The URL can be used to link to this page

Home My WebLink AboutEAST RIDGE THIRD FILING - FDP - FDP170016 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTFINAL DRAINAGE REPORT East Ridge Third Filing Montage Townhomes Fort Collins, Colorado Prepared for: Hartford Homes 4801 Goodman Road Timnath, Colorado 80547 Phone: (970) 674-1109 Prepared by: Galloway & Company, Inc. 3760 East 15th Street, Suite 202 Loveland, Colorado 80538 Phone: (970) 800-3300 Contact: Herman Feissner, PE Original Preparation: February 8th, 2017 Revised: April 12th, 2017 Revised: June 12th, 2017 Revised: September 5th, 2017 1 TABLE OF CONTENTS TABLE OF CONTENTS.......................................................................................................................... 1 I. CERTIFICATIONS .......................................................................................................................... 2 II. GENERAL LOCATION AND DESCRIPTION .................................................................................. 5 III. DRAINAGE BASINS AND SUB-BASINS ........................................................................................ 7 IV. DRAINAGE DESIGN CRITERIA ..................................................................................................... 8 V. DRAINAGE FACILITY DESIGN .................................................................................................... 16 VI. EROSION AND SEDIMENT CONTROL MEASURES ................................................................... 18 VII. CONCLUSIONS ............................................................................................................................ 19 VIII. REFERENCES .............................................................................................................................. 20 APPENDIX A - REFERENCE MATERIALS VICINITY MAP NRCS SOILS MAP FEMA FIRMETTE APPENDIX B - HYDROLOGY CALCULATIONS PROPOSED COMPOSITE RUNOFF COEFFICIENTS PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT APPENDIX C - HYDRAULIC CALCULATIONS EAST RIDGE SECOND FILING INLET AND STREET CAPACITY CALCULATIONS AREA INLET CALCULATIONS STREET CAPACITY CALCULATIONS ALLEY SECTION MINOR AND MAJOR STORM EVENTS BARTSTORMER STREET – INLET CAPACITY CALCULATIONS SWALE CAPACITY CALCULATIONS STORM DRAIN SIZING CALCULATIONS APPENDIX D – SUPPORTING DOCUMENTATION DEVELOPED CONDITION DRAINAGE MAP EXCERPTS FROM FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED: JUNE 30TH, 2016 BY GALLOWAY & COMPANY, INC. 2 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this report for the final drainage design of East Ridge Third Filing Montage Townhomes was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual for the owners thereof.” ______________________________________ Herman Feissner, PE Registered Professional Engineer State Of Colorado No. 38066 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER “Hartford Homes hereby certifies that the drainage facilities for the East Ridge Third Filing Montage Townhomes shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities.” ____________________________________ Hartford Homes Attest: ___________________________________ (Name of Responsible Party) __________________________________ Notary Public __________________________________ Authorized Signature AT FINAL APPROVAL ` 5 II. GENERAL LOCATION AND DESCRIPTION LOCATION East Ridge Third Filing Montage Townhomes (hereafter referred to as “the sites” or “project sites”) will be located in the northeast and southwest corners of East Ridge Second Filing (ERSF). Although the sites are not contiguous, they are part of the larger ERSF project. The northern project site is bounded on the north by the Burlington Northern Railroad and East Vine Drive; on the south by Barnstormer Street; on the east by undeveloped land and on the west by an undeveloped portion of ERSF (i.e., basin Fut-G1). The southwest portion of the project site is bounded on the north by Sykes Drive; on the south by an undeveloped portion of ERSF (basin J1); on the east by Vicot Way and on the west by Timberline Road. The larger ERSF project is located in the Northeast Quarter of Section 8, Township 7 North, Range 68 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map showing the larger ERSF project and Montage Townhomes project sites. DESCRIPTION OF PROPERTY The project sites are part of several ‘Fut-‘ basins, which were delineated in the Final Drainage Report East Ridge Second Filing, dated: June 30th, 2016 by Galloway & Company, Inc. (Report). The north portion of the project site will develop basins Fut-A and Fut-B. These contiguous basins comprise ±9.73 acres and were overlot graded per the approved East Ridge Second Filing grading design. Fut-A drains to a low point and flared end section (FES C9.1) at the north end of Storm Drain C. Fut-B drains to a low point and flared end section (FES D18) at the north end of Storm Drain D. The southwest portion of the project site will develop basins Fut-H, Fut-I1 and Fut-I2. Fut-H and Fut-I1 are contiguous and comprise ±8.74 acres. Fut-H drains to a low point and flared end section (FES B6.2) to the west of Vicot Way. Fut-I1 drains to a low point and flared end section (FES A8) north of Crusader Street. Fut-I2 is located south of Crusader Street and comprises 1.81 acres. It was designed to flow into Storm Drain A south of SDMH A6. Appendix D includes copies of the approved construction documents for the aforementioned storm drain infrastructure. ` 6 Each site will develop with an alley-loaded single-family attached product type. The improvements associated with the development include: local wet and dry utilities, concrete paving and landscaping. There are no major drainage ways passing through the project sites. According to the USDA NRCS Web Soil Survey, ‘Fort Collins loam, 0 to 3 percent slopes’ covers roughly two-thirds of the project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet, and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The remainder of the site consists of a mix of HSG ‘B’ and ‘C’ soils. Refer to Appendixes A and D for additional soils information. CTL | Thompson conducted a geotechnical investigation on May 16th, 2015. The results of the preliminary geotechnical investigation are summarized in Preliminary Geotechnical Investigation East Ridge Subdivision Fort Collins, Colorado (Project No. FC06953-115 | Dated: June 19, 2015). The soils encountered across the site “generally consisted of 9½ feet of interlayered clay and sand over relatively clean sands and gravels to the depths explored. No bedrock was encountered.” For reference, Figure 1 – Locations of Exploratory Borings and Figure 2 – Summary Logs of Exploratory Borings are provided in Appendix D, Supporting Documentation. ` 7 III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The project site is located in the Cooper Slough/Boxelder drainage basins. According to the City of Fort Collins website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/boxelder-creek-cooper- slough), these basins “encompass 265 square miles, beginning north of the Colorado/Wyoming border and extend southward into east Fort Collins, where they end at the Cache la Poudre River. The basins are primarily characterized by farmland with isolated areas of mixed-use residential development and limited commercial development.” The basin hydrology was studied as part of the Boxelder Creek/Cooper Slough watershed by the City of Fort Collins and Larimer County in 1981 and 2002. In addition, a drainage master plan was prepared for the portion of the basin owned by Anheuser-Busch, Inc., in 1984, in conjunction with development of the brewery site. The 2003 update to the City of Fort Collins stormwater master plans adopted improvements for the Lower Cooper Slough Basin and identified the need for the Upper Cooper Slough as an area to be further studied. The project site is shown on FEMA Map Numbers 08069C0982F and 080690982H (refer to Appendix A for FEMA Firmettes). Neither map indicates the project sites are impacted by an existing floodplain/floodway. Refer to Appendix A for an excerpt from each larger map. SUB- BASIN DESCRIPTION At the sub-basin level, a ±1.8 acre off-site area situated along the length of the north property line drains onto the north portion of the project site. It should have a negligible impact on the developed drainage design. This area spans the length of the north property line and is comprised of native vegetation and coarse aggregate typical of a railroad grade. We do not expect this area to develop in the future. This off-site area is delineated herein as basins OS1 through OS5. ` 8 IV. DRAINAGE DESIGN CRITERIA REGULATIONS This final drainage design presented herein was prepared in accordance with the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual (i.e., Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 [Manual]). Collectively, the requirements are referred to as the Fort Collins Stormwater Criteria Manual [FCSCM]. STORMWATER QUALITY GUIDELINES The following narrative summarizes a meeting on January 6th, 2017 between Heather McDowell (City of Fort Collins) and Herman Feissner (Galloway & Company, Inc.). The purpose was to discuss the current City of Fort Collins LID requirements, the approved ERSF stormwater quality strategy and meeting the revised City of Fort Collins LID requirements. A summary of the meeting follows. The complete and unedited e-mail is included In Appendix D. · East Ridge Second Filing was designed to meet City of Fort Collins (CoFC) Ordinance No. 152, 2012. Specifically, Section 3.1.a (1) and (2) reads: o No less than fifty percent (50%) of any newly added impervious area must be treated using one or a combination of LID techniques; and o No less than twenty five percent (25%) of any newly added pavement areas must be treated using permeable pavement technology that is considered an LID technique. · At the time of approval, 58% of the project site was treating using at least one LID technique. · Since ERSF was approved the aforementioned ordinance has been revised. Section 3.1.b of Ordinance No. 007, 2016 reads: o No less than fifty percent (50%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques, when a permeable pavement area covering at least twenty five (25%) of the drivable surface area on private development property is constructed as one of the components of the LID treatment techniques used on that site. ` 9 · The townhome sites are being re-platted; therefore, each site is required to meet the LID requirements of Ordinance No. 007, 2016, Section 3.1.b. · The townhomes are considered single-family attached and required to meet the 50% criteria mentioned above. The 25% permeable pavement required is waived for the single-family attached product type. The future areas in ERSF were designed to flow into the following LID/WQ features: North Townhomes · Fut-A (4.59 acres) was designed to flow into a Bioswale · Fut-B (5.14 acres) was designed to flow into a Sand Filter · Summary: 100% of the newly added area flows in an LID feature West Townhomes · Fut-H (4.51 acres) was designed to flow into an EDB · The newly added impervious area in Fut-H is ±2.14 acres · Fut-I1 and Fut-I2 (6.03 acres combined) were designed to flow into a Sand Filter · The newly added impervious area in Fut-I1 and Fut-I2 is ±3.03 acres · The total newly added impervious area is 5.17 acres Summary: ±59% (>50%) of the newly added impervious area is treated using LID techniques. 57% of the newly added area is treated using LID techniques DIRECTLY CONNECTED IMPERVIOUS AREA (DCIA) The Report included a strategy for implementing ‘The Four-Step Process’ for stormwater quality management. Each step, as it pertains to the project sites, is listed below along with a brief narrative describing the implementation strategy. The stormwater quality strategy sizing calculations were completed with the Report and based on an assumed future condition in each of the ‘Fut-‘ basins. Table 1 summarizes the stormwater quality strategies, tributary areas and the volumes estimated in the Report. The stormwater quality strategies that do not apply to the project sites have been removed. The bold number preceding each strategy keys to its location on the LID Exhibit (refer to Appendix D and sheet DR03). ` 10 Table 1 Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. Volume Release Rate acres ac-ft cfs 1 – Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 – Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 4933.93 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 5 – Sand Filter (SF) I Basins (Includes Fut-I1, Fut- I2 and Fut-TL3) 14.28 4931.87 0.33 N/A 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. Step 1 – Employ runoff reduction practices Several different stormwater quality strategies were designed with Step 1 in mind. The developed runoff from Fut-A, which is the west half of the north portion of the project site, will flow through a bioswale. The UDFCD defines a bioswale as a “densely vegetated drainage way with low-pitched side slopes that collects and slowly conveys runoff. The design of the longitudinal slope and cross-section size forces the flow to be slow and shallow, thereby facilitating sedimentation while limiting erosion”. The proposed bioswale has low longitudinal and side slopes and a wide flat bottom (e.g., 0.25%, 5:1 and 30’, respectively). It is designed to convey 2-year storm event runoff in a slow (i.e., <1 ft/sec) and shallow manner (i.e., normal depth <1 foot). This design encourages settling and infiltration. The developed runoff from Fut-B, Fut-I1, Fut-I2 and Fut-TL3 (portion of future Timberline Road alignment) will drain into two different Sand Filters (SF). The UDFCD defines a sand filter as “a stormwater quality BMP consisting of a sand bed and underdrain system. Above the vegetated sand bed is an extended detention basin sized to capture the WQCV. The sand filter extended detention basin provides pollutant removal through settling and filtering and is generally suited ` 11 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 and at a flow depth of 0.5’. The downstream face of each spillway will be protected with North American Green (NAG) SC250 Turf Reinforcement Mat (TRM). This is a composite TRM of 70% straw and 30% coconut fiber matrix incorporated into permanent three-dimensional turf reinforcement matting. The downstream protection was also designed for fully developed 100-year flows from the upstream tributary area. Table 2 decomposes the aggregate stormwater quality strategy volumes presented in Table 1 by tributary area. It compares the estimated stormwater quality strategy volumes from the future development assumptions in the Report with the estimated volumes based on the proposed condition for each project site. In each case, the proposed conditions will require less volume than what was estimated in the Report. We are not proposing to change the original design with this work. Table 2 – Stormwater Quality Volume Basin Area acres Imperviousness (Report) % Imperviousness Proposed % Volume (Report) ft3 or ac-ft Volume (Required by ERTF) ft3 Column 1 Column 2 Column 3 Column 4 Column 5 Column 6 Fut A 4.59 88% 60% N/A N/A Fut B 5.14 75% 64% 5034 ft3 4207 ft3 Fut H 4.51 75% 52% 0.135 ac-ft 0.096 ac-ft Fut I1 and Fut I2 6.03 75% 55% 5904 ft3 4345 ft3 Step 3 - Stabilize drainageways The vegetation in the bioswale will stabilize the drainage way and prevent erosion during storm events exceeding the 2-year recurrence level. Concrete will protect the Lake Canal from incoming flow from the on-site detention pond. Step 4 - Implement site specific and other source control BMPS ` 12 Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS Nothing at this time. HYDROLOGIC CRITERIA For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). For this project, the Rational Method was used to estimate the peak flow at each design point. Routing calculations (i.e., time attenuation), which aggregate the basins draining to a specific design point, are part of the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres The runoff coefficient, C, for each basin is a weighted average of the runoff coefficient associated with each land-use type (e.g., asphalt = 0.95). Refer to Appendix B and Tables RO- 11 and RO-12. Table RO-12 lists the factors (Cf) that were used to adjust the runoff coefficients for lower probability storm events. The one-hour rainfall Intensity-Duration-Frequency (IDF) graph, which was used to estimate i based on Tc is included in to Appendix B. ` 13 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. HYDRAULIC CRITERIA Street Capacity Analysis Considering the ‘Maximum Encroachment’ criteria presented in Tables ST-2 and ST-3 (see below), we used the edge of concrete, which provides a maximum depth of 0.22 foot (measured from the flowline of the vee-section to the edge of concrete), to establish the minor storm event (Q2) street capacity. During the major storm event (Q100), the street capacity was estimated by allowing water to encroach to the easement line 6 feet beyond the edge of concrete. The wider encroachment increased the maximum flow depth to 0.34 foot. · Alley (Local) Table ST-2 - Pavement Encroachment Standards for the Minor Storm Street Classification Maximum Encroachment Local No curb overtopping. Flow may spread to crown of street. Collector No curb overtopping. Flow spread must leave at least one lane free of water. Table ST-3 - Street Inundation Standards for the Major (i.e., 100-Year) Storm Street Classification Maximum Depth and Inundated Area Local and Collector The depth of water must not exceed the bottom of the gutter at the median to allow operation of emergency vehicles, the depth of water over the gutter flow line shall not exceed twelve-(12) inches, and the flow must be contained within the right-of- way or easements paralleling the right-of-way. The most restrictive of the three criteria shall govern. Table ST-4 – Allowable Cross-Street Flow Street Classification Initial Storm Flow Major (100-Year) Storm Flow Local 6 inches of depth in cross pan. 18 inches of depth above gutter flow line. Collector Where cross pans allowed, depth of flow should not exceed 6 inches. 