L3 L4 L4 0.67 0.90 5.0 0.60 9.98 6.0 Runoff drains into 30" Nyloplast Dome Grate at DP L4 L4 L4 + OS8 0.87 0.76 5.0 0.66 9.98 6.6 Runoff drains into 30" Nyloplast Dome Grate at DP L4 | Includes basin OS8 L5 L5 0.40 0.77 5.0 0.31 9.98 3.1 Runoff drains into 24" Nyloplast Dome Grate at DP L5 L6 L6 0.70 0.87 5.0 0.61 9.98 6.1 Runoff drains into 30" Nyloplast Dome Grate at DP L6 L6 L6 + OS9 0.89 0.75 5.0 0.67 9.98 6.7 Runoff drains into 30" Nyloplast Dome Grate at DP L6 | Includes basin OS9 L7 L7 0.38 0.79 5.0 0.30 9.98 3.0 Runoff drains into 24" Nyloplast Dome Grate at DP L7 L8 L8 0.72 0.87 5.0 0.62 9.98 6.2 Runoff drains into 30" Nyloplast Dome Grate at DP L8 L8 L8 + OS10 0.94 0.74 6.0 0.69 9.45 6.5 Runoff drains into 30" Nyloplast Dome Grate at DP L8 | Includes basin OS10 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 8”, 10” and 12” Diameter Storm Drain Capacity Calculations 20’ Wide Private Alley Section Capacity Calculations 10’ Wide Curb Cut Capacity Calculations Nyloplast Inlet Grate Sizing Charts Storm Drain Hydraulic Grade Line (HGL) 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 TRAVEL TRAVEL PARKING PARKING WALK C L PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT 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 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com 8”, 10” and 12” Diameter Storm Drain Capacity Calculations 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 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com 20’ Wide Private Alley Section Capacity Calculations 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 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00800 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.08 ft³/s Results Discharge 1.08 ft³/s Normal Depth 0.67 ft Flow Area 0.35 ft² Wetted Perimeter 2.09 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft Critical Depth 0.49 ft Percent Full 100.0 % Critical Slope 0.00993 ft/ft Velocity 3.10 ft/s Velocity Head 0.15 ft Specific Energy 0.82 ft Froude Number 0.00 Maximum Discharge 1.16 ft³/s Discharge Full 1.08 ft³/s Slope Full 0.00800 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.0000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % 8" Dia. Storm Drain @ 0.80% 7/1/2019 1:09:30 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 Galloway GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft Critical Depth 0.49 ft Channel Slope 0.00800 ft/ft Critical Slope 0.00993 ft/ft 8" Dia. Storm Drain @ 0.80% 7/1/2019 1:09:30 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 Galloway Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.00800 ft/ft Normal Depth 0.83 ft Diameter 0.83 ft Results Discharge 1.96 ft³/s Flow Area 0.55 ft² Wetted Perimeter 2.62 ft Hydraulic Radius 0.21 ft Top Width 0.00 ft Critical Depth 0.63 ft Percent Full 100.0 % Critical Slope 0.00952 ft/ft Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 1.03 ft Froude Number 0.00 Maximum Discharge 2.11 ft³/s Discharge Full 1.96 ft³/s Slope Full 0.00800 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.0000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s 10" Dia. Storm Drain @ 0.80% 7/1/2019 1:10:13 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 Galloway GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.83 ft Critical Depth 0.63 ft Channel Slope 0.00800 ft/ft Critical Slope 0.00952 ft/ft 10" Dia. Storm Drain @ 0.80% 7/1/2019 1:10:13 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 Galloway Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.00800 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft Results Discharge 3.19 ft³/s Flow Area 0.79 ft² Wetted Perimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width 0.00 ft Critical Depth 0.76 ft Percent Full 100.0 % Critical Slope 0.00920 ft/ft Velocity 4.06 ft/s Velocity Head 0.26 ft Specific Energy 1.26 ft Froude Number 0.00 Maximum Discharge 3.43 ft³/s Discharge Full 3.19 ft³/s Slope Full 0.00800 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.0000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s 12" Dia. Storm Drain @ 0.80% 7/1/2019 1:10:49 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 Galloway GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 1.00 ft Critical Depth 0.76 ft Channel Slope 0.00800 ft/ft Critical Slope 0.00920 ft/ft 12" Dia. Storm Drain @ 0.80% 7/1/2019 1:10:49 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 Galloway Project: East Ridge Third Filing Addendum 1 Mosaic Townhomes Calculations By: H. Feissner Date: 7/1/2019 Depth 99.94 @ approx. TBC Depth 99.94 @ approx. TBC Street Name Determination Determination K2 Private Alley n/a Private Alley 1.3 5.8 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay K4 Private Alley n/a Private Alley 1.5 6.4 0.85% 6.9 1.00 6.9 Okay 6.9 1.00 6.9 Okay K6 Private Alley n/a Private Alley 1.4 6.3 0.85% 6.9 1.00 6.9 Okay 6.9 1.00 6.9 Okay K8 Private Alley n/a Private Alley 1.4 6.2 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay K10 Private Alley n/a Private Alley 1.4 6.4 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay L2 Private Alley n/a Private Alley 1.3 5.7 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay L4 Private Alley n/a Private Alley 1.5 6.6 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay L6 Private Alley n/a Private Alley 1.5 6.7 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay L8 Private Alley n/a Private Alley 1.4 6.5 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay L10 Private Alley n/a Private Alley 0.7 3.2 0.80% 6.7 1.00 6.7 Okay 6.7 1.00 6.7 Okay Notes: 1. Add text here . . - Add text here . . 2. Add text here . . . 2-year Storm Event 100-year Storm Event Street Capacity Calculations Drive-Over Curb & Gutter - ALLEY Minor Storm Event Major Storm Event Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Developed Q100 cfs Design Point Width FL to BOC ft Street Classification Developed Q2 cfs Longitudinal Grade, S0 % Calculated Capacity (FlowMaster) cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster) cfs Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.46 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+17.4173 99.65 0+18.584 99.54 0+20 99.93 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+20, 99.93) 0.016 Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00600 99.54 0.00600 99.59 0.01 0.61 0.02 0.70 0.69 0.00600 99.64 0.07 0.97 0.07 1.39 1.38 0.00600 99.69 0.18 0.99 0.18 3.50 3.47 0.00600 99.74 0.50 1.20 0.42 6.19 6.15 0.00600 99.79 1.15 1.44 0.80 8.87 8.83 0.00600 99.84 2.19 1.68 1.30 11.56 11.51 0.00600 99.89 3.71 1.91 1.95 14.25 14.19 0.00600 99.94 5.79 2.13 2.72 16.92 16.85 0.00600 99.99 8.51 2.35 3.63 19.47 19.35 Rating Table for 20' Wide Private Alley Section 7/1/2019 12:57:00 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 9 Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00650 99.54 0.00650 99.59 0.01 0.63 0.02 0.70 0.69 0.00650 99.64 0.07 1.01 0.07 1.39 1.38 0.00650 99.69 0.19 1.03 0.18 3.50 3.47 0.00650 99.74 0.52 1.25 0.42 6.19 6.15 0.00650 99.79 1.19 1.50 0.80 8.87 8.83 0.00650 99.84 2.28 1.75 1.30 11.56 11.51 0.00650 99.89 3.86 1.99 1.95 14.25 14.19 0.00650 99.94 6.03 2.21 2.72 16.92 16.85 0.00650 99.99 8.86 2.44 3.63 19.47 19.35 0.00700 99.54 0.00700 99.59 0.01 0.66 0.02 0.70 0.69 0.00700 99.64 0.07 1.05 0.07 1.39 1.38 0.00700 99.69 0.19 1.07 0.18 3.50 3.47 0.00700 99.74 0.54 1.29 0.42 6.19 6.15 0.00700 99.79 1.24 1.56 0.80 8.87 8.83 0.00700 99.84 2.36 1.81 1.30 11.56 11.51 0.00700 99.89 4.01 2.06 1.95 14.25 14.19 0.00700 99.94 6.26 2.30 2.72 16.92 16.85 0.00700 99.99 9.20 2.53 3.63 19.47 19.35 0.00750 99.54 0.00750 99.59 0.01 0.68 0.02 0.70 0.69 0.00750 99.64 0.07 1.08 0.07 1.39 1.38 0.00750 99.69 0.20 1.11 0.18 3.50 3.47 0.00750 99.74 0.56 1.34 0.42 6.19 6.15 0.00750 99.79 1.28 1.61 0.80 8.87 8.83 0.00750 99.84 2.45 1.88 1.30 11.56 11.51 0.00750 99.89 4.15 2.13 1.95 14.25 14.19 0.00750 99.94 6.48 2.38 2.72 16.92 16.85 0.00750 99.99 9.52 2.62 3.63 19.47 19.35 0.00800 99.54 0.00800 99.59 0.01 0.70 0.02 0.70 0.69 0.00800 99.64 0.08 1.12 0.07 1.39 1.38 0.00800 99.69 0.21 1.15 0.18 3.50 3.47 0.00800 99.74 0.58 1.38 0.42 6.19 6.15 0.00800 99.79 1.32 1.66 0.80 8.87 8.83 0.00800 99.84 2.53 1.94 1.30 11.56 11.51 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00800 99.89 4.29 2.20 1.95 14.25 14.19 0.00800 99.94 6.69 2.46 2.72 16.92 16.85 0.00800 99.99 9.83 2.71 3.63 19.47 19.35 0.00850 99.54 0.00850 99.59 0.01 0.73 0.02 0.70 0.69 0.00850 99.64 0.08 1.15 0.07 1.39 1.38 0.00850 99.69 0.21 1.18 0.18 3.50 3.47 0.00850 99.74 0.60 1.43 0.42 6.19 6.15 0.00850 99.79 1.36 1.71 0.80 8.87 8.83 0.00850 99.84 2.61 2.00 1.30 11.56 11.51 0.00850 99.89 4.42 2.27 1.95 14.25 14.19 0.00850 99.94 6.90 2.53 2.72 16.92 16.85 0.00850 99.99 10.13 2.79 3.63 19.47 19.35 0.00900 99.54 0.00900 99.59 0.01 0.75 0.02 0.70 0.69 0.00900 99.64 0.08 1.19 0.07 1.39 1.38 0.00900 99.69 0.22 1.22 0.18 3.50 3.47 0.00900 99.74 0.62 1.47 0.42 6.19 6.15 0.00900 99.79 1.40 1.76 0.80 8.87 8.83 0.00900 99.84 2.68 2.06 1.30 11.56 11.51 0.00900 99.89 4.55 2.34 1.95 14.25 14.19 0.00900 99.94 7.10 2.61 2.72 16.92 16.85 0.00900 99.99 10.43 2.87 3.63 19.47 19.35 0.00950 99.54 0.00950 99.59 0.01 0.77 0.02 0.70 0.69 0.00950 99.64 0.08 1.22 0.07 1.39 1.38 0.00950 99.69 0.22 1.25 0.18 3.50 3.47 0.00950 99.74 0.63 1.51 0.42 6.19 6.15 0.00950 99.79 1.44 1.81 0.80 8.87 8.83 0.00950 99.84 2.75 2.11 1.30 11.56 11.51 0.00950 99.89 4.67 2.40 1.95 14.25 14.19 0.00950 99.94 7.29 2.68 2.72 16.92 16.85 0.00950 99.99 10.71 2.95 3.63 19.47 19.35 0.01000 99.54 0.01000 99.59 0.01 0.79 0.02 0.70 0.69 0.01000 99.64 0.09 1.25 0.07 1.39 1.38 0.01000 99.69 0.23 1.28 0.18 3.50 3.47 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01000 99.74 0.65 1.55 0.42 6.19 6.15 0.01000 99.79 1.48 1.86 0.80 8.87 8.83 0.01000 99.84 2.83 2.17 1.30 11.56 11.51 0.01000 99.89 4.79 2.46 1.95 14.25 14.19 0.01000 99.94 7.48 2.75 2.72 16.92 16.85 0.01000 99.99 10.99 3.03 3.63 19.47 19.35 0.01050 99.54 0.01050 99.59 0.01 0.81 0.02 0.70 0.69 0.01050 99.64 0.09 1.28 0.07 1.39 1.38 0.01050 99.69 0.24 1.31 0.18 3.50 3.47 0.01050 99.74 0.67 1.58 0.42 6.19 6.15 0.01050 99.79 1.51 1.91 0.80 8.87 8.83 0.01050 99.84 2.90 2.22 1.30 11.56 11.51 0.01050 99.89 4.91 2.52 1.95 14.25 14.19 0.01050 99.94 7.66 2.82 2.72 16.92 16.85 0.01050 99.99 11.26 3.10 3.63 19.47 19.35 0.01100 99.54 0.01100 99.59 0.01 0.83 0.02 0.70 0.69 0.01100 99.64 0.09 1.31 0.07 1.39 1.38 0.01100 99.69 0.24 1.35 0.18 3.50 3.47 0.01100 99.74 0.68 1.62 0.42 6.19 6.15 0.01100 99.79 1.55 1.95 0.80 8.87 8.83 0.01100 99.84 2.96 2.27 1.30 11.56 11.51 0.01100 99.89 5.03 2.58 1.95 14.25 14.19 0.01100 99.94 7.84 2.88 2.72 16.92 16.85 0.01100 99.99 11.53 3.18 3.63 19.47 19.35 0.01150 99.54 0.01150 99.59 0.01 0.84 0.02 0.70 0.69 0.01150 99.64 0.09 1.34 0.07 1.39 1.38 0.01150 99.69 0.25 1.38 0.18 3.50 3.47 0.01150 99.74 0.70 1.66 0.42 6.19 6.15 0.01150 99.79 1.59 1.99 0.80 8.87 8.83 0.01150 99.84 3.03 2.32 1.30 11.56 11.51 0.01150 99.89 5.14 2.64 1.95 14.25 14.19 0.01150 99.94 8.02 2.95 2.72 16.92 16.85 0.01150 99.99 11.79 3.25 3.63 19.47 19.35 0.01200 99.54 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01200 99.59 0.01 0.86 0.02 0.70 0.69 0.01200 99.64 0.09 1.37 0.07 1.39 1.38 0.01200 99.69 0.25 1.41 0.18 3.50 3.47 0.01200 99.74 0.71 1.69 0.42 6.19 6.15 0.01200 99.79 1.62 2.04 0.80 8.87 8.83 0.01200 99.84 3.10 2.37 1.30 11.56 11.51 0.01200 99.89 5.25 2.70 1.95 14.25 14.19 0.01200 99.94 8.19 3.01 2.72 16.92 16.85 0.01200 99.99 12.04 3.32 3.63 19.47 19.35 0.01250 99.54 0.01250 99.59 0.02 0.88 0.02 0.70 0.69 0.01250 99.64 0.10 1.40 0.07 1.39 1.38 0.01250 99.69 0.26 1.43 0.18 3.50 3.47 0.01250 99.74 0.73 1.73 0.42 6.19 6.15 0.01250 99.79 1.65 2.08 0.80 8.87 8.83 0.01250 99.84 3.16 2.42 1.30 11.56 11.51 0.01250 99.89 5.36 2.75 1.95 14.25 14.19 0.01250 99.94 8.36 3.07 2.72 16.92 16.85 0.01250 99.99 12.29 3.39 3.63 19.47 19.35 0.01300 99.54 0.01300 99.59 0.02 0.90 0.02 0.70 0.69 0.01300 99.64 0.10 1.42 0.07 1.39 1.38 0.01300 99.69 0.26 1.46 0.18 3.50 3.47 0.01300 99.74 0.74 1.76 0.42 6.19 6.15 0.01300 99.79 1.69 2.12 0.80 8.87 8.83 0.01300 99.84 3.22 2.47 1.30 11.56 11.51 0.01300 99.89 5.47 2.81 1.95 14.25 14.19 0.01300 99.94 8.53 3.13 2.72 16.92 16.85 0.01300 99.99 12.53 3.45 3.63 19.47 19.35 0.01350 99.54 0.01350 