12 inches of depth above gutter flow line. ` 14 The minor and major storm event street capacity calculations were estimated using Bentley FlowMaster. Refer to Appendix C for the alley and street capacity calculations. The existing street sections affected by the proposed site improvements should convey the additional flow. Refer to the first part of Appendix C, East Ridge Second Filing Inlet and Street Capacity Calculations, for a full excerpt of the calculations originally presented in the Report. The existing streets affected by the project site are highlighted with a grey box. Inlet Capacity Analysis Neenah R-3362-L (No. 16 valley grates) inlets are proposed throughout the project site within the vee-shaped private alleys. In the landscaped areas, an ADS 24” Standard Grate or Pedestrian Grate will likely be used. Appendix C includes capacity calculations for each inlet grate. Appendix C also includes capacity calculations for three different Neenah R-3362-L grate configurations. At each design point, the number of inlet grates selected passes the estimated developed Q100 at a depth equal to or less than ±0.34 foot. Appendix C also includes a revised analysis of the Type ‘R’ curb inlets and No. 16 combination inlets constructed with ERSF. The first section in Appendix C includes the inlet summary table from the Report and a table summarizing the proposed depth changes at each set of inlets. The additional depth meets the inundation criteria shown in Tables ST-2 and ST-3 for the respective street classifications. In most cases the flows at the inlets were added instead of routed, which is conservative. The only location that deviates from this methodology is at existing DPs A1, A2 and A3. At this location, a routed Tc was used to estimate the effect of developed runoff from basin K5. Storm Drain Capacity Analysis The storm drain system hydraulic analysis presented in the Report was completed using Bentley StormCAD V8i. This software routes flows based on the tc corresponding intensity (i.e., i2 and i100) and CA at each junction. The original model will be extended to include the project site. Each area set aside for future development was included in the StormCAD model and modeled using reasonable but mildly conservative estimates for time of concentration (tc) and runoff coefficient (C). The proposed conditions compare favorably with the estimates ` 15 presented in the Report. For example, Fut-A drains into Storm Drain B. The basin was modeled in the report assuming a future C100 of 1.00; the proposed C100 is ±0.76. ` 16 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT This final design presents an overview of the design for a system to collect and convey developed runoff from the project site to infrastructure designed and constructed with East Ridge Second Filing (ERSF). This infrastructure includes several EDB/LID stormwater quality features receiving runoff from the water quality storm event. During larger storm events, these features fill and spill into a detention pond in the south central region of the project site. SPECIFIC DETAILS K Basins These basins generally overlay Fut-A. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in Storm Drain A, which will be connected to Storm Drain C (ERSF). Basin K5 drains is into Barnstormer Street. The existing inlets at DPs A1 and A2/A3 can handle the additional runoff if the depth of flow at the inlet is increased 0.2 inch from 7.0 inches to 7.2 inches (refer to Appendix C for calculations). Refer to sheet DR01. L Basins These basins generally overlay Fut-B. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in 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. M Basins These basins generally overlay the periphery of Fut-H and Fut-I1. Basins M1 and M8 flow into Vicot Way. The existing street section should adequately convey the added developed runoff. The existing inlets at DPs H1 and H2 can handle the additional runoff if the flow depth at the inlets is increased 0.5 inch to 6.5 inches. Basin M2 flows into Sykes Drive. The existing street section should adequately convey the added developed runoff. The existing inlets at DPs G4/G5 and G6/G7 can handle the additional runoff as designed in the Report. ` 17 Basins M3 and M4 drain into the proposed on-site storm drain systems, Storm Drain D and Strom Drain C, respectively. Basins M5, M6, and M7 ultimately drain to Crusader Street. Basin M5 drains to Timberline Road and then DP I4. Basin M6 also drains to DP I4. The existing inlets at DPs I4 and I5 can handle the additional runoff if the flow depth at the inlets is increased 0.5 inch to 6.5 inches. Basin M7 drains to DP I2. The existing inlets at DPs I2/I6 and I3/I7 can handle the additional runoff if the flow depth at the inlets is increased 0.5 inch to 7.0 inches. N Basins These basins generally overlay basin Fut-H. The proposed development is consistent with the assumptions presented in the Report. The developed runoff will be collected in local Storm Drain D, which will be connected to Storm Drain B (ERSF). Refer to sheet DR02. O Basins These basins generally overlay basins Fut-I1 and Fut-I2. The proposed development is consistent with the assumption presented in the Report. The developed runoff will be collected in a local Storm Drain C, which will be connected to Storm Drain A (ERSF). Refer to sheet DR02. Basins O4 and O5 drain to DP I5 and DPs I3/I7, respectively. Crusader Street should convey the additional runoff. The inlet capacity will be adequate per the proposed increased depth (see above). Basin O8 drains to DP I9; however, it’s contribution, Q100=0.1 cfs, is negligible. 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. ` 18 VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) will be prepared at final design and presented under separate cover. It will identify the Best Management Practices (BMPs) which, when implemented, will meet the requirements of the General Permit. ` 19 VII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this final drainage report for East Ridge Third Filing has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. VARIANCES No variances are being requested with the proposed improvements described herein. DRAINAGE CONCEPT The proposed East Ridge Third Filing Montage Townhomes storm drainage improvements should provide adequate protection for the developed site. The proposed drainage design for the site should not negatively impact the existing downstream storm drainage system. ` 20 VII. REFERENCES 1. Fort Collins Stormwater Criteria Manual (Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3), prepared by City of Fort Collins. 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, dated June 2001 (revised April 2008), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised November 2010. 3. Final Drainage Report East Ridge Second Filing, dated June 30th, 2016 by Galloway & Company, Inc. ` APPENDIX A REFERENCE MATERIAL ` VICINITY MAP ` NRCS SOILS MAP Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 1 of 4 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 497500 497600 497700 497800 497900 498000 498100 498200 498300 497500 497600 497700 497800 497900 498000 498100 498200 498300 40° 35' 52'' N 105° 1' 49'' W 40° 35' 52'' N 105° 1' 8'' W 40° 35' 10'' N 105° 1' 49'' W 40° 35' 10'' N 105° 1' 8'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,220 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 11.7 6.4% 7 Ascalon sandy loam, 0 to 3 percent slopes B 5.8 3.2% 34 Fort Collins loam, 0 to 1 percent slopes B 6.0 3.3% 35 Fort Collins loam, 0 to 3 percent slopes C 109.7 60.3% 42 Gravel pits A 10.8 5.9% 53 Kim loam, 1 to 3 percent slopes B 17.2 9.5% 73 Nunn clay loam, 0 to 1 percent slopes C 6.8 3.7% 74 Nunn clay loam, 1 to 3 percent slopes C 6.4 3.5% 94 Satanta loam, 0 to 1 percent slopes B 0.1 0.0% 102 Stoneham loam, 3 to 5 percent slopes B 7.3 4.0% Totals for Area of Interest 181.8 100.0% Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 4 of 4 ` FEMA FIRMETTE ` APPENDIX B HYDROLOGY CALCULATIONS ` PROPOSED COMPOSITE RUNOFF COEFFICIENTS 41 Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled Asphalt 0.8 Lawns, Sandy Soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, Heavy Soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 2.9 Composite Runoff Coefficient Drainage sub-basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: ( ) t n i i i A C A C ∑ = = 1 * (RO-8) Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai) Ai = Area of Surface with Runoff Coefficient of Ci, acres or feet2 n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or feet2 (5) A new Section 2.10 is added, to read as follows: 42 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with the 2-year storm event. For storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12. Table RO-12 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period (years) Frequency Factor Cf 2 to 10 11 to 25 26 to 50 51 to 100 1.00 1.10 1.20 1.25 Note: The product of C times Cf cannot exceed the value of 1, in the cases where it does a value of 1 must be used (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeling Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users’ Manual for appropriate modeling methodology, practices and development. The Users’ Manual can be found on the Environmental Protection Agency (EPA) website (http://www.epa.gov/ednnrmrl/models/swmm/index.htm). (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 4.3.1 Surface Storage, Resistance Factors, and Infiltration Table RO-13 provides values for surface storage for pervious and impervious surfaces and the infiltration rates to be used with SWMM. Table RO-13 also lists the appropriate infiltration decay rate, zero detention depth and resistance factors, or Manning’s “n” values, for pervious and impervious surfaces to be used for SWMM modeling in the city of Fort Collins. Subdivision: East Ridge Third Filing Project Name: Montage Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog INPUT User Input Date: 6/10/17 INPUT User Input Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family Townhome Roof 95% 5% 62.5% 70% 75% 80% 100% K1 0.86 95 0.09 10 20 0.54 13 100 0.23 27 0.49 K2 0.63 95 0.07 10 20 0.38 12 100 0.18 29 0.51 K3 1.19 95 0.44 35 20 0.38 6 100 0.37 31 0.72 K4 1.10 95 0.43 37 20 0.21 4 100 0.47 42 0.83 K5 0.88 95 0.08 9 20 0.38 9 100 0.41 47 0.65 ΣK 4.66 L1 1.32 95 0.48 35 20 0.37 6 100 0.47 36 0.76 L2 0.58 95 0.07 11 20 0.24 8 100 0.28 47 0.66 L3 0.79 95 0.09 11 20 0.47 12 100 0.23 29 0.52 L4 1.61 95 0.55 32 20 0.51 6 100 0.55 34 0.73 L5 0.90 95 0.07 7 20 0.33 7 100 0.51 56 0.71 ΣL 5.21 M1 0.25 95 0.05 19 20 0.18 14 100 0.02 9 0.42 M2 0.57 95 0.07 12 20 0.32 11 100 0.18 32 0.55 M3 0.57 95 0.11 18 20 0.28 10 100 0.18 32 0.60 M4 0.81 95 0.18 21 20 0.36 9 100 0.28 34 0.64 M5 0.29 95 0.07 22 20 0.13 9 100 0.09 32 0.63 M6 0.21 95 0.03 11 20 0.11 10 100 0.08 37 0.59 M7 0.10 95 0.03 29 20 0.05 10 100 0.02 19 0.58 M8 0.13 95 0.03 20 20 0.08 12 100 0.03 21 0.53 ΣM 2.93 N1 0.87 95 0.30 33 20 0.27 6 100 0.29 34 0.73 N2 1.38 95 0.11 8 20 0.96 14 100 0.31 23 0.44 N3 0.71 95 0.22 30 20 0.15 4 100 0.34 47 0.81 ΣN 2.96 O1 0.77 95 0.28 35 20 0.18 5 100 0.31 40 0.80 O2 0.94 95 0.09 10 20 0.62 13 100 0.22 24 0.46 O3 1.15 95 0.45 37 20 0.31 5 100 0.39 34 0.76 O4 0.18 95 0.01 6 20 0.09 10 100 0.08 44 0.60 O5 0.38 95 0.03 7 20 0.17 9 100 0.18 48 0.64 O6 0.84 95 0.24 27 20 0.45 11 100 0.16 19 0.56 O7 0.38 95 0.15 38 20 0.14 8 100 0.09 23 0.68 O8 0.04 95 0.00 0 20 0.04 20 100 0.00 0 0.20 ΣO 4.67 Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Townhomes (i.e., roof area) Runoff Coefficient COMPOSITE RUNOFF COEFFICIENTS Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) HFHLV0001.02 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 2 6/10/2017 95% 5% 62.5% 70% 75% 80% 100% Area Weighted Basin ID Total Area (ac) Runoff C2 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) OS1 0.54 95 0.10 18 20 0.43 16 100 0.00 0 0.34 OS2 0.17 95 0.00 0 20 0.17 20 100 0.00 0 0.20 OS3 0.31 95 0.00 0 20 0.31 20 100 0.00 0 0.20 OS4 0.43 95 0.00 0 20 0.43 20 100 0.00 0 0.20 OS5 0.35 95 0.00 0 20 0.35 20 100 0.00 0 0.20 ΣOS H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 2 of 2 6/10/2017 ` PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS Subdivision: East Ridge Third Filing Project Name: Montage Townhomes Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog Date: 6/10/17 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) K1 0.86 C 0.49 0.49 0.62 62 1.20 8.4 6.7 131 1.95 15 2.1 1.0 9.5 7.8 193 11.1 9.5 7.8 K2 0.63 C 0.51 0.51 0.64 54 2.00 6.4 5.0 303 2.00 15 2.1 2.4 8.8 7.4 357 12.0 8.8 7.4 K3 1.19 C 0.72 0.72 0.90 54 2.00 4.1 2.1 303 0.80 20 1.8 2.8 6.9 5.0 357 12.0 6.9 5.0 K4 1.10 C 0.83 0.83 1.00 61 2.00 3.1 1.2 220 0.75 20 1.7 2.1 5.2 3.3 281 11.6 5.2 5.0 K5 0.88 C 0.65 0.65 0.81 40 2.00 4.2 2.7 0 0.00 20 0.0 0.0 4.2 2.7 40 10.2 5.0 5.0 L1 1.32 C 0.76 0.76 0.95 37 15 1.6 0.7 433 0.95 20 1.9 3.7 5.3 4.4 470 12.6 5.3 5.0 L2 0.58 C 0.66 0.66 0.83 29 18 1.7 1.0 312 1.55 15 1.9 2.8 4.5 3.8 341 11.9 5.0 5.0 L3 0.79 C 0.52 0.52 0.65 54 2.00 6.3 4.9 294 1.50 15 1.8 2.7 9.0 7.6 348 11.9 9.0 7.6 L4 1.61 C 0.73 0.73 0.91 54 2.00 4.0 2.1 294 0.80 20 1.8 2.7 6.8 4.8 348 11.9 6.8 5.0 L5 0.90 C 0.71 0.71 0.88 40 2.00 3.7 2.0 0 0.00 15 0.0 0.0 3.7 2.0 40 10.2 5.0 5.0 M1 0.25 C 0.42 0.42 0.52 41 4.70 4.9 4.2 0 0.00 15 0.0 0.0 4.9 4.2 41 10.2 5.0 5.0 M2 0.57 C 0.55 0.55 0.69 43 2.90 4.7 3.5 0 0.00 15 0.0 0.0 4.7 3.5 43 10.2 5.0 5.0 M3 0.57 C 0.60 0.60 0.75 36 3.60 3.7 2.6 0 0.00 15 0.0 0.0 3.7 2.6 36 10.2 5.0 5.0 M4 0.81 C 0.64 0.64 0.79 33 7.00 2.6 1.7 0 0.00 15 0.0 0.0 2.6 1.7 33 10.2 5.0 5.0 M5 0.29 C 0.63 0.63 0.79 34 4.75 3.0 2.0 0 0.00 15 0.0 0.0 3.0 2.0 34 10.2 5.0 5.0 M6 0.21 C 0.59 0.59 0.73 34 2.00 4.5 3.2 0 0.00 15 0.0 0.0 4.5 3.2 34 10.2 5.0 5.0 M7 0.10 C 0.58 0.58 0.72 23 10.00 2.2 1.6 0 0.00 15 0.0 0.0 2.2 1.6 23 10.1 5.0 5.0 M8 0.13 C 0.53 0.53 0.66 35 2.00 5.0 3.9 0 0.00 15 0.0 0.0 5.0 3.9 35 10.2 5.0 5.0 N1 0.87 C 0.73 0.73 0.91 63 2.00 4.3 2.2 190 0.75 20 1.7 1.8 6.2 4.0 253 11.4 6.2 5.0 N2 1.38 C 0.44 0.44 0.55 209 2.55 13.0 10.8 63 1.80 15 2.0 0.5 13.5 11.3 272 11.5 11.5 11.3 N3 0.71 C 0.81 0.81 1.00 55 2.00 3.1 1.1 146 0.75 20 1.7 1.4 4.5 2.5 201 11.1 5.0 5.0 O1 0.77 C 0.80 0.80 1.00 46 2.00 3.0 1.0 229 0.75 20 1.7 2.2 5.3 3.2 275 11.5 5.3 5.0 O2 0.94 C 0.46 0.46 0.58 66 2.80 6.8 5.6 298 1.50 15 1.8 2.7 9.6 8.3 364 12.0 9.6 8.3 O3 1.15 C 0.76 0.76 0.95 57 2.00 3.8 1.6 310 0.75 20 1.7 3.0 6.8 4.6 367 12.0 6.8 5.0 O4 0.18 C 0.60 0.60 0.75 24 12.00 2.0 1.4 0 0.00 15 0.0 0.0 2.0 1.4 24 10.1 5.0 5.0 O5 0.38 C 0.64 0.64 0.80 24 13.70 1.8 1.1 0 0.00 15 0.0 0.0 1.8 1.1 24 10.1 5.0 5.0 O6 0.84 C 0.56 0.56 0.70 55 2.00 6.0 4.4 202 0.50 20 1.4 2.4 8.3 6.8 257 11.4 8.3 6.8 O7 0.38 C 0.68 0.68 0.85 67 2.00 5.1 3.1 116 0.60 20 1.5 1.2 6.4 4.3 183 11.0 6.4 5.0 O8 0.04 C 0.20 0.20 0.25 38 7.90 5.2 4.9 0 0.00 15 0.0 0.0 5.2 4.9 38 10.2 5.2 5.0 OS1 0.54 C 0.34 0.34 0.43 23 4.80 4.0 3.6 360 1.50 5 0.6 9.8 13.8 13.4 383 12.1 12.1 12.1 OS2 0.17 C 0.20 0.20 0.25 22 40 2.3 2.2 0 0.00 5 0.0 0.0 2.3 2.2 22 10.1 5.0 5.0 OS3 0.31 C 0.20 0.20 0.25 32 37 2.9 2.7 0 0.00 5 0.0 0.0 2.9 2.7 32 10.2 5.0 5.0 OS4 0.43 C 0.20 0.20 0.25 33 22 3.5 3.3 0 0.00 5 0.0 0.0 3.5 3.3 33 10.2 5.0 5.0 OS5 0.35 C 0.20 0.20 0.25 35 18 3.8 3.6 0 0.00 5 0.0 0.0 3.8 3.6 35 10.2 5.0 5.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in % Cv Tt=L/60V (Velocity From Fig. 501) 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For Urbanized basins a minimum Tc of 5.0 minutes is required. 10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFHLV0001.02 DATA (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) TRAVEL TIME Paved areas and shallow paved swales Type of Land Surface ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT 36 RAINFALL INTENSITY-DURATION-FREQUENCY CURVE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 STORM DURATION (minutes) RAINFALL INTENSITY (inches/hour) 2-Year Storm 10-Year Storm 100-Year Storm Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves (13) Section 5.0 is deleted in its entirety. (14) Section 6.0 is deleted in its entirety. (15) Section 7.0 is deleted in its entirety. (16) Section 7.1 is deleted in its entirety. (17) Section 7.2 is deleted in its entirety. (18) Section 7.3 is deleted in its entirety. (19) Section 8.0 is deleted in its entirety. (20) Table RA-1 is deleted in its entirety. Project Name: Montage Townhomes Subdivision: East Ridge Third Filing Project No.: HFHLV0001.02 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 2 Tc | 2-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS K1 K1 0.86 0.49 9.5 0.42 2.31 1.0 Replace solid manhole lid with Neenah R-2560 Grate K2 K2 0.63 0.51 8.8 0.32 2.38 0.8 Replace solid manhole lid with Neenah R-2560 Grate K3 K3 1.19 0.72 6.9 0.86 2.59 2.2 (3) - Neenah R-3362-L Inlet Grates K4 K4 1.10 0.83 5.2 0.92 2.83 2.6 (3) - Neenah R-3362-L Inlet Grates K5 K5 0.88 0.65 5.0 0.57 2.86 1.6 Drains to existing No. 16 Combination Inlet at DP A1 (ERSF) L1 L1 1.32 0.76 5.3 1.00 2.82 2.8 (4) - Neenah R-3362-L Inlet Grates L2 L2 0.58 0.66 5.0 0.39 2.86 1.1 Replace solid manhole lid with Neenah R-2560 Grate L3 L3 0.79 0.52 9.0 0.41 2.35 1.0 Replace solid manhole lid with Neenah R-2560 Grate L4 L4 1.61 0.73 6.8 1.18 2.61 3.1 (4) - Neenah R-3362-L Inlet Grates L5 L5 0.90 0.71 5.0 0.64 2.86 1.8 Drains to existing No. 16 Combination Inlet at DP B1 (ERSF) M1 M1 0.25 0.42 5.0 0.10 2.86 0.3 Drains to existing Type 'R' Inlet at DP H1 (ERSF) M2 M2 0.57 0.55 5.0 0.31 2.86 0.9 Drains to existing Type 'R' Inlet at DP G7 (ERSF) M3 M3 0.57 0.60 5.0 0.34 2.86 1.0 Drains to ADS Nyloplast Inlets in series M4 M4 0.81 0.64 5.0 0.52 2.86 1.5 Drains to ADS Nyloplast Inlets in series M5 M5 0.29 0.63 5.0 0.18 2.86 0.5 Drains to existing Type 'R' Inlet at DP I4 (ERSF) M6 M6 0.21 0.59 5.0 0.12 2.86 0.4 Drains to existing Type 'R' Inlet at DP I4 (ERSF) M7 M7 0.10 0.58 5.0 0.06 2.86 0.2 Drains to existing Type 'R' Inlet at DP I2 (ERSF) M8 M8 0.13 0.53 5.0 0.07 2.86 0.2 Drains to existing Type 'R' Inlet at DP H1 (ERSF) N1 N1 0.87 0.73 6.2 0.63 2.69 1.7 (3) - Neenah R-3362-L Inlet Grates N2 N2 1.38 0.44 11.5 0.61 2.13 1.3 Replace solid manhole lid with Neenah R-2560 Grate N3 N3 0.71 0.81 5.0 0.58 2.86 1.7 (2) - Neenah R-3362-L Inlet Grates O1 O1 0.77 0.80 5.3 0.61 2.82 1.7 (2) - Neenah R-3362-L Inlet Grates O2 O2 0.94 0.46 9.6 0.43 2.30 1.0 Replace solid manhole lid with Neenah R-2560 Grate O3 O3 1.15 0.76 6.8 0.88 2.61 2.3 (3) - Neenah R-3362-L Inlet Grates O4 O4 0.18 0.60 5.0 0.11 2.86 0.3 Drains to existing No. 16 Combination Inlet at DP I5 (ERSF) O5 O5 0.38 0.64 5.0 0.25 2.86 0.7 Drains to existing No. 16 Combination Inlet at DP I3 (ERSF) O6 O6 0.84 0.56 8.3 0.47 2.43 1.1 (2) - Neenah R-3362-L Inlet Grates O7 O7 0.38 0.68 6.4 0.26 2.66 0.7 (2) - Neenah R-3362-L Inlet Grates O8 O8 0.04 0.20 5.2 0.01 2.83 0.02 Drains to existing No. 16 Combination Inlet at DP I9 (ERSF) OS1 OS1 0.54 0.34 12.1 0.18 2.08 0.4 Drains to DP K1 OS2 OS2 0.17 0.20 5.0 0.03 2.86 0.1 Drains to DP K1 OS3 OS3 0.31 0.20 5.0 0.06 2.86 0.2 Drains to DP K2 ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Montage Townhomes Subdivision: East Ridge Third Filing Project No.: HFHLV0001.02 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS K1 K1 0.86 0.62 7.8 0.53 8.68 4.6 Replace solid manhole lid with Neenah R-2560 Grate K2 K2 0.63 0.64 7.4 0.40 8.84 3.6 Replace solid manhole lid with Neenah R-2560 Grate K3 K3 1.19 0.90 5.0 1.08 9.98 10.8 (3) - Neenah R-3362-L Inlet Grates K4 K4 1.10 1.00 5.0 1.10 9.98 11.0 (3) - Neenah R-3362-L Inlet Grates K5 K5 0.88 0.81 5.0 0.71 9.98 7.1 Drains to existing No. 16 Combination Inlet at DP A1 (ERSF) 0.82 L1 L1 1.32 0.95 5.0 1.25 9.98 12.5 (4) - Neenah R-3362-L Inlet Grates L2 L2 0.58 0.83 5.0 0.48 9.98 4.8 Replace solid manhole lid with Neenah R-2560 Grate L3 L3 0.79 0.65 7.6 0.52 8.75 4.5 Replace solid manhole lid with Neenah R-2560 Grate L4 L4 1.61 0.91 5.0 1.47 9.98 14.7 (4) - Neenah R-3362-L Inlet Grates L5 L5 0.90 0.88 5.0 0.80 9.98 7.9 Drains to existing No. 16 Combination Inlet at DP B1 (ERSF) 0.87 M1 M1 0.25 0.52 5.0 0.13 9.98 1.3 Drains to existing Type 'R' Inlet at DP H1 (ERSF) M2 M2 0.57 0.69 5.0 0.39 9.98 3.9 Drains to existing Type 'R' Inlet at DP G7 (ERSF) M3 M3 0.57 0.75 5.0 0.43 9.98 4.3 Drains to ADS Nyloplast Inlets in series M4 M4 0.81 0.79 5.0 0.65 9.98 6.4 Drains to ADS Nyloplast Inlets in series M5 M5 0.29 0.79 5.0 0.23 9.98 2.3 Drains to existing Type 'R' Inlet at DP I4 (ERSF) M6 M6 0.21 0.73 5.0 0.15 9.98 1.5 Drains to existing Type 'R' Inlet at DP I4 (ERSF) M7 M7 0.10 0.72 5.0 0.07 9.98 0.7 Drains to existing Type 'R' Inlet at DP I2 (ERSF) M8 M8 0.13 0.66 5.0 0.09 9.98 0.9 Drains to existing Type 'R' Inlet at DP H1 (ERSF) 0.73 N1 N1 0.87 0.91 5.0 0.79 9.98 7.9 (3) - Neenah R-3362-L Inlet Grates N2 N2 1.38 0.55 11.3 0.76 7.46 5.7 Replace solid manhole lid with Neenah R-2560 Grate N3 N3 0.71 1.00 5.0 0.71 9.98 7.1 (2) - Neenah R-3362-L Inlet Grates 0.77 O1 O1 0.77 1.00 5.0 0.76 9.98 7.6 (2) - Neenah R-3362-L Inlet Grates O2 O2 0.94 0.58 8.3 0.54 8.47 4.6 Replace solid manhole lid with Neenah R-2560 Grate O3 O3 1.15 0.95 5.0 1.09 9.98 10.9 (3) - Neenah R-3362-L Inlet Grates O4 O4 0.18 0.75 5.0 0.13 9.98 1.3 Drains to existing No. 16 Combination Inlet at DP I5 (ERSF) ` APPENDIX C HYDRAULIC CALCULATIONS ` 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 1.1 4.8 NO No. 16 Combination Inlet 6 9.5 7.00 K5 1.6 7.1 7.200 10.1 26.6 cfs < 27.31 cfs However, A1 Tc2-year=8.2 min. Tc100-year=7.3 min., K5 revised Q2=1.4 cfs and Q100=6.3 cfs 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 Using the revised Tc for K5, the total Q100=26.6 cfs; therefore, capacity is OKAY. B1 Inlet D17 1.1 5.0 NO No. 16 Combination Inlet 9 9.4 6.50 L5 1.8 7.9 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 G1 thru G5 Inlet B9.1 8.5 39.9 NO No. 16 Combination Inlet 15 38.2 9.00 no change no change 9.00 38.2 G6+G7 Inlet B9A 2.3 11.2 NO Type 'R' Curb Inlet 10 22.2 9.00 M2 0.9 3.9 9.00 22.2 H1 Inlet B6.1 0.9 4.0 NO Type 'R' Curb Inlet 5 5.4 6.00 M1 and M8 0.5 2.2 6.50 6.4 H2 Inlet B6A 2.2 10.6 NO No. 16 Combination Inlet 12 10.1 6.00 no change no change 6.50 12.6 I1 Inlet A4.2 2.8 14.0 NO No. 16 Combination Inlet 9 5.4 4.80 I1 carryover (8.6 cfs) to I2+I6 I4 Inlet A7 3.1 12.6 NO Type 'R' Curb Inlet 15 13.5 6.00 M5 and M6 0.9 3.8 6.50 16.7 I5 Inlet A6.1 0.4 1.7 NO No. 16 Combination Inlet 3 3.9 6.00 O4 0.3 1.3 6.50 4.5 I2+I6 Inlet A4.1 3.3 15.8 YES Type 'R' Curb Inlet 15 16.7 6.50 7.00 20.2 I3+I7 Inlet A4A 0.5 2.1 YES No. 16 Combination Inlet 9 9.4 6.50 O5 0.7 3.1 7.00 11.5 I9 Inlet A3.2 0.2 1.0 NO No. 16 Combination Inlet 6 0.5 2.40 O8 0.0 0.1 Additional runoff of 0.1 cfs should have a negligible impact Notes ERSF: East Ridge Second Filing 1. 4.8+15.4+7.1=27.3 ERTF: East Ridge Third Filing Tributary Basins Inlet Type ERTF Basin 31.7 cfs > 29.6 cfs - OKAY (15.8+2.1+3.1+8.6=29.6) 21.2 cfs > 19.4 cfs - OKAY (12.6+1.7+3.8+1.3=19.4) 19.0 cfs > 16.8 cfs - OKAY (4.0+10.6+2.2=16.8) 60.4 cfs > 55.0 cfs - OKAY (39.9+11.2+3.9=55.0) 29.2 cfs > 28.5 cfs - OKAY (5.0+15.6+7.9=28.5) Ʃ=60.4 Ʃ=15.5 100-Year Capacity (cfs) Carryover from Notes Upstream Inlet Ʃ=17.3 Ʃ=21.2 Revised100-Year Capacity (cfs) Ʃ=26.6 Ʃ=29.2 Ʃ=60.4 Ʃ=19.0 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\HFHLV01.02_ERSF Rational.xls Page 1 of 1 9/5/2017 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 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+26.5, 99.80) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 16.28 2.34 6.95 26.77 26.50 0.00550 17.07 2.46 6.95 26.77 26.50 0.00600 17.83 2.57 6.95 26.77 26.50 0.00650 18.56 2.67 6.95 26.77 26.50 0.00700 19.26 2.77 6.95 26.77 26.50 0.00750 19.93 2.87 6.95 26.77 26.50 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL 3/19/2016 2:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00800 20.59 2.96 6.95 26.77 26.50 0.00850 21.22 3.05 6.95 26.77 26.50 0.00900 21.84 3.14 6.95 26.77 26.50 0.00950 22.44 3.23 6.95 26.77 26.50 0.01000 23.02 3.31 6.95 26.77 26.50 0.01050 23.59 3.40 6.95 26.77 26.50 0.01100 24.14 3.47 6.95 26.77 26.50 0.01150 24.68 3.55 6.95 26.77 26.50 0.01200 25.22 3.63 6.95 26.77 26.50 0.01250 25.74 3.70 6.95 26.77 26.50 0.01300 26.25 3.78 6.95 26.77 26.50 0.01350 26.75 3.85 6.95 26.77 26.50 0.01400 27.24 3.92 6.95 26.77 26.50 0.01450 27.72 3.99 6.95 26.77 26.50 0.01500 28.19 4.06 6.95 26.77 26.50 0.01550 28.66 4.12 6.95 26.77 26.50 0.01600 29.12 4.19 6.95 26.77 26.50 0.01650 29.57 4.26 6.95 26.77 26.50 0.01700 30.01 4.32 6.95 26.77 26.50 0.01750 30.45 4.38 6.95 26.77 26.50 0.01800 30.88 4.45 6.95 26.77 26.50 0.01850 31.31 4.51 6.95 26.77 26.50 0.01900 31.73 4.57 6.95 26.77 26.50 0.01950 32.14 4.63 6.95 26.77 26.50 0.02000 32.55 4.69 6.95 26.77 26.50 3/19/2016 2:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 0+40.3333 99.52 0+41.5 99.40 0+42.9167 99.80 0+48.5 99.91 0+53 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+42.9167, 99.80) 0.016 (0+42.9167, 99.80) (0+48.5, 99.91) 0.025 (0+48.5, 99.91) (0+53, 100.00) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL 3/17/2016 3:48:00 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 32.69 2.35 13.89 53.13 53.00 0.00550 34.29 2.47 13.89 53.13 53.00 0.00600 35.81 2.58 13.89 53.13 53.00 0.00650 37.27 2.68 13.89 53.13 53.00 0.00700 38.68 2.78 13.89 53.13 53.00 0.00750 40.04 2.88 13.89 53.13 53.00 0.00800 41.35 2.98 13.89 53.13 53.00 0.00850 42.62 3.07 13.89 53.13 53.00 0.00900 43.86 3.16 13.89 53.13 53.00 0.00950 45.06 3.24 13.89 53.13 53.00 0.01000 46.23 3.33 13.89 53.13 53.00 0.01050 47.37 3.41 13.89 53.13 53.00 0.01100 48.49 3.49 13.89 53.13 53.00 0.01150 49.58 3.57 13.89 53.13 53.00 0.01200 50.64 3.64 13.89 53.13 53.00 0.01250 51.69 3.72 13.89 53.13 53.00 0.01300 52.71 3.79 13.89 53.13 53.00 0.01350 53.72 3.87 13.89 53.13 53.00 0.01400 54.70 3.94 13.89 53.13 53.00 0.01450 55.67 4.01 13.89 53.13 53.00 0.01500 56.62 4.08 13.89 53.13 53.00 0.01550 57.56 4.14 13.89 53.13 53.00 0.01600 58.48 4.21 13.89 53.13 53.00 0.01650 59.39 4.27 13.89 53.13 53.00 0.01700 60.28 4.34 13.89 53.13 53.00 0.01750 61.16 4.40 13.89 53.13 53.00 0.01800 62.03 4.46 13.89 53.13 53.00 0.01850 62.88 4.53 13.89 53.13 53.00 0.01900 63.73 4.59 13.89 53.13 53.00 0.01950 64.56 4.65 13.89 53.13 53.00 0.02000 65.38 4.71 13.89 53.13 53.00 3/17/2016 3:48:00 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00% Za = 1/Sa 0.00 Za/n 0.00 Sb 8.33% Zb = 1/Sb 12.00 Zb/n 750.30 Sc 2.00% Zc = 1/Sc 50.00 Zc/n 3125.00 FL to FL Distance 15' CL to FL (Vert.) Select y 0.43 water depth at flowline, ft y' 0.26 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 79.95 0.00 43.33 11.57 48.19 Street Name Determination Determination A1 Barnstormer Street 15 Local 1.1 4.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A9 Conquest Street 15 Local 0.6 2.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A10 Zeppelin Way 15 Local 2.5 11.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay B1 Barnstormer Street 15 Local 1.1 5.1 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B2 Barnstormer Street 15 Local 3.1 14.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B5+B13+B16 Marquis Street 15 Local 4.6 21.1 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay B14+B15 Marquis Street 15 Local 3.1 14.9 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay C4 Conquest Street 15 Local 1.3 6.0 1.60% 10.11 1.00 10.1 Okay 36.5 1.00 36.5 Okay C7 Quinby Street 15 Local 1.6 6.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay C10 Comet Street 15 Local 2.5 11.8 0.90% 7.59 1.00 7.6 Okay 27.4 1.00 27.4 Okay D1 Dassault Street 15 Local 1.5 7.3 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay F3 Comet Street 15 Local 1.2 5.8 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay F1 thru F4 2 Dassault Street 15 Local 5.5 26.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Problem G1 Vicot Way 15 Local 1.0 4.6 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay G2+G3 Vicot Way 15 Local 3.8 18.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay G4 Vicot Way 15 Local 1.9 9.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. 2. Capacity is Okay. ~11 cfs approaches from the south and additional capacity is available on the west side of Dassault Street in Basin F5. Inputs Results Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.43 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 4.48 1.89 2.38 15.44 15.00 0.00550 4.70 1.98 2.38 15.44 15.00 0.00600 4.91 2.07 2.38 15.44 15.00 0.00650 5.11 2.15 2.38 15.44 15.00 0.00700 5.31 2.23 2.38 15.44 15.00 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:20:57 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 5.49 2.31 2.38 15.44 15.00 0.00800 5.67 2.39 2.38 15.44 15.00 0.00850 5.85 2.46 2.38 15.44 15.00 0.00900 6.02 2.53 2.38 15.44 15.00 0.00950 6.18 2.60 2.38 15.44 15.00 0.01000 6.34 2.67 2.38 15.44 15.00 0.01050 6.50 2.73 2.38 15.44 15.00 0.01100 6.65 2.80 2.38 15.44 15.00 0.01150 6.80 2.86 2.38 15.44 15.00 0.01200 6.95 2.92 2.38 15.44 15.00 0.01250 7.09 2.98 2.38 15.44 15.00 0.01300 7.23 3.04 2.38 15.44 15.00 0.01350 7.37 3.10 2.38 15.44 15.00 0.01400 7.50 3.16 2.38 15.44 15.00 0.01450 7.64 3.21 2.38 15.44 15.00 0.01500 7.77 3.27 2.38 15.44 15.00 0.01550 7.89 3.32 2.38 15.44 15.00 0.01600 8.02 3.37 2.38 15.44 15.00 0.01650 8.14 3.43 2.38 15.44 15.00 0.01700 8.27 3.48 2.38 15.44 15.00 0.01750 8.39 3.53 2.38 15.44 15.00 0.01800 8.51 3.58 2.38 15.44 15.00 0.01850 8.62 3.63 2.38 15.44 15.00 0.01900 8.74 3.68 2.38 15.44 15.00 0.01950 8.85 3.73 2.38 15.44 15.00 0.02000 8.97 3.77 2.38 15.44 15.00 3/19/2016 2:20:57 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.72 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 20.40 2.52 8.10 27.31 26.50 0.00550 21.39 2.64 8.10 27.31 26.50 0.00600 22.35 2.76 8.10 27.31 26.50 0.00650 23.26 2.87 8.10 27.31 26.50 0.00700 24.14 2.98 8.10 27.31 26.50 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:18:13 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 24.98 3.09 8.10 27.31 26.50 0.00800 25.80 3.19 8.10 27.31 26.50 0.00850 26.60 3.29 8.10 27.31 26.50 0.00900 27.37 3.38 8.10 27.31 26.50 0.00950 28.12 3.47 8.10 27.31 26.50 0.01000 28.85 3.56 8.10 27.31 26.50 0.01050 29.56 3.65 8.10 27.31 26.50 0.01100 30.26 3.74 8.10 27.31 26.50 0.01150 30.94 3.82 8.10 27.31 26.50 0.01200 31.60 3.90 8.10 27.31 26.50 0.01250 32.25 3.98 8.10 27.31 26.50 0.01300 32.89 4.06 8.10 27.31 26.50 0.01350 33.52 4.14 8.10 27.31 26.50 0.01400 34.13 4.22 8.10 27.31 26.50 0.01450 34.74 4.29 8.10 27.31 26.50 0.01500 35.33 4.36 8.10 27.31 26.50 0.01550 35.92 4.44 8.10 27.31 26.50 0.01600 36.49 4.51 8.10 27.31 26.50 0.01650 37.06 4.58 8.10 27.31 26.50 0.01700 37.61 4.65 8.10 27.31 26.50 0.01750 38.16 4.71 8.10 27.31 26.50 0.01800 38.70 4.78 8.10 27.31 26.50 0.01850 39.24 4.85 8.10 27.31 26.50 0.01900 39.76 4.91 8.10 27.31 26.50 0.01950 40.28 4.98 8.10 27.31 26.50 0.02000 40.80 5.04 8.10 27.31 26.50 3/19/2016 2:18:13 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 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 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 18' CL to FL (Vert.) Select y 0.49 water depth at flowline, ft y' 0.32 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 125.26 0.00 61.55 20.13 83.84 Street Name Determination Determination C16 Delozier Street 18 Local 1.4 6.6 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay C17 Delozier Street 18 Local 1.9 9.1 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay H1 Vicot Way 18 Local 0.9 4.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H2 Vicot Way 18 Local 2.3 11.3 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H4 Zeppelin Way 18 Local 2.6 12.6 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H5 Zeppelin Way 18 Local 1.3 6.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I2 Vicot Way 18 Local 2.1 9.8 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay I3 Crusader Street 18 Local 0.2 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I4 Crusader Street 18 Local 0.4 1.7 0.50% 8.9 1.00 8.9 Okay 20.9 1.00 20.9 Okay I5 Crusader Street 18 Local 0.4 1.7 0.50% 8.9 1.00 8.9 Okay 20.9 1.00 20.9 Okay I6 Zeppelin Way 18 Local 1.4 6.5 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I7 Crusader Street 18 Local 0.3 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I8 Zeppelin Way 18 Local 1.6 7.4 0.90% 11.9 1.00 11.9 Okay 28.1 1.00 28.1 Okay I9 Zeppelin Way 18 Local 0.2 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Inputs Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity cfs Results Developed Q100 cfs Longitudinal Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.70 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10 99.80 0+10.5 99.80 0+10.5 99.30 0+12.5 99.47 0+28.5 99.79 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, 99.80) 0.025 (0+10, 99.80) (0+28.5, 99.79) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 20.91 2.52 8.31 29.23 28.50 0.00550 21.93 2.64 8.31 29.23 28.50 0.00600 22.91 2.76 8.31 29.23 28.50 0.00650 23.84 2.87 8.31 29.23 28.50 0.00700 24.74 2.98 8.31 29.23 28.50 Major Storm Event - Vertical C&G (Half Section) | 18' CL to FL 3/20/2016 12:34:05 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) | 18' 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 25.61 3.08 8.31 29.23 28.50 0.00800 26.45 3.18 8.31 29.23 28.50 0.00850 27.27 3.28 8.31 29.23 28.50 0.00900 28.06 3.38 8.31 29.23 28.50 0.00950 28.82 3.47 8.31 29.23 28.50 0.01000 29.57 3.56 8.31 29.23 28.50 0.01050 30.30 3.65 8.31 29.23 28.50 0.01100 31.02 3.73 8.31 29.23 28.50 0.01150 31.71 3.82 8.31 29.23 28.50 0.01200 32.40 3.90 8.31 29.23 28.50 0.01250 33.06 3.98 8.31 29.23 28.50 0.01300 33.72 4.06 8.31 29.23 28.50 0.01350 34.36 4.14 8.31 29.23 28.50 0.01400 34.99 4.21 8.31 29.23 28.50 0.01450 35.61 4.29 8.31 29.23 28.50 0.01500 36.22 4.36 8.31 29.23 28.50 0.01550 36.82 4.43 8.31 29.23 28.50 0.01600 37.41 4.50 8.31 29.23 28.50 0.01650 37.99 4.57 8.31 29.23 28.50 0.01700 38.56 4.64 8.31 29.23 28.50 0.01750 39.12 4.71 8.31 29.23 28.50 0.01800 39.68 4.78 8.31 29.23 28.50 0.01850 40.22 4.84 8.31 29.23 28.50 0.01900 40.76 4.91 8.31 29.23 28.50 0.01950 41.30 4.97 8.31 29.23 28.50 0.02000 41.82 5.04 8.31 29.23 28.50 3/20/2016 12:34:05 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 C L TRAVEL TRAVEL PARKING PARKING WALK PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT BIKE LANE BIKE LANE 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 25' CL to FL (Vert.) Select y 0.5000 water depth at flowline, ft y' 0.3334 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 137.25 0.00 66.17 22.46 93.53 Street Name Determination Determination A12 Sykes Drive 25 Local 1.8 8.5 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay A13 Sykes Drive 25 Local 1.8 8.6 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay B5+B13 thru B16 2 Sykes Drive 25 Local 7.2 33.1 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Problem B17 Sykes Drive 25 Local 1.8 8.7 1.15% 14.7 1.00 14.7 Okay 42.8 1.00 42.84 Okay B18 Sykes Drive 25 Local 0.8 3.7 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay C6 Sykes Drive 25 Local 1.9 9.2 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay C8 Sykes Drive 25 Local 1.8 8.9 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay F1 Sykes Drive 25 Local 1.2 6.0 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay G5 Sykes Drive 25 Local 3.1 14.7 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay G6 Sykes Drive 25 Local 1.0 4.6 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. 