99.59 0.02 0.91 0.02 0.70 0.69 0.01350 99.64 0.10 1.45 0.07 1.39 1.38 0.01350 99.69 0.27 1.49 0.18 3.50 3.47 0.01350 99.74 0.76 1.80 0.42 6.19 6.15 0.01350 99.79 1.72 2.16 0.80 8.87 8.83 0.01350 99.84 3.28 2.52 1.30 11.56 11.51 0.01350 99.89 5.57 2.86 1.95 14.25 14.19 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01350 99.94 8.69 3.19 2.72 16.92 16.85 0.01350 99.99 12.77 3.52 3.63 19.47 19.35 0.01400 99.54 0.01400 99.59 0.02 0.93 0.02 0.70 0.69 0.01400 99.64 0.10 1.48 0.07 1.39 1.38 0.01400 99.69 0.27 1.52 0.18 3.50 3.47 0.01400 99.74 0.77 1.83 0.42 6.19 6.15 0.01400 99.79 1.75 2.20 0.80 8.87 8.83 0.01400 99.84 3.34 2.56 1.30 11.56 11.51 0.01400 99.89 5.67 2.91 1.95 14.25 14.19 0.01400 99.94 8.85 3.25 2.72 16.92 16.85 0.01400 99.99 13.00 3.58 3.63 19.47 19.35 0.01450 99.54 0.01450 99.59 0.02 0.95 0.02 0.70 0.69 0.01450 99.64 0.10 1.50 0.07 1.39 1.38 0.01450 99.69 0.28 1.54 0.18 3.50 3.47 0.01450 99.74 0.78 1.86 0.42 6.19 6.15 0.01450 99.79 1.78 2.24 0.80 8.87 8.83 0.01450 99.84 3.40 2.61 1.30 11.56 11.51 0.01450 99.89 5.77 2.97 1.95 14.25 14.19 0.01450 99.94 9.01 3.31 2.72 16.92 16.85 0.01450 99.99 13.23 3.65 3.63 19.47 19.35 0.01500 99.54 0.01500 99.59 0.02 0.96 0.02 0.70 0.69 0.01500 99.64 0.11 1.53 0.07 1.39 1.38 0.01500 99.69 0.28 1.57 0.18 3.50 3.47 0.01500 99.74 0.80 1.89 0.42 6.19 6.15 0.01500 99.79 1.81 2.28 0.80 8.87 8.83 0.01500 99.84 3.46 2.65 1.30 11.56 11.51 0.01500 99.89 5.87 3.02 1.95 14.25 14.19 0.01500 99.94 9.16 3.36 2.72 16.92 16.85 0.01500 99.99 13.46 3.71 3.63 19.47 19.35 0.01550 99.54 0.01550 99.59 0.02 0.98 0.02 0.70 0.69 0.01550 99.64 0.11 1.56 0.07 1.39 1.38 0.01550 99.69 0.29 1.60 0.18 3.50 3.47 0.01550 99.74 0.81 1.93 0.42 6.19 6.15 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01550 99.79 1.84 2.32 0.80 8.87 8.83 0.01550 99.84 3.52 2.70 1.30 11.56 11.51 0.01550 99.89 5.97 3.07 1.95 14.25 14.19 0.01550 99.94 9.31 3.42 2.72 16.92 16.85 0.01550 99.99 13.68 3.77 3.63 19.47 19.35 0.01600 99.54 0.01600 99.59 0.02 1.00 0.02 0.70 0.69 0.01600 99.64 0.11 1.58 0.07 1.39 1.38 0.01600 99.69 0.29 1.62 0.18 3.50 3.47 0.01600 99.74 0.82 1.96 0.42 6.19 6.15 0.01600 99.79 1.87 2.35 0.80 8.87 8.83 0.01600 99.84 3.57 2.74 1.30 11.56 11.51 0.01600 99.89 6.06 3.12 1.95 14.25 14.19 0.01600 99.94 9.46 3.48 2.72 16.92 16.85 0.01600 99.99 13.90 3.83 3.63 19.47 19.35 0.01650 99.54 0.01650 99.59 0.02 1.01 0.02 0.70 0.69 0.01650 99.64 0.11 1.60 0.07 1.39 1.38 0.01650 99.69 0.30 1.65 0.18 3.50 3.47 0.01650 99.74 0.84 1.99 0.42 6.19 6.15 0.01650 99.79 1.90 2.39 0.80 8.87 8.83 0.01650 99.84 3.63 2.78 1.30 11.56 11.51 0.01650 99.89 6.16 3.16 1.95 14.25 14.19 0.01650 99.94 9.61 3.53 2.72 16.92 16.85 0.01650 99.99 14.12 3.89 3.63 19.47 19.35 0.01700 99.54 0.01700 99.59 0.02 1.03 0.02 0.70 0.69 0.01700 99.64 0.11 1.63 0.07 1.39 1.38 0.01700 99.69 0.30 1.67 0.18 3.50 3.47 0.01700 99.74 0.85 2.02 0.42 6.19 6.15 0.01700 99.79 1.93 2.42 0.80 8.87 8.83 0.01700 99.84 3.68 2.83 1.30 11.56 11.51 0.01700 99.89 6.25 3.21 1.95 14.25 14.19 0.01700 99.94 9.75 3.58 2.72 16.92 16.85 0.01700 99.99 14.33 3.95 3.63 19.47 19.35 0.01750 99.54 0.01750 99.59 0.02 1.04 0.02 0.70 0.69 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01750 99.64 0.11 1.65 0.07 1.39 1.38 0.01750 99.69 0.31 1.70 0.18 3.50 3.47 0.01750 99.74 0.86 2.05 0.42 6.19 6.15 0.01750 99.79 1.96 2.46 0.80 8.87 8.83 0.01750 99.84 3.74 2.87 1.30 11.56 11.51 0.01750 99.89 6.34 3.26 1.95 14.25 14.19 0.01750 99.94 9.89 3.63 2.72 16.92 16.85 0.01750 99.99 14.54 4.01 3.63 19.47 19.35 0.01800 99.54 0.01800 99.59 0.02 1.06 0.02 0.70 0.69 0.01800 99.64 0.12 1.68 0.07 1.39 1.38 0.01800 99.69 0.31 1.72 0.18 3.50 3.47 0.01800 99.74 0.87 2.07 0.42 6.19 6.15 0.01800 99.79 1.98 2.49 0.80 8.87 8.83 0.01800 99.84 3.79 2.91 1.30 11.56 11.51 0.01800 99.89 6.43 3.30 1.95 14.25 14.19 0.01800 99.94 10.04 3.69 2.72 16.92 16.85 0.01800 99.99 14.75 4.06 3.63 19.47 19.35 0.01850 99.54 0.01850 99.59 0.02 1.07 0.02 0.70 0.69 0.01850 99.64 0.12 1.70 0.07 1.39 1.38 0.01850 99.69 0.31 1.75 0.18 3.50 3.47 0.01850 99.74 0.88 2.10 0.42 6.19 6.15 0.01850 99.79 2.01 2.53 0.80 8.87 8.83 0.01850 99.84 3.84 2.95 1.30 11.56 11.51 0.01850 99.89 6.52 3.35 1.95 14.25 14.19 0.01850 99.94 10.17 3.74 2.72 16.92 16.85 0.01850 99.99 14.95 4.12 3.63 19.47 19.35 0.01900 99.54 0.01900 99.59 0.02 1.08 0.02 0.70 0.69 0.01900 99.64 0.12 1.72 0.07 1.39 1.38 0.01900 99.69 0.32 1.77 0.18 3.50 3.47 0.01900 99.74 0.90 2.13 0.42 6.19 6.15 0.01900 99.79 2.04 2.56 0.80 8.87 8.83 0.01900 99.84 3.90 2.99 1.30 11.56 11.51 0.01900 99.89 6.61 3.40 1.95 14.25 14.19 0.01900 99.94 10.31 3.79 2.72 16.92 16.85 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Galloway Rating Table for 20' Wide Private Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01900 99.99 15.15 4.18 3.63 19.47 19.35 0.01950 99.54 0.01950 99.59 0.02 1.10 0.02 0.70 0.69 0.01950 99.64 0.12 1.74 0.07 1.39 1.38 0.01950 99.69 0.32 1.79 0.18 3.50 3.47 0.01950 99.74 0.91 2.16 0.42 6.19 6.15 0.01950 99.79 2.06 2.60 0.80 8.87 8.83 0.01950 99.84 3.95 3.03 1.30 11.56 11.51 0.01950 99.89 6.69 3.44 1.95 14.25 14.19 0.01950 99.94 10.44 3.84 2.72 16.92 16.85 0.01950 99.99 15.35 4.23 3.63 19.47 19.35 0.02000 99.54 0.02000 99.59 0.02 1.11 0.02 0.70 0.69 0.02000 99.64 0.12 1.77 0.07 1.39 1.38 0.02000 99.69 0.33 1.81 0.18 3.50 3.47 0.02000 99.74 0.92 2.19 0.42 6.19 6.15 0.02000 99.79 2.09 2.63 0.80 8.87 8.83 0.02000 99.84 4.00 3.07 1.30 11.56 11.51 0.02000 99.89 6.78 3.48 1.95 14.25 14.19 0.02000 99.94 10.58 3.89 2.72 16.92 16.85 0.02000 99.99 15.54 4.28 3.63 19.47 19.35 7/1/2019 12:57:00 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 9 of 9 Galloway 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com 10’ Wide Curb Cut Capacity Calculations Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.0225 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.24 3.24 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 15.8 15.8 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.7 3.7 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 19.4 19.4 cfs Flow Velocity within the Gutter Section V = 2.6 2.6 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.2 1.2 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.9 8.9 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.8 7.8 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.408 0.408 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.8 1.8 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.8 1.8 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.3 1.3 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 = 3.1 3.1 cfs Average Flow Velocity Within the Gutter Section V = 1.7 1.7 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.5 0.5 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 = 3.1 3.1 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.24 3.24 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 = 3.1 3.1 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 Townhomes DP K2 | 10' Type R Curb Inlet Throat Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' WARNING: MAJOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management' HFH13.20_UD-Inlet_v4.05.xlsm, DP K2 7/1/2019, 8:15 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MAJOR STORM MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.3 5.8 cfs Water Spread Width T = 6.1 11.6 ft Water Depth at Flowline (outside of local depression) d = 2.6 3.9 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.584 0.313 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.5 4.0 cfs Discharge within the Gutter Section W Qw = 0.8 1.8 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.18 0.31 sq ft Velocity within the Gutter Section W VW = 4.2 5.8 fps Water Depth for Design Condition dLOCAL = 6.8 8.1 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.242 0.139 ft/ft Required Length LT to Have 100% Interception LT = 4.49 12.42 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.49 10.00 ft Interception Capacity Qi = 1.3 5.5 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.3 5.4 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.4 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.3 5.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.4 cfs Capture Percentage = Qa/Qo = C% = 100 93 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP K2 7/1/2019, 8:15 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.0225 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.24 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 15.8 15.8 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.7 3.7 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 19.4 19.4 cfs Flow Velocity within the Gutter Section V = 2.6 2.6 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.2 1.2 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.9 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.8 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.408 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.8 8.9 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.8 8.9 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.3 2.7 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 = 3.1 11.6 cfs Average Flow Velocity Within the Gutter Section V = 1.7 2.3 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.5 0.9 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 = 3.1 11.6 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.24 4.75 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 = 3.1 11.6 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 Townhomes DP K4 | | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP K4 7/1/2019, 8:16 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.5 6.4 cfs Water Spread Width T = 6.5 12.1 ft Water Depth at Flowline (outside of local depression) d = 2.7 4.0 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.551 0.300 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.7 4.5 cfs Discharge within the Gutter Section W Qw = 0.8 1.9 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.19 0.32 sq ft Velocity within the Gutter Section W VW = 4.3 6.0 fps Water Depth for Design Condition dLOCAL = 6.9 8.2 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.229 0.134 ft/ft Required Length LT to Have 100% Interception LT = 4.95 13.27 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.95 10.00 ft Interception Capacity Qi = 1.5 5.9 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.5 5.8 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.6 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.5 5.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.6 cfs Capture Percentage = Qa/Qo = C% = 100 91 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP K4 7/1/2019, 8:16 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.0205 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.24 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 15.0 15.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.5 3.5 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 18.5 18.5 cfs Flow Velocity within the Gutter Section V = 2.5 2.5 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.2 1.2 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.9 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.8 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.408 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.7 8.5 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.7 8.5 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.2 2.6 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 = 2.9 11.1 cfs Average Flow Velocity Within the Gutter Section V = 1.7 2.2 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.4 0.9 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 = 2.9 11.1 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.24 4.75 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 = 2.9 11.1 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 Townhomes DP K6 | | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP K6 7/1/2019, 8:16 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.4 6.3 cfs Water Spread Width T = 6.5 12.2 ft Water Depth at Flowline (outside of local depression) d = 2.7 4.0 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.556 0.296 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.6 4.4 cfs Discharge within the Gutter Section W Qw = 0.8 1.9 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.19 0.32 sq ft Velocity within the Gutter Section W VW = 4.1 5.7 fps Water Depth for Design Condition dLOCAL = 6.9 8.3 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.231 0.133 ft/ft Required Length LT to Have 100% Interception LT = 4.73 13.16 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.73 10.00 ft Interception Capacity Qi = 1.4 5.8 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.4 5.7 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.6 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.4 5.