2. Capacity is Okay. Additional capacity is available on the south side Sykes Drive in Basin B18. Inputs Results Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity cfs Developed Q100 cfs Longitudinal Grade, S0 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00100 ft/ft Normal Depth 0.75 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+05 99.90 0+12.5 99.75 0+13 99.75 0+13 99.25 0+15 99.42 0+38 99.88 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+05, 99.90) 0.016 (0+05, 99.90) (0+12.5, 99.75) 0.025 (0+12.5, 99.75) (0+38, 99.88) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 28.25 2.53 11.15 38.64 38.00 0.00550 29.63 2.66 11.15 38.64 38.00 0.00600 30.95 2.78 11.15 38.64 38.00 0.00650 32.21 2.89 11.15 38.64 38.00 0.00700 33.43 3.00 11.15 38.64 38.00 Major Storm Event - Vertical C&G (Half Section) | 25' CL to FL 3/20/2016 12:40:53 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) | 25' 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 34.60 3.10 11.15 38.64 38.00 0.00800 35.73 3.21 11.15 38.64 38.00 0.00850 36.83 3.30 11.15 38.64 38.00 0.00900 37.90 3.40 11.15 38.64 38.00 0.00950 38.94 3.49 11.15 38.64 38.00 0.01000 39.95 3.58 11.15 38.64 38.00 0.01050 40.94 3.67 11.15 38.64 38.00 0.01100 41.90 3.76 11.15 38.64 38.00 0.01150 42.84 3.84 11.15 38.64 38.00 0.01200 43.76 3.93 11.15 38.64 38.00 0.01250 44.67 4.01 11.15 38.64 38.00 0.01300 45.55 4.09 11.15 38.64 38.00 0.01350 46.42 4.16 11.15 38.64 38.00 0.01400 47.27 4.24 11.15 38.64 38.00 0.01450 48.11 4.32 11.15 38.64 38.00 0.01500 48.93 4.39 11.15 38.64 38.00 0.01550 49.74 4.46 11.15 38.64 38.00 0.01600 50.54 4.53 11.15 38.64 38.00 0.01650 51.32 4.60 11.15 38.64 38.00 0.01700 52.09 4.67 11.15 38.64 38.00 0.01750 52.85 4.74 11.15 38.64 38.00 0.01800 53.60 4.81 11.15 38.64 38.00 0.01850 54.34 4.87 11.15 38.64 38.00 0.01900 55.07 4.94 11.15 38.64 38.00 0.01950 55.79 5.01 11.15 38.64 38.00 0.02000 56.50 5.07 11.15 38.64 38.00 3/20/2016 12:40:53 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 ` AREA INLET CALCULATIONS 186 3 COMBINATION INLETS g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3362-L Concave Gutter Inlet Frame, Grate Heavy Duty Can be furnished as double unit with side flanges removed as shown in R-3363-1. R-3363-1 Double Unit Inlet Frame, Grate, Curb Box Light Duty Standard Grate (shown): Type C Type L grate available. R-3382 Concave Gutter Inlet Frame, Grate Heavy Duty R-3381 Concave Gutter Inlet Frame, Grate Heavy Duty WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3362-L L 2.9 10.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3363-1 C 4.6 10.3 R-3363-1 L 5.8 10.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3381 A 1.0 6.8 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3382 C 2.3 10.4 CLICK HERE to return to the Table of Contents Location: DPs N3, O6 and O7 Grate: Neenah R-3362-L Number of Grates: 2 Catalog Dimensions Length: 6.31 ft 75.75 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 11.05 sq ft Open Area Ratio: 0.53 Open Area: 5.80 sq ft Clogging factor: 50% n: 26% Weir Length, L 16.13 ft Open Area, A 5.80 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 C0 0.64 Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.0 0.0 0.0 0.05 5000.05 0.5 3.3 0.5 0.10 5000.10 1.5 4.7 1.5 0.15 5000.15 2.8 5.8 2.8 0.20 5000.20 4.3 6.7 4.3 DP O7 0.25 5000.25 6.0 7.5 6.0 DP O6 0.30 5000.30 7.9 8.2 7.9 DPs N3 0.35 5000.35 10.0 8.8 8.8 0.40 5000.40 12.2 9.4 9.4 0.45 5000.45 14.6 10.0 10.0 0.50 5000.50 17.1 10.5 10.5 0.55 5000.55 19.7 11.1 11.1 0.60 5000.60 22.5 11.5 11.5 0.65 5000.65 25.4 12.0 12.0 0.70 5000.70 28.3 12.5 12.5 0.75 5000.75 31.4 12.9 12.9 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | 2 - Neenah R-3362-L Grates 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 Location: DPs K3, K4, N1, O1 and O3 Grate: Neenah R-3362-L Number of Grates: 3 Catalog Dimensions Length: 9.47 ft 113.63 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 16.57 sq ft Open Area Ratio: 0.53 Open Area: 8.71 sq ft Clogging factor: 50% n: 26% Weir Length, L 22.44 ft Open Area, A 8.71 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 C0 0.64 Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.0 0.0 0.0 0.05 5000.05 0.8 5.0 0.8 0.10 5000.10 2.1 7.1 2.1 0.15 5000.15 3.9 8.7 3.9 0.20 5000.20 6.0 10.0 6.0 0.25 5000.25 8.4 11.2 8.4 DP N1, O1 0.30 5000.30 11.1 12.2 11.1 DPs K3, K4, O3 0.35 5000.35 13.9 13.2 13.2 0.40 5000.40 17.0 14.1 14.1 0.45 5000.45 20.3 15.0 15.0 0.50 5000.50 23.8 15.8 15.8 0.55 5000.55 27.5 16.6 16.6 0.60 5000.60 31.3 17.3 17.3 0.65 5000.65 35.3 18.0 18.0 0.70 5000.70 39.4 18.7 18.7 0.75 5000.75 43.7 19.4 19.4 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | 3- Neenah R-3362-L Grates 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 Location: DPs L1 and L4 Grate: Neenah R-3362-L Number of Grates: 4 Catalog Dimensions Length: 12.63 ft 151.50 in Width: 1.75 ft 21.00 in Number of Sides: 4 Grate Area: 22.09 sq ft Open Area Ratio: 0.53 Open Area: 11.61 sq ft Clogging factor: 50% n: 26% Weir Length, L 28.75 ft Open Area, A 11.61 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 C0 0.64 Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.0 0.0 0.0 0.05 5000.05 1.0 6.7 1.0 0.10 5000.10 2.7 9.4 2.7 0.15 5000.15 5.0 11.5 5.0 0.20 5000.20 7.7 13.3 7.7 0.25 5000.25 10.8 14.9 10.8 0.30 5000.30 14.2 16.3 14.2 DPs L1 and L4 0.35 5000.35 17.9 17.6 17.6 0.40 5000.40 21.8 18.9 18.9 0.45 5000.45 26.0 20.0 20.0 0.50 5000.50 30.5 21.1 21.1 0.55 5000.55 35.2 22.1 22.1 0.60 5000.60 40.1 23.1 23.1 0.65 5000.65 45.2 24.0 24.0 0.70 5000.70 50.5 24.9 24.9 0.75 5000.75 56.0 25.8 25.8 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | 4 - Neenah R-3362-L Grates 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Series1 Series2 Series3 118 NEENAH FOUNDRY 2 INLET FRAAMES & GRATES g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-2560 Series Inlet Frame, Beehive Grate Suitable for drainage in circumstances where clogging of a flat grating is a problem. Excellent for roadside or earth ditch inlets. R-2561 Inlet Frame, Beehive Grate Available Lid: R-1733 R-2561-A Inlet Frame, Beehive Grate Available Lid: R-1733 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2560-A Beehive 0.3 3.1 R-2560-C Beehive 0.7 4.7 R-2560-C1 Beehive 0.7 5.8 R-2560-C2 Beehive 0.7 5.8 R-2560-D Beehive 1.0 5.1 R-2560-D1 Beehive 1.2 5.8 R-2560-D2 Beehive 1.2 5.8 R-2560-D3 Beehive 1.2 5.8 R-2560-D5 Beehive 1.0 5.1 R-2560-D6 Beehive 1.0 5.1 R-2560-D7 Beehive 1.3 5.3 R-2560-D8 Beehive 1.3 5.3 R-2560-E Beehive 1.2 6.0 R-2560-EA Beehive 1.2 6.7 R-2560-EB Beehive 1.8 6.7 R-2560-E1 Beehive 1.4 6.7 R-2560-E2 Beehive 2.0 6.7 R-2560-E5 Beehive 1.2 6.7 R-2560-E6 Beehive 1.8 6.7 R-2560-E7 Beehive 1.2 6.7 R-2560-E8 Beehive 1.8 6.7 R-2560-E9 Beehive 1.2 6.7 R-2560-E10 Beehive 1.8 6.7 R-2560-G Beehive 1.5 8.4 Illustrating R-2560-E WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2561 Beehive 2.0 6.7 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2561-A Beehive 1.2 6.7 Dimensions in inches Catalog No. A B C E F G Frame/Lid R-2560-A 12 1 11 19 4 3 1/4 R-1791-A Location: DPs K1, K2, L2, L3 Grate: Neenah R-2560-23 Grate Number of Grates: 1 Radius (per grate): 12 in 1.0 ft Open Area (per grate): 173 sq in 1.2 sq ft Open area ratio: 1.0 Open Area (total): 173 sq in 1.2 sq ft Weir Length, L 72 in 6.0 ft Open Area, A 173 sq in 1.2 sq ft Clogging Factor, c 50% * This means 50% of the open area is clogged Stage, d 0.10 ft Weir Calculation: Orifice Calculation: Qi = CwLd1.5 Qi=CoAg(2gd)0.5 Cw 3.00 Co 0.64 L 6.0 ft cAg 0.60 ft2 Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 4950.00 0.0 0.0 0.0 **Approximate top of grate elevation 0.10 4950.10 0.6 1.0 0.6 0.20 4950.20 1.6 1.4 1.4 0.30 4950.30 3.0 1.7 1.7 0.40 4950.40 4.6 1.9 1.9 0.50 4950.50 6.4 2.2 2.2 0.60 4950.60 8.4 2.4 2.4 0.70 4950.70 10.5 2.6 2.6 0.80 4950.80 12.9 2.8 2.8 0.90 4950.90 15.4 2.9 2.9 1.00 4951.00 18.0 3.1 3.1 →Max. inﬂow at esmated ponding depth1 1.10 4951.10 20.8 3.2 3.2 1.20 4951.20 23.7 3.4 3.4 Note(s): 1. At each inlet gate (i.e., design point), a percentage of the total flow (e.g., Q2 or Q 100) is estimated to drain into this inlet. AREA INLET CAPACITY | NEENAH R-2560-23 GRATE 0.0 5.0 10.0 15.0 20.0 25.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Inlet Capacity, cfs Depth of Flow, ft Qw-INLET Qo-INLET Inflow Location: DPs N2 and O2 Grate: CDOT Type C w/Close Mesh Grate Number of Grates: 1 Catalog Dimensions Length: 3.00 ft 37.88 in Width: 3.00 ft 21.00 in Number of Sides: 4 Grate Area: 9.00 sq ft Open Area Ratio: 0.70 Open Area: 6.30 sq ft Clogging factor: 50% n: 35% Weir Length, L 12.00 ft Open Area, A 9.00 sq ft Stage, Dd 0.05 ft Weir Calculation: Orifice Calculation: Qw = CwLH3/2 Qo =nC0BL(2gH) 1/2 Cw 3.00 *per UDCFD C0 0.64 *per UDCFD Water Depth, d Elevation QW-INLET QO-INLET Inflow ft ft cfs cfs cfs 0.00 5000.00 0.0 0.0 0.0 0.05 5000.05 0.4 3.6 0.4 0.10 5000.10 1.1 5.1 1.1 0.15 5000.15 2.1 6.3 2.1 0.20 5000.20 3.2 7.2 3.2 0.25 5000.25 4.5 8.1 4.5 0.30 5000.30 5.9 8.9 5.9 DPs N2, O2 0.35 5000.35 7.5 9.6 7.5 0.40 5000.40 9.1 10.2 9.1 0.45 5000.45 10.9 10.9 10.9 0.50 5000.50 12.7 11.4 11.4 0.55 5000.55 14.7 12.0 12.0 0.60 5000.60 16.7 12.5 12.5 0.65 5000.65 18.9 13.0 13.0 0.70 5000.70 21.1 13.5 13.5 0.75 5000.75 23.4 14.0 14.0 w/Coefficients Cw and Co Coefficients Cw and Co AREA INLET CAPACITY | CDOT Type C Inlet - Close Mesh 0.0 5.0 10.0 15.0 20.0 25.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Inlet Capacity, cfs Depth of Flow, ft Qw-INLET Qo-INLET Inflow 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 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 15" Pedestrian 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 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 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" Standard 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 24" Pedestrian Grate Inlet Capacity Chart ` STREET CAPACITY CALCULATIONS ` ALLEY SECTION MINOR AND MAJOR STORM EVENTS Project: Montage Townhomes Calculations By: H. Feissner Date: 4/12/2017 2-year 100-year Depth 99.88 @ Edge of Concrete Depth 100.00 @ Easement Line Street Name Determination Determination K3 Private Alley 10.00 Private Alley 2.2 10.8 0.80% 4.4 1.00 4.4 Okay 12.3 1.00 12.3 Okay K4 Private Alley 10.00 Private Alley 2.6 11.0 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay L1 Private Alley 10.00 Private Alley 2.8 12.5 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Problem L4 Private Alley 10.00 Private Alley 3.1 14.7 0.75% 4.2 1.00 4.2 Okay 11.9 0.98 11.7 Problem N1 Private Alley 10.00 Private Alley 1.7 7.8 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay N3 Private Alley 10.00 Private Alley 1.5 6.3 0.55% 3.6 1.00 3.6 Okay 10.2 1.00 10.2 Okay O1 Private Alley 10.00 Private Alley 1.6 7.1 0.75% 4.2 1.00 4.2 Okay 11.9 1.00 11.9 Okay O3 Private Alley 10.00 Private Alley 2.3 10.8 0.75% 4.2 1.00 4.2 Okay 11.9 0.92 11.0 Okay O6 Private Alley 10.00 Private Alley 1.5 7.3 0.60% 3.8 1.00 3.8 Okay 10.7 0.98 10.5 Okay Notes: 1. DP L1: Capacity is very close (i.e., available capacity is 0.6 cfs less than estimated Q100). - We'll review this in Final Design and confirm that >0.6 cfs is approaching from the west. 2. DP L4: Capacity is Okay because flows approach inlet from the east (50%) and west (50%). Street Capacity Calculations Drive-Over Curb & Gutter - ALLEY w/Vee Sectioin Minor Storm Event Major Storm Event Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Developed Q100 cfs Design Point Width FL to BOC ft Street Classification Developed Q2 cfs Longitudinal Grade, S0 % Calculated Capacity (FlowMaster) 1 cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster) 1 cfs In several cases noted to the left, the 'Determination' column shows Problem. However, in several basins the alley section approaches the design point from more than one direction. In this case, the developed runoff should be divided proportionally (assuming the composition is similar) to determine if sufficient capacity exists. For example, Q100 is estimated at 12 cfs and two alleys (S=0.45%) each capture 50% of the basin; therefore, Q100 in each alley is 6 cfs and within the Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.0080 ft/ft Normal Depth 0.34 ft Section Definitions Station (ft) Elevation (ft) 0+00.00 100.00 0+06.00 99.88 0+16.00 99.66 0+26.00 99.88 0+32.00 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.00, 100.00) (0+06.00, 99.88) 0.020 (0+06.00, 99.88) (0+26.00, 99.88) 0.016 (0+26.00, 99.88) (0+32.00, 100.00) 0.020 Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0040 99.80 0.95 1.02 0.93 12.89 12.89 0.0040 99.84 1.83 1.20 1.52 16.45 16.44 0.0040 99.88 3.08 1.37 2.25 20.01 20.00 0.0040 99.92 4.52 1.44 3.13 24.01 24.00 0.0040 99.96 6.39 1.53 4.17 28.01 28.00 0.0040 100.00 8.72 1.62 5.37 32.01 32.00 0.0045 99.80 1.01 1.08 0.93 12.89 12.89 Rating Table for Alley Section | Vee X-Section 4/12/2017 12:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 7 Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0045 99.84 1.94 1.27 1.52 16.45 16.44 0.0045 99.88 3.27 1.45 2.25 20.01 20.00 0.0045 99.92 4.79 1.53 3.13 24.01 24.00 0.0045 99.96 6.77 1.62 4.17 28.01 28.00 0.0045 100.00 9.25 1.72 5.37 32.01 32.00 0.0050 99.80 1.07 1.14 0.93 12.89 12.89 0.0050 99.84 2.04 1.34 1.52 16.45 16.44 0.0050 99.88 3.44 1.53 2.25 20.01 20.00 0.0050 99.92 5.05 1.61 3.13 24.01 24.00 0.0050 99.96 7.14 1.71 4.17 28.01 28.00 0.0050 100.00 9.75 1.82 5.37 32.01 32.00 0.0055 99.80 1.12 1.20 0.93 12.89 12.89 0.0055 99.84 2.14 1.41 1.52 16.45 16.44 0.0055 99.88 3.61 1.60 2.25 20.01 20.00 0.0055 99.92 5.30 1.69 3.13 24.01 24.00 0.0055 99.96 7.49 1.80 4.17 28.01 28.00 0.0055 100.00 10.22 1.90 5.37 32.01 32.00 0.0060 99.80 1.17 1.25 0.93 12.89 12.89 0.0060 99.84 2.24 1.47 1.52 16.45 16.44 0.0060 99.88 3.77 1.68 2.25 20.01 20.00 0.0060 99.92 5.54 1.77 3.13 24.01 24.00 0.0060 99.96 7.82 1.88 4.17 28.01 28.00 0.0060 100.00 10.68 1.99 5.37 32.01 32.00 0.0065 99.80 1.22 1.30 0.93 12.89 12.89 0.0065 99.84 2.33 1.53 1.52 16.45 16.44 0.0065 99.88 3.93 1.74 2.25 20.01 20.00 0.0065 99.92 5.76 1.84 3.13 24.01 24.00 0.0065 99.96 8.14 1.95 4.17 28.01 28.00 0.0065 100.00 11.11 2.07 5.37 32.01 32.00 0.0070 99.80 1.26 1.35 0.93 12.89 12.89 0.0070 99.84 2.42 1.59 1.52 16.45 16.44 0.0070 99.88 4.07 1.81 2.25 20.01 20.00 0.0070 99.92 5.98 1.91 3.13 24.01 24.00 0.0070 99.96 8.45 2.03 4.17 28.01 28.00 0.0070 100.00 11.53 2.15 5.37 32.01 32.00 0.0075 99.80 1.31 1.40 0.93 12.89 12.89 0.0075 99.84 2.50 1.64 1.52 16.45 16.44 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0075 99.88 4.22 1.87 2.25 20.01 20.00 0.0075 99.92 6.19 1.98 3.13 24.01 24.00 0.0075 99.96 8.75 2.10 4.17 28.01 28.00 0.0075 100.00 11.94 2.22 5.37 32.01 32.00 0.0080 99.80 1.35 1.44 0.93 12.89 12.89 0.0080 99.84 2.58 1.70 1.52 16.45 16.44 0.0080 99.88 4.35 1.94 2.25 20.01 20.00 0.0080 99.92 6.39 2.04 3.13 24.01 24.00 0.0080 99.96 9.03 2.17 4.17 28.01 28.00 0.0080 100.00 12.33 2.30 5.37 32.01 32.00 0.0085 99.80 1.39 1.49 0.93 12.89 12.89 0.0085 99.84 2.66 1.75 1.52 16.45 16.44 0.0085 99.88 4.49 2.00 2.25 20.01 20.00 0.0085 99.92 6.59 2.11 3.13 24.01 24.00 0.0085 99.96 9.31 2.23 4.17 28.01 28.00 0.0085 100.00 12.71 2.37 5.37 32.01 32.00 0.0090 99.80 1.43 1.53 0.93 12.89 12.89 0.0090 99.84 2.74 1.80 1.52 16.45 16.44 0.0090 99.88 4.62 2.05 2.25 20.01 20.00 0.0090 99.92 6.78 2.17 3.13 24.01 24.00 0.0090 99.96 9.58 2.30 4.17 28.01 28.00 0.0090 100.00 13.08 2.44 5.37 32.01 32.00 0.0095 99.80 1.47 1.57 0.93 12.89 12.89 0.0095 99.84 2.82 1.85 1.52 16.45 16.44 0.0095 99.88 4.75 2.11 2.25 20.01 20.00 0.0095 99.92 6.97 2.23 3.13 24.01 24.00 0.0095 99.96 9.84 2.36 4.17 28.01 28.00 0.0095 100.00 13.44 2.50 5.37 32.01 32.00 0.0100 99.80 1.51 1.61 0.93 12.89 12.89 0.0100 99.84 2.89 1.90 1.52 16.45 16.44 0.0100 99.88 4.87 2.16 2.25 20.01 20.00 0.0100 99.92 7.15 2.28 3.13 24.01 24.00 0.0100 99.96 10.10 2.42 4.17 28.01 28.00 0.0100 100.00 13.79 2.57 5.37 32.01 32.00 0.0105 99.80 1.55 1.65 0.93 12.89 12.89 0.0105 99.84 2.96 1.95 1.52 16.45 16.44 0.0105 99.88 4.99 2.22 2.25 20.01 20.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0105 99.92 7.32 2.34 3.13 24.01 24.00 0.0105 99.96 10.35 2.48 4.17 28.01 28.00 0.0105 100.00 14.13 2.63 5.37 32.01 32.00 0.0110 99.80 1.58 1.69 0.93 12.89 12.89 0.0110 99.84 3.03 1.99 1.52 16.45 16.44 0.0110 99.88 5.11 2.27 2.25 20.01 20.00 0.0110 99.92 7.50 2.39 3.13 24.01 24.00 0.0110 99.96 10.59 2.54 4.17 28.01 28.00 0.0110 100.00 14.46 2.69 5.37 32.01 32.00 0.0115 99.80 1.62 1.73 0.93 12.89 12.89 0.0115 99.84 3.10 2.04 1.52 16.45 16.44 0.0115 99.88 5.22 2.32 2.25 20.01 20.00 0.0115 99.92 7.66 2.45 3.13 24.01 24.00 0.0115 99.96 10.83 2.60 4.17 28.01 28.00 0.0115 100.00 14.78 2.75 5.37 32.01 32.00 0.0120 99.80 1.65 1.77 0.93 12.89 12.89 0.0120 99.84 3.16 2.08 1.52 16.45 16.44 0.0120 99.88 5.33 2.37 2.25 20.01 20.00 0.0120 99.92 7.83 2.50 3.13 24.01 24.00 0.0120 99.96 11.06 2.65 4.17 28.01 28.00 0.0120 100.00 15.10 2.81 5.37 32.01 32.00 0.0125 99.80 1.69 1.81 0.93 12.89 12.89 0.0125 99.84 3.23 2.12 1.52 16.45 16.44 0.0125 99.88 5.44 2.42 2.25 20.01 20.00 0.0125 99.92 7.99 2.55 3.13 24.01 24.00 0.0125 99.96 11.29 2.71 4.17 28.01 28.00 0.0125 100.00 15.41 2.87 5.37 32.01 32.00 0.0130 99.80 1.72 1.84 0.93 12.89 12.89 0.0130 99.84 3.29 2.17 1.52 16.45 16.44 0.0130 99.88 5.55 2.47 2.25 20.01 20.00 0.0130 99.92 8.15 2.60 3.13 24.01 24.00 0.0130 99.96 11.51 2.76 4.17 28.01 28.00 0.0130 100.00 15.72 2.93 5.37 32.01 32.00 0.0135 99.80 1.75 1.88 0.93 12.89 12.89 0.0135 99.84 3.36 2.21 1.52 16.45 16.44 0.0135 99.88 5.66 2.51 2.25 20.01 20.00 0.0135 99.92 8.30 2.65 3.13 24.01 24.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0135 99.96 11.73 2.81 4.17 28.01 28.00 0.0135 100.00 16.02 2.98 5.37 32.01 32.00 0.0140 99.80 1.79 1.91 0.93 12.89 12.89 0.0140 99.84 3.42 2.25 1.52 16.45 16.44 0.0140 99.88 5.76 2.56 2.25 20.01 20.00 0.0140 99.92 8.46 2.70 3.13 24.01 24.00 0.0140 99.96 11.95 2.87 4.17 28.01 28.00 0.0140 100.00 16.31 3.04 5.37 32.01 32.00 0.0145 99.80 1.82 1.94 0.93 12.89 12.89 0.0145 99.84 3.48 2.29 1.52 16.45 16.44 0.0145 99.88 5.86 2.61 2.25 20.01 20.00 0.0145 99.92 8.61 2.75 3.13 24.01 24.00 0.0145 99.96 12.16 2.92 4.17 28.01 28.00 0.0145 100.00 16.60 3.09 5.37 32.01 32.00 0.0150 99.80 1.85 1.98 0.93 12.89 12.89 0.0150 99.84 3.54 2.33 1.52 16.45 16.44 0.0150 99.88 5.96 2.65 2.25 20.01 20.00 0.0150 99.92 8.75 2.80 3.13 24.01 24.00 0.0150 99.96 12.37 2.97 4.17 28.01 28.00 0.0150 100.00 16.88 3.14 5.37 32.01 32.00 0.0155 99.80 1.88 2.01 0.93 12.89 12.89 0.0155 99.84 3.60 2.36 1.52 16.45 16.44 0.0155 99.88 6.06 2.69 2.25 20.01 20.00 0.0155 99.92 8.90 2.84 3.13 24.01 24.00 0.0155 99.96 12.57 3.01 4.17 28.01 28.00 0.0155 100.00 17.16 3.20 5.37 32.01 32.00 0.0160 99.80 1.91 2.04 0.93 12.89 12.89 0.0160 99.84 3.65 2.40 1.52 16.45 16.44 0.0160 99.88 6.16 2.74 2.25 20.01 20.00 0.0160 99.92 9.04 2.89 3.13 24.01 24.00 0.0160 99.96 12.77 3.06 4.17 28.01 28.00 0.0160 100.00 17.44 3.25 5.37 32.01 32.00 0.0165 99.80 1.94 2.07 0.93 12.89 12.89 0.0165 99.84 3.71 2.44 1.52 16.45 16.44 0.0165 99.88 6.25 2.78 2.25 20.01 20.00 0.0165 99.92 9.18 2.93 3.13 24.01 24.00 0.0165 99.96 12.97 3.11 4.17 28.01 28.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0165 100.00 17.71 3.30 5.37 32.01 32.00 0.0170 99.80 1.97 2.10 0.93 12.89 12.89 0.0170 99.84 3.77 2.48 1.52 16.45 16.44 0.0170 99.88 6.35 2.82 2.25 20.01 20.00 0.0170 99.92 9.32 2.98 3.13 24.01 24.00 0.0170 99.96 13.17 3.16 4.17 28.01 28.00 0.0170 100.00 17.97 3.35 5.37 32.01 32.00 0.0175 99.80 2.00 2.14 0.93 12.89 12.89 0.0175 99.84 3.82 2.51 1.52 16.45 16.44 0.0175 99.88 6.44 2.86 2.25 20.01 20.00 0.0175 99.92 9.45 3.02 3.13 24.01 24.00 0.0175 99.96 13.36 3.20 4.17 28.01 28.00 0.0175 100.00 18.24 3.40 5.37 32.01 32.00 0.0180 99.80 2.02 2.17 0.93 12.89 12.89 0.0180 99.84 3.88 2.55 1.52 16.45 16.44 0.0180 99.88 6.53 2.90 2.25 20.01 20.00 0.0180 99.92 9.59 3.06 3.13 24.01 24.00 0.0180 99.96 13.55 3.25 4.17 28.01 28.00 0.0180 100.00 18.50 3.44 5.37 32.01 32.00 0.0185 99.80 2.05 2.20 0.93 12.89 12.89 0.0185 99.84 3.93 2.58 1.52 16.45 16.44 0.0185 99.88 6.62 2.94 2.25 20.01 20.00 0.0185 99.92 9.72 3.11 3.13 24.01 24.00 0.0185 99.96 13.73 3.29 4.17 28.01 28.00 0.0185 100.00 18.75 3.49 5.37 32.01 32.00 0.0190 99.80 2.08 2.23 0.93 12.89 12.89 0.0190 99.84 3.98 2.62 1.52 16.45 16.44 0.0190 99.88 6.71 2.98 2.25 20.01 20.00 0.0190 99.92 9.85 3.15 3.13 24.01 24.00 0.0190 99.96 13.92 3.34 4.17 28.01 28.00 0.0190 100.00 19.00 3.54 5.37 32.01 32.00 0.0195 99.80 2.11 2.25 0.93 12.89 12.89 0.0195 99.84 4.03 2.65 1.52 16.45 16.44 0.0195 99.88 6.80 3.02 2.25 20.01 20.00 0.0195 99.92 9.98 3.19 3.13 24.01 24.00 0.0195 99.96 14.10 3.38 4.17 28.01 28.00 0.0195 100.00 19.25 3.58 5.37 32.01 32.00 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Rating Table for Alley Section | Vee X-Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.0200 99.80 2.13 2.28 0.93 12.89 12.89 0.0200 99.84 4.09 2.69 1.52 16.45 16.44 0.0200 99.88 6.89 3.06 2.25 20.01 20.00 0.0200 99.92 10.11 3.23 3.13 24.01 24.00 0.0200 99.96 14.28 3.42 4.17 28.01 28.00 0.0200 100.00 19.50 3.63 5.37 32.01 32.00 4/12/2017 12:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 7 of 7 ` SWALE CAPACITY CALCULATIONS Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.035 Channel Slope 0.0200 ft/ft Normal Depth 0.50 ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Results Discharge 2.34 ft³/s Flow Area 1.00 ft² Wetted Perimeter 4.12 ft Hydraulic Radius 0.24 ft Top Width 4.00 ft Critical Depth 0.46 ft Critical Slope 0.03028 ft/ft Velocity 2.34 ft/s Velocity Head 0.08 ft Specific Energy 0.58 ft Froude Number 0.82 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.46 ft Channel Slope 0.0200 ft/ft Critical Slope 0.03028 ft/ft Generic Triangular Swale Cross-Section | 100-Year Storm Event 6/12/2017 10:43:03 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 ` STORM DRAIN SIZING CALCULATIONS East Ridge Third Filing Montage Townhomes | Storm Drain A Date: 6/10/2017 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 A1.3 205.01 18 3.6 2.0 4944.94 4951.54 4943.92 4952.87 0.005 0.40 8.88 3.6 11 INLET A1.3 INLET A1.2 114.55 18 3.9 2.2 4943.72 4952.87 4943.14 4950.00 0.005 0.48 8.13 3.9 INLET A1.2 INLET A1.1 102.38 18 12.1 6.9 4942.94 4950.00 4942.43 4950.80 0.005 1.55 7.75 12.1 10 INLET A1.1 SDMH A1 162.52 24 12.0 3.8 4941.93 4950.80 4941.12 4950.35 0.005 1.55 7.68 12.0 ## INLET A5.1 INLET A5 129.62 18 2.7 1.5 4944.85 4950.27 4944.20 4952.26 0.005 0.27 9.95 2.7 90 INLET A6 INLET A5 162.56 18 4.7 2.7 4945.02 4950.04 4944.20 4952.26 0.005 0.30 9.95 3.0 ## INLET A5 INLET A4 32.66 18 7.0 4.0 4944.00 4952.26 4943.84 4950.08 0.005 0.57 9.31 5.3 ## INLET A4 INLET A3 79.83 18 7.0 4.0 4943.64 4950.08 4943.24 4949.21 0.005 0.57 9.25 5.3 ## INLET A3 SDMH A2 102.38 24 17.0 5.4 4942.74 4949.21 4942.23 4950.03 0.005 1.67 9.10 15.3 9 SDMH A2 SDMH A1 181.58 24 16.7 5.3 4942.03 4950.03 4941.12 4950.35 0.005 1.67 8.96 15.0 ## SDMH A1 EXMH A (SDMH C9) 42.53 42 26.0 2.7 4939.62 4950.35 4939.40 4948.76 0.005 3.22 7.51 24.3 Column Number→ 1 2 3 4 5 6 7 8 Start Node (In) Stop Node (Out) Pipe Hydraulic Grade Line (In) (ft) Pipe Hydraulic Grade Line (Out) (ft) Pipe Energy Grade Line (In) (ft) Pipe Energy Grade Line (Out) (ft) 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 16+50 16+00 15+00 14+00 13+00 12+00 11+00 10+00 9+00 STA=16+01.53 INLET A6 2' ROUND AREA INLET RIM=4950.30 INV OUT (18" E)=4945.02 DEPTH=5.28 162.56 LF - 18'' RCP @ 0.50% STA=30+00.00 (STORM A5) STA=14+38.97 STORM A SDMH A5 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4950.21 INV IN (18" W)=4944.20 INV IN (18" E)=4944.20 INV OUT (18" S)=4944.00 DEPTH=6.21 79.83 LF - 18'' RCP @ 0.50% STA=13+26.49 INLET A3 TRIPLE NO. 16 INLET RIM=4949.21 INV IN (18" N)=4943.24 INV OUT (24" S)=4942.74 DEPTH=6.47 102.38 LF - 24'' RCP @ 0.50% STA=12+24.11 SDMH A2 6'Ø MH RIM=4950.10 INV IN (24" N)=4942.23 INV OUT (24" E)=4942.02 DEPTH=8.07 181.58 LF - 24'' RCP @ 0.50% 36.00 LF - EXIST. 42'' RCP @ 0.52% STA=10+00.00 EXMH A 8'Ø MH RIM=4948.88 INV IN (42" N)=4939.40 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 6''W 6''W 6''W 6''W 6''W 6''W LOT 16 LOT 17 LOT 18 HELLDIVER DRIVE (PRIVATE DRIVE) PRIVATE DRIVE B LOT 13 LOT 14 LOT 15 LOT 19 LOT 20 LOT 21 LOT 22 LOT 23 LOT 24 LOT 25 LOT 26 LOT 73 LOT 74 LOT 75 LOT 76 LOT 77 LOT 78 LOT 79 LOT 80 LOT 81 LOT 82 LOT 83 LOT 84 LOT 85 LOT 86 25+84.47 20+00 21+00 22+00 23+00 24+00 25+00 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''S STORM DRAIN A (PRIVATE) SEE SHEET SD01 BARNSTORMER STREET SANITARY LINE 1 SEE SHEET SS01 SANITARY LINE 2.1 SEE SHEET SS03 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 19+50 20+00 21+00 22+00 23+00 24+00 25+00 26+00 26+50 162.52 LF - 24'' RCP @ 0.50% STA=21+62.52 SDMH A1.1 6'Ø MH RIM=4950.80 INV IN (18" N)=4942.43 INV OUT (24" W)=4941.93 DEPTH=8.87 102.38 LF - 18'' RCP @ 0.50% STA=22+64.90 INLET A1.2 TRIPLE NO. 16 INLET RIM=4950.00 INV IN (18" N)=4943.14 INV OUT (18" S)=4942.94 DEPTH=7.06 114.55 LF - 18'' RCP @ 0.50% STA=23+79.45 East Ridge Third Filing Montage Townhomes | Storm Drain B Date: 6/10/2017 La be l Start Node (In) Stop Node (Out) Length (ft) Diameter (ft) 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) INLET B5.2 INLET B5.1 42.94 24 12.6 4.00 4946.95 4951.56 4946.73 4952.08 0.005 1.25 9.95 12.6 INLET B5.1 INLET B5 61.30 24 12.5 3.97 4946.53 4952.08 4946.23 4951.89 0.005 1.25 9.87 12.5 INLET B7 INLET B6 150.28 18 4.8 2.73 4948.42 4954.62 4947.66 4953.09 0.005 0.48 9.95 4.8 INLET B6 INLET B5 147.19 18 4.6 2.62 4947.46 4953.09 4946.73 4951.89 0.005 0.48 9.54 4.6 INLET B5 INLET B4 188.12 30 16.8 3.42 4945.73 4951.89 4944.79 4951.46 0.005 1.82 9.12 16.8 INLET B4 INLET B3 172.67 30 16.0 3.26 4944.59 4951.46 4943.73 4949.92 0.005 1.82 8.71 16.0 INLET B3.1 INLET B3 198.76 18 2.6 1.46 4945.72 4951.58 4944.73 4949.92 0.005 0.26 9.95 2.6 INLET B3 INLET B2 100.12 36 20.5 2.90 4943.23 4949.92 4942.73 4950.10 0.005 2.44 8.32 20.5 INLET B2 INLET B1 101.23 36 31.8 4.50 4942.53 4950.10 4942.02 4950.79 0.005 3.91 8.06 31.8 INLET B1 EX INLET B (INLET D17) 25.02 42 31.1 3.23 4941.52 4950.79 4941.39 4950.35 0.005 3.91 7.90 31.1 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 (Out) (ft) Pipe Energy Grade Line (In) (ft) Pipe Energy Grade Line (Out) (ft) Downstream 8''SS 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''SS 8''SS 8''W 8''SS 6''W 6''W 6''W HELLDIVER DRIVE (PRIVATE DRIVE) BARNSTORMER STREET PRIVATE DRIVE D TRACT A TRACT B BLOCK 1 BLOCK 1 TRACT E LOT 36 LOT 37 LOT 38 LOT 39 LOT 40 LOT 41 LOT 42 LOT 43 LOT 44 LOT 45 LOT 46 LOT 47 LOT 48 LOT 49 LOT 50 LOT 51 LOT 52 LOT 53 LOT 55 LOT 56 LOT 57 LOT 58 LOT 59 LOT 60 LOT 96 LOT 97 LOT 98 LOT 99 LOT 100 LOT 101 LOT 102 LOT 103 LOT 104 LOT 105 LOT 106 LOT 107 LOT 108 LOT 109 LOT 110 LOT 111 LOT 112 LOT 113 LOT 114 LOT 115 LOT 116 LOT 117 LOT 118 LOT 119 LOT 120 12''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 8''SS SANITARY LINE 2.1 SEE SHEET SS03 STORM DRAIN B5 (PRIVATE) SEE SHEET SD04 ) SANITARY LINE 2 SEE SHEET SS02 BARNSTORMER STREET E) CONNECT TO EXISTING STORM DRAIN AFTER REMOVING EXISTING FES AND PIPE TO EXISTING INLET 48+84.63 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 4930 4935 4940 4945 4950 4955 4960 4965 4930 4935 4940 8''SS 8''SS 8''SS 8''SS 8' 6''W 6''W TRACT B HELLDIVER DRIVE (PRIVATE DRIVE) BLOCK 1 BLOCK 1 LOT 45 LOT 46 LOT 47 LOT 48 LOT 49 LOT 50 LOT 51 LOT 52 LOT 53 LOT 105 LOT 106 LOT 107 LOT 108 LOT 109 LOT 110 LOT 111 LOT 112 LOT 113 LOT 114 60+00 61+04.15 SANITARY LINE 2 SEE SHEET SS02 STORM DRAIN B (PRIVATE) SEE SHEET SD03 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 52+50 52+00 51+00 50+00 49+00 STA=42+26.36 (STORM B) STA=50+00.00 STORM B3 SDMH B3 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4950.42 INV IN (30" E)=4943.73 INV IN (18" W)=4944.73 INV OUT (36" S)=4943.23 DEPTH=7.19 198.76 LF - 18'' RCP @ 0.50% STA=51+98.76 INLET B3.1 2' ROUND AREA INLET RIM=4952.08 INV OUT (18" E)=4945.72 DEPTH=6.36 PROPOSED GRADE EXISTING GROUND HGL HGL HGL HGL 100 yr HGL 4925 4930 East Ridge Third Filing Montage Townhomes | Storm Drain C Date: 9/5/2017 La be l Start Node (In) Stop Node (Out) Length (ft) Diameter (ft) 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) INLET C6.3 SDMH C6.2 92.00 18 7.7 4.37 4937.00 4945.29 4936.63 4946.90 0.004 0.77 9.95 7.7 SDMH C6.2 INLET C6.1 34.34 18 7.6 4.30 4936.43 4946.90 4936.29 4946.54 0.004 0.77 9.79 7.6 INLET C6.1 SDMH C6 103.03 18 7.6 4.28 4936.09 4946.54 4935.68 4946.37 0.004 0.77 9.73 7.6 INLET C16 INLET C15 24.97 15 4.3 3.49 4939.88 4947.54 4939.75 4946.71 0.005 0.43 9.95 4.3 INLET C15 INLET C14 24.97 15 4.3 3.47 4939.55 4946.71 4939.43 4947.40 0.005 0.43 9.90 4.3 INLET C14 INLET C13 35.94 15 4.2 3.45 4939.23 4947.40 4939.05 4945.82 0.005 0.43 9.84 4.2 INLET C13 INLET C12 87.71 15 4.2 3.42 4938.85 4945.82 4938.41 4946.52 0.005 0.43 9.77 4.2 INLET C12 INLET C11 24.98 18 4.1 2.33 4938.16 4946.52 4938.04 4945.62 0.005 0.43 9.58 4.1 INLET C11 INLET C10 24.98 18 4.1 2.31 4937.84 4945.62 4937.72 4946.41 0.005 0.43 9.50 4.1 INLET C10 INLET C9 34.76 18 4.0 2.29 4937.52 4946.41 4937.35 4945.58 0.005 0.43 9.42 4.0 INLET C9 INLET C8 45.56 18 4.0 2.26 4937.15 4945.58 4936.92 4945.13 0.005 0.43 9.30 4.0 INLET C8 SDMH C7 23.71 18 3.9 2.23 4936.72 4945.13 4936.60 4945.86 0.005 0.43 9.15 3.9 INLET C7.4 INLET C7.3 34.75 15 2.1 1.74 4937.83 4944.64 4937.66 4945.46 0.005 0.21 9.95 2.1 INLET C7.3 INLET C7.2 24.98 15 2.1 1.72 4937.46 4945.46 4937.33 4944.72 0.005 0.21 9.80 2.1 INLET C7.2 INLET C7.1 24.98 15 2.1 1.70 4937.13 4944.72 4937.01 4945.66 0.005 0.21 9.69 2.1 INLET C7.1 SDMH C7 32.94 15 2.1 1.68 4936.81 4945.66 4936.65 4945.86 0.005 0.21 9.58 2.1 SDMH C7 SDMH C6 181.75 18 5.9 3.31 4936.40 4945.86 4935.68 4946.37 0.004 0.64 9.07 5.9 SDMH C6 SDMH C5A 125.65 24 12.3 3.92 4935.18 4946.37 4934.68 4945.84 0.004 1.41 8.67 12.3 SDMH C5A SDMH C5 49.97 24 16.6 5.29 4934.68 4945.84 4934.48 4945.11 0.004 1.96 8.43 16.6 SDMH C5 SDMH C4 67.00 24 16.5 5.24 4934.48 4945.11 4934.35 4944.10 0.002 1.96 8.36 16.5 SDMH C4 INLET C3 47.01 24 16.3 5.18 4934.35 4944.10 4934.25 4943.12 0.002 1.96 8.26 16.3 INLET C3 INLET A7 (Fut-I1) 123.00 30 25.2 5.13 4934.25 4943.12 4934.01 4940.83 0.002 3.05 8.20 25.2 Column Number→ 1 2 3 4 5 6 7 8 Start Node (In) Stop Node (Out) Pipe Hydraulic Grade Line (In) (ft) Pipe 8''SS 8''SS 8''SS 8''SS 8' 6''W 6''W TRACT B HELLDIVER DRIVE (PRIVATE DRIVE) BLOCK 1 BLOCK 1 LOT 45 LOT 46 LOT 47 LOT 48 LOT 49 LOT 50 LOT 51 LOT 52 LOT 53 LOT 105 LOT 106 LOT 107 LOT 108 LOT 109 LOT 110 LOT 111 LOT 112 LOT 113 LOT 114 60+00 61+04.15 SANITARY LINE 2 SEE SHEET SS02 STORM DRAIN B (PRIVATE) SEE SHEET SD03 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 52+50 52+00 51+00 50+00 49+00 STA=42+26.36 (STORM B) STA=50+00.00 STORM B3 SDMH B3 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4950.42 INV IN (30" E)=4943.73 INV IN (18" W)=4944.73 INV OUT (36" S)=4943.23 DEPTH=7.19 198.76 LF - 18'' RCP @ 0.50% STA=51+98.76 INLET B3.1 2' ROUND AREA INLET RIM=4952.08 INV OUT (18" E)=4945.72 DEPTH=6.36 PROPOSED GRADE EXISTING GROUND HGL HGL HGL HGL 100 yr HGL 4925 4930 4920 4925 4930 4935 4940 4945 4950 4955 4920 4925 4930 4935 4940 4945 4950 4955 80+50 80+00 79+00 78+00 77+00 76+00 75+00 74+00 73+00 72+00 71+00 70+00 69+00 23.71 LF - 18'' ADS @ 0.50% STA=77+31.88 INLET C11 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.62 INV IN (18" N)=4938.04 INV OUT (18" S)=4937.84 DEPTH=7.78 24.98 LF - 18'' ADS @ 0.50% 87.71 LF - 15'' ADS @ 0.50% STA=78+44.58 INLET C13 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.82 INV IN (15" N)=4939.05 INV OUT (15" S)=4938.85 DEPTH=6.97 35.94 LF - 15'' ADS @ 0.50% STA=78+80.51 INLET C14 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4947.40 INV IN (15" N)=4939.43 INV OUT (15" S)=4939.23 DEPTH=8.17 24.97 LF - 15'' ADS @ 0.50% STA=79+05.49 INLET C15 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4946.71 INV IN (15" N)=4939.75 8''SS 8''SS 8''SS 8''W 8''W 8''W 8''SS 8''SS 8''SS 8''SS 8''W 8''W 8''W 8''W 8''SS 8''SS 8''SS 8''W 8''W 8''W VIGILANTE LANE (PRIVATE DRIVE) WAY VE) TRACT F LOT 35 LOT 36 80+00 80+23.77 TRACT F SANITARY LINE 4.1 SEE SHEET SS06 4920 4925 4930 4935 4940 4945 4950 4955 4920 4925 4930 4935 4940 4945 4950 4955 79+50 80+00 81+00 PROPOSED GRADE EXISTING GROUND 23.77 LF - 18'' RCP @ 0.40% STA=80+23.77 INLET C5A.1 CDOT TYPE C INLET TBC=4943.15 INV OUT (18" W)=4935.28 DEPTH=7.87 STA=72+95.48 (STORM C) STA=80+00.00 STORM C5A SDMH C5A 4'Ø MH RIM=4945.84 INV IN (18" E)=4935.18 INV IN (24" N)=4934.68 INV OUT (24" S)=4934.68 DEPTH=11.16 100 yr HGL 4920 East Ridge Third Filing Montage Townhomes | Storm Drain D Date: 9/6/2017 La be l Start Node (In) Stop Node (Out) Length (ft) Diameter (ft) 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) INLET D2.1 SDMH D1 59.36 18 5.7 3.2 4937.42 4942.53 4935.05 4945.96 0.040 0.76 7.41 5.7 INLET D3.1 SDMH D3 92.00 18 7.1 4.0 4936.03 4944.53 4935.57 4946.48 0.005 0.71 9.95 7.1 INLET D12 INLET D11 24.99 15 2.1 1.8 4939.23 4947.42 4939.10 4946.77 0.005 0.21 9.95 2.1 INLET D11 INLET D10 24.95 15 2.1 1.7 4938.90 4946.77 4938.78 4947.34 0.005 0.21 9.84 2.1 INLET D10 INLET D9 34.76 15 2.1 1.7 4938.58 4947.34 4938.41 4946.83 0.005 0.21 9.74 2.1 INLET D9 SDMH D8 46.53 15 2.1 1.7 4938.21 4946.83 4937.97 4946.74 0.005 0.21 9.59 2.1 INLET D8.5 INLET D8.4 34.16 15 2.1 1.8 4939.53 4946.44 4939.36 4946.34 0.005 0.21 9.95 2.1 INLET D8.4 INLET D8.3 34.77 15 2.1 1.7 4939.16 4946.34 4938.98 4947.14 0.005 0.21 9.81 2.1 INLET D8.3 INLET D8.2 24.97 15 2.1 1.7 4938.78 4947.14 4938.65 4946.43 0.005 0.21 9.66 2.1 INLET D8.2 INLET D8.1 24.97 15 2.1 1.7 4938.45 4946.43 4938.33 4947.23 0.005 0.21 9.55 2.1 INLET D8.1 SDMH D8 32.53 15 2.0 1.7 4938.13 4947.23 4937.97 4946.74 0.005 0.21 9.43 2.0 SDMH D8 SDMH D7 72.25 18 4.0 2.3 4937.72 4946.74 4937.37 4945.93 0.005 0.43 9.29 4.0 SDMH D7 INLET D6 20.03 18 3.9 2.2 4937.16 4945.93 4937.06 4945.01 0.005 0.43 9.05 3.9 INLET D6 SDMH D5 66.53 24 11.0 3.5 4936.56 4945.01 4936.23 4946.99 0.005 1.22 8.98 11.0 SDMH D5 INLET D4 28.53 24 10.9 3.5 4936.03 4946.99 4935.88 4946.08 0.005 1.22 8.84 10.9 INLET D4 SDMH D3 122.97 24 10.8 3.4 4935.68 4946.08 4935.07 4946.48 0.005 1.22 8.78 10.8 SDMH D3 SDMH D1 104.27 30 16.6 3.4 4934.57 4946.48 4934.05 4945.96 0.005 1.93 8.52 16.6 SDMH D1 EXMH D (SDMH B5) 43.94 30 19.9 4.1 4933.85 4945.96 4933.68 4944.40 0.004 2.69 7.33 19.9 Column Number→ 1 2 3 4 5 6 7 8 Start Node (In) Stop Node (Out) Pipe Hydraulic Grade Line (In) (ft) Pipe Hydraulic Grade Line (Out) (ft) Pipe 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\HFHLV1.02_SD05_S.