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.6 cfs Capture Percentage = Qa/Qo = C% = 100 91 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP K6 7/1/2019, 8:16 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.017 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.24 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 13.7 13.7 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.2 3.2 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 16.9 16.9 cfs Flow Velocity within the Gutter Section V = 2.3 2.3 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.1 1.1 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.9 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.8 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.408 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.6 7.7 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.6 7.7 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.1 2.4 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 = 2.7 10.1 cfs Average Flow Velocity Within the Gutter Section V = 1.5 2.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.4 0.8 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 = 2.7 10.1 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.24 4.75 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 = 2.7 10.1 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 Townhomes DP K8 | | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP K8 7/1/2019, 8:17 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.4 6.2 cfs Water Spread Width T = 6.7 12.6 ft Water Depth at Flowline (outside of local depression) d = 2.7 4.1 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.535 0.286 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.7 4.4 cfs Discharge within the Gutter Section W Qw = 0.7 1.8 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.20 0.33 sq ft Velocity within the Gutter Section W VW = 3.8 5.3 fps Water Depth for Design Condition dLOCAL = 7.0 8.4 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.224 0.129 ft/ft Required Length LT to Have 100% Interception LT = 4.75 13.08 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.75 10.00 ft Interception Capacity Qi = 1.4 5.7 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.4 5.7 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.5 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.4 5.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.5 cfs Capture Percentage = Qa/Qo = C% = 100 91 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP K8 7/1/2019, 8:17 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.008 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.36 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 9.4 9.4 cfs Discharge within the Gutter Section W (QT - QX) QW = 2.2 2.2 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 11.6 11.6 cfs Flow Velocity within the Gutter Section V = 1.6 1.6 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.7 0.7 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 9.4 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 8.3 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.386 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.3 5.3 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.3 5.3 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.8 1.6 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 = 2.1 6.9 cfs Average Flow Velocity Within the Gutter Section V = 1.1 1.4 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.3 0.6 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 = 2.1 6.9 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.36 4.75 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 = 2.1 6.9 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 Townhomes DP K10 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP K10 7/1/2019, 8:18 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.4 6.4 cfs Water Spread Width T = 8.0 14.8 ft Water Depth at Flowline (outside of local depression) d = 3.0 4.6 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.458 0.241 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.8 4.9 cfs Discharge within the Gutter Section W Qw = 0.6 1.5 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.23 0.39 sq ft Velocity within the Gutter Section W VW = 2.8 4.0 fps Water Depth for Design Condition dLOCAL = 7.3 8.9 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.194 0.112 ft/ft Required Length LT to Have 100% Interception LT = 4.86 13.59 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.86 10.00 ft Interception Capacity Qi = 1.4 5.8 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.4 5.7 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.7 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.4 5.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.7 cfs Capture Percentage = Qa/Qo = C% = 100 89 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP K10 7/1/2019, 8:18 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.025 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.12 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 16.6 16.6 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.9 3.9 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 20.5 20.5 cfs Flow Velocity within the Gutter Section V = 2.8 2.8 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.3 1.3 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.4 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.3 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.432 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.6 9.4 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.6 9.4 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.2 2.9 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 = 2.8 12.2 cfs Average Flow Velocity Within the Gutter Section V = 1.8 2.5 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.5 1.0 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 = 2.8 12.2 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.12 4.75 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 = 2.8 12.2 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 Townhomes DP L2 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP L2 7/1/2019, 8:18 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.3 5.7 cfs Water Spread Width T = 6.0 11.3 ft Water Depth at Flowline (outside of local depression) d = 2.5 3.8 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.596 0.322 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.5 3.9 cfs Discharge within the Gutter Section W Qw = 0.8 1.8 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.18 0.30 sq ft Velocity within the Gutter Section W VW = 4.3 6.0 fps Water Depth for Design Condition dLOCAL = 6.8 8.1 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.247 0.143 ft/ft Required Length LT to Have 100% Interception LT = 4.47 12.24 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.47 10.00 ft Interception Capacity Qi = 1.3 5.4 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.3 5.4 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.3 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.3 5.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.3 cfs Capture Percentage = Qa/Qo = C% = 100 94 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP L2 7/1/2019, 8:18 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.6 ft Gutter Width W = 1.17 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 = 0.024 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.12 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 16.3 16.3 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.8 3.8 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 20.1 20.1 cfs Flow Velocity within the Gutter Section V = 2.7 2.7 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.3 1.3 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.4 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.3 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.432 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.6 9.2 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.6 9.2 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.2 2.8 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 = 2.8 12.0 cfs Average Flow Velocity Within the Gutter Section V = 1.7 2.4 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.5 1.0 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 = 2.8 12.0 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.12 4.75 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 = 2.8 12.0 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 Townhomes DP L4 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP L4 7/1/2019, 8:19 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.5 6.6 cfs Water Spread Width T = 6.4 12.0 ft Water Depth at Flowline (outside of local depression) d = 2.6 4.0 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.558 0.300 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.7 4.6 cfs Discharge within the Gutter Section W Qw = 0.8 2.0 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.19 0.32 sq ft Velocity within the Gutter Section W VW = 4.4 6.1 fps Water Depth for Design Condition dLOCAL = 6.9 8.2 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.232 0.134 ft/ft Required Length LT to Have 100% Interception LT = 4.94 13.52 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.94 10.00 ft Interception Capacity Qi = 1.5 6.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.5 5.9 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.7 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.5 5.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.7 cfs Capture Percentage = Qa/Qo = C% = 100 90 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP L4 7/1/2019, 8:19 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.0175 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.36 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 13.9 13.9 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.2 3.2 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 17.1 17.1 cfs Flow Velocity within the Gutter Section V = 2.3 2.3 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.1 1.1 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 9.4 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 8.3 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.386 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.9 7.8 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.9 7.8 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.2 2.4 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 = 3.1 10.2 cfs Average Flow Velocity Within the Gutter Section V = 1.6 2.1 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.4 0.8 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 = 3.1 10.2 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.36 4.75 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 = 3.1 10.2 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 Townhomes DP L6 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP L6 7/1/2019, 8:20 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.5 6.7 cfs Water Spread Width T = 6.9 12.9 ft Water Depth at Flowline (outside of local depression) d = 2.8 4.2 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.523 0.279 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.7 4.8 cfs Discharge within the Gutter Section W Qw = 0.8 1.9 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.20 0.34 sq ft Velocity within the Gutter Section W VW = 3.9 5.5 fps Water Depth for Design Condition dLOCAL = 7.0 8.4 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.219 0.126 ft/ft Required Length LT to Have 100% Interception LT = 4.98 13.77 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.98 10.00 ft Interception Capacity Qi = 1.5 6.