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 142+00 141+00 140+00 139+00 STA=114+70.80 (STORM D) STA=140+00.00 STORM D8 SDMH D8 4'Ø MH REPLACE SOLID LIDW/ NYLOPLAST 24" PEDESTRIAN GRATE INLET RIM=4946.74 INV IN (15" N)=4937.97 INV IN (15" S)=4937.97 INV OUT (18" E)=4937.72 DEPTH=9.01 24.97 LF - 15'' ADS @ 0.50% STA=140+82.47 INLET D8.3 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4947.14 INV IN (15" S)=4938.98 INV OUT (15" N)=4938.78 DEPTH=8.36 34.77 LF - 15'' ADS @ 0.50% STA=141+17.24 INLET D8.4 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4946.34 INV IN (15" S)=4939.36 INV OUT (15" N)=4939.16 DEPTH=7.19 34.16 LF - 15'' ADS @ 0.50% STA=141+51.39 INLET D8.5 NYLOPLAST 15" DRAIN BASIN W/ PEDESTRIAN GRATE INLET RIM=4946.44 INV OUT (15" N)=4939.53 DEPTH=6.91 32.53 LF - 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 149+50 150+00 151+00 13.02 LF - 24'' RCP @ 0.40% STA=150+13.02 INLET E DOUBLE NO. 16 INLET TBC=4941.71 INV OUT (24" NW)=4935.81 DEPTH=5.90 STA=150+00.00 CONNECTION TO EXISTING PIPE REMOVE EXISTING FES AND CONTINUE PIPE INV IN (24" SE)=4935.76 PROPOSED GRADE EXISTING GROUND 100 yr HGL 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 181+00 180+00 179+50 STA=180+22.75 INLET H1 2' ROUND AREA INLET RIM=4946.99 INV OUT (12" E)=4940.43 DEPTH=6.55 ` APPENDIX D SUPPORTING DOCUMENTATION ` PRELIMINARY GEOTECHNICAL INVESTIGATION EAST RIDGE SUBDIVISION FORT COLLINS, COLORADO (Project No. FC06953-115 | Dated: June 19, 2015) ` EXCERPTS FROM FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED: JUNE 30TH, 2016 BY GALLOWAY & COMPANY, INC. 1 Herman Feissner From: Herman Feissner Sent: Thursday, January 19, 2017 9:34 AM To: 'Heather McDowell' Cc: James Prelog Subject: East Ridge Townhomes - Montage | Follow-Up Hi Heather, The following is a summary of our meeting about LID requirements for the townhome developments at East Ridge. Several areas labeled as ‘future’ in the approved East Ridge Second Filing (ERSF) documents will be developed as townhomes. Specifically, the areas labeled: Fut-A, Fut-B, Fut-H and Fut-I. Refer to the attached copy of sheet DR01 from the ERSF CDs. · East Ridge Second Filing was designed to meet City of Fort Collins (CoFC) Ordinance No. 152, 2012. Specifically, Section 3.1.a (1) and (2) reads: o No less than fifty percent (50%) of any newly added impervious area must be treated using one or a combination of LID techniques; and o No less than twenty five percent (25%) of any newly added pavement areas must be treated using permeable pavement technology that is considered an LID technique. · At the time of approval, 58% of the project site was treating using at least one LID technique. · Since ERSF was approved the aforementioned ordinance has been revised. Section 3.1.b of Ordinance No. 007, 2016 reads: o No less than fifty percent (50%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques, when a permeable pavement area covering at least twenty five (25%) of the drivable surface area on private development property is constructed as one of the components of the LID treatment techniques used on that site. · The townhome sites are being re-platted; therefore, each site is required to meet the LID requirements of Ordinance No. 007, 2016, Section 3.1.b. · The townhomes are considered single-family attached and required to meet the 50% criteria mentioned above. The 25% permeable pavement required is waived for the single-family attached product type. The future areas in ERSF were designed to flow into the following LID/WQ features: North Townhomes · Fut-A (4.59 acres) was designed to flow into a Bioswale · Fut-B (5.14 acres) was designed to flow into a Sand Filter · Summary: 100% of the newly added area flows in an LID feature West Townhomes · Fut-H (4.51 acres) was designed to flow into an EDB · The newly added impervious area in Fut-H is ±2.14 acres · Fut-I1 and Fut-I2 (6.03 acres combined) were designed to flow into a Sand Filter · The newly added impervious area in Fut-I1 and Fut-I2 is ±3.03 acres · The total newly added impervious area is 5.17 acres · Summary: ±59% (>50%) of the newly added impervious area is treated using LID techniques. 57% of the newly added area is treated using LID techniques Let me know what you think. Regards, Herman 2 Galloway Planning. Architecture. Engineering. HERMAN FEISSNER, PE, SR. CIVIL PROJECT ENGINEER 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O 970.800.3313 D HermanFeissner@GallowayUS.com www.GallowayUS.com Denver, CO - Loveland, CO - Salt Lake City, UT - Fresno, CA Licensed in more than 40 states to better serve you. This message and any attachments are intended only for the recipient named. If you are not the intended recipient you are notified that any dissemination, disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. Galloway & Company, Inc. considers any design data to be in final form only when plotted, stamped and signed. Galloway & Company, Inc. assumes no responsibility for the unauthorized use of this data. 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 ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ïìçõðð ïëðõðð ïëïõðð ïëîõðð ïëîõëð ìîùù ÎÝÐ ïîíòëïÔÚ à ðòêðû ÍÌßãïêðõðèòíè øÍÌÑÎÓÝéòï÷ ÍÌßãïëïõîìòïè ÍÌÑÎÓ Ýé ×ÒÔÛÌ Ýéòï ïëù ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ Î×Óãìçìêòðë ×ÒÊ ×Ò øíêþ Ò÷ãìçíèòðï ×ÒÊ ÑËÌ øìîþ É÷ãìçíéòëï ÜÛÐÌØãèòëì íêùù ÎÝÐ íïòíí ÔÚ à ðòêðû ÍÌßãïëïõëéòðî ×ÒÔÛÌ Ýéòî ïëù ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ Î×Óãìçìêòðë ×ÒÊ ÑËÌ øíêþ Í÷ãìçíèòîð ÜÛÐÌØãéòèë ÍÌßãïîïõîçòçí øÍÌÑÎÓÝ÷ ÍÌßãïëðõððòðð ÍÌÑÎÓÝé ÍÜÓØÝé èùHÓØ Î×Óãìçìéòïí ×ÒÊ ×Ò øìèþ Ò÷ãìçíêòîé ×ÒÊ ×Ò øìîþ Û÷ãìçíêòéé ×ÒÊ ÑËÌ øìèþ ÍÉ÷ãìçíêòîé ÜÛÐÌØãïðòèë ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ÍÌßãïëïõëðòêð ÌÑÐãìçíêòíì èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãïëïõìðòêð ×ÒÊãìçíìòêé èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ïðð §® ØÙÔ ïèþ Ó×Òò ØÙÔ ØÙÔ ìçîë ìçíð ìçíë ìçìð ìçìë 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 ` DEVELOPED CONDITION DRAINAGE MAP K1 K2 L1 K4 K3 L4 K5 L5 OS1 OS2 OS3 OS4 OS5 1 1 2 2 5 7 6 7 8 8 8 8 8 2 2 8 1 1 PROPOSED UTILITY PLANS FOR: EAST RIDGE SECOND FILING DATED: 6.30.16 10 9 10 0.60 0.48 0.71 K1 0.65 0.52 0.77 K2 0.81 0.65 0.88 K5 0.90 0.72 1.19 K3 0.69 0.55 0.70 L3 0.91 0.73 1.61 L4 0.88 G6 I6 I5 I2 I4 G7 I3 I7 Fut-TL3 7 1 2 2 2 1 2 2 11 11 11 11 9 10 9 10 0.55 0.44 1.38 N2 0.69 0.55 0.57 M2 1.00 0.81 0.71 N3 0.91 0.73 0.87 N1 0.66 0.53 0.13 M8 0.58 0.46 0.94 O2 0.95 0.76 1.15 O3 0.72 0.058 0.10 M7 0.73 0.59 0.21 M6 1.00 0.80 0.77 O1 1.00 0.83 0.49 G6 1.00 0.81 0.42 H1 1.00 0.90 1.57 0.97 0.78 1.04 I2 1.00 0.81 0.10 I3 1.00 0.84 0.10 I7 1.00 0.80 0.17 I4 1.00 0.81 0.17 I5 Fut-H 0.79 0.63 0.29 M5 O4 O5 0.52 0.42 0.25 M1 0.75 0.60 0.57 M3 0.79 0.64 0.81 M4 0.85 0.68 0.38 O8 G5 G4 Fut-I1 THUNDERSTREAK LANE (PRIVATE DRIVE) SKYRAIDER WAY (PRIVATE DRIVE) COMET STREET (PRIVATE DRIVE) VIGILANTE LANE (PRIVATE DRIVE) SKYRAIDER WAY (PRIVATE DRIVE) VICOT WAY SYKES DRIVE TIMBERLINE ROAD CRUSADER STREET VICOT WAY ZEPPELIN WAY 12''SS 12''SS 12''SS 12''SS 12''SS I6 I5 I2 J1 I4 I3 I9 I7 Fut-TL3 2 11 9 10 1.00 0.90 0.28 1.00 0.81 0.10 I3 1.00 0.84 0.10 I7 1.00 0.80 0.17 I4 0.25 0.20 0.48 J1 0.89 0.71 0.12 I9 1.00 0.81 0.17 I5 Fut-I2 0.79 0.63 0.29 0.70 0.56 0.84 O6 0.80 0.64 0.38 O5 0.75 0.60 0.18 O4 0.85 0.68 0.38 O7 0.85 0.68 0.38 O8 2 Fut-TL4 AVENGER PLACE (PRIVATE DRIVE) SKYRAIDER (PRIVATE D ELECTRA WAY (PRIVATE DRIVE) CRUSADER STREET ZEPPELIN WAY 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_DR01.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner DR01 KEYMAP DESIGN POINT MAJOR BASIN BOUNDARY PROPOSED BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DRAINAGE SYMBOLS: LEGEND: DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 EXISTING BASIN BOUNDARY (PER PROPOSED UTILITY PLANS FOR EAST RIDGE SECOND FILING DATED: 6.30.16) Tributary Area C2 C 100 tc | 2-Year tc | 100-Year Q 2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) K1 0.86 0.49 0.62 9.5 7.8 1.0 4.6 K2 0.63 0.51 0.64 8.8 7.4 0.8 3.6 K3 1.19 0.72 0.90 6.9 5.0 2.2 10.8 K4 1.10 0.83 1.00 5.2 5.0 2.6 11.0 K5 0.88 0.65 0.81 8.2 7.3 1.4 6.3 L1 1.32 0.76 0.95 5.3 5.0 2.8 12.5 L2 0.58 0.66 0.83 5.0 5.0 1.1 4.8 L3 0.79 0.52 0.65 9.0 7.6 1.0 4.5 L4 1.61 0.73 0.91 6.8 5.0 3.1 14.7 L5 0.90 0.71 0.88 5.0 5.0 1.8 7.9 M1 0.25 0.42 0.52 5.0 5.0 0.3 1.3 M2 0.57 0.55 0.69 5.0 5.0 0.9 3.9 M3 0.57 0.60 0.75 5.0 5.0 1.0 4.3 M4 0.81 0.64 0.79 5.0 5.0 1.5 6.4 M5 0.29 0.63 0.79 5.0 5.0 0.5 2.3 M6 0.21 0.59 0.73 5.0 5.0 0.4 1.5 M7 0.10 0.58 0.72 5.0 5.0 0.2 0.7 M8 0.13 0.53 0.66 5.0 5.0 0.2 0.9 N1 0.87 0.73 0.91 6.2 5.0 1.7 7.9 N2 1.38 0.44 0.55 11.5 11.3 1.3 5.7 N3 0.71 0.81 1.00 5.0 5.0 1.7 7.1 O1 0.77 0.80 1.00 5.3 5.0 1.7 7.6 O2 0.94 0.46 0.58 9.6 8.3 1.0 4.6 O3 1.15 0.76 0.95 6.8 5.0 2.3 10.9 O4 0.18 0.60 0.75 5.0 5.0 0.3 1.3 O5 0.38 0.64 0.80 5.0 5.0 0.7 3.1 O6 0.84 0.56 0.70 8.3 6.8 1.1 5.4 O7 0.38 0.68 0.85 6.4 5.0 0.7 3.2 O8 0.04 0.20 0.25 5.2 5.0 0.0 0.1 OS1 0.54 0.34 0.43 12.1 12.1 0.4 1.7 OS2 0.17 0.20 0.25 5.0 5.0 0.1 0.4 OS3 0.31 0.20 0.25 5.0 5.0 0.2 0.8 OS4 0.43 0.20 0.25 5.0 5.0 0.2 1.1 OS5 0.35 0.20 0.25 5.0 5.0 0.2 0.9 DR02 ( IN FEET ) 1 inch = ft. 60Feet 0 60 60 120 180 DEVELOPED RUNOFF TABLE DRAINAGE NOTES PROPOSED AREA INLET (e.g. Neenah R-2560, CDOT Type C or ADS Nyloplast Inlets) PROPOSED VALLEY PAN INLET(S) - NO. 16 INLET (e.g., NEENAH R-3362-L) EXISTING STORM DRAIN A (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN B (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN C (CONSTRUCTED W/EAST RIDGE SECOND FILING) PROPOSED SWALE (SOFT BOTTOM w/CoFC BSM TYP. FOR SWALES w/LONGITUDINAL SLOPE OF LESS THAN 2.0%) CONNECT TO EXISTING STORM DRAIN IN EAST RIDGE SECOND FILING PROPOSED SWALE w/SOFT BOTTOM PAN (TYP. FOR SWALES w/LONGITUDINAL SLOPE OF LESS THAN 2.0%) EXISTING TYPE 'R' INLET - LENGTH VARIES EXISTING NO. 16 INLET - LENGTH VARIES IRRIGATION LINE MATCHLINE-SEE THIS SHEET MATCHLINE-SEE THIS SHEET ROTATION: 0° 0.71 0.90 L5 0.77 0.61 0.67 L2 0.95 0.76 1.32 L1 0.43 0.34 0.54 OS1 0.25 0.20 0.13 OS2 0.25 0.20 0.35 OS3 0.25 0.20 0.40 OS4 0.25 0.20 0.38 OS5 Fut-A A1 B1 A2 A3 B2 1 1 1 1 1 1 1 0.86 0.68 0.70 A2 0.78 0.63 0.69 A1 0.78 0.62 2.77 B2 0.83 0.66 1.54 A3 0.76 0.61 0.82 B1 HELLDIVER DRIVE (PRIVATE DRIVE) HELLDIVER DRIVE (PRIVATE DRIVE) PRIVATE DRIVE B PRIVATE DRIVE D BARNSTORMER STREET BARNSTORMER STREET NAVION LANE VINE DRIVE YEAGER STREET MARQUISE STREET VINE DRIVE BURLINGTON NORTHERN RAILROAD BURLINGTON NORTHERN RAILROAD 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_DR01.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 60Feet 0 60 60 120 180 KEYMAP DESIGN POINT MAJOR BASIN BOUNDARY PROPOSED BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DRAINAGE SYMBOLS: LEGEND: DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 EXISTING BASIN BOUNDARY (PER PROPOSED UTILITY PLANS FOR EAST RIDGE SECOND FILING DATED: 6.30.16) DRAINAGE NOTES PROPOSED AREA INLET (e.g. Neenah R-2560, CDOT Type C or ADS Nyloplast Inlets) PROPOSED VALLEY PAN INLET(S) - NO. 16 INLET (e.g., NEENAH R-3362-L) EXISTING STORM DRAIN A (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN B (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN C (CONSTRUCTED W/EAST RIDGE SECOND FILING) EXISTING STORM DRAIN D (CONSTRUCTED W/EAST RIDGE SECOND FILING) CONNECT TO EXISTING STORM DRAIN IN EAST RIDGE SECOND FILING PROPOSED SWALE (SOFT BOTTOM w/CoFC BSM TYP. FOR SWALES w/LONGITUDINAL SLOPE OF LESS THAN 2.0%) EXISTING TYPE 'R' INLET - LENGTH VARIES EXISTING NO. 16 INLET - LENGTH VARIES DR01 DR02 Tributary Area C2 C 100 tc | 2-Year tc | 100-Year Q 2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) K1 0.86 0.49 0.62 9.5 7.8 1.0 4.6 K2 0.63 0.51 0.64 8.8 7.4 0.8 3.6 K3 1.19 0.72 0.90 6.9 5.0 2.2 10.8 K4 1.10 0.83 1.00 5.2 5.0 2.6 11.0 K5 0.88 0.65 0.81 8.2 7.3 1.4 6.3 L1 1.32 0.76 0.95 5.3 5.0 2.8 12.5 L2 0.58 0.66 0.83 5.0 5.0 1.1 4.8 L3 0.79 0.52 0.65 9.0 7.6 1.0 4.5 L4 1.61 0.73 0.91 6.8 5.0 3.1 14.7 L5 0.90 0.71 0.88 5.0 5.0 1.8 7.9 M1 0.25 0.42 0.52 5.0 5.0 0.3 1.3 M2 0.57 0.55 0.69 5.0 5.0 0.9 3.9 M3 0.57 0.60 0.75 5.0 5.0 1.0 4.3 M4 0.81 0.64 0.79 5.0 5.0 1.5 6.4 M5 0.29 0.63 0.79 5.0 5.0 0.5 2.3 M6 0.21 0.59 0.73 5.0 5.0 0.4 1.5 M7 0.10 0.58 0.72 5.0 5.0 0.2 0.7 M8 0.13 0.53 0.66 5.0 5.0 0.2 0.9 N1 0.87 0.73 0.91 6.2 5.0 1.7 7.9 N2 1.38 0.44 0.55 11.5 11.3 1.3 5.7 N3 0.71 0.81 1.00 5.0 5.0 1.7 7.1 O1 0.77 0.80 1.00 5.3 5.0 1.7 7.6 O2 0.94 0.46 0.58 9.6 8.3 1.0 4.6 O3 1.15 0.76 0.95 6.8 5.0 2.3 10.9 O4 0.18 0.60 0.75 5.0 5.0 0.3 1.3 O5 0.38 0.64 0.80 5.0 5.0 0.7 3.1 O6 0.84 0.56 0.70 8.3 6.8 1.1 5.4 O7 0.38 0.68 0.85 6.4 5.0 0.7 3.2 O8 0.04 0.20 0.25 5.2 5.0 0.0 0.1 OS1 0.54 0.34 0.43 12.1 12.1 0.4 1.7 OS2 0.17 0.20 0.25 5.0 5.0 0.1 0.4 OS3 0.31 0.20 0.25 5.0 5.0 0.2 0.8 OS4 0.43 0.20 0.25 5.0 5.0 0.2 1.1 OS5 0.35 0.20 0.25 5.0 5.0 0.2 0.9 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 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 ïðð §® 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 ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ÕÛÇÓßÐ ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò Ü ¬± îððõððòðð îðçõíìòêì ëð ë ÓßÌÝØ Ô×ÒÛ ÍÛÛ ÍØÛÛÌæ ÍÜïïÍÌßæ îððõððòðð ÍÜïî ÍÜïï ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î Ý·¬§ Û²¹·²»»® Ü¿¬» Ü¿¬» Ü¿¬» Ü¿¬» Ü¿¬» Í¬±®³©¿¬»® Ë¬·´·¬§ Ð¿®µ ú Î»½®»¿¬·±² Ì®¿ºº·½ Û²¹·²»»® Ü¿¬» ßÐÐÎÑÊÛÜæ ÝØÛÝÕÛÜ ÞÇæ ÝØÛÝÕÛÜ ÞÇæ ÝØÛÝÕÛÜ ÞÇæ ÝØÛÝÕÛÜ ÞÇæ ÝØÛÝÕÛÜ ÞÇæ É¿¬»® ú É¿¬»©¿¬»® Ë¬·´·¬§ Ý·¬§ ±º Ú±®¬ Ý±´´·²ô Ý±´±®¿¼± ËÌ×Ô×ÌÇ ÐÔßÒ ßÐÐÎÑÊßÔ Û²ª·®±²³»²¬¿´ Ð´¿²²»® ÔÛÙÛÒÜæ ÒÑÌÛÍæ ïò ßÔÔ ËÌ×Ô×ÌÇ ÔÑÝßÌ×ÑÒÍ ÍØÑÉÒ ßÎÛ ÞßÍÛÜ ÑÒ ÓßÐÍ ÐÎÑÊ×ÜÛÜ ÞÇ ÌØÛ ßÐÐÎÑÐÎ×ßÌÛ ËÌ×Ô×ÌÇ ÝÑÓÐßÒÇ ßÒÜ Ú×ÛÔÜ ÍËÎÚßÝÛ ÛÊ×ÜÛÒÝÛ ßÌ ÌØÛ Ì×ÓÛ ÑÚ ÍËÎÊÛÇ ßÒÜ ×Í ÌÑ ÞÛ ÝÑÒÍ×ÜÛÎÛÜ ßÒ ßÐÐÎÑÈ×ÓßÌÛ ÔÑÝßÌ×ÑÒ ÑÒÔÇò ×Ì ×Í ÌØÛ ÝÑÒÌÎßÝÌÑÎùÍ ÎÛÍÐÑÒÍ×Þ×Ô×ÌÇ ÌÑ Ú×ÛÔÜ ÊÛÎ×ÚÇ ÌØÛ ÔÑÝßÌ×ÑÒ ÑÚ ßÔÔ ËÌ×Ô×Ì×ÛÍô ÐËÞÔ×Ý ÑÎ ÐÎ×ÊßÌÛô ÉØÛÌØÛÎ ÍØÑÉÒ ÑÒ ÌØÛ ÐÔßÒÍ ÑÎ ÒÑÌô ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò ÎÛÐÑÎÌ ßÒÇ Ü×ÍÝÎÛÐßÒÝ×ÛÍ ÌÑ ÌØÛ ÛÒÙ×ÒÛÛÛÎ ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò îò ÖÑ×ÒÌÍ ÑÒ ÛÔÔ×ÐÌ×ÝßÔ Ð×ÐÛÍ ÍØßÔÔ ÞÛ ÌÑÒÙËÛ ßÒÜ ÙÎÑÑÊÛ É×ÌØ ÚÔÛÈ×ÞÔÛ ÖÑ×ÒÌ ÍÛßÔ ÝÑÓÐÑËÒÜ ÐÛÎ ÌØÛ Ð×ÐÛ ÓßÒËÚßÝÌËÎÛÎ ÍÌßÒÜßÎÜÍ ßÒÜ ßÍ ßÐÐÎÑÊÛÜ ÞÇ Ý×ÌÇ ×ÒÍÐÛÝÌÑÎò íò Ð×ÐÛ ÔÛÒÙÌØÍ ßÎÛ ÝßÔÝËÔßÌÛÜ ÚÎÑÓ ÌØÛ ÝÛÒÌÛÎ ÑÚ ÓßÒØÑÔÛÍ ßÒÜ ×ÒÔÛÌ ÞÑÈ ÍÌÎËÝÌËÎÛÍò ÔßÇ×ÒÙ ÔÛÒÙÌØ ×ÒÝÔËÜÛÍ ÚÔßÎÛÜ ÛÒÜ ÍÛÝÌ×ÑÒÍò ìò ÎÝÐ ÍØßÔÔ ÞÛ ÝÔßÍÍ ××× ÑÎ ÙÎÛßÌÛÎò Ð×ÐÛ ÓßÌÛÎ×ßÔô ÞÛÜÜ×ÒÙô ßÒÜ ×ÒÍÌßÔÔßÌ×ÑÒ É×ÌØ×Ò ÐËÞÔ×Ý Î×ÙØÌÍóÑÚóÉßÇ ÍØßÔÔ ÞÛ ÙÑÊÛÎÒÛÜ ÞÇ ÌØÛ Ý×ÌÇ ÑÚ ÚÑÎÌ ÝÑÔÔ×ÒÍò ßÔÌÛÎÒßÌÛÍ øÍËÝØ ßÍ ßÜÍ Òóïî ÑÎ ØÐ ÍßÒ×Ì×ÌÛ÷ ÑËÌÍ×ÜÛ ÑÚ ÌØÛ ÎòÑòÉò ÍØßÔÔ ÞÛ ßÐÐÎÑÊÛÜ ×Ò ßÜÊßÒÝÛ ÞÇ ÌØÛ ÛÒÙ×ÒÛÛÎò ßÔÔ ÖÑ×ÒÌÍ ÍØßÔÔ ÞÛ ùÉßÌÛÎÌ×ÙØÌù ËÍ×ÒÙ ßÐÐÎÑÐÎ×ßÌÛ ÙßÍÕÛÌÍ ÑÎ ÖÑ×ÒÌ ÉÎßÐÍ øÐÛÎ ßÍÌÓ Ýììí ÚÑÎ ÎÝÐ ßÒÜ ÐÛÎ ßÍÌÓ Úìéé ñ Üíîïî ÚÑÎ ÐÔßÍÌ×Ý Ð×ÐÛ÷ò ëò ßÔÔ ÍÌÑÎÓ ÓßÒØÑÔÛÍ ÔÑÝßÌÛÜ ×Ò Í×ÜÛÉßÔÕÍ ßÒÜ ÌÎß×ÔÍ ÍØßÔÔ ØßÊÛ ÐÛÜÛÍÌÎ×ßÒ ÎßÌÛÜ Ô×ÜÍò êò ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ÍØÑÉÒ ßÎÛ ÐÛÎ Ý×ÌÇ ÍÌßÒÜßÎÜ ÜÛÌß×Ô Üóíò ÝÑÒÌÎßÝÌÑÎ ÍØßÔÔÊÛÎ×ÚÇ ÌØßÌ ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ßÎÛ ÍËÚÚ×Ý×ÛÒÌ ÚÑÎ ×ÒÍÌßÔÔßÌ×ÑÒ ø·ò»òô 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 Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ ìçëð ìçëë ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ïéïõëð ïéïõðð ïéðõðð ïêçõðð ïèþ Ó×Òò ìîùù ÎÝÐ ììòïéÔÚ à ðòëðû ÍÌßãïéðõììòïé ÚÛÍ Ýçòï ìîþÚÛÍ ×ÒÊ ÑËÌ øìîþ Í÷ãìçíçòêî ÍÌßãïîêõëëòîëøÍÌÑÎÓÝ÷ ÍÌßãïéðõððòððÍÌÑÎÓÝç ÍÜÓØ Ýç èùHÓØ Î×Óãìçìèòèè ×ÒÊ ×Ò øíêþ É÷ãìçíçòçð ×ÒÊ ×ÒøìîþÒ÷ãìçíçòìð ×ÒÊ ÑËÌ øìîþ Í÷ãìçíçòìð ÜÛÐÌØãçòìè ÍÌßãïéðõðèòêê ×ÒÊãìçíìòéé ïèþ ÍßÒ×ÌßÎÇÝÎÑÍÍ×ÒÙ ÍÌßãïéðõïèòêê ÌÑÐãìçíéòëï ïîþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ØÙÔ ïðð §® ØÙÔ ÝÑÒÝÎÛÌÛ ÝËÌóÑÚÚ ÉßÔÔ ý ÌØÛÍÛ ÐÔßÒÍ ßÎÛ ßÒ ×ÒÍÌÎËÓÛÒÌ ÑÚ ÍÛÎÊ×ÝÛ ßÒÜ ßÎÛ ÌØÛ ÐÎÑÐÛÎÌÇ ÑÚ ÙßÔÔÑÉßÇô ßÒÜ ÓßÇ ÒÑÌ ÞÛ ÜËÐÔ×ÝßÌÛÜô Ü×ÍÝÔÑÍÛÜô ÑÎ ÎÛÐÎÑÜËÝÛÜ É×ÌØÑËÌ ÌØÛ ÉÎ×ÌÌÛÒ ÝÑÒÍÛÒÌ ÑÚ ÌØÛ ßÎÝØ×ÌÛÝÌò ÝÑÐÇÎ×ÙØÌÍ ßÒÜ ×ÒÚÎ×ÒÙÛÓÛÒÌÍ É×ÔÔ ÞÛ ÛÒÚÑÎÝÛÜ ßÒÜ ÐÎÑÍÛÝËÌÛÜò íéêð Ûò ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ÕÛÇÓßÐ ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò Ýé ¬± ïëðõððòðð ïëïõëéòðî ëð ë ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò Ýç ¬± ïéðõððòðð ïéðõéçòïê ëð ë ÍÜïð ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î ÔÛÙÛÒÜæ ÒÑÌÛÍæ ïò ßÔÔ ËÌ×Ô×ÌÇ ÔÑÝßÌ×ÑÒÍ ÍØÑÉÒ ßÎÛ ÞßÍÛÜ ÑÒ ÓßÐÍ ÐÎÑÊ×ÜÛÜ ÞÇ ÌØÛ ßÐÐÎÑÐÎ×ßÌÛ ËÌ×Ô×ÌÇ ÝÑÓÐßÒÇ ßÒÜ Ú×ÛÔÜ ÍËÎÚßÝÛ ÛÊ×ÜÛÒÝÛ ßÌ ÌØÛ Ì×ÓÛ ÑÚ ÍËÎÊÛÇ ßÒÜ ×Í ÌÑ ÞÛ ÝÑÒÍ×ÜÛÎÛÜ ßÒ ßÐÐÎÑÈ×ÓßÌÛ ÔÑÝßÌ×ÑÒ ÑÒÔÇò ×Ì ×Í ÌØÛ ÝÑÒÌÎßÝÌÑÎùÍ ÎÛÍÐÑÒÍ×Þ×Ô×ÌÇ ÌÑ Ú×ÛÔÜ ÊÛÎ×ÚÇ ÌØÛ ÔÑÝßÌ×ÑÒ ÑÚ ßÔÔ ËÌ×Ô×Ì×ÛÍô ÐËÞÔ×Ý ÑÎ ÐÎ×ÊßÌÛô ÉØÛÌØÛÎ ÍØÑÉÒ ÑÒ ÌØÛ ÐÔßÒÍ ÑÎ ÒÑÌô ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò ÎÛÐÑÎÌ ßÒÇ Ü×ÍÝÎÛÐßÒÝ×ÛÍ ÌÑ ÌØÛ ÛÒÙ×ÒÛÛÛÎ ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò îò ÖÑ×ÒÌÍ ÑÒ ÛÔÔ×ÐÌ×ÝßÔ Ð×ÐÛÍ ÍØßÔÔ ÞÛ ÌÑÒÙËÛ ßÒÜ ÙÎÑÑÊÛ É×ÌØ ÚÔÛÈ×ÞÔÛ ÖÑ×ÒÌ ÍÛßÔ ÝÑÓÐÑËÒÜ ÐÛÎ ÌØÛ Ð×ÐÛ ÓßÒËÚßÝÌËÎÛÎ ÍÌßÒÜßÎÜÍ ßÒÜ ßÍ ßÐÐÎÑÊÛÜ ÞÇ Ý×ÌÇ ×ÒÍÐÛÝÌÑÎò íò Ð×ÐÛ ÔÛÒÙÌØÍ ßÎÛ ÝßÔÝËÔßÌÛÜ ÚÎÑÓ ÌØÛ ÝÛÒÌÛÎ ÑÚ ÓßÒØÑÔÛÍ ßÒÜ ×ÒÔÛÌ ÞÑÈ ÍÌÎËÝÌËÎÛÍò ÔßÇ×ÒÙ ÔÛÒÙÌØ ×ÒÝÔËÜÛÍ ÚÔßÎÛÜ ÛÒÜ ÍÛÝÌ×ÑÒÍò ìò ÎÝÐ ÍØßÔÔ ÞÛ ÝÔßÍÍ ××× ÑÎ ÙÎÛßÌÛÎò Ð×ÐÛ ÓßÌÛÎ×ßÔô ÞÛÜÜ×ÒÙô ßÒÜ ×ÒÍÌßÔÔßÌ×ÑÒ É×ÌØ×Ò ÐËÞÔ×Ý Î×ÙØÌÍóÑÚóÉßÇ ÍØßÔÔ ÞÛ ÙÑÊÛÎÒÛÜ ÞÇ ÌØÛ Ý×ÌÇ ÑÚ ÚÑÎÌ ÝÑÔÔ×ÒÍò ßÔÌÛÎÒßÌÛÍ øÍËÝØ ßÍ ßÜÍ Òóïî ÑÎ ØÐ ÍßÒ×Ì×ÌÛ÷ ÑËÌÍ×ÜÛ ÑÚ ÌØÛ ÎòÑòÉò ÍØßÔÔ ÞÛ ßÐÐÎÑÊÛÜ ×Ò ßÜÊßÒÝÛ ÞÇ ÌØÛ ÛÒÙ×ÒÛÛÎò ßÔÔ ÖÑ×ÒÌÍ ÍØßÔÔ ÞÛ ùÉßÌÛÎÌ×ÙØÌù ËÍ×ÒÙ ßÐÐÎÑÐÎ×ßÌÛ ÙßÍÕÛÌÍ ÑÎ ÖÑ×ÒÌ ÉÎßÐÍ øÐÛÎ ßÍÌÓ Ýììí ÚÑÎ ÎÝÐ ßÒÜ ÐÛÎ ßÍÌÓ Úìéé ñ Üíîïî ÚÑÎ ÐÔßÍÌ×Ý Ð×ÐÛ÷ò ëò ßÔÔ ÍÌÑÎÓ ÓßÒØÑÔÛÍ ÔÑÝßÌÛÜ ×Ò Í×ÜÛÉßÔÕÍ ßÒÜ ÌÎß×ÔÍ ÍØßÔÔ ØßÊÛ ÐÛÜÛÍÌÎ×ßÒ ÎßÌÛÜ Ô×ÜÍò êò ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ÍØÑÉÒ ßÎÛ ÐÛÎ Ý×ÌÇ ÍÌßÒÜßÎÜ ÜÛÌß×Ô Üóíò ÝÑÒÌÎßÝÌÑÎ ÍØßÔÔÊÛÎ×ÚÇ ÌØßÌ ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ßÎÛ ÍËÚÚ×Ý×ÛÒÌ ÚÑÎ ×ÒÍÌßÔÔßÌ×ÑÒ ø·ò»òô 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 ÍÜïð ø ×Ò ÚÛÛÌ ÷ ï ·²½¸ ã º¬ò ëð ð ëð ëð ïðð ïëð ï ðíñîçñïé Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ 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 ÌÑÐãìçîçòëé èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãêìõïêòîè ÌÑÐãìçíðòëê èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãêêõëïòëî ÌÑÐãìçíïòìç èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ Ø ÙÔ ØÙÔ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ïðð §® ØÙÔ ïèþ Ó×Òò ÍÌßãêéõééòðí ÌÑÐãìçíîòïð èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ý ÌØÛÍÛ ÐÔßÒÍ ßÎÛ ßÒ ×ÒÍÌÎËÓÛÒÌ ÑÚ ÍÛÎÊ×ÝÛ ßÒÜ ßÎÛ ÌØÛ ÐÎÑÐÛÎÌÇ ÑÚ ÙßÔÔÑÉßÇô ßÒÜ ÓßÇ ÒÑÌ ÞÛ ÜËÐÔ×ÝßÌÛÜô Ü×ÍÝÔÑÍÛÜô ÑÎ ÎÛÐÎÑÜËÝÛÜ É×ÌØÑËÌ ÌØÛ ÉÎ×ÌÌÛÒ ÝÑÒÍÛÒÌ ÑÚ ÌØÛ ßÎÝØ×ÌÛÝÌò ÝÑÐÇÎ×ÙØÌÍ ßÒÜ ×ÒÚÎ×ÒÙÛÓÛÒÌÍ É×ÔÔ ÞÛ ÛÒÚÑÎÝÛÜ ßÒÜ ÐÎÑÍÛÝËÌÛÜò íéêð Ûò ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ÕÛÇÓßÐ ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò Þ ¬± êðõððòðð êèõððòðð ëð ë ÓßÌÝØ Ô×ÒÛ ÍÛÛÍØÛÛÌæ ÍÌßæ ÍÜðì êèõððòðð ÍÜðí ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î ÔÛÙÛÒÜæ ÒÑÌÛÍæ ïò ßÔÔ ËÌ×Ô×ÌÇ ÔÑÝßÌ×ÑÒÍ ÍØÑÉÒ ßÎÛ ÞßÍÛÜ ÑÒ ÓßÐÍ ÐÎÑÊ×ÜÛÜ ÞÇ ÌØÛ ßÐÐÎÑÐÎ×ßÌÛ ËÌ×Ô×ÌÇ ÝÑÓÐßÒÇ ßÒÜ Ú×ÛÔÜ ÍËÎÚßÝÛ ÛÊ×ÜÛÒÝÛ ßÌ ÌØÛ Ì×ÓÛ ÑÚ ÍËÎÊÛÇ ßÒÜ ×Í ÌÑ ÞÛ ÝÑÒÍ×ÜÛÎÛÜ ßÒ ßÐÐÎÑÈ×ÓßÌÛ ÔÑÝßÌ×ÑÒ ÑÒÔÇò ×Ì ×Í ÌØÛ ÝÑÒÌÎßÝÌÑÎùÍ ÎÛÍÐÑÒÍ×Þ×Ô×ÌÇ ÌÑ Ú×ÛÔÜ ÊÛÎ×ÚÇ ÌØÛ ÔÑÝßÌ×ÑÒ ÑÚ ßÔÔ ËÌ×Ô×Ì×ÛÍô ÐËÞÔ×Ý ÑÎ ÐÎ×ÊßÌÛô ÉØÛÌØÛÎ ÍØÑÉÒ ÑÒ ÌØÛ ÐÔßÒÍ ÑÎ ÒÑÌô ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò ÎÛÐÑÎÌ ßÒÇ Ü×ÍÝÎÛÐßÒÝ×ÛÍ ÌÑ ÌØÛ ÛÒÙ×ÒÛÛÛÎ ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò îò ÖÑ×ÒÌÍ ÑÒ ÛÔÔ×ÐÌ×ÝßÔ Ð×ÐÛÍ ÍØßÔÔ ÞÛ ÌÑÒÙËÛ ßÒÜ ÙÎÑÑÊÛ É×ÌØ ÚÔÛÈ×ÞÔÛ ÖÑ×ÒÌ ÍÛßÔ ÝÑÓÐÑËÒÜ ÐÛÎ ÌØÛ Ð×ÐÛ ÓßÒËÚßÝÌËÎÛÎ ÍÌßÒÜßÎÜÍ ßÒÜ ßÍ ßÐÐÎÑÊÛÜ ÞÇ Ý×ÌÇ ×ÒÍÐÛÝÌÑÎò íò Ð×ÐÛ ÔÛÒÙÌØÍ ßÎÛ ÝßÔÝËÔßÌÛÜ ÚÎÑÓ ÌØÛ ÝÛÒÌÛÎ ÑÚ ÓßÒØÑÔÛÍ ßÒÜ ×ÒÔÛÌ ÞÑÈ ÍÌÎËÝÌËÎÛÍò ÔßÇ×ÒÙ ÔÛÒÙÌØ ×ÒÝÔËÜÛÍ ÚÔßÎÛÜ ÛÒÜ ÍÛÝÌ×ÑÒÍò ìò ÎÝÐ ÍØßÔÔ ÞÛ ÝÔßÍÍ ××× ÑÎ ÙÎÛßÌÛÎò Ð×ÐÛ ÓßÌÛÎ×ßÔô ÞÛÜÜ×ÒÙô ßÒÜ ×ÒÍÌßÔÔßÌ×ÑÒ É×ÌØ×Ò ÐËÞÔ×Ý Î×ÙØÌÍóÑÚóÉßÇ ÍØßÔÔ ÞÛ ÙÑÊÛÎÒÛÜ ÞÇ ÌØÛ Ý×ÌÇ ÑÚ ÚÑÎÌ ÝÑÔÔ×ÒÍò ßÔÌÛÎÒßÌÛÍ øÍËÝØ ßÍ ßÜÍ Òóïî ÑÎ ØÐ ÍßÒ×Ì×ÌÛ÷ ÑËÌÍ×ÜÛ ÑÚ ÌØÛ ÎòÑòÉò ÍØßÔÔ ÞÛ ßÐÐÎÑÊÛÜ ×Ò ßÜÊßÒÝÛ ÞÇ ÌØÛ ÛÒÙ×ÒÛÛÎò ßÔÔ ÖÑ×ÒÌÍ ÍØßÔÔ ÞÛ ùÉßÌÛÎÌ×ÙØÌù ËÍ×ÒÙ ßÐÐÎÑÐÎ×ßÌÛ ÙßÍÕÛÌÍ ÑÎ ÖÑ×ÒÌ ÉÎßÐÍ øÐÛÎ ßÍÌÓ Ýììí ÚÑÎ ÎÝÐ ßÒÜ ÐÛÎ ßÍÌÓ Úìéé ñ Üíîïî ÚÑÎ ÐÔßÍÌ×Ý Ð×ÐÛ÷ò ëò ßÔÔ ÍÌÑÎÓ ÓßÒØÑÔÛÍ ÔÑÝßÌÛÜ ×Ò Í×ÜÛÉßÔÕÍ ßÒÜ ÌÎß×ÔÍ ÍØßÔÔ ØßÊÛ ÐÛÜÛÍÌÎ×ßÒ ÎßÌÛÜ Ô×ÜÍò êò ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ÍØÑÉÒ ßÎÛ ÐÛÎ Ý×ÌÇ ÍÌßÒÜßÎÜ ÜÛÌß×Ô Üóíò ÝÑÒÌÎßÝÌÑÎ ÍØßÔÔÊÛÎ×ÚÇ ÌØßÌ ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ßÎÛ ÍËÚÚ×Ý×ÛÒÌ ÚÑÎ ×ÒÍÌßÔÔßÌ×ÑÒ ø·ò»òô 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 Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ ÔÑÌ îî ÔÑÌ îï ÔÑÌ ïê ÔÑÌ ïé ÔÑÌ ïê ÌÎßÝÌ Ü ÌÎßÝÌ Û ÌÎßÝÌ Û ÌÎßÝÌ Û ÌÎßÝÌ Þ ÞÔÑÝÕ î ÞÔÑÝÕ í ÞÔÑÝÕ í ÐÎ×ÊßÌÛ ÜÎ×ÊÛ Ì×ÙÛÎÝßÌÉßÇ ÍßÒ×ÌßÎÇ Ô×ÒÛ ïóì ÍÛÛ ÍØÛÛÌ ÍÍðê ÍßÒ×ÌßÎÇ Ô×ÒÛ ïóìòí ÍÛÛ ÍØÛÛÌ ÍÍðè ÍÌÑÎÓ ÜÎß×Ò ßí ÍÛÛ ÍØÛÛÌ ÍÜðî ÍßÒ×ÌßÎÇ Ô×ÒÛ ïóì ÍÛÛ ÍØÛÛÌ ÍÍðê ÝÑÒÌßÝÌ ÜÛÍ×ÙÒ ÛÒÙ×ÒÛÛÎ ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒ ÌÑ ÝÑÒÚ×ÎÓ Í×ÆÛ ÑÚ Ð×ÐÛ ìçïë ìçîð ìçîë ìçíð ìçíë ìçìð ìçìë ìçïë ìçîð ìçîë ìçíð ìçíë ìçìð ìçìë ïçõðð ïèõðð ïéõðð ïêõðð ïëõðð ïìõðð ïíõðð ïîõðð ïïõðð ïðõðð çõëð ëìùù ÎÝÐ ïëêòïëÔÚàðòìë û ÍÌßãïïõëéòêë ×ÒÔÛÌ ßï çù ÌÎ×ÐÔÛ ÌÇÐÛ ïê ÝÑÓÞÑ×ÒÔÛÌ ÌÞÝãìçìïòïç ×ÒÊ×Òøìèþ É÷ãìçíïòîð ×ÒÊÑËÌøëìþÛ÷ãìçíïòîð ÜÛÐÌØãçòçç ìèùù ÎÝÐ íìòîìÔÚ à ðòìðû ÍÌßãïïõçíòíç ÍÜÓØ ßî èùHÓØ Î×Óãìçìïòêð ×ÒÊ ×Òøìèþ É÷ãìçíïòíì ×ÒÊ ÑËÌ øìèþÛ÷ãìçíïòíì ÜÛÐÌØãïðòîé ìèùù ÎÝÐ çìòëëÔÚàðòìðû ÍÌßãïîõèéòçí ÍÜÓØ ßí èùHÓØ Î×Óãìçìîòðé ×ÒÊ ×Òøìèþ É÷ãìçíïòéï ×ÒÊ ×Ò øïèþ Í÷ãìçííòéï ×ÒÊ ÑËÌ øìèþÛ÷ãìçíïòéï ÜÛÐÌØãïðòíê ìèùù ÎÝÐ ïêíòðìÔÚà ðòì ðû ÍÌßãìðõîêòèé øÍÌÑÎÓßì÷ ÍÌßãïìõëðòçè ÍÌÑÎÓ ß ÍÜÓØ ßì èùHÓØ Î×Óãìçìðòçí ×ÒÊ ×Òøìèþ É÷ãìçíîòíé ×ÒÊ ×Ò øíðþ Ò÷ãìçííòèé ×ÒÊ ×Ò øíðþ Í÷ãìçííòèé ×ÒÊ ÑËÌ øìèþÛ÷ãìçíîòíé ÜÛÐÌØãèòëé ìèùùÎÝÐ ïïðòçéÔÚàðòì ðû ÍÌßãïëõêïòçë ÍÜÓØ ßë êùHÓØ Î×Óãìçìïòêí ×ÒÊ ×Òøìîþ É÷ãìçííòíï ×ÒÊ ÑËÌ øìèþÛ÷ãìçíîòèï ÜÛÐÌØãèòèî ìîùù ÎÝÐ ïêëòçì ÔÚ à ðòì ðû ÍÌßãëðõððòððøÍÌÑÎÓßê÷ ÍÌßãïéõîéòèèÍÌÑÎÓß ÍÜÓØ ßê èùH ÚÔßÌÌÑÐÓØ Î×Óãìçìïòïè ×ÒÊ ×ÒøíêþÒ÷ãìçííòçé ×ÒÊ ×Ò øíêþ Í÷ãìçíìòìé ×ÒÊ ÑËÌ øìîþ Û÷ãìçííòçé ÜÛÐÌØãéòîð ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ÍÌßãïîõçéòçí ×ÒÊãìçîèòïï èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ïèþ Ó×Òò ÍÌßãïéõíêòíè ×ÒÔÛÌßé ïëù ÝÜÑÌ ÌÇÐÛÎ×ÒÔÛÌ ÌÞÝãìçìïòíí ×ÒÊ ×Ò øíêþ Ò÷ãìçíìòðï ×ÒÊ ÑËÌ øíêþ Í÷ãìçíìòðï ÜÛÐÌØãéòíî ÍÌßãïëõëìòçì ×ÒÊãìçîçòíì èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÍÌßãïëõìîòçì ÌÑÐãìçíðòèî èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãïíõðéòçí ÌÑÐãìçîçòèè èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãïðõëéòêì ÌÑÐãìçîéòéê èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ÍÌßãïðõððòðð ÚÛÍ ß ëìþ ÚÛÍ ×ÒÊ ×Òøëìþ É÷ãìçíðòëð ÍÌßãïðõìéòëè ×ÒÊãìçîéòéï èþ ÍßÒ×ÌßÎÇ ÝÎÑÍÍ×ÒÙ ÝÑÒÝÎÛÌÛ ÛÒÝßÍÛ ÛßÝØ Í×ÜÛ íêùù ÎÝÐ èòëð ÔÚ à ðòìðû ïèþ Ó×Òò ïèþ Ó×Òò ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ Ø ÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙÔ ØÙ Ô ØÙÔ ïðð §® ØÙÔ ïòéèù ÝÑÒÝÎÛÌÛ ÝËÌóÑÚÚ ÉßÔÔ ÝÑÒÝÎÛÌÛ ÝËÌóÑÚÚ ÉßÔÔ íêùù ÎÝÐ íïòèç ÔÚ à ðòìðû ÍÌßãïéõêèòîè ÚÛÍ ßè íðþÚÛÍ ×ÒÊ ÑËÌ øíêþ Í÷ãìçíìòïí ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ìçîë ìçíð ìçíë ìçìð ìçìë ìçëð ìçëë ìçõîë ëðõðð ëïõðð ÍÌßãëðõîèòëð ×ÒÔÛÌ ßêòï íù Í×ÒÙÔÛ ÌÇÐÛ ïê ÝÑÓÞÑ ×ÒÔÛÌ ÌÞÝãìçìïòíí ×ÒÊ ×ÒøîìþÍÛ÷ãìçíëòëç ×ÒÊ ÑËÌ øíêþ Ò÷ãìçíìòëç ÜÛÐÌØãêòéì íêùù ÎÝÐ îèòëð ÔÚ à ðòìðû ÍÌßãïéõîéòèè øÍÌÑÎÓß÷ ÍÌßãëðõððòððÍÌÑÎÓßê ÍÜÓØ ßê èùH ÚÔßÌ ÌÑÐÓØ Î×Óãìçìïòïè ×ÒÊ ×Ò øíêþ Ò÷ãìçííòçé ×ÒÊ ×ÒøíêþÍ÷ãìçíìòìé ×ÒÊ ÑËÌ øìîþ Û÷ãìçííòçé ÜÛÐÌØãéòîð ÐÎÑÐÑÍÛÜ ÙÎßÜÛ ÛÈ×ÍÌ×ÒÙ ÙÎßÜÛ ïèþ Ó×Òò ÍÌßãëðõïìòîë ÌÑÐãìçíîòéð èþ ÉßÌÛÎ ÝÎÑÍÍ×ÒÙ ïðð §® ØÙÔ ÍÌßãëðõéïòéð ÚÛÍ ßêòî îìþÚÛÍ ×ÒÊ ÑËÌ øîìþ ÒÉ÷ãìçíëòéê îìùù ÎÝÐ ìîòçê ÔÚ à ðòìðû ÝÑÒÝÎÛÌÛ ÝËÌóÑÚÚ ÉßÔÔ ý ÌØÛÍÛ ÐÔßÒÍ ßÎÛ ßÒ ×ÒÍÌÎËÓÛÒÌ ÑÚ ÍÛÎÊ×ÝÛ ßÒÜ ßÎÛ ÌØÛ ÐÎÑÐÛÎÌÇ ÑÚ ÙßÔÔÑÉßÇô ßÒÜ ÓßÇ ÒÑÌ ÞÛ ÜËÐÔ×ÝßÌÛÜô Ü×ÍÝÔÑÍÛÜô ÑÎ ÎÛÐÎÑÜËÝÛÜ É×ÌØÑËÌ ÌØÛ ÉÎ×ÌÌÛÒ ÝÑÒÍÛÒÌ ÑÚ ÌØÛ ßÎÝØ×ÌÛÝÌò ÝÑÐÇÎ×ÙØÌÍ ßÒÜ ×ÒÚÎ×ÒÙÛÓÛÒÌÍ É×ÔÔ ÞÛ ÛÒÚÑÎÝÛÜ ßÒÜ ÐÎÑÍÛÝËÌÛÜò íéêð Ûò ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ÕÛÇÓßÐ ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò ß ¬± ïðõððòðð ïéõêèòîè ëð ë ÍÜðï ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î ÔÛÙÛÒÜæ ÒÑÌÛÍæ ïò ßÔÔ ËÌ×Ô×ÌÇ ÔÑÝßÌ×ÑÒÍ ÍØÑÉÒ ßÎÛ ÞßÍÛÜ ÑÒ ÓßÐÍ ÐÎÑÊ×ÜÛÜ ÞÇ ÌØÛ ßÐÐÎÑÐÎ×ßÌÛ ËÌ×Ô×ÌÇ ÝÑÓÐßÒÇ ßÒÜ Ú×ÛÔÜ ÍËÎÚßÝÛ ÛÊ×ÜÛÒÝÛ ßÌ ÌØÛ Ì×ÓÛ ÑÚ ÍËÎÊÛÇ ßÒÜ ×Í ÌÑ ÞÛ ÝÑÒÍ×ÜÛÎÛÜ ßÒ ßÐÐÎÑÈ×ÓßÌÛ ÔÑÝßÌ×ÑÒ ÑÒÔÇò ×Ì ×Í ÌØÛ ÝÑÒÌÎßÝÌÑÎùÍ ÎÛÍÐÑÒÍ×Þ×Ô×ÌÇ ÌÑ Ú×ÛÔÜ ÊÛÎ×ÚÇ ÌØÛ ÔÑÝßÌ×ÑÒ ÑÚ ßÔÔ ËÌ×Ô×Ì×ÛÍô ÐËÞÔ×Ý ÑÎ ÐÎ×ÊßÌÛô ÉØÛÌØÛÎ ÍØÑÉÒ ÑÒ ÌØÛ ÐÔßÒÍ ÑÎ ÒÑÌô ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò ÎÛÐÑÎÌ ßÒÇ Ü×ÍÝÎÛÐßÒÝ×ÛÍ ÌÑ ÌØÛ ÛÒÙ×ÒÛÛÛÎ ÐÎ×ÑÎ ÌÑ ÝÑÒÍÌÎËÝÌ×ÑÒò îò ÖÑ×ÒÌÍ ÑÒ ÛÔÔ×ÐÌ×ÝßÔ Ð×ÐÛÍ ÍØßÔÔ ÞÛ ÌÑÒÙËÛ ßÒÜ ÙÎÑÑÊÛ É×ÌØ ÚÔÛÈ×ÞÔÛ ÖÑ×ÒÌ ÍÛßÔ ÝÑÓÐÑËÒÜ ÐÛÎ ÌØÛ Ð×ÐÛ ÓßÒËÚßÝÌËÎÛÎ ÍÌßÒÜßÎÜÍ ßÒÜ ßÍ ßÐÐÎÑÊÛÜ ÞÇ Ý×ÌÇ ×ÒÍÐÛÝÌÑÎò íò Ð×ÐÛ ÔÛÒÙÌØÍ ßÎÛ ÝßÔÝËÔßÌÛÜ ÚÎÑÓ ÌØÛ ÝÛÒÌÛÎ ÑÚ ÓßÒØÑÔÛÍ ßÒÜ ×ÒÔÛÌ ÞÑÈ ÍÌÎËÝÌËÎÛÍò ÔßÇ×ÒÙ ÔÛÒÙÌØ ×ÒÝÔËÜÛÍ ÚÔßÎÛÜ ÛÒÜ ÍÛÝÌ×ÑÒÍò ìò ÎÝÐ ÍØßÔÔ ÞÛ ÝÔßÍÍ ××× ÑÎ ÙÎÛßÌÛÎò Ð×ÐÛ ÓßÌÛÎ×ßÔô ÞÛÜÜ×ÒÙô ßÒÜ ×ÒÍÌßÔÔßÌ×ÑÒ É×ÌØ×Ò ÐËÞÔ×Ý Î×ÙØÌÍóÑÚóÉßÇ ÍØßÔÔ ÞÛ ÙÑÊÛÎÒÛÜ ÞÇ ÌØÛ Ý×ÌÇ ÑÚ ÚÑÎÌ ÝÑÔÔ×ÒÍò ßÔÌÛÎÒßÌÛÍ øÍËÝØ ßÍ ßÜÍ Òóïî ÑÎ ØÐ ÍßÒ×Ì×ÌÛ÷ ÑËÌÍ×ÜÛ ÑÚ ÌØÛ ÎòÑòÉò ÍØßÔÔ ÞÛ ßÐÐÎÑÊÛÜ ×Ò ßÜÊßÒÝÛ ÞÇ ÌØÛ ÛÒÙ×ÒÛÛÎò ßÔÔ ÖÑ×ÒÌÍ ÍØßÔÔ ÞÛ ùÉßÌÛÎÌ×ÙØÌù ËÍ×ÒÙ ßÐÐÎÑÐÎ×ßÌÛ ÙßÍÕÛÌÍ ÑÎ ÖÑ×ÒÌ ÉÎßÐÍ øÐÛÎ ßÍÌÓ Ýììí ÚÑÎ ÎÝÐ ßÒÜ ÐÛÎ ßÍÌÓ Úìéé ñ Üíîïî ÚÑÎ ÐÔßÍÌ×Ý Ð×ÐÛ÷ò ëò ßÔÔ ÍÌÑÎÓ ÓßÒØÑÔÛÍ ÔÑÝßÌÛÜ ×Ò Í×ÜÛÉßÔÕÍ ßÒÜ ÌÎß×ÔÍ ÍØßÔÔ ØßÊÛ ÐÛÜÛÍÌÎ×ßÒ ÎßÌÛÜ Ô×ÜÍò êò ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ÍØÑÉÒ ßÎÛ ÐÛÎ Ý×ÌÇ ÍÌßÒÜßÎÜ ÜÛÌß×Ô Üóíò ÝÑÒÌÎßÝÌÑÎ ÍØßÔÔÊÛÎ×ÚÇ ÌØßÌ ÓßÒØÑÔÛ Ü×ßÓÛÌÛÎÍ ßÎÛ ÍËÚÚ×Ý×ÛÒÌ ÚÑÎ ×ÒÍÌßÔÔßÌ×ÑÒ ø·ò»òô 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 ÍÌßæ ÍÝßÔÛæ Øæ ïþã Êæ ïþã ÍÌÑÎÓ ÜÎß×Ò ßê ¬± ëðõððòðð ëðõéïòéð ëð ë ø ×Ò ÚÛÛÌ ÷ ï ·²½¸ ã º¬ò ëð ð ëð ëð ïðð ïëð ï ðíñîçñïé Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ Ð Î×ÊßÌÛ ÜÎ×ÊÛ ÝÎËÍßÜÛÎ ÍÌÎÛÛÌ ÐÎ×ÊßÌÛ Ü Î×ÊÛÝ ÐÎ×ÊßÌÛÜÎ×ÊÛ Ì×ÙÛÎÝßÌÉßÇ ï ë ì î í ê ê é ÚËÌËÎÛ ÒÛ×ÙØÞÑÎØÑÑÜ ÐßÎÕ øoèòð ßÝ÷ ÒßÌËÎßÔ ØßÞ×ÌßÌ ÞËÚÚÛÎ ÆÑÒÛ ÉÛÌÔßÒÜÍ ÞÑËÒÜßÎÇ ÝßÔÔ î ÞËÍ×ÒÛÍÍ ÜßÇÍ ×Ò ßÜÊßÒÝÛ ÞÛÚÑÎÛ ÇÑË Ü×Ùô ÙÎßÜÛô ÑÎ ÛÈÝßÊßÌÛ ÚÑÎ ÌØÛ ÓßÎÕ×ÒÙ ÑÚ ËÒÜÛÎÙÎÑËÒÜ ÓÛÓÞÛÎ ËÌ×Ô×Ì×ÛÍò ÝßÔÔ ËÌ×Ô×ÌÇ ÒÑÌ×Ú×ÝßÌ×ÑÒ ÝÛÒÌÛÎ ÑÚ ÝÑÔÑÎßÜÑ Î ý ÌØÛÍÛ ÐÔßÒÍ ßÎÛ ßÒ ×ÒÍÌÎËÓÛÒÌ ÑÚ ÍÛÎÊ×ÝÛ ßÒÜ ßÎÛ ÌØÛ ÐÎÑÐÛÎÌÇ ÑÚ ÙßÔÔÑÉßÇô ßÒÜ ÓßÇ ÒÑÌ ÞÛ ÜËÐÔ×ÝßÌÛÜô Ü×ÍÝÔÑÍÛÜô ÑÎ ÎÛÐÎÑÜËÝÛÜ É×ÌØÑËÌ ÌØÛ ÉÎ×ÌÌÛÒ ÝÑÒÍÛÒÌ ÑÚ ÌØÛ ßÎÝØ×ÌÛÝÌò ÝÑÐÇÎ×ÙØÌÍ ßÒÜ ×ÒÚÎ×ÒÙÛÓÛÒÌÍ É×ÔÔ ÞÛ ÛÒÚÑÎÝÛÜ ßÒÜ ÐÎÑÍÛÝËÌÛÜò íéêð Ûò ïë¬¸ Í¬®»»¬ô Í«·¬» îðî Ô±ª»´¿²¼ô ÝÑ èðëíè çéðòèððòííðð Ñ ©©©ò¹¿´´±©¿§ËÍò½±³ Ý îðïëò Ù¿´´±©¿§ ú Ý±³°¿²§ô ×²½ò ß´´ Î·¹¸¬ Î»»®ª»¼ ÍØÛÛÌ Ì×ÌÔÛæ Ü¿¬»æ Ü®¿©² Þ§æ Ð®±¶»½¬ Ò±æ Ý¸»½µ»¼ Þ§æ ØÚØÔÊðððïòðï ïîòðëòïê ÛßÍÌ Î×ÜÙÛ ØÑÔÜ×ÒÙÍ ìèðï Ù±±¼³¿² Î¼ò Ì·³²¿¬¸ô ÝÑ èðëìé çéðòêéìòïïðç ïò Þ×ÑÍÉßÔÛ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ ßóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóß÷ ÜÛÍ×ÙÒ ÚÔÑÉæ Ïî ¢ îéòï ÝÚÍ ÔÛÒÙÌØæ ìëð ÚÌô ÝØßÒÒÛÔ ÍÔÑÐÛæ ðòððîë ÚÌñÚÌô ÝØßÒÒÛÔ Í×ÜÛ ÍÔÑÐÛÍæ ëæïô ÞÑÌÌÑÓ É×ÜÌØæ íð ÚÌ îò ÍßÒÜ Ú×ÔÌÛÎ øÍÚ÷ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Þóô Ûó ßÒÜ ÚóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóÞ÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòéë ßÝóÚÌ íò ÛÈÌÛÒÜÛÜ ÜÛÌÛÒÌ×ÑÒ ÞßÍ×Ò øÛÜÞ÷ ó ÉÏÝÊæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Ýó ßÒÜ ÜóÞßÍ×ÒÍ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòêï ßÝóÚÌ ìò ÛÈÌÛÒÜÛÜ ÜÛÌÛÒÌ×ÑÒ ÞßÍ×Ò øÛÜÞ÷ ó ÉÏÝÊæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ Ùó ßÒÜ ØóÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌóÙô ÚËÌóØ ßÒÜ ÚËÌóÌÔî÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòçì ßÝóÚÌ ëò ÍßÒÜ Ú×ÔÌÛÎ øÍÚ÷ ó Ô×Üæ ÌÎ×ÞËÌßÎÇ ßÎÛßæ ×óÞßÍ×ÒÍ ø×ÒÝÔËÜÛÍ ÚËÌó× ÞßÍ×ÒÍ ßÒÜ ÚËÌóÌÔí÷ ÜÛÍ×ÙÒ ÊÑÔËÓÛæ ðòíí ßÝóÚÌ ÜÛÌÛÒÌ×ÑÒ ÐÑÒÜ ÉßÌÛÎ ÍËÎÚßÝÛ ÛÔÛÊßÌ×ÑÒæ ÒÑÌÛÍæ ï ÔÛÙÛÒÜæ î í ì ë ê ÐÎÑÐÑÍÛÜ Î×ÙØÌóÑÚóÉßÇ ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ÍÛÉÛÎ ÛÈ×ÍÌ×ÒÙ ÍÌÑÎÓ ÍÛÉÛÎ ÐÎÑÐÑÍÛÜ ÍÌÑÎÓ ×ÒÔÛÌ ÐÎÑÐÑÍÛÜ ÔÑÌÔ×ÒÛ ÛßÍÛÓÛÒÌ Ô×ÒÛ ÚËÌËÎÛ ÔÑÌÔ×ÒÛ ÚËÌËÎÛ Î×ÙØÌóÑÚóÉßÇ ÛÈ×ÍÌ×ÒÙ Ó×ÒÑÎ ÝÑÒÌÑËÎ ÛÈ×ÍÌ×ÒÙ ÓßÖÑÎ ÝÑÒÌÑËÎ ÐÎÑÐÑÍÛÜ Ó×ÒÑÎ ÝÑÒÌÑËÎ ÐÎÑÐÑÍÛÜ ÓßÖÑÎ ÝÑÒÌÑËÎ ìçðð ìçðð íë ööÚÑÎ îôíôì ßÒÜ ë ó ÛßÝØ ÝÑÎÎÛÍÐÑÒÜ×ÒÙ ØßÌÝØ ÐßÌÌÛÎÒ ×ÒÜ×ÝßÌÛÍ ÌØÛ Ô×Ó×ÌÍ ÑÚ ÌØÛ ÉßÌÛÎ ÏËßÔ×ÌÇ ÍÌÑÎÓ ÛÊÛÒÌ ÉßÌÛÎ ÍËÎÚßÝÛ ÛÔÛÊßÌ×ÑÒò îóÇÛßÎ ÉÍÛÔãìçííòçê ÉÍÛÔãìçíðòçç ÉÍÛÔãìçíïòëç ÉÍÛÔãìçíðòíê ÑÊÛÎÔßÒÜ ÚÔÑÉ Ü×ÎÛÝÌ×ÑÒ ø×òÛòô ÔßÒÜÍÝßÐ×ÒÙ÷ ÜÎß×ÒßÙÛ ÍÇÓÞÑÔÍæ Ü×ÎÛÝÌ ÚÔÑÉ Ü×ÎÛÝÌ×ÑÒ ø×òÛòô ÐßÊÛÓÛÒÌô ÝËÎÞ ßÒÜ ÙËÌÌÛÎ÷ ï ðíñîçñïé Ë¬·´·¬§ ¿²¼ Ð´¿² Î»ª··±² ÖÛÐ 22.75 LF - 12" N12 HDPE @ 0.40% STA=180+00.00 EXMH H 8'Ø MH RIM=4948.96 INV IN (12" W)=4940.34 INV IN (54" N)=4936.84 INV OUT (54" SW)=4936.84 (EXISTING) DEPTH=12.12 PROPOSED GRADE EXISTING GROUND (EXISTING) 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 171+00 170+00 169+50 STA=170+48.68 INLET G1 2' ROUND AREA INLET RIM=4947.90 INV OUT (12" NE)=4941.35 DEPTH=6.55 44.22 LF - 12" N12 HDPE @ 0.40% STA=170+00.00 EX INLET G 12' QUAD TYPE 16 COMBO INLET TBC=4949.67 INV IN (12" SW)=4941.17 INV IN (54" N)=4937.67 INV OUT (54" S)=4937.67 (EXISTING) DEPTH=12.00 PROPOSED GRADE EXISTING GROUND (EXISTING) 4915 4920 4925 4930 4935 4940 4945 4950 4915 4920 4925 4930 4935 4940 4945 4950 161+50 161+00 160+00 159+00 STA=160+00.00 EX INLET F 6' DOUBLE TYPE 16 COMBO INLET TBC=4941.73 INV IN (18" W)=4934.09 INV OUT (18" E)=4934.09 (EXISTING) DEPTH=7.64 STA=160+21.00 SDMH F1 4'Ø MH RIM=4942.78 INV IN (18" S)=4934.17 INV OUT (18" E)=4934.17 DEPTH=8.61 STA=161+04.15 INLET F2 DOUBLE NO. 16 INLET RIM=4942.06 INV OUT (18" N)=4934.51 DEPTH=7.56 PROPOSED GRADE EXISTING GROUND 100 yr HGL HGL 21.00 LF - 18'' RCP @ 0.40% 83.15 LF - 18'' RCP @ 0.40% 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD09_S.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN E 150+00.00 150+13.02 50 5 ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN H 180+00.00 180+22.75 50 5 STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN G 170+00.00 170+48.68 50 5 STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN F 160+00.00 161+04.15 160+04.05 5 UT01 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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'' ADS @ 0.50% STA=140+32.53 INLET D8.1 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4947.23 INV IN (15" S)=4938.33 INV OUT (15" N)=4938.13 DEPTH=9.10 24.97 LF - 15'' ADS @ 0.50% STA=140+57.50 INLET D8.2 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4946.43 INV IN (15" S)=4938.65 INV OUT (15" N)=4938.45 DEPTH=7.98 PROPOSED GRADE EXISTING GROUND 100 yr HGL HGL HGL HGL 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 129+50 130+00 131+00 131+50 STA=111+59.10 (STORM D) STA=130+00.00 STORM D3 SDMH D3 4'Ø MH RIM=4946.48 INV IN (24" W)=4935.07 INV IN (18" N)=4935.57 INV OUT (30" E)=4934.57 DEPTH=11.91 92.00 LF - 18'' RCP @ 0.50% STA=130+92.00 INLET D3.1 DOUBLE NO. 16 INLET RIM=4944.53 INV OUT (18" S)=4936.03 DEPTH=8.50 PROPOSED GRADE EXISTING GROUND 100 yr HGL HGL HGL 4925 4930 4935 4940 4945 4950 4955 4925 4930 4935 4940 4945 4950 4955 121+50 121+00 120+00 119+50 STA=110+54.83 (STORM D) STA=120+00.00 STORM D1 SDMH D1 6'Ø MH RIM=4945.96 INV IN (30" W)=4934.05 INV IN (18" SW)=4935.05 INV OUT (36" E)=4933.85 DEPTH=12.12 59.37 LF - 18'' RCP @ 4.00% STA=120+59.37 INLET D1.1 CDOT TYPE C INLET RIM=4942.53 INV OUT (18" NE)=4937.42 DEPTH=5.11 PROPOSED GRADE EXISTING GROUND 100 yr HGL HGL 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD05_S.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN D8 140+00.00 141+51.39 50 5 STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN D3 130+00.00 130+92.00 50 5 STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN D1 120+00.00 120+59.37 50 5 ROTATION: 90° ROTATION: 0° ROTATION: 90° SD08 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN D 110+00.00 116+02.04 50 5 SD07 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. 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) INLET D2.1 SDMH D1 4941.40 4941.22 4941.56 4941.38 4941.06 4940.98 4941.32 4941.23 INLET D3.1 SDMH D3 4941.89 4941.47 4942.14 4941.72 4941.44 4941.38 4941.62 4941.56 INLET D12 INLET D11 4942.93 4942.90 4942.98 4942.95 4942.89 4942.88 4942.93 4942.92 INLET D11 INLET D10 4942.88 4942.85 4942.92 4942.90 4942.83 4942.82 4942.88 4942.87 INLET D10 INLET D9 4942.82 4942.79 4942.87 4942.83 4942.77 4942.76 4942.81 4942.80 INLET D9 SDMH D8 4942.76 4942.71 4942.80 4942.76 4942.66 4942.60 4942.74 4942.68 INLET D8.5 INLET D8.4 4942.98 4942.94 4943.02 4942.99 4942.92 4942.91 4942.97 4942.96 INLET D8.4 INLET D8.3 4942.91 4942.87 4942.96 4942.92 4942.86 4942.85 4942.90 4942.89 INLET D8.3 INLET D8.2 4942.85 4942.82 4942.89 4942.87 4942.80 4942.80 4942.85 4942.84 INLET D8.2 INLET D8.1 4942.80 4942.77 4942.84 4942.81 4942.75 4942.74 4942.80 4942.79 INLET D8.1 SDMH D8 4942.74 4942.71 4942.79 4942.75 4942.66 4942.60 4942.74 4942.68 SDMH D8 SDMH D7 4942.60 4942.50 4942.68 4942.58 4942.47 4942.45 4942.54 4942.52 SDMH D7 INLET D6 4942.45 4942.42 4942.52 4942.49 4942.27 4942.23 4942.46 4942.42 INLET D6 SDMH D5 4942.23 4942.07 4942.42 4942.27 4942.00 4941.97 4942.19 4942.15 SDMH D5 INLET D4 4941.97 4941.90 4942.15 4942.09 4941.83 4941.79 4942.01 4941.97 INLET D4 SDMH D3 4941.79 4941.51 4941.97 4941.69 4941.44 4941.38 4941.62 4941.56 SDMH D3 SDMH D1 4941.38 4941.21 4941.56 4941.39 4941.06 4940.98 4941.32 4941.23 SDMH D1 EXMH D (SDMH B5) 4940.98 4940.87 4941.23 4941.13 4940.43 4940.06 4941.03 4940.66 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) Bentley StormCAD v8.1 Output Storm Drain A HGL and EGL Results1,2 Storm Drain A 100-Year Storm Event 4925 4930 4935 4940 4945 4950 4955 4920 4925 4930 4935 4940 4945 4950 4955 92+50 92+00 91+00 90+00 89+50 STA=91+03.03 INLET C6.1 2' ROUND AREA INLET RIM=4946.54 INV IN (18" N)=4936.29 INV OUT (18" S)=4936.09 DEPTH=10.45 34.34 LF - 18'' RCP @ 0.40% STA=74+21.13 (STORM C) STA=90+00.00 STORM C6 SDMH C6 4'Ø MH RIM=4946.37 INV IN (18" W)=4935.68 INV IN (18" N)=4935.68 INV OUT (24" S)=4935.18 DEPTH=11.19 103.03 LF - 18'' RCP @ 0.40% STA=91+37.37 SDMH C6.2 4'Ø MH RIM=4946.90 INV IN (18" W)=4936.63 INV OUT (18" S)=4936.43 DEPTH=10.47 92.00 LF - 18'' RCP @ 0.40% STA=92+29.37 INLET C6.3 DOUBLE NO. 16 INLET RIM=4945.29 INV OUT (18" E)=4937.00 DEPTH=8.29 PROPOSED GRADE EXISTING GROUND 100 yr HGL HGL HGL HGL HGL 4920 4925 4930 4935 4940 4945 4950 4955 4920 4925 4930 4935 4940 4945 4950 4955 99+50 100+00 101+00 102+00 STA=101+17.64 INLET C7.4 NYLOPLAST 15" DRAIN BASIN W/ PEDESTRIAN GRATE INLET RIM=4944.64 INV OUT (15" N)=4937.83 DEPTH=6.81 34.75 LF - 15'' ADS @ 0.50% STA=100+82.89 INLET C7.3 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.46 INV IN (15" S)=4937.66 INV OUT (15" N)=4937.46 DEPTH=8.00 24.98 LF - 15'' ADS @ 0.50% STA=100+57.92 INLET C7.2 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4944.72 INV IN (15" S)=4937.33 INV OUT (15" N)=4937.13 DEPTH=7.59 24.98 LF - 15'' ADS @ 0.50% STA=100+32.94 INLET C7.1 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.66 INV IN (15" S)=4937.01 INV OUT (15" N)=4936.81 DEPTH=8.85 32.94 LF - 15'' ADS @ 0.50% STA=76+02.88 (STORM C) STA=100+00.00 STORM C7 SDMH C7 4'Ø MH RIM=4945.86 INV IN (18" N)=4936.60 INV IN (15" S)=4936.65 INV OUT (18" E)=4936.40 DEPTH=9.45 PROPOSED GRADE 100 yr HGL EXISTING GROUND HGL HGL 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD03_S.