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.5 6.0 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.7 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.5 6.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.7 cfs Capture Percentage = Qa/Qo = C% = 100 89 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP L6 7/1/2019, 8:20 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.024 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.24 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 16.3 16.3 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.8 3.8 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 20.1 20.1 cfs Flow Velocity within the Gutter Section V = 2.7 2.7 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.3 1.3 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 8.9 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 7.8 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.408 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.9 9.2 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.9 9.2 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.3 2.8 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 = 3.2 12.0 cfs Average Flow Velocity Within the Gutter Section V = 1.8 2.4 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.5 1.0 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 = 3.2 12.0 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.24 4.75 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 = 3.2 12.0 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 Townhomes DP L8 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP L8 7/1/2019, 8:20 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.4 6.5 cfs Water Spread Width T = 6.2 12.0 ft Water Depth at Flowline (outside of local depression) d = 2.6 4.0 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.574 0.302 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.6 4.5 cfs Discharge within the Gutter Section W Qw = 0.8 2.0 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.19 0.32 sq ft Velocity within the Gutter Section W VW = 4.3 6.1 fps Water Depth for Design Condition dLOCAL = 6.8 8.2 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.238 0.135 ft/ft Required Length LT to Have 100% Interception LT = 4.71 13.39 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.71 10.00 ft Interception Capacity Qi = 1.4 6.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 1.4 5.9 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.6 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.4 5.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.6 cfs Capture Percentage = Qa/Qo = C% = 100 90 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP L8 7/1/2019, 8:20 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 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 = 18.583 ft Gutter Width W = 1.17 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 = 0.0235 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.583 18.583 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 3.00 4.75 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 = 4.46 4.46 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.10 1.10 inches Water Depth at Gutter Flowline d = 5.56 5.56 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 17.4 17.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.188 0.188 Discharge outside the Gutter Section W, carried in Section TX QX = 16.1 16.1 cfs Discharge within the Gutter Section W (QT - QX) QW = 3.7 3.7 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 19.8 19.8 cfs Flow Velocity within the Gutter Section V = 2.7 2.7 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.2 1.2 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 7.9 15.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 6.8 14.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.459 0.233 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 1.3 9.1 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 1.3 9.1 cfs Discharge within the Gutter Section W (Qd - QX) QW = 1.1 2.8 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 = 2.4 11.8 cfs Average Flow Velocity Within the Gutter Section V = 1.7 2.4 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.4 0.9 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 = 2.4 11.9 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 3.00 4.75 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 = 2.4 11.9 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 Townhomes DP L10 | 10' Type R Curb Inlet Throat 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' HFH13.20_UD-Inlet_v4.05.xlsm, DP L10 7/1/2019, 8:21 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a') aLOCAL = 4.25 4.25 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.7 3.2 cfs Water Spread Width T = 4.4 9.0 ft Water Depth at Flowline (outside of local depression) d = 2.2 3.3 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.746 0.405 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.2 1.9 cfs Discharge within the Gutter Section W Qw = 0.5 1.3 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.14 0.25 sq ft Velocity within the Gutter Section W VW = 3.7 5.2 fps Water Depth for Design Condition dLOCAL = 6.4 7.5 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.304 0.174 ft/ft Required Length LT to Have 100% Interception LT = 2.95 8.28 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 2.95 5.00 ft Interception Capacity Qi = 0.7 2.6 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10 Effective (Unclogged) Length Le = 4.50 4.50 ft Actual Interception Capacity Qa = 0.7 2.4 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.8 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.7 2.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.8 cfs Capture Percentage = Qa/Qo = C% = 100 76 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening HFH13.20_UD-Inlet_v4.05.xlsm, DP L10 7/1/2019, 8:21 AM 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Nyloplast Inlet Grate Sizing Charts 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 12" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 18" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 24" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 30" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 2' x 3' Steel Bar / MAG Grate Inlet Capacity Chart 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Storm Drain Hydraulic Grade Line (HGL) Calculations East Ridge Third Filing Addendum 1 Mosaic Townhomes | Storm Drains A and B Date: 7/1/2019 La be l Start Node (In) Stop Node (Out) Length (ft) Diameter (in) Flow (cfs) Velocity (ft/s) Invert (Start) (ft) Elevation Ground (Start) (ft) Invert (Stop) (ft) Elevation Ground (Stop) (ft) Slope (Calculated) (ft/ft) System CA (acres) System Intensity (in/h) System Rational Flow (cfs) 12 INLET A1.4 INLET A1.3 107.30 18 5.8 3.3 4945.93 4949.69 4945.39 4950.20 0.005 0.58 9.95 5.8 11 INLET A1.3 INLET A1.2 98.75 24 8.9 2.8 4944.89 4950.20 4944.39 4948.54 0.005 0.91 9.71 8.9 INLET A1.2 INLET A1.1 107.18 24 17.8 5.7 4944.39 4948.54 4943.86 4948.11 0.005 1.86 9.45 17.8 10 INLET A1.1 SDMH A1 33.54 30 23.4 4.8 4943.36 4948.11 4943.19 4949.31 0.005 2.50 9.31 23.4 ## INLET A6 INLET A5 98.75 12 3.0 3.8 4947.08 4952.32 4946.58 4951.56 0.005 0.30 9.95 3.0 90 INLET A5 INLET A4 107.25 18 9.2 5.2 4946.08 4951.56 4945.55 4951.24 0.005 0.93 9.76 9.2 ## INLET A4 INLET A3 98.75 24 12.3 3.9 4945.05 4951.24 4944.55 4950.50 0.005 1.27 9.60 12.3 ## INLET A3 INLET A2 107.25 24 18.0 5.7 4944.55 4950.50 4944.02 4949.97 0.005 1.89 9.42 18.0 ## INLET A2 SDMH A1 65.21 30 20.9 4.3 4943.52 4949.97 4943.19 4949.31 0.005 2.23 9.28 20.9 9 SDMH A1 EXMH A (SDMH C9) 54.17 36 43.7 6.2 4942.69 4949.31 4942.42 4948.88 0.005 4.73 9.16 43.7 INLET B1.2 INLET B1.1 98.75 12 0.5 0.6 4945.43 4952.02 4944.93 4951.07 0.005 0.05 9.95 0.5 INLET B1.1 SDMH B1 72.03 24 8.2 2.6 4943.93 4951.07 4943.57 4950.79 0.005 0.93 8.77 8.2 INLET B8 INLET B7 107.25 15 3.2 2.6 4947.09 4954.05 4946.55 4954.50 0.005 0.32 9.95 3.2 INLET B7 INLET B6 98.75 18 6.0 3.4 4946.30 4954.50 4945.81 4952.79 0.005 0.62 9.65 6.0 INLET B6 INLET B5 107.25 24 12.5 4.0 4945.31 4952.79 4944.77 4952.97 0.005 1.31 9.43 12.5 INLET B5 INLET B4 98.75 24 15.0 4.8 4944.77 4952.97 4944.28 4951.54 0.005 1.61 9.23 15.0 INLET B4 INLET B3 107.25 30 20.8 4.3 4943.78 4951.54 4943.24 4952.09 0.005 2.28 9.07 20.8 INLET B3 INLET B2 98.75 30 23.2 4.7 4943.24 4952.09 4942.75 4950.31 0.005 2.59 8.89 23.2 INLET B2 SDMH B1 35.47 36 28.6 4.1 4942.25 4950.31 4942.07 4950.79 0.005 3.25 8.73 28.6 SDMH B1 EX INLET B (INLET D17) 31.25 42 36.1 3.8 4941.57 4950.79 4941.41 4950.35 0.005 4.18 8.57 36.1 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 4920 4925 4930 4935 4940 4945 4950 4955 4960 4920 4925 4930 4935 4940 4945 4950 4955 4960 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 STA=10+00.00 EXMH A 6'Ø FLAT TOP MH RIM=4948.88 INV IN (36" N)=4942.42 DEPTH=6.46 54.17 LF - 36'' RCP @ 0.50% STA=20+00.00 (STORM A1) STA=10+54.17 STORM A SDMH A1 6'Ø FLAT TOP MH RIM=4949.31 INV IN (30" E)=4943.19 INV IN (30" W)=4943.19 INV OUT (36" S)=4942.69 DEPTH=6.62 65.21 LF - 30'' RCP @ 0.50% STA=11+19.38 INLET A2 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4949.97 INV IN (24" E)=4944.02 INV OUT (30" W)=4943.52 DEPTH=6.45 107.25 LF - 24'' RCP @ 0.50% STA=12+26.63 INLET A3 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE RIM=4950.05 INV IN (24" E)=4944.55 INV OUT (24" W)=4944.55 DEPTH=5.50 98.75 LF - 24'' RCP @ 0.50% STA=13+25.38 INLET A4 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE 4920 4925 4930 4935 4940 4945 4950 4955 4960 4920 4925 4930 4935 4940 4945 4950 4955 4960 24+00 23+00 22+00 21+00 20+00 19+50 STA=10+54.17 (STORM A) STA=20+00.00 STORM A1 SDMH A1 6'Ø FLAT TOP MH RIM=4949.31 INV IN (30" E)=4943.19 INV IN (30" W)=4943.19 INV OUT (36" S)=4942.69 DEPTH=6.62 STA=20+33.54 INLET A1.1 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE RIM=4948.11 INV IN (24" W)=4943.86 INV OUT (30" E)=4943.36 DEPTH=4.75 33.54 LF - 30'' RCP @ 0.50% 107.18 LF - 24'' RCP @ 0.50% STA=21+40.72 INLET A1.2 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE RIM=4948.54 INV IN (24" W)=4944.39 INV OUT (24" E)=4944.39 DEPTH=4.14 98.75 LF - 24'' RCP @ 0.50% STA=22+39.47 INLET A1.3 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4950.02 INV IN (18" W)=4945.39 INV OUT (24" E)=4944.89 DEPTH=5.13 107.30 LF - 18'' RCP @ 0.50% STA=23+46.77 INLET A1.4 4920 4925 4930 4935 4940 4945 4950 4955 4960 4920 4925 4930 4935 4940 4945 4950 4955 4960 29+50 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 37+50 STA=30+00.00 EX INLET B TRIPLE TYPE 13 COMBO INLET RIM=4950.59 INV IN (42" N)=4941.41 DEPTH=9.18 31.25 LF - 42'' RCP @ 0.52% STA=40+00.00 (STORM B1) STA=30+31.25 STORM B SDMH B1 7'Ø MH RIM=4951.47 INV IN (36" E)=4942.07 INV IN (24" W)=4943.07 INV OUT (42" S)=4941.57 DEPTH=9.89 STA=30+66.72 INLET B2 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE RIM=4950.31 INV IN (30" E)=4942.75 INV OUT (36" W)=4942.25 DEPTH=8.06 35.47 LF - 36'' RCP @ 0.50% 98.75 LF - 30'' RCP @ 0.50% STA=31+65.47 INLET B3 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4952.09 INV IN (30" E)=4943.24 INV OUT (30" W)=4943.24 DEPTH=8.84 107.25 LF - 30'' RCP @ 0.50% STA=32+72.72 INLET B4 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE RIM=4951.54 4920 4925 4930 4935 4940 4945 4950 4955 4960 4920 4925 4930 4935 4940 4945 4950 4955 4960 42+00 41+00 40+00 39+50 STA=30+31.25 (STORM B) STA=40+00.00 STORM B1 SDMH B1 7'Ø MH RIM=4951.47 INV IN (36" E)=4942.07 INV IN (24" W)=4943.07 INV OUT (42" S)=4941.57 DEPTH=9.89 STA=41+70.78 INLET B1.2 NYLOPLAST DRAIN BASIN W/ 12" DOME GRATE RIM=4952.02 INV OUT (12" E)=4944.93 DEPTH=7.09 STA=40+72.03 INLET B1.1 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE RIM=4951.07 INV IN (12" W)=4944.43 INV OUT (24" E)=4943.43 DEPTH=7.64 98.75 LF - 12'' RCP @ 0.50% 72.03 LF - 24'' RCP @ 0.50% 5.8' STA=41+21.15 INV=4938.02 SANITARY CROSSING HGL HGL HGL PROPOSED GRADE EXISTING GROUND 100 yr HGL 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS M 1 1/2''W 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 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 èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ Í èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍ Í èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ ïîùùÍÍ ïîùùÍÍ ïîùùÍ Í èùùÍÍ èùùÍÍ èùùÍÍ èùùÍÍ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉèùùÉ èùùÉ èùùÉ èùùÉ èùùÉ èùùÉ è ùùÉ èùùÉ Í èùùÍÍ ïïõðð ïðõðð ïîõðð ïíõðð ïìõðð ïëõðð ïéõðð ïêõðð ÍÌÑÎÓ ÜÎß×Ò ßê ÍÛÛ ÍØÛÛÌ ÍÜðï ÍÌÑÎÓ ÜÎß×Ò ßì ÍÛÛ ÍØÛÛÌ ÍÜðî Ê×ÝÑÌ ÉßÇ ÝÎËÍßÜÛÎ ÍÌÎÛÛÌ øß÷ ÆÛÐÐÛÔ×ÒÉßÇ ÔÑÌ ïë ÔÑÌ ïì ÔÑÌ ïí ÔÑÌ ïî ÔÑÌ îï ÔÑÌ îð ÔÑÌ ïç ÔÑÌ ïè ÔÑÌ ïë ÔÑÌ ïì ÔÑÌ ïí ÔÑÌ ïî ÔÑÌ ïï ÔÑÌ íî ÔÑÌ íï ÔÑÌ íð ÔÑÌ îç ÔÑÌ îè ÔÑÌ îé ÔÑÌ îê ÔÑÌ îë ÔÑÌ îì ÔÑÌ ïé ÔÑÌ ïè ÔÑÌ ïç ÔÑÌ îð ÔÑÌ îí ìçîð ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçîð ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð êèõðð êéõðð êêõðð êëõðð êìõðð êíõðð êîõðð êïõðð êðõðð ëçõëð ïèþ Ó×Òò ïèþ Ó×Òò ïèþ Ó×Òò ÍÌßãçðõïðòêéøÍÌÑÎÓÞê÷ ÍÌßãêéõðëòéîÍÌÑÎÓÞ ÍÜÓØ Þê èùH ÚÔßÌÌÑÐÓØ Î×Óãìçììòîê ×ÒÊ ×Òøêðþ ÒÛ÷ãìçííòèï ×ÒÊ×Òøîìþ ÍÛ÷ãìçíéòíï ×ÒÊ ×Ò øíêþ ÒÉ÷ãìçíêòíï ×ÒÊ ÑËÌ øêêþ ÍÉ÷ãìçííòèï ÜÛÐÌØãïðòçê êêùù ÎÝÐ íìòðé ÔÚ à ðòìðû ÍÌßãêêõéïòêë ÍÜÓØ Þë ïïùÈïðù ÞÑÈ ÞßÍÛ ÓØ Î×Óãìçììòíé ×ÒÊ×Òøêêþ ÒÛ÷ãìçííòêé ×ÒÊ ×Ò øíêþ É÷ãìçííòêé ×ÒÊÑËÌøêêþÍÛ÷ãìçííòêé ÜÛÐÌØãïïòîð êêùù ÎÝÐ ïìëòìçÔÚàðòì ðû ÍÌßãêëõîìòçï ×ÒÔÛÌ Þì ïîù ÌÇÐÛ ïê ÝÑÓÞÑ×ÒÔÛÌ ÌÞÝãìçììòêè ×ÒÊ×Òøêêþ ÒÉ÷ãìçííòðç ×ÒÊÑËÌøêêþÍÛ÷ãìçííòðç ÜÛÐÌØãïîòðç êêùùÎÝÐ ïíîòëçÔÚàðòì ðû ÍÌßãéðõððòðð øÍÌÑÎÓÞí÷ ÍÌßãêíõçïòðéÍÌÑÎÓÞ ÍÜÓØ Þí èùH ÚÔßÌ ÌÑÐÓØ Î×Óãìçìíòçî ×ÒÊ×Òøêêþ ÒÉ÷ãìçíîòëê ×ÒÊ ×ÒøîìþÒÛ÷ãìçíêòðê ×ÒÊÑËÌøêêþÍÛ÷ãìçíîòëê ÜÛÐÌØãïïòèê êêùù ÎÝÐïîïòèí ÔÚ à ðòì 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 149+00 150+00 151+00 152+00 152+50 42'' RCP 123.51 LF @ 0.60% STA=160+08.38 (STORM C7.1) STA=151+24.18 STORM C7 INLET C7.1 15' TYPE 16 COMBO INLET RIM=4946.05 INV IN (36" N)=4938.01 INV OUT (42" W)=4937.51 DEPTH=8.54 36'' RCP 31.33 LF @ 0.60% STA=151+57.02 INLET C7.2 15' TYPE 16 COMBO INLET RIM=4946.05 INV OUT (36" S)=4938.20 DEPTH=7.85 STA=121+29.93 (STORM C) STA=150+00.00 STORM C7 SDMH C7 8'Ø MH RIM=4947.13 INV IN (48" N)=4937.22 INV IN (42" E)=4936.77 INV OUT (48" SW)=4936.27 DEPTH=10.85 PROPOSED GRADE EXISTING GRADE STA=151+50.60 TOP=4936.34 8" WATER CROSSING STA=151+40.60 INV=4934.67 8" SANITARY CROSSING 100 yr HGL 18" MIN. HGL HGL 47 47 48 48 8''SS 47 4950 49 4950 48 4950 46 46 47 47 48 49 47 47 4848 8 ''SS 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 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''W 8''W 8''W 8''W 8''W BIPLANE STREET LOT 8 LOT 1 LOT 7 LOT 6 LOT 13 LOT 5 LOT 14 LOT 4 LOT 15 LOT 3 LOT 16 LOT 2 LOT 17 LOT 18 LOT 8 LOT 11 LOT 12 LOT 10 LOT 9. LOT 2 LOT 13 LOT 12 LOT 1 LOT 14 LOT 1 LOT 2 LOT 13 LOT 14 LOT 1 LOT 12 ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë îïðõððîðçõððîðèõððîðéõððîðêõðð îðëõðð îðìõðð îðíõðð îðîõðð îðïõðð îððõðð ïèþ Ó×Òò ïèþ Ó×Òò ïèþ Ó×Òò êðùù ÎÝÐ îìïòçéÔÚ à ðòìðû ÍÌßãîðïõîëòèì ×ÒÔÛÌÜç ïîù ÏËßÜ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçìéòçî ×ÒÊ ×ÒøëìþÒ÷ãìçíêòìé ×ÒÊ ÑËÌ øêðþ Í÷ãìçíëòçé ÜÛÐÌØãïïòçë ëìùù ÎÝÐ îçòçî ÔÚ à ðòëîû ÍÌßãîðïõëèòéê ×ÒÔÛÌ Üïð ïîù ÏËßÜÌÇÐÛ ïê ÝÑÓÞÑ×ÒÔÛÌ ÌÞÝãìçìéòçî ×ÒÊ ×ÒøëìþÒÛ÷ãìçíêòêí ×ÒÊ ÑËÌ øëìþ Í÷ãìçíêòêí ÜÛÐÌØãïïòíð ëìùù ÎÝÐ ìïòéé ÔÚ à ðòëîû ÍÌßãîðîõðîòðí ÍÜÓØ Üïï èùH ÚÔßÌ ÌÑÐÓØ Î×Óãìçìèòçê ×ÒÊ ×Ò øëìþ Ò÷ãìçíêòèì ×ÒÊ ÑËÌ øëìþ ÍÉ÷ãìçíêòèì ÜÛÐÌØãïîòïî ëìùù ÎÝÐ ïëçòëçÔÚ à ðòëîû ÍÌßãîðíõêíòïî ×ÒÔÛÌ Üïî ïîù ÏËßÜ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçìçòêé ×ÒÊ ×Ò øëìþ Ò÷ãìçíéòêé ×ÒÊ ÑËÌ øëìþ Í÷ãìçíéòêé ÜÛÐÌØãïîòðð ëìùù ÎÝÐ îçòèí ÔÚ 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • GallowayUS.com Appendix E Proposed Condition Drainage Map 1 PROPOSED UTILITY PLANS FOR: EAST RIDGE SECOND FILING DATED: 6.30.16 Fut-A Fut-B BARNSTORMER STREET BARNSTORMER STREET VINE DRIVE VINE DRIVE BURLINGTON NORTHERN RAILROAD BURLINGTON NORTHERN RAILROAD K2 K3 K4 K5 K6 K7 K8 K9 K10 K11 L1 L2 L3 L4 L5 L6 K1 L7 L8 OS1 A1 A2 A3 B1 B2 OS3 acres K1 0.76 0.95 0.18 acres K2 0.67 0.84 0.68 acres K3 0.66 0.83 0.40 acres K4 0.67 0.84 0.71 acres K5 0.70 0.87 0.38 acres K6 0.66 0.83 0.71 acres K7 0.63 0.79 0.43 acres K8 0.70 0.87 0.66 acres K9 0.63 0.79 0.43 acres K10 0.70 0.87 0.68 acres K11 0.64 0.80 0.37 acres L1 0.49 0.61 0.08 acres L2 0.74 0.93 0.57 acres L3 0.62 0.78 0.40 acres L4 0.72 0.90 0.67 acres L5 0.62 0.77 0.40 acres L6 0.70 0.87 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 acres G1_rev 0.70 0.88 0.64 OS4 OS5 OS6 OS7 OS8 OS9 OS2 53 54 4955 52 53 53 53 52 51 51 54 53 52 52 53 52 52 52 51 51 52 52 52 53 52 53 51 51 51 51 52 51 51 51 52 53 52 53 53 52 52 52 52 52 52 53 52 52 51 52 51 4950 4950 49 49 49 49 49 4950 4950 51 4950 51 4950 51 51 52 52 52 52 53 53 53 53 53 52 53 53 51 52 52 51 51 51 4950 51 53 52 51 51 52 52 53 53 54 54 53 54 53 54 54 54 54 54 54 54 54 53 53 53 53 51 52 53 53 54 52 53 54 53 53 54 54 54 53 54 53 53 54 4955 4955 54 54 4955 54 54 52 52 52 54 53 52 53 54 53 52 53 51 51 54 52 53 54 54 53 54 54 54 53 54 4955 4955 53 53 53 54 4955 54 54 54 54 53 54 4955 4955 4955 53 52 53 54 54 56 56 54 53 4955 54 53 52 4955 54 54 4955 54 57 56 4955 53 54 56 54 4955 56 56 56 4955 56 57 56 4955 4955 4955 57 56 57 56 4956 4955 4954 4953 4952 4951 4950 4949 4948 4952 4953 4954 4955 4956 4950 4951 4952 4953 4954 4956 4949 4948 4947 4946 4945 4950 4950 4951 4952 4953 4954 4952 4952 4953 4954 4955 4956 4954 4953 4952 4951 4952 4951 4950 4949 4948 4947 4946 4953 4954 4955 4956 4957 4958 4953 4952 4954 4953 4955 4956 4957 4959 4960 4950 4950 4950 4950 4949 4949 4949 4950 4950 4951 4952 4951 4951 4952 4953 4954 4953 4952 4952 4952 4952 4953 4953 4952 4952 4951 4950 4951 4952 4953 4951 4952 4953 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 4 5 6 7 8 8 10 10 L8 L9 L10 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 OS10 56 56 54 56 54 4955 56 56 57 58 57 58 57 58 57 58 56 57 57 56 58 57 56 57 56 4955 56 4955 4955 4955 56 56 57 57 57 58 57 58 57 58 4955 4964 4963 4962 4961 4960 4959 4958 4957 4954 4954 4956 4956 4956 4959 4958 4960 4958 4957 BURLINGTON NORTHERN RAILROAD 4954 4955 4955 4954 BARNSTORMER STREET 1 1 2 2 4 STAMP 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 Planning. Architecture. Engineering. 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 - Jordan Deshon - 7/2/2019 HFH000013.20 07.03.19 # Date Issue / Description 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. 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 DR01 PLANS DRAINAGE JEP NEW ( IN FEET ) 1 inch = ft. 60 0 60 Feet 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) K1 0.18 0.76 0.95 5.0 5.0 0.4 1.7 K2 0.68 0.67 0.84 5.3 5.0 1.3 5.8 K2 + OS2 0.70 0.66 0.83 5.3 5.0 1.3 5.8 K3 0.40 0.66 0.83 5.0 5.0 0.8 3.3 K4 0.71 0.67 0.84 5.1 5.0 1.3 5.9 K4 + OS3 0.80 0.62 0.78 5.4 5.0 1.4 6.2 K4, OS3 + OS1 1.33 0.53 0.66 11.8 11.8 1.5 6.4 K5 0.38 0.70 0.87 5.0 5.0 0.8 3.3 K6 0.71 0.66 0.83 5.0 5.0 1.3 5.9 K6 + OS4 0.85 0.59 0.74 5.4 5.0 1.4 6.3 K7 0.43 0.63 0.79 5.0 5.0 0.8 3.4 K8 0.66 0.70 0.87 5.4 5.0 1.3 5.7 K8 + OS5 0.81 0.61 0.76 5.8 5.0 1.4 6.2 K9 0.43 0.63 0.79 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 0.77 5.8 5.0 1.4 6.4 K11 0.37 0.64 0.80 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 0.62 0.78 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 0.62 0.77 5.0 5.0 0.7 3.1 L6 0.70 0.70 0.87 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 1.2 5.3 B1_rev 0.85 0.66 0.82 10.7 9.7 1.2 5.5 G1_rev 0.64 0.70 0.88 8.9 7.8 1.1 4.9 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 0.31 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 à ðòëîû ÍÌßãîðíõçëòçê ×ÒÔÛÌ Üïí ïëù ÌÇÐÛ ïê ÝÑÓÞÑ×ÒÔÛÌ Î×Óãìçìçòêé ×ÒÊ ×Ò øìèþ Ò÷ãìçíèòíí ×ÒÊ ÑËÌ øëìþ Í÷ãìçíéòèí ÜÛÐÌØãïïòèë ìèùù ÎÝÐ îïêòïéÔÚ à ðòëîû ÍÌßãîðêõïëòïî ×ÒÔÛÌÜïì ïëùÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçëðòìî ×ÒÊ ×Òøìèþ Ò÷ãìçíçòìë ×ÒÊ ÑËÌ øìèþÍ÷ãìçíçòìë ÜÛÐÌØãïðòçé ìèùù ÎÝÐ íðòêè ÔÚ à ðòëîû ÍÌßãîðêõìèòëë ×ÒÔÛÌÜïë ïëù ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçëðòìï ×ÒÊ ×Òøìîþ Ò÷ãìçìðòïï ×ÒÊ ÑËÌ øìèþÍ÷ãìçíçòêï ÜÛÐÌØãïðòéç ìîùù ÎÝÐ îïêòêéÔÚ à ðòëîû ÍÌßãîðèõêéòéî ×ÒÔÛÌ Üïê ïîù ÏËßÜ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçëðòçî ×ÒÊ ×Ò øìîþ Ò÷ãìçìïòîì ×ÒÊ ÑËÌ øìîþ Í÷ãìçìïòîì ÜÛÐÌØãçòêè ìîùù ÎÝÐ îèòéë ÔÚ à ðòëîû ÍÌßãîðèõççòêì ×ÒÔÛÌÜïé çù ÌÎ×ÐÔÛ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçëðòçç ×ÒÊ ×Òøìîþ Ò÷ãìçìïòíç ×ÒÊ ÑËÌ øìîþÍ÷ãìçìïòíç ÜÛÐÌØãçòêð ìîùù ÎÝÐ ïçòéð ÔÚ à ðòëîû ÍÌßãîðçõîðòêî ÚÛÍ Üïè ìîþ ÚÛÍ ×ÒÊ ÑËÌ øìîþÍ÷ãìçìïòìç ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ÍÌßãîðïõìïòíí ×ÒÊãìçííòíí èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÍÌßãîðïõëîòíì ÌÑÐãìçíìòëè èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãîðíõèçòëì ÌÑÐãìçíëòéè èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãîðíõéçòëì ×ÒÊãìçíìòçé èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÍÌßãîðêõíïòèì ×ÒÊãìçíëòïð èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÍÌßãîðèõèìòïì ×ÒÊãìçíéòîç èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÍÌßãîðèõçìòïì ÌÑÐãìçíçòíè èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãîðêõìîòðì ÌÑÐãìçíéòêé ïîþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ Ø ÙÔ ØÙÔ ØÙÔ ØÙÔ ïð𠧮 ØÙÔ ÝÑÒÝÎÛÌÛ ÝËÌóÑÚÚ ÉßÔÔ ïèþ Ó×Òò 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 ï문 ͬ®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú ݱ³°¿²§ô ײ½ò ß´´ η¹¸¬­ λ­»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ю±¶»½¬ Ò±æ ݸ»½µ»¼ Þ§æ ØÚØÔÊðððïòðï 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É×ÌØ×Ò ÐÎÛóÝßÍÌÛÎùÍ ÌÑÔÛÎßÒÝÛÍô ÛÌÝò÷ò éò ÍÛÛ ÜÛÌß×ÔÍ ÚÑÎ Î×ÐÎßÐ ÐßÜ Í×Æ×ÒÙò èò ÐÎÑÊ×ÜÛ ÉßÌÛÎ Ì×ÙØÌ ÖÑ×ÒÌÍ ÐÛÎ ßÍÌÓ Ýììí ßÌ ßÔÔ Ý×ÎÝËÔßÎ ÍÌÑÎÓ Ð×ÐÛò çò ÓßÒØÑÔÛÍ ÍØßÔÔ ÞÛ ÍØßÐÛÜ ËÒÔÛÍÍ ÑÌØÛÎÉ×ÍÛ ÒÑÌÛÜò ïðò ÍßÒ×ÌßÎÇ ÍÛÉÛÎ ×ÒÊÛÎÌÍ ßÎÛ ÍØÑÉÒ ÚÑÎ ×ÒÚÑÎÓßÌ×ÑÒ ÑÒÔÇò ÍÛÛ ÍØÛÛÌ ÍÍðïóÍÍíë ÚÑÎ Ú×ÒßÔ ÛÔÛÊßÌ×ÑÒÍò ïïò ÉßÌÛÎÔ×ÒÛ ×ÒÊÛÎÌÍ ßÎÛ ÍØÑÉÒ ÚÑÎ ×ÒÚÑÎÓßÌ×ÑÒ ÑÒÔÇò ÌØÛ ÝÑÒÌÎßÝÌÑÎ ÍØßÔÔ ÊÛÎ×ÚÇ ÌØßÌ ïèþ ÊÛÎÌ×ÝßÔ ÍÛÐßÎßÌ×ÑÒ ×Í Óß×ÒÌß×ÒÛÜ ÞÛÌÉÛÛÒ ÉßÌÛÎ Ô×ÒÛ ßÒÜ ÍÌÑÎÓ ÐÛÎ ÛÔÝÑ ÍÌßÒÜßÎÜ ÜÛÌß×ÔÍò ïîò ÍÛÛ ÍØÛÛÌÍ ÛÈðïóÛÈðî ÚÑÎ ÛÈ×ÍÌ×ÒÙ ÞÑËÒÜßÎÇ ÝÑÎÒÛÎ ÝÑÑÎÜ×ÒßÌÛÍò ïíò ßÔÔ ÍÌÑÎÓ ÓßÒØÑÔÛ Ô×ÜÍ ÌÑ ÞÛ ÎÑÌßÌÛÜ ÑËÌ ÑÚ ÝËÎÞ ßÒÜ ÙËÌÌÛÎô ÝÎÑÍÍÐßÒÍ ßÒÜ Í×ÜÛÉßÔÕÍò ïìò ÓßÒØÑÔÛ Î×Ó ÛÔÛÊßÌ×ÑÒ ßÎÛ ÌÑ ÞÛ ßÜÖËÍÌÛÜ ÌÑ ï ìþ ÞÛÔÑÉ Ú×Ò×ÍØÛÜ ÙÎßÜÛ ×Ò ÐßÊÛÜ ßÎÛßÍò ïëò ÍÛÛ ÍØÛÛÌ ÜÌðé ÚÑÎ ØÛßÜÉßÔÔ ÜÛÌß×ÔÍ ßÒÜ ÍØÛÛÌ ÙÎðë ÚÑÎ ÍÐÑÌ ÛÔÛÊßÌ×ÑÒÍ ÑÚ ØÛßÜÉßÔÔò ïêò ÌØÛ ÒßÌËÎßÔ ØßÞ×ÌßÌ ÞËÚÚÛÎ ÆÑÒÛ ÍØßÔÔ ÞÛ Óß×ÒÌß×ÒÛÜ ßÍ ß ÒßÌ×ÊÛ ÔßÒÜÍÝßÐÛ ÐÛÎ ÌØÛ ßÐÐÎÑÊÛÜ ÔßÒÜÍÝßÐÛ ÐÔßÒò Í ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ×ÒÔÛÌ ÛßÍÛÓÛÒÌ Ô×ÒÛ ÐÎÑÐÑÍÛÜ ÔÑÌÔ×ÒÛ ÐÎÑÐÑÍÛÜ Î×ÙØÌóÑÚóÉßÇ ÐÎÑÐÛÎÌÇ ÞÑËÒÜßÎÇ ÐÎÑÐÑÍÛÜ ÝËÎÞ ú ÙËÌÌÛÎ ÛÈ×ÍÌ×ÒÙ ÙßÍ ÛÈ×ÍÌ×ÒÙ ÑÊÛÎóØÛßÜ ÛÔÛÝÌÎ×Ý ÐÎÑÐÑÍÛÜ Ú×ÞÛÎ ÑÐÌ×Ý ÛÈ×ÍÌ×ÒÙ ÍÌÑÎÓ ÍÛÉÛÎ ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ÍÛÉÛÎ ÐÎÑÐÑÍÛÜ Ú×ÎÛ ØÇÜÎßÒÌ ÐÎÑÐÑÍÛÜ ÎÛÍ×ÜÛÌ×ßÔ ÍÛÎÊ×ÝÛ ÐÎÑÐÑÍÛÜ ÍÛÉÛÎ ÍÛÎÊ×ÝÛ ÛÈ×ÍÌ×ÒÙ ÍßÒ×ÌßÎÇ ÍÛÉÛÎ ÐÎÑÐÑÍÛÜ ÍßÒ×ÌßÎÇ ÍÛÉÛÎ ÛÈ×ÍÌ×ÒÙ ÉßÌÛÎ Óß×Ò ÐÎÑÐÑÍÛÜ ÉßÌÛÎ Óß×Ò É èþ ÍÍ ÍÍ èþ ÍÍ ìçðð ìçðð ÐÎÑÐÑÍÛÜ ÝÑÒÌÑËÎ ÛÈ×ÍÌ×ÒÙ ÝÑÒÌÑËÎ ÐÎÑÐÑÍÛÜ ÉßÌÛÎ Ô×ÒÛ ÔÑÉÛÎ×ÒÙ ø ×Ò ÚÛÛÌ ÷ ï ·²½¸ ã º¬ò ëð ð ëð ëð ïðð ïëð ï ðíñîçñïé ˬ·´·¬§ ¿²¼ д¿² λª·­·±²­ ÖÛÐ LOT 13 TRACT O BLOCK 8 BLOCK 9 BLOCK 10 BLOCK 11 BLOCK 8 YEAGER STREET BARNSTORMER STREET CONQUEST STREET SANITARY LINE 1-15 SEE SHEET SS29 SANITARY LINE 1-17 SEE SHEET SS34 12" WATER LINE SEE SHEET WT02 STORM DRAIN C10 SEE SHEET SD08 STORM DRAIN C9 SEE SHEET SD10 SANITARY LINE 1-16A SEE SHEET SS32 STORM DRAIN C7 SEE SHEET SD10 STORM DRAIN C6 SEE SHEET SD09 SANITARY LINE 1-12 SEE SHEET SS21 COLEMAN STREET 127+87.88 121+00 120+00 123+00 122+00 124+00 126+00 125+00 127+00 SDMH C8 STA=123+92.94 8'Ø MH SEE NOTE 13 N:19354.8581 E:11121.4343 INLET C11 STA=127+76.63 6' Double Type 16 Combo Inlet N:19641.8692 E:11023.1880 48'' RCP 114.44 LF @ 0.50% 42'' RCP 262.32 LF @ 0.80% 48'' RCP 262.99 LF @ 0.80% 36'' RCP 97.23 LF @ 0.50% 24'' RCP 24.15 LF @ 0.50% SDMH C6 8'Ø MH STA=120+15.48 STA=140+00.00 (STORM C6) N: 18992.2232 E: 11066.3395 SDMH C7 8'Ø MH SEE NOTE 13 STA=121+29.93 STA=150+00.00 (STORM C7) N: 19091.8684 E: 11122.6288 SDMH C9 6'Ø FLAT TOP MH STA=126+55.25 STA=170+00.00 (STORM C9) N: 19617.1744 E: 11120.2430 SDMH C10 6'Ø FLAT TOP MH STA=127+52.48 STA=180+00.00 (STORM C10) N: 19617.7152 E: 11023.0184 4920 4925 4930 4935 4940 4945 4950 4920 4925 4930 4935 4940 4945 4950 128+50 128+00 127+00 126+00 125+00 124+00 123+00 122+00 121+00 120+00 STA=140+00.00 (STORM C6) STA=120+15.48 STORM C SDMH C6 8'Ø MH RIM=4945.69 INV IN (48" NE)=4935.70 INV IN (30" SE)=4937.20 INV OUT (48" SW)=4935.70 DEPTH=9.99 48'' RCP 114.44 LF @ 0.50% STA=150+00.00 (STORM C7) STA=121+29.93 STORM C SDMH C7 8'Ø MH RIM=4947.13 INV IN (48" N)=4937.22 INV IN (42" E)=4936.77 INV OUT (48" SW)=4936.27 DEPTH=10.85 48'' RCP 262.99 LF @ 0.80% STA=123+92.94 SDMH C8 8'Ø MH RIM=4948.76 INV IN (42" N)=4939.52 INV OUT (48" S)=4939.32 DEPTH=9.44 42'' RCP 262.32 LF @ 0.80% STA=170+00.00 (STORM C9) STA=126+55.25 STORM C SDMH C9 6'Ø FLAT TOP MH RIM=4948.88 INV IN (36" W)=4941.82 INV IN (36" N)=4942.42 INV OUT (42" S)=4941.62 DEPTH=7.26 36'' RCP 97.23 LF @ 0.50% STA=180+00.00 (STORM C10) STA=127+52.48 STORM C SDMH C10 6'Ø FLAT TOP MH RIM=4948.25 INV IN (24" N)=4943.31 INV IN (24" S)=4943.31 INV OUT (36" E)=4942.31 DEPTH=5.94 24'' RCP 24.15 LF @ 0.50% STA=127+76.63 INLET C11 6' DOUBLE TYPE 16 COMBO INLET TBC=4948.46 INV OUT (24" S)=4943.43 DEPTH=5.03 EXISTING GRADE PROPOSED GRADE 18" CLEAR 18" MIN. STA=127+61.13 INV=4934.97 18" SANITARY CROSSING STA=127+71.46 TOP=4941.65 12" WATER CROSSING STA=120+29.86 INV=4932.08 8" SANITARY CROSSING STA=120+41.85 TOP=4933.91 8" WATER CROSSING 100 yr HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL 49 48 46 46 47 47 48 49 12''W 12''W 12''W 12''W 18''SS 18''SS 18''SS 18''SS 18''SS 8''W 8''W 8''W 8''SS 8''SS LOT 1 LOT 2 LOT 17 LOT 18 BLOCK 8 SANITARY LINE 1-17 SEE SHEET SS34 12" WATER LINE SEE SHEET WT02 STORM DRAIN C SEE SHEET SD08 STORM DRAIN C9 SEE SHEET SD10 BARNSTORMER STREET YEAGER STREET 180+00 INLET C10.1 STA=180+07.76 10' CDOT TYPE R Inlet N:19609.9530 E:11023.0105 SDMH C10 6'Ø FLAT TOP MH STA=180+00.00 STA=127+52.48 (STORM C) N: 19617.7152 E: 11023.0184 24'' RCP 7.76 LF @ 0.52% 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 179+00 180+00 181+00 181+50 STA=127+52.48 (STORM C) STA=180+00.00 STORM C10 SDMH C10 6'Ø FLAT TOP MH RIM=4948.25 INV IN (24" N)=4943.31 INV IN (24" S)=4943.31 INV OUT (36" E)=4942.31 DEPTH=5.94 STA=180+07.76 INLET C10.1 10' CDOT TYPE R INLET TBC=4948.38 INV OUT (24" N)=4943.35 DEPTH=5.03 24'' RCP 7.76 LF @ 0.52% PROPOSED GRADE EXISTING GRADE 100 yr HGL SD08 PLAN AND PROFILE STORM DRAIN C & C10 JEP CMG # Date Issue / Description STAMP 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 THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 Planning. Architecture. Engineering. O www.gallowayUS.com C 2015. Galloway & Company, Inc. All Rights Reserved Init. EAST RIDGE SECOND FILING SOUTH TIMBERLINE ROAD AND VINE DRIVE FORT COLLINS, CO OF 188 SHEETS SHEET TITLE: Date: Drawn By: Project No: Checked By: HFHLV0001.01 12.05.16 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 KEYMAP STA: SCALE: H: 1"= V: 1"= STORM DRAIN C to 120+00.00 127+56.82 50 5 MATCH LINE SEE SHEET: SD07 STA: 120+00.00 LINE MATCH STA 20+00 STA: SCALE: H: 1"= V: 1"= STORM DRAIN C10 to 180+00.00 180+07.76 50 5 SD08 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 LEGEND: NOTES: 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 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. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING LENGTH INCLUDES FLARED END SECTIONS. 4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 7. SEE DETAILS FOR RIPRAP PAD SIZING. 8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE. 9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED. 10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL ELEVATIONS. 11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18" VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS. 12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS. 14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 1 4" BELOW FINISHED GRADE IN PAVED AREAS. 15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL. 16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE APPROVED LANDSCAPE PLAN. S PROPOSED STORM INLET EASEMENT LINE PROPOSED LOTLINE PROPOSED RIGHT-OF-WAY PROPERTY BOUNDARY PROPOSED CURB & GUTTER EXISTING GAS EXISTING OVER-HEAD ELECTRIC PROPOSED FIBER OPTIC EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED FIRE HYDRANT PROPOSED RESIDETIAL SERVICE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED SANITARY SEWER EXISTING WATER MAIN PROPOSED WATER MAIN W 8" SS SS 8" SS 4900 4900 PROPOSED CONTOUR EXISTING CONTOUR PROPOSED WATER LINE LOWERING ( IN FEET ) 1 inch = ft. 50 0 50 50 100 150 1 03/29/17 Utility and Plan Revisions JEP 1 1 2 2 2 2 2 03/15/19 Storm Revisions JEP 8''SS 8''SS 8''W 8''W 8''W 8''W 8''W 8''W 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''W 8''W YEAGER STREET COLEMAN STREET LOT 11 LOT 10 LOT 12 LOT 13 LOT 14 LOT 1 LOT 2 LOT 13 TRACT O BLOCK 11 BLOCK 8 SANITARY LINE 1-15 SEE SHEET SS28 140+00 141+00 150+00 151+00 SDMH C7 8'Ø MH SEE NOTE 13 STA=150+00.00 STA=121+29.93 (STORM C) N: 19091.8684 E: 11122.6288 INLET C7.2 STA=151+57.02 15' Type 16 Combo Inlet N:19137.5407 E:11245.6561 INLET C7.1 STA=151+24.18 15' Type 16 Combo Inlet N:19104.7079 E:11245.4735 42'' RCP 123.51 LF @ 0.60% 36'' RCP 31.33 LF @ 0.60% CONQUEST STREET STORM DRAIN C SEE SHEET SD08 49 4950 46 46 47 47 48 49 12''W 12''W 12''W 12''W 12''W 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 8''W 8''W 8''W 8''W 8''SS 8''SS BARNSTORMER STREET LOT 17 LOT 18 LOT 1 LOT 2 BLOCK 8 BLOCK 9 170+00 SDMH C9 6'Ø FLAT TOP MH STA=170+00.00 STA=126+55.25 (STORM C) N: 19617.1744 E: 11120.2430 FES C9.1 STA=170+44.17 36" FES N:19661.3221 E:11121.5975 36'' RCP 44.17 LF @ 0.50% SANITARY LINE 1-17 SEE SHEET SS34 12" WATER LINE SEE SHEET WT02 STORM DRAIN C SEE SHEET SD08 STORM DRAIN C10 SEE SHEET SD08 SANITARY LINE 1-15 SEE SHEET SS29 YEAGER STREET 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 171+50 171+00 170+00 169+00 18" CLEAR 36'' RCP 44.17 LF @ 0.50% STA=170+44.17 FES C9.1 36" FES INV OUT (36" S)=4942.64 STA=126+55.25 (STORM C) STA=170+00.00 STORM C9 SDMH C9 6'Ø FLAT TOP MH RIM=4948.88 INV IN (36" W)=4941.82 INV IN (36" N)=4942.42 INV OUT (42" S)=4941.62 DEPTH=7.26 STA=170+08.66 INV=4934.77 18" SANITARY CROSSING STA=170+18.66 TOP=4940.68 12" WATER CROSSING PROPOSED GRADE EXISTING GRADE 100 yr HGL CONCRETE CUT-OFF WALL SD10 PLAN AND PROFILE STORM DRAIN C7, & C9 JEP CMG # Date Issue / Description STAMP 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 THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 Planning. Architecture. Engineering. O www.gallowayUS.com C 2015. Galloway & Company, Inc. All Rights Reserved Init. EAST RIDGE SECOND FILING SOUTH TIMBERLINE ROAD AND VINE DRIVE FORT COLLINS, CO OF 188 SHEETS SHEET TITLE: Date: Drawn By: Project No: Checked By: HFHLV0001.01 12.05.16 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 KEYMAP STA: SCALE: H: 1"= V: 1"= STORM DRAIN C7 to 150+00.00 151+57.02 50 5 STA: SCALE: H: 1"= V: 1"= STORM DRAIN C9 to 170+00.00 170+79.16 50 5 SD10 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 LEGEND: NOTES: 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 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. JOINTS ON ELLIPTICAL PIPES SHALL BE TONGUE AND GROOVE WITH FLEXIBLE JOINT SEAL COMPOUND PER THE PIPE MANUFACTURER STANDARDS AND AS APPROVED BY CITY INSPECTOR. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. LAYING LENGTH INCLUDES FLARED END SECTIONS. 4. RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5. ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS. 6. MANHOLE DIAMETERS SHOWN ARE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALLVERIFY THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 7. SEE DETAILS FOR RIPRAP PAD SIZING. 8. PROVIDE WATER TIGHT JOINTS PER ASTM C443 AT ALL CIRCULAR STORM PIPE. 9. MANHOLES SHALL BE SHAPED UNLESS OTHERWISE NOTED. 10. SANITARY SEWER INVERTS ARE SHOWN FOR INFORMATION ONLY. SEE SHEET SS01-SS35 FOR FINAL ELEVATIONS. 11. WATERLINE INVERTS ARE SHOWN FOR INFORMATION ONLY. THE CONTRACTOR SHALL VERIFY THAT 18" VERTICAL SEPARATION IS MAINTAINED BETWEEN WATER LINE AND STORM PER ELCO STANDARD DETAILS. 12. SEE SHEETS EX01-EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 13. ALL STORM MANHOLE LIDS TO BE ROTATED OUT OF CURB AND GUTTER, CROSSPANS AND SIDEWALKS. 14. MANHOLE RIM ELEVATION ARE TO BE ADJUSTED TO 1 4" BELOW FINISHED GRADE IN PAVED AREAS. 15. SEE SHEET DT07 FOR HEADWALL DETAILS AND SHEET GR05 FOR SPOT ELEVATIONS OF HEADWALL. 16. THE NATURAL HABITAT BUFFER ZONE SHALL BE MAINTAINED AS A NATIVE LANDSCAPE PER THE APPROVED LANDSCAPE PLAN. S PROPOSED STORM INLET EASEMENT LINE PROPOSED LOTLINE PROPOSED RIGHT-OF-WAY PROPERTY BOUNDARY PROPOSED CURB & GUTTER EXISTING GAS EXISTING OVER-HEAD ELECTRIC PROPOSED FIBER OPTIC EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED FIRE HYDRANT PROPOSED RESIDETIAL SERVICE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED SANITARY SEWER EXISTING WATER MAIN PROPOSED WATER MAIN W 8" SS SS 8" SS 4900 4900 PROPOSED CONTOUR EXISTING CONTOUR PROPOSED WATER LINE LOWERING SD10 ( IN FEET ) 1 inch = ft. 50 0 50 50 100 150 1 03/29/17 Utility and Plan Revisions JEP 1 1 2 2 2 03/15/19 Storm Revisions JEP ðû ÍÌßãêîõêéòéì ×ÒÔÛÌ Þî çù ÌÎ×ÐÔÛ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçìîòéç ×ÒÊ×Òøêêþ ÒÉ÷ãìçíîòðé ×ÒÊÑËÌøêêþÍÛ÷ãìçíîòðé ÜÛÐÌØãïðòéî êêùù ÎÝÐ ïïèòèï ÔÚ à ðò ìðû ÍÌßãêïõìéòìí ÍÜÓØ Þï ïïùÈïðù ÞÑÈ ÞßÍÛ ÓØ Î×Óãìçìïòîê ×ÒÊ×Òøêêþ ÒÉ÷ãìçíïòêð ×ÒÊÑËÌøêêþÍ÷ãìçíïòêð ÜÛÐÌØãïðòïé êêùù ÎÝÐ ïìéòìíÔÚ à ðòìðû ÍÌßãêðõððòðð ÑËÌÔÛÌÞ ÛÒÜ ÑÚ Ð×ÐÛ ßÌØÛßÜÉßÔÔ ×ÒÊ×Òøêêþ Ò÷ãìçíïòðï êðùù ÎÝÐ ïðêòèïÔÚ à ðòëðû ÍÌßãêïõêéòéì 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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 ˬ·´·¬§ ¿²¼ д¿² λª·­·±²­ ÖÛÐ M M 12''W 12''W 12''W 12''W 12''W 8''SS 8''SS 8''SS 8''SS 8''SS PRIVATE DRIVE F BARNSTORMER STREET 41+70.78 41+00 40+00 INLET B1.2 STA=41+70.78 NYLOPLAST DRAIN BASIN W/ 12" DOME GRATE N:19668.0713 E:11706.1034 INLET B1.1 STA=40+72.03 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE N:19667.5220 E:11804.8518 SDMH B1 STA=40+00.00 STORM B1 STA=30+31.25 (STORM B) 7'Ø MH N:19667.1214 E:11876.8798 12'' RCP 98.75 LF @ 0.50% 24'' RCP 72.03 LF @ 0.50% SANITARY LINE 2.4 SEE SHEET SS02 SANITARY LINE 2.5 SEE SHEET SS02 STORM DRAIN B SEE SHEET SD03 54 54 54 54 53 53 53 54 53 54 54 54 54 54 53 53 52 52 53 54 52 51 52 53 54 51 53 52 52 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 ROTATION: 90° STA: SCALE: H: 1"= V: 1"= STORM DRAIN B2 to 40+00.00 41+70.78 50 5 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. GENERAL MANAGER REVIEWED BY: DATE: UTILITY PLAN REVIEW BOXELDER SANITATION DISTRICT REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. PLAN ENGINEER IS RESPONSIBLE FOR ACCURACY AND COMPLETENESS. PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY PROPOSED ELECTRIC E E E PROPOSED RESIDETIAL SERVICE 1. ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE LATEST BOXELDER SANITATION DISTRICT “STANDARDS AND SPECIFICATIONS FOR SANITARY SEWER PIPELINE CONSTRUCTION AND IMPROVEMENTS.” 2. ALL SEWER SERVICES SHALL BE MINIMUM 4 INCH DIAMETER CONSTRUCTED AT A SLOPE OF 2% FROM THE BUILDING TO THE SEWER MAIN, UNLESS OTHERWISE SPECIFIED AND APPROVED BY THE DISTRICT. 3. ALL 6 INCH DIAMETER SEWER SERVICES SHALL BE CONSTRUCTED AT A SLOPE OF 1% FROM THE BUILDING TO THE SEWER MAIN. 4. WHEN GROUNDWATER IS ENCOUNTERED CLAY CUT OFF WALLS SHALL BE INSTALLED ON THE UPSTREAM SIDE OF ALL MANHOLES, IN THE MID SECTION OF EACH MAIN LINE RUN AT INTERVALS NOT TO EXCEED 300 FEET, OR AS REQUIRED BY THE DISTRICT. SEE DETAIL SHEETS FOR CLAY CUT OFF WALL DETAIL. 5. FIELD VERIFY INVERT ELEVATION OF SANITARY SEWER AND BASEMENT FINISHED FLOOR ELEVATION FOR GRAVITY FLOW PRIOR TO CONSTRUCTING FOUNDATIONS. 6. THE CONTRACTOR SHALL SCHEDULE A PRE CONSTRUCTION MEETING WITH BOXELDER SANITATION DISTRICT A MINIMUM OF ONE WEEK BEFORE CONSTRUCTION TO COORDINATE SCHEDULES AND CLARIFY ANY ADDITIONAL DISTRICT REQUIREMENTS. CONTACT NUMBER IS 970-498-0604. 7. CONTRACTOR SHALL NOTIFY THE DISTRICT'S INSPECTOR FORTY EIGHT HOURS PRIOR TO START OF CONSTRUCTION. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING FIELD LOCATES AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. 9. ALL CONSTRUCTION SHALL BE INSPECTED BY DISTRICT INSPECTOR PRIOR TO BACKFILL. 