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM C5A 80+00.00 80+63.89 50 5 ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM C6 90+00.00 92+29.37 50 5 ROTATION: 90° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM C7 100+00.00 101+17.64 50 5 ROTATION: 90° PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. INV OUT (15" S)=4939.55 DEPTH=7.16 24.97 LF - 15'' ADS @ 0.50% STA=70+08.50 EX INLET C2 15' CDOT TYPE R INLET RIM=4941.33 INV IN (36" N)=4934.01 INV OUT (36" S)=4934.01 DEPTH=7.32 23.83 LF - EXIST. 36'' RCP @ 0.20% STA=71+31.50 INLET C3 TRIPLE NO. 16 INLET RIM=4943.12 INV IN (24" N)=4934.25 INV OUT (36" S)=4934.25 DEPTH=8.87 47.01 LF - 24'' RCP @ 0.20% STA=71+78.51 SDMH C4 6'Ø MH RIM=4944.10 INV IN (24" E)=4934.35 INV OUT (24" S)=4934.35 DEPTH=9.76 67.00 LF - 24'' RCP @ 0.20% 125.65 LF - 24'' RCP @ 0.40% STA=90+00.00 (STORM C6) STA=74+21.13 STORM C SDMH C6 4'Ø MH RIM=4946.37 INV IN (18" W)=4935.68 INV IN (18" N)=4935.68 INV OUT (24" S)=4935.18 DEPTH=11.19 181.75 LF - 18'' RCP @ 0.40% STA=100+00.00 (STORM C7) STA=76+02.88 STORM C SDMH C7 4'Ø MH RIM=4945.86 INV IN (18" N)=4936.60 INV IN (15" S)=4936.65 INV OUT (18" E)=4936.40 DEPTH=9.45 STA=77+56.86 INLET C12 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4946.52 INV IN (15" N)=4938.41 INV OUT (18" S)=4938.16 DEPTH=8.36 STA=79+30.45 INLET C16 NYLOPLAST 15" DRAINBASIN W/ PEDESTRIAN GRATE INLET RIM=4947.54 INV OUT (15" S)=4939.88 DEPTH=7.66 PROPOSED GRADE EXISTING GROUND STA=76+26.59 INLET C8 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.13 INV IN (18" N)=4936.92 INV OUT (18" S)=4936.72 DEPTH=8.40 45.56 LF - 18'' ADS @ 0.50% STA=76+72.15 INLET C9 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4945.58 INV IN (18" N)=4937.35 INV OUT (18" S)=4937.15 DEPTH=8.43 34.76 LF - 18'' ADS @ 0.50% STA=77+06.90 INLET C10 NYLOPLAST 15" INLINE DRAIN W/ PEDESTRIAN GRATE INLET RIM=4946.41 INV IN (18" N)=4937.72 INV OUT (18" S)=4937.52 DEPTH=8.88 24.98 LF - 18'' ADS @ 0.50% 4' 49.97 LF - 24'' RCP @ 0.40% STA=80+00.00 (STORM C5A) STA=72+95.48 STORM C SDMH C5A 4'Ø MH RIM=4945.84 INV IN (18" E)=4935.18 INV IN (24" N)=4934.68 INV OUT (24" S)=4934.68 DEPTH=11.16 STA=72+45.51 SDMH C5 6'Ø MH RIM=4945.11 INV IN (24" N)=4934.48 INV OUT (24" W)=4934.48 DEPTH=10.63 99.17 LF - 36'' RCP @ 0.20% STA=??? TIE TO EXISTING C CONTRACTOR TO FIELD VERIFY LOCATION AND ELEVATION OF EXISTING STORM DRAIN STUB INV (36")=4934.06 HGL HGL HGL HGL HGL HGL HGL HGL HGL H GL HGL 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\HFHLV1.02_SD03_S.dwg - Kyle Pollock - 9/6/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD ROTATION: 90° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN C 70+00.00 80+96.39 50 5 UT01 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. SD05 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 62+00 61+00 60+00 59+00 PROPOSED GRADE EXISTING GROUND STA=60+61.30 INLET B5.1 2' ROUND AREA INLET RIM=4952.08 INV IN (24" S)=4946.74 INV OUT (24" N)=4946.54 DEPTH=5.55 42.85 LF - 24'' RCP @ 0.50% STA=45+87.14 (STORM B) STA=60+00.00 STORM B5 INLET B5 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4952.39 INV IN (18" E)=4946.73 INV IN (24" S)=4946.23 INV OUT (30" W)=4945.73 DEPTH=6.66 STA=45+87.15 INLET B5.2 QUAD NO. 16 INLET TBC=4951.56 INV OUT (24" N)=4946.95 DEPTH=4.61 61.30 LF - 24'' RCP @ 0.50% 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD01_N.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN B3 50+00.00 51+98.76 50 5 ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN B5 60+00.00 61+04.15 50 5 ROTATION: 90° PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. SD04 SD04 Hydraulic Grade Line (Out) (ft) Pipe Energy Grade Line (In) (ft) Pipe Energy Grade Line (Out) (ft) Downstream Structure Hydraulic Grade Line (In) (ft) Downstream Structure Hydraulic Grade Line (Out) (ft) Downstream Structure Energy Grade Line (In) (ft) Downstream Structure Energy Grade Line (Out) (ft) INLET C6.3 SDMH C6.2 4944.59 4944.09 4944.89 4944.39 4943.98 4943.79 4944.27 4944.07 SDMH C6.2 INLET C6.1 4943.79 4943.61 4944.07 4943.89 4943.49 4943.44 4943.78 4943.72 INLET C6.1 SDMH C6 4943.44 4942.90 4943.72 4943.19 4942.83 4942.75 4943.07 4942.99 INLET C16 INLET C15 4945.26 4945.15 4945.45 4945.34 4945.08 4945.04 4945.27 4945.23 INLET C15 INLET C14 4945.04 4944.93 4945.23 4945.12 4944.86 4944.82 4945.04 4945.01 INLET C14 INLET C13 4944.82 4944.67 4945.01 4944.85 4944.60 4944.56 4944.78 4944.74 INLET C13 INLET C12 4944.56 4944.19 4944.74 4944.37 4944.12 4944.20 4944.20 4944.28 INLET C12 INLET C11 4944.20 4944.16 4944.28 4944.24 4944.13 4944.11 4944.21 4944.19 INLET C11 INLET C10 4944.11 4944.07 4944.19 4944.15 4944.04 4944.02 4944.12 4944.10 INLET C10 INLET C9 4944.02 4943.97 4944.10 4944.05 4943.94 4943.92 4944.02 4944.00 INLET C9 INLET C8 4943.92 4943.86 4944.00 4943.94 4943.83 4943.81 4943.90 4943.89 INLET C8 SDMH C7 4943.81 4943.78 4943.89 4943.85 4943.65 4943.54 4943.82 4943.71 INLET C7.4 INLET C7.3 4944.00 4943.96 4944.05 4944.01 4943.95 4943.94 4943.99 4943.98 INLET C7.3 INLET C7.2 4943.94 4943.91 4943.98 4943.96 4943.89 4943.88 4943.94 4943.93 INLET C7.2 INLET C7.1 4943.88 4943.86 4943.93 4943.90 4943.84 4943.83 4943.88 4943.87 INLET C7.1 SDMH C7 4943.83 4943.80 4943.88 4943.84 4943.65 4943.54 4943.82 4943.71 SDMH C7 SDMH C6 4943.54 4942.97 4943.71 4943.14 4942.83 4942.75 4943.07 4942.99 SDMH C6 SDMH C5A 4942.75 4942.38 4942.99 4942.62 4942.08 4941.99 4942.52 4942.42 SDMH C5A SDMH C5 4941.99 4941.72 4942.42 4942.15 4941.55 4941.26 4941.98 4941.69 SDMH C5 SDMH C4 4941.26 4940.91 4941.69 4941.33 4940.75 4940.46 4941.16 4940.88 SDMH C4 INLET C3 4940.46 4940.22 4940.88 4940.64 4940.06 4939.98 4940.47 4940.39 INLET C3 INLET A7 (Fut-I1) 4939.98 4939.52 4940.39 4939.92 4939.37 4939.30 4939.76 4939.68 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) Bentley StormCAD v8.1 Output Storm Drain A HGL and EGL Results1,2 Storm Drain A 100-Year Storm Event 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 62+00 61+00 60+00 59+00 PROPOSED GRADE EXISTING GROUND STA=60+61.30 INLET B5.1 2' ROUND AREA INLET RIM=4952.08 INV IN (24" S)=4946.74 INV OUT (24" N)=4946.54 DEPTH=5.55 42.85 LF - 24'' RCP @ 0.50% STA=45+87.14 (STORM B) STA=60+00.00 STORM B5 INLET B5 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4952.39 INV IN (18" E)=4946.73 INV IN (24" S)=4946.23 INV OUT (30" W)=4945.73 DEPTH=6.66 STA=45+87.15 INLET B5.2 QUAD NO. 16 INLET TBC=4951.56 INV OUT (24" N)=4946.95 DEPTH=4.61 61.30 LF - 24'' RCP @ 0.50% 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD01_N.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN B3 50+00.00 51+98.76 50 5 ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN B5 60+00.00 61+04.15 50 5 ROTATION: 90° PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. SD04 SD04 4945 4950 4955 4960 4965 39+50 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 49+50 STA=40+00.00 EX INLET B TRIPLE TYPE 13 COMBO INLET RIM=4950.99 INV IN (42" N)=4941.39 DEPTH=9.60 25.02 LF - 42'' RCP @ 0.50% STA=40+25.02 INLET B1 5' CDOT TYPE R INLET RIM=4951.29 INV IN (36" N)=4942.02 INV OUT (42" S)=4941.52 DEPTH=9.77 101.23 LF - 36'' RCP @ 0.50% STA=41+26.25 INLET B2 QUAD NO. 16 INLET RIM=4950.10 INV IN (36" N)=4942.73 INV OUT (36" S)=4942.53 DEPTH=7.57 100.12 LF - 36'' RCP @ 0.50% STA=50+00.00 (STORM B3) STA=42+26.36 STORM B SDMH B3 4'Ø FLAT TOP MH REPLACE SOLID LID WITH NEENAH R-2560 GRATE RIM=4950.42 INV IN (30" E)=4943.73 INV IN (18" W)=4944.73 INV OUT (36" S)=4943.23 DEPTH=7.19 150.28 LF - 18'' RCP @ 0.50% STA=48+84.63 INLET B7 2' ROUND AREA INLET RIM=4955.12 INV OUT (18" W)=4948.42 DEPTH=6.70 STA=47+34.34 INLET B6 2' ROUND AREA INLET RIM=4953.59 INV IN (18" E)=4947.66 INV OUT (18" W)=4947.46 DEPTH=6.13 STA=43+99.03 INLET B4 2' ROUND AREA INLET RIM=4951.96 INV IN (30" E)=4944.79 INV OUT (30" W)=4944.59 DEPTH=7.37 172.67 LF - 30'' RCP @ 0.50% PROPOSED GRADE EXISTING GROUND HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL 100 yr HGL 188.11 LF - 30'' RCP @ 0.50% STA=60+00.00 (STORM B5) STA=45+87.14 STORM B INLET B5 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4952.39 INV IN (18" E)=4946.73 INV IN (24" S)=4946.23 INV OUT (30" W)=4945.73 DEPTH=6.66 147.20 LF - 18'' RCP @ 0.50% 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 O www.gallowayUS.com 2017. Galloway & Company, Inc. All Rights Reserved Date: Drawn By: Project No: Checked By: H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline & Vine Multi-Family\CADD\3-CD\HFHLV1.02_Townhomes\HFHLV1.02_SD01_N.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN B 40+00.00 48+83.97 50 5 ROTATION: 0° SD03 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. 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) INLET B5.2 INLET B5.1 4951.25 4951.12 4951.50 4951.37 4951.02 4950.97 4951.27 4951.22 INLET B5.1 INLET B5 4950.97 4950.79 4951.22 4951.03 4950.75 4950.65 4950.93 4950.84 INLET B7 INLET B6 4951.53 4951.21 4951.65 4951.33 4951.18 4951.15 4951.28 4951.26 INLET B6 INLET B5 4951.15 4950.87 4951.26 4950.97 4950.75 4950.65 4950.93 4950.84 INLET B5 INLET B4 4950.65 4950.34 4950.84 4950.52 4950.28 4950.25 4950.45 4950.41 INLET B4 INLET B3 4950.25 4949.99 4950.41 4950.15 4949.92 4949.92 4950.05 4950.05 INLET B3.1 INLET B3 4950.05 4949.93 4950.09 4949.97 4949.92 4949.92 4950.05 4950.05 INLET B3 INLET B2 4950.25 4950.15 4950.38 4950.28 4950.05 4949.98 4950.36 4950.30 INLET B2 INLET B1 4949.98 4949.75 4950.30 4950.07 4949.63 4949.75 4949.79 4949.91 INLET B1 EX INLET B (INLET D17) 4949.75 4949.72 4949.91 4949.88 4949.52 4949.46 4949.82 4949.76 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) Bentley StormCAD v8.1 Output Storm Drain A HGL and EGL Results1,2 Storm Drain A 100-Year Storm Event SDMH A1.3 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4950.14 INV IN (18" E)=4943.92 INV OUT (18" S)=4943.72 DEPTH=6.42 STA=25+84.47 INLET A1.4 2' ROUND AREA INLET RIM=4952.04 INV OUT (18" W)=4944.94 DEPTH=7.10 205.01 LF - 18'' RCP @ 0.50% PROPOSED GRADE EXISTING GROUND HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL 100 yr HGL STA=10+42.53 (STORM A) STA=20+00.00 STORM A1 SDMH A1 7'Ø MH RIM=4950.41 INV IN (24" W)=4941.12 INV IN (24" E)=4941.12 INV OUT (42" S)=4939.62 DEPTH=10.79 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\HFHLV1.02_SD01_N.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN A1 20+00.00 25+84.47 50 5 ROTATION: 0° SD02 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. DEPTH=9.48 STA=20+00.00 (STORM A1) STA=10+42.53 STORM A SDMH A1 7'Ø MH RIM=4950.41 INV IN (24" W)=4941.12 INV IN (24" E)=4941.12 INV OUT (42" S)=4939.62 DEPTH=10.79 PROPOSED GRADE EXISTING GROUND 32.66 LF - 18'' RCP @ 0.49% STA=14+06.32 INLET A4 2' ROUND AREA INLET RIM=4950.58 INV IN (18" N)=4943.84 INV OUT (18" S)=4943.64 DEPTH=6.94 HGL HGL HGL HGL HGL HGL HGL HGL HGL HGL 100 yr HGL 4' STA=??? TIE TO EXISTING A CONTRACTOR TO FIELD VERIFY LOCATION AND ELEVATION OF EXISTING STORM DRAIN STUB INV (42") =4939.59 6.54 LF - 42'' RCP @ 0.52% 4' 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''SS 8''W 6''W 6''W 6''W LOT 16 LOT 17 HELLDIVER DRIVE (PRIVATE DRIVE) BARNSTORMER STREET TRACT A BLOCK 1 BLOCK 1 TRACT C TRACT M LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 15 LOT 61 LOT 62 LOT 63 LOT 64 LOT 65 LOT 66 LOT 67 LOT 68 LOT 69 LOT 70 LOT 71 LOT 72 LOT 73 LOT 74 LOT 75 LOT 76 LOT 77 16+01.53 10+00 12+00 11+00 13+00 14+00 16+00 15+00 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 18''SS SANITARY LINE 1A SEE SHEET SS01 SANITARY LINE 1 SEE SHEET SS01 STORM DRAIN A1 (PRIVATE) SEE SHEET SD02 CONNECT TO EXISTING STORM DRAIN AFTER REMOVING EXISTING FES 4925 4930 4935 4940 4945 4950 4955 4960 4925 4930 4935 4940 4945 4950 4955 4960 29+50 30+00 31+00 32+00 STA=14+38.97 (STORM A) STA=30+00.00 STORM A5 SDMH A5 4'Ø FLAT TOP MH REPLACE SOLIDLIDWITH NEENAH R-2560 GRATE RIM=4950.21 INV IN (18" W)=4944.20 INV IN (18" E)=4944.20 INV OUT (18" S)=4944.00 DEPTH=6.21 STA=23+75.71 INLET A5.1 2' ROUND AREA INLET RIM=4950.77 INV OUT (18" W)=4944.85 DEPTH=5.92 129.62 LF - 18'' RCP @ 0.50% PROPOSED GRADE EXISTING GROUND 8''SS 8''SS 8''SS 8''SS 8''SS TRACT A OT 5 LOT 6 BLOCK 1 LOT 7 LOT 8 LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 30+00 31+00 31+29.62 18''SS 18''SS SANITARY LINE 1 SEE SHEET SS01 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\HFHLV1.02_SD01_N.dwg - Jon Cronin - 9/5/2017 HFHLV0001.02 09.06.2017 # DateDescription Issue / Init. EAST RIDGE THIRD FILING MONTAGE TOWNHOMES FORT COLLINS, CO THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT PRELIMINARY NOT FOR BIDDING NOT FOR CONSTRUCTION EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEEER PRIOR TO CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner ( IN FEET ) 1 inch = ft. 50Feet 0 50 50 100 150 KEYMAP TIMBERLINE ROAD ROTATION: 0° STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN A 10+00.00 16+01.53 50 5 STA: SCALE: H: 1"= V: 1"= PRIVATE to STORM DRAIN A5 30+00.00 31+29.62 50 5 PROPOSED RIGHT-OF-WAY EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: T T T EXISTING STORM SEWER EXISTING GAS EXISTING TELEPHONE 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 GAS 8''W 8''SS 8''SS 8''W PROPOSED MANHOLE 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 SHALL VERIFY 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 SS SHEETS 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 EXISTING CONDITIONS SHEETS 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. SD01 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 4948.01 4947.77 4948.08 4947.84 4947.73 4947.67 4947.81 4947.75 11 INLET A1.3 INLET A1.2 4947.67 4947.51 4947.75 4947.59 4946.83 4946.68 4947.56 4947.41 ## INLET A1.2 INLET A1.1 4946.68 4945.32 4947.41 4946.05 4945.02 4945.34 4945.25 4945.56 10 INLET A1.1 SDMH A1 4945.34 4944.88 4945.56 4945.11 4944.57 4944.80 4944.69 4944.91 ## INLET A5.1 INLET A5 4948.43 4948.35 4948.47 4948.38 4948.12 4947.91 4948.37 4948.15 902a INLET A6 INLET A5 4948.63 4948.30 4948.74 4948.41 4948.12 4947.91 4948.37 4948.15 ## INLET A5 INLET A4 4947.91 4947.76 4948.15 4948.01 4947.67 4947.62 4947.91 4947.86 ## INLET A4 INLET A3 4947.62 4947.27 4947.86 4947.51 4946.96 4946.87 4947.41 4947.32 ## INLET A3 SDMH A2 4946.87 4946.29 4947.32 4946.74 4946.12 4945.75 4946.56 4946.19 9 SDMH A2 SDMH A1 4945.75 4944.75 4946.19 4945.19 4944.57 4944.80 4944.69 4944.91 ## SDMH A1 EXMH A (SDMH C9) 4944.80 4944.77 4944.91 4944.88 4944.44 4944.28 4944.84 4944.68 100-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) capacity limits. R-2560-C 18 1/4 1 1/4 16 3/4 30 8 4 R-1900-A R-2560-C1 22 1 1/2 20 15/32 27 9/16 3 15/16 4 1/2 R-1690 R-2560-C2 22 1 1/2 20 1/2 28 1/4 6 4 1/2 R-1761 R-2560-D 22 1 1/2 20 35 9 4 1/2 R-1710 R-2560-D1 22 1 1/2 20 15/32 27 9/16 3 15/16 7 R-1690 R-2560-D2 22 1 1/2 20 1/2 28 1/4 6 7 R-1761 R-2560-D3 22 1 1/2 20 35 9 7 R-1710 R-2560-D5 22 3/4 1 1/2 21 1/4 34 4 4 1/2 R-1647-A R-2560-D6 22 3/4 1 1/2 21 34 9 4 1/2 R-1713 R-2560-D7 22 3/4 1 1/2 21 1/4 34 4 7 R-1647-A R-2560-D8 22 3/4 1 1/2 21 34 9 7 R-1713 R-2560-E 23 1 1/2 21 1/16 35 7/16 8 7/8 7 R-1550-A R-2560-E1 25 3/4 7/8 24 35 7/16 7 6 R-1733 R-2560-E2 25 3/4 7/8 24 35 7/16 7 9 R-1733 R-2560-E5 25 3/4 7/8 24 1/8 35 1/2 8 6 R-1733-A R-2560-E6 25 3/4 7/8 24 1/8 35 1/2 8 9 R-1733-A R-2560-E7 25 3/4 7/8 24 1/8 35 1/2 9 6 R-1733-B R-2560-E8 25 3/4 7/8 24 1/8 35 1/2 9 9 R-1733-B R-2560-E9 25 3/4 7/8 24 1/8 35 1/2 10 6 R-1733-C R-2560-E10 25 3/4 7/8 24 1/8 35 1/2 10 9 R-1733-C R-2560-EA 25 3/4 7/8 24 1/8 35 7/16 4 6 R-1733-1 R-2560-EB 25 3/4 7/8 24 1/8 35 7/16 4 9 R-1733-1 R-2560-G 32 1 1/2 30 46 7 4 R-1740-B CLICK HERE to return to the Table of Contents % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Street Capacity Calculations Vertical Curb & Gutter - 25' CL to FL Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Sc Grade, S0 % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Street Capacity Calculations Vertical Curb & Gutter - 18' CL to FL Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Sc 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 O5 O5 0.38 0.80 5.0 0.31 9.98 3.1 Drains to existing No. 16 Combination Inlet at DP I3 (ERSF) O6 O6 0.84 0.70 6.8 0.59 9.09 5.4 (2) - Neenah R-3362-L Inlet Grates O7 O7 0.38 0.85 5.0 0.32 9.98 3.2 (2) - Neenah R-3362-L Inlet Grates O8 O8 0.04 0.25 5.0 0.01 9.98 0.1 Drains to existing No. 16 Combination Inlet at DP I9 (ERSF) 0.81 ` OS1 OS1 0.54 0.43 12.1 0.23 7.24 1.7 Drains to DP K1 OS2 OS2 0.17 0.25 5.0 0.04 9.98 0.4 Drains to DP K1 OS3 OS3 0.31 0.25 5.0 0.08 9.98 0.8 Drains to DP K2 OS4 OS4 0.43 0.25 5.0 0.11 9.98 1.1 Drains to DP L3 OS5 OS5 0.35 0.25 5.0 0.09 9.98 0.9 Drains to DP L2 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/11/17 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 6/11/2017 OS4 OS4 0.43 0.20 5.0 0.09 2.86 0.2 Drains to DP L3 OS5 OS5 0.35 0.20 5.0 0.07 2.86 0.2 Drains to DP L2 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 6/11/17 H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 6/11/2017 Heavy Meadow Tillage/field Short pasture and lawns Nearly bare ground Grassed waterway H:\Hartford Homes\CO, Timnath - HFHLV0001.02_Timberline Vine Multi-Family\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV01.02_ERSF Rational.xls Page 1 of 1 6/10/2017 Survey Area Data: Version 9, Sep 22, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 2 of 4