10. FOR OFF SITE SEWER LINE MANHOLES: MANHOLE RIMS SHALL BE SET FLUSH WITH THE SURFACE WHEN WITHIN AN ALL WEATHER ACCESS ROADWAY, RIMS SHALL BE SET 6 INCHES ABOVE GRADE IF THEY ARE NOT WITHIN AN ALL WEATHER ACCESS ROADWAY. 11. SEE SHEET EX01 & EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 12. PRIOR TO ON-SITE CONSTRUCTION, SURVEYOR SHALL CONFIRM ELEVATION OF EXISTING MANHOLE SHOWN ON PLANS PREPARED BY FARNSWORTH GROUP TITLED "EAST RIDGE OFFSITE SANITARY SEWER" PREPARED FOR BOXELDER SANITATION DISTRICT. MANHOLE CSi0155 IS LOCATED NEAR THE NORTH FRONTAGE ROAD OF COLORADOS TATE HIGHWAY 14. MANHOLE CSI0155 IS AT STATION 1+00 AND HAS A RIM ELEVATION OF 4925.98, INV OUT(S) OF 4913.93, INV IN (N) OF 4914.28 AND AN INV IN (W) OF 4914.28. IF SURVEY IS FOUND NOT TO MATCH WITH SITE SURVEY DATUM AND DESIGN, GALLOWAY IS TO BE NOTIFIED AND DISCREPANCY RESOLVED. 13. JM EAGLE PVC SDR 35 8" GASKETED PLUG OR APPROVED EQUAL. 14. MARK THE LOCATION OF EACH BRANCH WITH A TWO INCH BY FOUR INCH (2” X 4”) WOODEN MARKER EXTENDING FROM THE BRANCH VERTICALLY TO WITHIN ONE FOOT (1') OF THE GROUND SURFACE. A - ANCHOR MARKERS AND MAINTAIN IN A VERTICAL POSITION DURING BACKFILLING. B - RECORD LOCATION OF EACH MARKER ON THE DRAWINGS. C - PAINT GREEN. GAS S 8''W 8''SS 8''SS 8''W M M PROPOSED MANHOLE 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com C 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_SD01-SD04_N.dwg - Kyle Pollock - 7/1/2019 HFH000013.20 07.03.19 # DateDescription Issue / Init. EAST RIDGE THIRD FILING ADDENDUM 1 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 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 SD04 JEP JPD ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD SD02 SD01 SD04 SD03 INV IN (24" E)=4944.28 INV OUT (30" W)=4943.78 DEPTH=7.76 98.75 LF - 24'' RCP @ 0.50% STA=33+71.47 INLET B5 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4952.97 INV IN (24" E)=4944.77 INV OUT (24" W)=4944.77 DEPTH=8.19 107.25 LF - 24'' RCP @ 0.50% STA=34+78.72 INLET B6 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE RIM=4952.79 INV IN (18" E)=4945.81 INV OUT (24" W)=4945.31 DEPTH=7.48 98.75 LF - 18'' RCP @ 0.50% STA=35+77.47 INLET B7 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4954.50 INV IN (15" E)=4946.55 INV OUT (18" W)=4946.30 DEPTH=8.20 107.25 LF - 15'' RCP @ 0.50% STA=36+84.72 INLET B8 NYLOPLAST DRAIN BASIN W/ 18" DOME GRATE RIM=4954.05 INV OUT (15" W)=4947.09 DEPTH=6.96 3.0' 3.2' 3.4' STA=31+16.10 INV=4939.01 SANITARY CROSSING STA=33+22.10 INV=4940.35 SANITARY CROSSING STA=35+28.10 INV=4941.79 SANITARY CROSSING HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL PROPOSED GRADE EXISTING 100GROUND yr HGL 8''SS 8''SS 8''SS M M 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS M M 1 1/2''W M M M 1 1/2''W 1 1/2''W 'W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS PRIVATE DRIVE I PRIVATE DRIVE H PRIVATE DRIVE G PRIVATE DRIVE I INLET B8 STA=36+84.72 NYLOPLAST DRAIN BASIN W/ 18" DOME GRATE N:19663.4869 E:12530.3389 INLET B7 STA=35+77.47 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19664.0834 E:12423.0923 INLET B6 STA=34+78.72 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE N:19664.6326 E:12324.3438 INLET B4 STA=32+72.72 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE N:19665.7784 E:12118.3470 INLET B5 STA=33+71.47 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19665.2291 E:12217.0955 INLET B3 STA=31+65.47 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19666.3749 E:12011.0987 INLET B2 STA=30+66.72 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE N:19666.9241 E:11912.3503 EX INLET B STA=30+00.00 TRIPLE TYPE 13 COMBO INLET N:19635.8719 E:11876.7060 42'' RCP 31.25 LF @ 0.52% 36'' RCP 35.47 LF @ 0.50% 30'' RCP 98.75 LF @ 0.50% 30'' RCP 107.25 LF @ 0.50% 24'' RCP 98.75 LF @ 0.50% 24'' RCP 107.25 LF @ 0.50% 18'' RCP 98.75 LF @ 0.50% 15'' RCP 107.25 LF @ 0.50% BARNSTORMER STREET 36+84.72 29+90 30+00 31+00 32+00 33+00 34+00 35+00 36+00 SANITARY LINE 2.5 SEE SHEET SS02 SANITARY LINE 2.6 SEE SHEET SS03 SANITARY LINE 2.7 SEE SHEET SS03 SANITARY LINE 2.8 SEE SHEET SS03 SDMH B1 STA=30+31.25 STORM B STA=40+00.00 (STORM B1) 7'Ø MH N:19667.1214 E:11876.8798 54 54 54 53 53 52 51 52 53 54 51 54 53 52 53 54 53 54 54 54 54 53 52 54 54 56 56 56 57 56 54 57 56 54 54 56 57 56 57 57 58 57 58 56 58 56 56 57 58 56 STORM DRAIN B1 57 SEE SHEET SD04 CONNECT TO EXISTING STORM DRAIN AFTER REMOVING EXISTING FES AND PIPE TO EXISTING INLET 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 ROTATION: 90° STA: SCALE: H: 1"= V: 1"= STORM DRAIN B to 30+00.00 36+84.72 50 5 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. GENERAL MANAGER REVIEWED BY: DATE: UTILITY PLAN REVIEW BOXELDER SANITATION DISTRICT REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. PLAN ENGINEER IS RESPONSIBLE FOR ACCURACY AND COMPLETENESS. PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY PROPOSED ELECTRIC E E E PROPOSED RESIDETIAL SERVICE 1. ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE LATEST BOXELDER SANITATION DISTRICT “STANDARDS AND SPECIFICATIONS FOR SANITARY SEWER PIPELINE CONSTRUCTION AND IMPROVEMENTS.” 2. ALL SEWER SERVICES SHALL BE MINIMUM 4 INCH DIAMETER CONSTRUCTED AT A SLOPE OF 2% FROM THE BUILDING TO THE SEWER MAIN, UNLESS OTHERWISE SPECIFIED AND APPROVED BY THE DISTRICT. 3. ALL 6 INCH DIAMETER SEWER SERVICES SHALL BE CONSTRUCTED AT A SLOPE OF 1% FROM THE BUILDING TO THE SEWER MAIN. 4. WHEN GROUNDWATER IS ENCOUNTERED CLAY CUT OFF WALLS SHALL BE INSTALLED ON THE UPSTREAM SIDE OF ALL MANHOLES, IN THE MID SECTION OF EACH MAIN LINE RUN AT INTERVALS NOT TO EXCEED 300 FEET, OR AS REQUIRED BY THE DISTRICT. SEE DETAIL SHEETS FOR CLAY CUT OFF WALL DETAIL. 5. FIELD VERIFY INVERT ELEVATION OF SANITARY SEWER AND BASEMENT FINISHED FLOOR ELEVATION FOR GRAVITY FLOW PRIOR TO CONSTRUCTING FOUNDATIONS. 6. THE CONTRACTOR SHALL SCHEDULE A PRE CONSTRUCTION MEETING WITH BOXELDER SANITATION DISTRICT A MINIMUM OF ONE WEEK BEFORE CONSTRUCTION TO COORDINATE SCHEDULES AND CLARIFY ANY ADDITIONAL DISTRICT REQUIREMENTS. CONTACT NUMBER IS 970-498-0604. 7. CONTRACTOR SHALL NOTIFY THE DISTRICT'S INSPECTOR FORTY EIGHT HOURS PRIOR TO START OF CONSTRUCTION. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING FIELD LOCATES AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. 9. ALL CONSTRUCTION SHALL BE INSPECTED BY DISTRICT INSPECTOR PRIOR TO BACKFILL. 10. FOR OFF SITE SEWER LINE MANHOLES: MANHOLE RIMS SHALL BE SET FLUSH WITH THE SURFACE WHEN WITHIN AN ALL WEATHER ACCESS ROADWAY, RIMS SHALL BE SET 6 INCHES ABOVE GRADE IF THEY ARE NOT WITHIN AN ALL WEATHER ACCESS ROADWAY. 11. SEE SHEET EX01 & EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 12. PRIOR TO ON-SITE CONSTRUCTION, SURVEYOR SHALL CONFIRM ELEVATION OF EXISTING MANHOLE SHOWN ON PLANS PREPARED BY FARNSWORTH GROUP TITLED "EAST RIDGE OFFSITE SANITARY SEWER" PREPARED FOR BOXELDER SANITATION DISTRICT. MANHOLE CSi0155 IS LOCATED NEAR THE NORTH FRONTAGE ROAD OF COLORADOS TATE HIGHWAY 14. MANHOLE CSI0155 IS AT STATION 1+00 AND HAS A RIM ELEVATION OF 4925.98, INV OUT(S) OF 4913.93, INV IN (N) OF 4914.28 AND AN INV IN (W) OF 4914.28. IF SURVEY IS FOUND NOT TO MATCH WITH SITE SURVEY DATUM AND DESIGN, GALLOWAY IS TO BE NOTIFIED AND DISCREPANCY RESOLVED. 13. JM EAGLE PVC SDR 35 8" GASKETED PLUG OR APPROVED EQUAL. 14. MARK THE LOCATION OF EACH BRANCH WITH A TWO INCH BY FOUR INCH (2” X 4”) WOODEN MARKER EXTENDING FROM THE BRANCH VERTICALLY TO WITHIN ONE FOOT (1') OF THE GROUND SURFACE. A - ANCHOR MARKERS AND MAINTAIN IN A VERTICAL POSITION DURING BACKFILLING. B - RECORD LOCATION OF EACH MARKER ON THE DRAWINGS. C - PAINT GREEN. GAS S 8''W 8''SS 8''SS 8''W M M PROPOSED MANHOLE 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com C 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_SD01-SD04_N.dwg - Kyle Pollock - 7/1/2019 HFH000013.20 07.03.19 # DateDescription Issue / Init. EAST RIDGE THIRD FILING ADDENDUM 1 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 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 SD03 JEP JPD ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD SD02 SD01 SD04 SD03 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE RIM=4949.69 INV OUT (18" E)=4945.93 DEPTH=3.77 STA=21+92.10 7.3' INV=4935.55 SANITARY CROSSING HGL HGL HGL HGL HGL HGL PROPOSED GRADE EXISTING GROUND 100 yr HGL 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS M M 1 1/2''W 1 1/2''W M M 1 1/2''W 1 1/2''W M M 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 18''SS 18''SS 18''SS 18''SS 8''W 18''SS 18''SS 18''SS PRIVATE DRIVE C PRIVATE DRIVE B PRIVATE DRIVE A BARNSTORMER STREET 23+46.77 23+00 22+00 21+00 20+00 INLET A1.2 STA=21+40.72 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE N:19672.1033 E:10981.1819 INLET A1.4 STA=23+46.77 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE N:19673.2493 E:10775.1350 INLET A1.3 STA=22+39.47 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19672.6525 E:10882.4335 INLET A1.1 STA=20+33.54 NYLOPLAST DRAIN BASIN W/ 30" DOME GRATE N:19671.5071 E:11088.3630 30'' RCP 33.54 LF @ 0.50% 18'' RCP 107.30 LF @ 0.50% 24'' RCP 98.75 LF @ 0.50% 24'' RCP 107.18 LF @ 0.50% SANITARY LINE 1 SEE SHEET SS01 SANITARY LINE 2.3 SEE SHEET SS01 STORM DRAIN A SEE SHEET SD01 SDMH A1 STA=20+00.00 STORM A1 STA=10+54.17 (STORM A) 6'Ø FLAT TOP MH N:19671.3206 E:11121.9043 52 51 51 51 52 53 54 51 51 52 53 54 54 53 53 52 52 52 52 52 52 51 51 52 51 51 49 52 52 52 52 49 52 52 52 51 51 49 51 51 51 52 52 52 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 ROTATION: 90° STA: SCALE: H: 1"= V: 1"= STORM DRAIN A1 to 20+00.00 23+46.77 50 5 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. GENERAL MANAGER REVIEWED BY: DATE: UTILITY PLAN REVIEW BOXELDER SANITATION DISTRICT REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. PLAN ENGINEER IS RESPONSIBLE FOR ACCURACY AND COMPLETENESS. PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY PROPOSED ELECTRIC E E E PROPOSED RESIDETIAL SERVICE 1. ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE LATEST BOXELDER SANITATION DISTRICT “STANDARDS AND SPECIFICATIONS FOR SANITARY SEWER PIPELINE CONSTRUCTION AND IMPROVEMENTS.” 2. ALL SEWER SERVICES SHALL BE MINIMUM 4 INCH DIAMETER CONSTRUCTED AT A SLOPE OF 2% FROM THE BUILDING TO THE SEWER MAIN, UNLESS OTHERWISE SPECIFIED AND APPROVED BY THE DISTRICT. 3. ALL 6 INCH DIAMETER SEWER SERVICES SHALL BE CONSTRUCTED AT A SLOPE OF 1% FROM THE BUILDING TO THE SEWER MAIN. 4. WHEN GROUNDWATER IS ENCOUNTERED CLAY CUT OFF WALLS SHALL BE INSTALLED ON THE UPSTREAM SIDE OF ALL MANHOLES, IN THE MID SECTION OF EACH MAIN LINE RUN AT INTERVALS NOT TO EXCEED 300 FEET, OR AS REQUIRED BY THE DISTRICT. SEE DETAIL SHEETS FOR CLAY CUT OFF WALL DETAIL. 5. FIELD VERIFY INVERT ELEVATION OF SANITARY SEWER AND BASEMENT FINISHED FLOOR ELEVATION FOR GRAVITY FLOW PRIOR TO CONSTRUCTING FOUNDATIONS. 6. THE CONTRACTOR SHALL SCHEDULE A PRE CONSTRUCTION MEETING WITH BOXELDER SANITATION DISTRICT A MINIMUM OF ONE WEEK BEFORE CONSTRUCTION TO COORDINATE SCHEDULES AND CLARIFY ANY ADDITIONAL DISTRICT REQUIREMENTS. CONTACT NUMBER IS 970-498-0604. 7. CONTRACTOR SHALL NOTIFY THE DISTRICT'S INSPECTOR FORTY EIGHT HOURS PRIOR TO START OF CONSTRUCTION. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING FIELD LOCATES AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. 9. ALL CONSTRUCTION SHALL BE INSPECTED BY DISTRICT INSPECTOR PRIOR TO BACKFILL. 10. FOR OFF SITE SEWER LINE MANHOLES: MANHOLE RIMS SHALL BE SET FLUSH WITH THE SURFACE WHEN WITHIN AN ALL WEATHER ACCESS ROADWAY, RIMS SHALL BE SET 6 INCHES ABOVE GRADE IF THEY ARE NOT WITHIN AN ALL WEATHER ACCESS ROADWAY. 11. SEE SHEET EX01 & EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 12. PRIOR TO ON-SITE CONSTRUCTION, SURVEYOR SHALL CONFIRM ELEVATION OF EXISTING MANHOLE SHOWN ON PLANS PREPARED BY FARNSWORTH GROUP TITLED "EAST RIDGE OFFSITE SANITARY SEWER" PREPARED FOR BOXELDER SANITATION DISTRICT. MANHOLE CSi0155 IS LOCATED NEAR THE NORTH FRONTAGE ROAD OF COLORADOS TATE HIGHWAY 14. MANHOLE CSI0155 IS AT STATION 1+00 AND HAS A RIM ELEVATION OF 4925.98, INV OUT(S) OF 4913.93, INV IN (N) OF 4914.28 AND AN INV IN (W) OF 4914.28. IF SURVEY IS FOUND NOT TO MATCH WITH SITE SURVEY DATUM AND DESIGN, GALLOWAY IS TO BE NOTIFIED AND DISCREPANCY RESOLVED. 13. JM EAGLE PVC SDR 35 8" GASKETED PLUG OR APPROVED EQUAL. 14. MARK THE LOCATION OF EACH BRANCH WITH A TWO INCH BY FOUR INCH (2” X 4”) WOODEN MARKER EXTENDING FROM THE BRANCH VERTICALLY TO WITHIN ONE FOOT (1') OF THE GROUND SURFACE. A - ANCHOR MARKERS AND MAINTAIN IN A VERTICAL POSITION DURING BACKFILLING. B - RECORD LOCATION OF EACH MARKER ON THE DRAWINGS. C - PAINT GREEN. GAS S 8''W 8''SS 8''SS 8''W M M PROPOSED MANHOLE 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com C 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_SD01-SD04_N.dwg - Kyle Pollock - 7/1/2019 HFH000013.20 07.03.19 # DateDescription Issue / Init. EAST RIDGE THIRD FILING ADDENDUM 1 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 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 SD02 JEP JPD ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD SD02 SD01 SD04 SD03 RIM=4951.24 INV IN (18" E)=4945.55 INV OUT (24" W)=4945.05 DEPTH=6.20 107.25 LF - 18'' RCP @ 0.50% STA=14+32.63 INLET A5 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE RIM=4951.56 INV IN (12" E)=4946.58 INV OUT (18" W)=4946.08 DEPTH=5.48 98.75 LF - 12'' RCP @ 0.50% STA=15+31.38 INLET A6 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE RIM=4952.32 INV OUT (12" W)=4947.08 DEPTH=5.25 9.6' 7.5' STA=12+76.00 INV=4936.33 SANITARY CROSSING STA=14+82.00 INV=4936.37 SANITARY CROSSING HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL PROPOSED EXISTING GRADE 100GROUND yr HGL 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS M M 1 1/2''W 1 1/2''W M M M M 1 1/2''W 1 1/2''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 18''SS 12''W 8''SS PRIVATE DRIVE E PRIVATE DRIVE C 15+31.38 9+9010+00 11+00 12+00 13+00 14+00 15+00 INLET A6 STA=15+31.38 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19668.6664 E:11599.1050 INLET A4 STA=13+25.38 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19669.8121 E:11393.1082 INLET A5 STA=14+32.63 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE N:19669.2156 E:11500.3566 SDMH A1 STA=10+54.17 STORM A STA=20+00.00 (STORM A1) 6'Ø FLAT TOP MH N:19671.3206 E:11121.9043 INLET A2 STA=11+19.38 NYLOPLAST DRAIN BASIN W/ 24" DOME GRATE N:19670.9579 E:11187.1114 INLET A3 STA=12+26.63 NYLOPLAST DRAIN BASIN W/ 2' X 3' STEEL BAR GRATE N:19670.3614 E:11294.3598 EXMH A STA=10+00.00 6'Ø FLAT TOP MH N:19617.1744 E:11120.2430 36'' RCP 54.17 LF @ 0.50% 30'' RCP 65.21 LF @ 0.50% 24'' RCP 107.25 LF @ 0.50% 24'' RCP 98.75 LF @ 0.50% 18'' RCP 107.25 LF @ 0.50% 12'' RCP 98.75 LF @ 0.50% BARNSTORMER STREET SANITARY LINE 2.3 SEE SHEET SS01 SANITARY LINE 2.2 SEE SHEET SS01 SANITARY LINE 2.1 SEE SHEET SS02 52 52 52 51 51 49 51 51 51 51 51 51 53 52 52 52 53 53 53 52 53 52 51 52 52 52 53 53 53 53 53 53 54 54 54 54 53 52 53 53 54 54 54 54 54 53 53 54 53 53 STORM DRAIN A1 SEE SHEET SD02 CONNECT TO EXISTING STORM DRAIN AFTER REMOVING EXISTING FES 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com C 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_SD01-SD04_N.dwg - Kyle Pollock - 7/1/2019 HFH000013.20 07.03.19 # DateDescription Issue / Init. EAST RIDGE THIRD FILING ADDENDUM 1 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 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 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 SD01 JEP JPD ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD ROTATION: 90° STA: SCALE: H: 1"= V: 1"= STORM DRAIN A to 10+00.00 15+31.38 50 5 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. GENERAL MANAGER REVIEWED BY: DATE: UTILITY PLAN REVIEW BOXELDER SANITATION DISTRICT REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. PLAN ENGINEER IS RESPONSIBLE FOR ACCURACY AND COMPLETENESS. PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE PROPOSED SEWER SERVICE EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT PROPOSED LOTLINE EASEMENT LINE PROPERTY BOUNDARY PROPOSED ELECTRIC E E E PROPOSED RESIDETIAL SERVICE 1. ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE LATEST BOXELDER SANITATION DISTRICT “STANDARDS AND SPECIFICATIONS FOR SANITARY SEWER PIPELINE CONSTRUCTION AND IMPROVEMENTS.” 2. ALL SEWER SERVICES SHALL BE MINIMUM 4 INCH DIAMETER CONSTRUCTED AT A SLOPE OF 2% FROM THE BUILDING TO THE SEWER MAIN, UNLESS OTHERWISE SPECIFIED AND APPROVED BY THE DISTRICT. 3. ALL 6 INCH DIAMETER SEWER SERVICES SHALL BE CONSTRUCTED AT A SLOPE OF 1% FROM THE BUILDING TO THE SEWER MAIN. 4. WHEN GROUNDWATER IS ENCOUNTERED CLAY CUT OFF WALLS SHALL BE INSTALLED ON THE UPSTREAM SIDE OF ALL MANHOLES, IN THE MID SECTION OF EACH MAIN LINE RUN AT INTERVALS NOT TO EXCEED 300 FEET, OR AS REQUIRED BY THE DISTRICT. SEE DETAIL SHEETS FOR CLAY CUT OFF WALL DETAIL. 5. FIELD VERIFY INVERT ELEVATION OF SANITARY SEWER AND BASEMENT FINISHED FLOOR ELEVATION FOR GRAVITY FLOW PRIOR TO CONSTRUCTING FOUNDATIONS. 6. THE CONTRACTOR SHALL SCHEDULE A PRE CONSTRUCTION MEETING WITH BOXELDER SANITATION DISTRICT A MINIMUM OF ONE WEEK BEFORE CONSTRUCTION TO COORDINATE SCHEDULES AND CLARIFY ANY ADDITIONAL DISTRICT REQUIREMENTS. CONTACT NUMBER IS 970-498-0604. 7. CONTRACTOR SHALL NOTIFY THE DISTRICT'S INSPECTOR FORTY EIGHT HOURS PRIOR TO START OF CONSTRUCTION. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING FIELD LOCATES AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. 9. ALL CONSTRUCTION SHALL BE INSPECTED BY DISTRICT INSPECTOR PRIOR TO BACKFILL. 10. FOR OFF SITE SEWER LINE MANHOLES: MANHOLE RIMS SHALL BE SET FLUSH WITH THE SURFACE WHEN WITHIN AN ALL WEATHER ACCESS ROADWAY, RIMS SHALL BE SET 6 INCHES ABOVE GRADE IF THEY ARE NOT WITHIN AN ALL WEATHER ACCESS ROADWAY. 11. SEE SHEET EX01 & EX02 FOR EXISTING BOUNDARY CORNER COORDINATES. 12. PRIOR TO ON-SITE CONSTRUCTION, SURVEYOR SHALL CONFIRM ELEVATION OF EXISTING MANHOLE SHOWN ON PLANS PREPARED BY FARNSWORTH GROUP TITLED "EAST RIDGE OFFSITE SANITARY SEWER" PREPARED FOR BOXELDER SANITATION DISTRICT. MANHOLE CSi0155 IS LOCATED NEAR THE NORTH FRONTAGE ROAD OF COLORADOS TATE HIGHWAY 14. MANHOLE CSI0155 IS AT STATION 1+00 AND HAS A RIM ELEVATION OF 4925.98, INV OUT(S) OF 4913.93, INV IN (N) OF 4914.28 AND AN INV IN (W) OF 4914.28. IF SURVEY IS FOUND NOT TO MATCH WITH SITE SURVEY DATUM AND DESIGN, GALLOWAY IS TO BE NOTIFIED AND DISCREPANCY RESOLVED. 13. JM EAGLE PVC SDR 35 8" GASKETED PLUG OR APPROVED EQUAL. 14. MARK THE LOCATION OF EACH BRANCH WITH A TWO INCH BY FOUR INCH (2” X 4”) WOODEN MARKER EXTENDING FROM THE BRANCH VERTICALLY TO WITHIN ONE FOOT (1') OF THE GROUND SURFACE. A - ANCHOR MARKERS AND MAINTAIN IN A VERTICAL POSITION DURING BACKFILLING. B - RECORD LOCATION OF EACH MARKER ON THE DRAWINGS. C - PAINT GREEN. GAS S 8''W 8''SS 8''SS 8''W M M PROPOSED MANHOLE SD02 SD01 SD04 SD03 (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 A1.4 INLET A1.3 4949.12 4948.79 4949.29 4948.96 4948.77 4948.74 4948.89 4948.87 INLET A1.3 INLET A1.2 4948.74 4948.59 4948.87 4948.71 4948.54 4948.54 4949.04 4949.04 INLET A1.2 INLET A1.1 4948.77 4948.11 4949.27 4948.61 4948.06 4947.98 4948.41 4948.34 INLET A1.1 SDMH A1 4947.98 4947.88 4948.34 4948.23 4947.49 4947.09 4948.09 4947.69 INLET A6 INLET A5 4951.47 4950.79 4951.70 4951.01 4950.50 4950.42 4950.92 4950.84 INLET A5 INLET A4 4950.42 4949.60 4950.84 4950.02 4949.43 4949.56 4949.67 4949.80 INLET A4 INLET A3 4949.56 4949.27 4949.80 4949.51 4948.90 4948.80 4949.41 4949.31 INLET A3 INLET A2 4948.80 4948.12 4949.31 4948.63 4947.92 4948.09 4948.20 4948.37 INLET A2 SDMH A1 4948.09 4947.92 4948.37 4948.20 4947.49 4947.09 4948.09 4947.69 SDMH A1 EXMH A (SDMH C9) 4947.09 4946.86 4947.69 4947.45 4946.65 4946.50 4947.21 4947.06 INLET B1.2 INLET B1.1 4949.31 4949.30 4949.32 4949.30 4949.19 4949.17 4949.30 4949.28 INLET B1.1 SDMH B1 4949.17 4949.08 4949.28 4949.18 4948.92 4948.77 4949.14 4948.98 INLET B8 INLET B7 4952.08 4951.81 4952.18 4951.92 4951.70 4951.66 4951.88 4951.84 INLET B7 INLET B6 4951.66 4951.34 4951.84 4951.52 4951.20 4951.15 4951.45 4951.40 INLET B6 INLET B5 4951.15 4950.83 4951.40 4951.07 4950.62 4950.55 4950.98 4950.90 11 INLET B5 INLET B4 4950.55 4950.12 4950.90 4950.47 4950.05 4949.99 4950.33 4950.27 ## INLET B4 INLET B3 4949.99 4949.72 4950.27 4950.00 4949.54 4949.47 4949.88 4949.81 10 INLET B3 INLET B2 4949.47 4949.15 4949.81 4949.50 4949.10 4949.05 4949.36 4949.31 ## INLET B2 SDMH B1 4949.05 4948.99 4949.31 4949.24 4948.92 4948.77 4949.14 4948.98 902a SDMH B1 EX INLET B (INLET D17) 4948.77 4948.73 4948.98 4948.94 4948.61 4948.56 4948.86 4948.81 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) Storm Drain B Storm Drain B 100-Year Storm Event Storm Drain A Bentley StormCAD v8.1 Output HGL and EGL Results1,2 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) 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 L9 L9 0.36 0.82 5.0 0.29 9.98 2.9 Runoff drains into 24" Nyloplast Dome Grate at DP L9 L10 L10 0.40 0.81 5.0 0.32 9.98 3.2 Runoff drains into 18" Nyloplast Dome Grate at DP L10 A1_rev A1_rev 0.74 0.80 7.3 0.59 8.86 5.3 Existing basin | Runoff drains to (2) - No. 16 combination inlets (ERSF) at DP A1 B1_rev B1_rev 0.85 0.82 9.7 0.69 7.96 5.5 Existing basin | Runoff drains to (3) - No. 16 combination inlets (ERSF) at DP B1 G1_rev G1_rev 0.64 0.88 7.8 0.56 8.69 4.9 Existing basin | Runoff drains to (5) - No. 16 combination inlets (ERSF) at DP G1 OS1 OS1 0.54 0.48 13.2 0.26 6.97 1.8 Exist. runoff drains to a culvert that daylights along the north property line, combines with developed runoff in basin K4 OS2 OS2 0.02 0.31 5.0 0.01 9.98 0.1 Exist. runoff combines w/developed runoff in basin K2 OS3 OS3 0.09 0.31 5.0 0.03 9.98 0.3 Exist. runoff combines w/developed runoff in basin K4 OS4 OS4 0.14 0.31 5.0 0.04 9.98 0.4 Exist. runoff combines w/developed runoff in basin K6 OS5 OS5 0.15 0.31 5.0 0.05 9.98 0.5 Exist. runoff combines w/developed runoff in basin K8 OS6 OS6 0.15 0.31 5.0 0.05 9.98 0.5 Exist. runoff combines w/developed runoff in basin K10 OS7 OS7 0.12 0.31 5.0 0.04 9.98 0.4 Exist. runoff combines w/developed runoff in basin L2 OS8 OS8 0.20 0.31 5.0 0.06 9.98 0.6 Exist. runoff combines w/developed runoff in basin L4 OS9 OS9 0.19 0.31 5.0 0.06 9.98 0.6 Exist. runoff combines w/developed runoff in basin L6 OS10 OS10 0.22 0.31 5.0 0.07 9.98 0.7 Exist. runoff combines w/developed runoff in basin L8 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 7/1/19 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 B1_rev B1_rev 0.85 0.66 10.7 0.56 2.20 1.2 Existing basin | Runoff drains to (3) - No. 16 combination inlets (ERSF) at DP B1 G1_rev G1_rev 0.64 0.70 8.9 0.45 2.37 1.1 Existing basin | Runoff drains to (5) - No. 16 combination inlets (ERSF) at DP G1 OS1 OS1 0.54 0.38 13.7 0.21 1.96 0.4 Exist. runoff drains to a culvert that daylights along the north property line, combines with developed runoff in basin K4 OS2 OS2 0.02 0.25 5.0 0.00 2.86 0.0 Exist. runoff combines w/developed runoff in basin K2 OS3 OS3 0.09 0.25 5.0 0.02 2.86 0.1 Exist. runoff combines w/developed runoff in basin K4 OS4 OS4 0.14 0.25 5.0 0.03 2.86 0.1 Exist. runoff combines w/developed runoff in basin K6 OS5 OS5 0.15 0.25 5.0 0.04 2.86 0.1 Exist. runoff combines w/developed runoff in basin K8 OS6 OS6 0.15 0.25 5.0 0.04 2.86 0.1 Exist. runoff combines w/developed runoff in basin K10 OS7 OS7 0.12 0.25 5.0 0.03 2.86 0.1 Exist. runoff combines w/developed runoff in basin L2 OS8 OS8 0.20 0.25 5.0 0.05 2.86 0.1 Exist. runoff combines w/developed runoff in basin L4 OS9 OS9 0.19 0.25 5.0 0.05 2.86 0.1 Exist. runoff combines w/developed runoff in basin L6 OS10 OS10 0.22 0.25 5.0 0.05 2.86 0.2 Exist. runoff combines w/developed runoff in basin L8 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 7/1/19 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 OS10 0.22 C 0.25 0.25 0.31 34 12.62 n/a 4.0 3.7 0 0.00 n/a 20 0.0 0.0 4.0 3.7 34 10.2 5.0 5.0 NOTES: Ti = (1.87*(1.1 - CC f)*(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 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH13.20 Tillage/field Short pasture and lawns (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) TRAVEL TIME Nearly bare ground Grassed waterway Paved areas and shallow paved swales DATA Type of Land Surface Heavy Meadow 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 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