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HomeMy WebLinkAboutDrainage Reports - 11/20/2014I November 7, 2014 City of Ft. Collins�ppp ed Plans Approved By ' Date —�-L ' THE FLATS AT RIGDEN FARM RIGDEN FARM 14T" FILING REPLAT ' Fort Collins, Colorado 1 t Prepared for: Landmark Construction Solutions 1170 W. Ash Street #100 Windsor, CO 80550 ' 970-330-4316 Prepared by: NORTHERN ENGINEERING ' 301 N. Howes Street, Suite 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 www. northemengineenng.conn This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety: - - ' When a hard copy is absolutely necessary, we recommend double -sided printing. Project Number: 374-012 North erriineering.com // 970.221.4158 r, 1 NORTHERN ENGINEERING 1 RE: Final Drainage and Erosion Control Report for. Rigden Farm 14' Filing Replat Dear Staff: ' Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies Project Development Plan submittal for the proposed Rigden ' Farm 14th Filing Replat development. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), ' and serves to document the stormwater impacts associated with the proposed project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. ' If you should have any questions as you review this report, please feel free to contact us. ' Sincerely, NORTHERN ENGINEERING SERVICES, INC. 1 1 ' Stephanie Thomas, PE Project Engineer 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 970.221.4158 I www.northernengineering.com NORTHERN ENGINEERING th TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location.............................................................................................................................................1 B. Description of Property.....................................................................................................................1 C. Floodplain..........................................................................................................................................3 II. DRAINAGE BASINS AND SUB-BASINS....................................................................... 4 A. Major Basin Description....................................................................................................................4 B. Sub -Basin Description.......................................................................................................................4 III. DRAINAGE DESIGN CRITERIA...................................................................................4 A. Regulations........................................................................................................................................4 B. Four Step Process..............................................................................................................................4 C. Development Criteria Reference and Constraints............................................................................5 D. Hydrological Criteria.........................................................................................................................5 E. Hydraulic Criteria..............................................................................................................................6 F. Floodplain Regulations Compliance..................................................................................................6 G. Modifications of Criteria...................................................................................................................6 IV. DRAINAGE FACILITY DESIGN.................................................................................... 6 A. General Concept...............................................................................................................................6 B. Specific Details..................................................................................................................................8 V. CONCLUSIONS........................................................................................................8 A. Compliance with Standards..............................................................................................................8 B. Drainage Concept..............................................................................................................................8 References......................................................................................................................... 9 APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations B.1 — Storm Sewers B.2 — Inlets APPENDIX C — Erosion Control Report APPENDIX D — Reference Drainage Plans Preliminary Drainage Report W I NORTHERN ENGINEERING LIST OF TABLES AND FIGURES: c" Filine ReDlat Figure1 — Aerial Photograph................................................................................................ 2 Figure2 — Proposed Site Plan............................................................................................... 3 Figure3 — Existing Floodplains............................................................................................. 3 MAP POCKET: DR1 - Drainage Exhibit Preliminary Drainage Report A W INORTHERN ENGINEERING I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map DR. NELSON RESERVOIR SITE NORTH VICINITY MAP Farm 14`' Fi RD. 2. Located in the Northwest'/4 of Section 29, Township 7 North, Range 68 West of the 6" Prime Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site is a part of the Rigden Farm Subdivision. 3. Bounded to the north by Limon Drive, to the west by Illinois Drive, to the south by Custer Drive, and to the east by Iowa Drive. 4. No significant offsite flows are directed into the site. The majority of off -site flows are collected in existing inlets or are prevented_from entering the site -by curb and gutter. Y 5. The Flats were originally platted as Rigden Farm 1411 Filing. Storm Drainage to convey runoff from Rigden Farm 8`h Filing, west of the site, was designed with Rigden Farm -Northwest Roads. B. Description of Property 1. The site is approximately 4.08 acres. Preliminary Drainage Report y 1 ■� — NORTHERN ' CNG14HRING Rigden Farm 14" Filing Replat 11 Figure 1 — Aerial Photograph 2. The existing site is comprised of mostly vacant land with bare soils, natural grasses and vegetation. 3. The majority of the site slopes to the center, while a north portion slopes to the north, and a south portion slopes to the south. ' 4. A report by Earth Engineering Consultants dated May 5, 2005 lists the soils for the area as consisting of layers of sandy clay (CS) and clayey sand (SS). These soils are classified as Hydrologic Soil Group C and have a low infiltration rate. ' 5. The proposed project site plan is composed of 3-Story Multi -Family Housing (condos). This site will employ many water quality features and runoff reduction facilities including porous pavers, drywells, and subsurface infiltration galleries. 1 ' Preliminary Drainage Report 2 NORTHERN tncv[ta.vc Rigden Farm 14" Filing Replat Figure 2— Proposed Site Plan 6. No existing irrigation facilities are known at this time. 7. The project site is within the Rigden Farm Subdivision Master Plan. The proposed project is not requesting a change in the land use. C. Floodplain 1. The subject property is not located in a FEMA or City regulatory floodplain. FCMaps �.w•a lawamx..� ■ J' x w I Figure 3 — Existing Floodplains g g P Preliminary Drainage Report 3 u 1 (NORTHERN ENGINEERING II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description den Farm 1411 Filin 1. The Rigden Farm project is located within the Foothills Drainage Basin, which is located between Prospect Road and Horsetooth Road from north to south and approximately between Shields Street and Zeigler Road from west to east. B. Sub -Basin Description 1. The north section of the site drains to a storm sewer within Limon Drive. This storm sewer flows to a stormwater system within Drake Street. The flows are routed into Pond 216 of the Overall Drainage Plan for Rigden Farm, which outfalls in the Cache La Poudre River. 2. The center section of the site drains to an existing inlet and storm sewer bisecting the site (installed as a part of Rigden Farm 81h Filing) that flows east to an existing swale that connects to a series of water quality ponds that is a part of the Overall Drainage Plan for Rigden Farm. The ponds are numbered 212, 217, and 218 by the Rigden Farm 1st and 61h Filing reports by JR Engineering. 3. The south section of the site drains to an existing inlet in Custer Drive. This inlet is a part of an existing storm sewer system that outfalls into a water quality pond that releases to the Foothills Regional Channel. The water quality pond is labeled Water Quality Pond 2 in the Rigden Farm 1' Filing Drainage Plan. 4. The proposed plan will generally maintain these existing flow patterns. ' III. DRAINAGE DESIGN CRITERIA A. Regulations There are no optional provisions outside of the FCSCM proposed with the Rigden Farm 14th Filing Replat project. ' B. Four Step Process The overall stormwater management strategy employed with the Rigden Farm 14th Filing Replat project utilizes the "Four Step Process" to minimize adverse impacts of urbanization ' on receiving waters. The following is a description of how the proposed development has incorporated each step. ' Step 1 — Employ Runoff Reduction Practices Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the ' current use by implementing multiple Low Impact Development (LID) strategies including: Nil Providing large vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). N3 Providing permeable paver areas with underground detention area to increase time of concentration promote infiltration and provide water quality. N3 Providing Drywells to promote infiltration and water quality throughout the site. Preliminary Drainage Report 4 [1 1 11 NORTHERN ENGINEERING th Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, this development will still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will ultimately be intercepted and treated in existing downstream water quality ponds. These ponds have been designed and built with Filing No. 1 and Filing No. 6. Step 3 — Stabilize Drainageways ' There are no major drainageways within the subject property. This property discharges to existing drainageways that have been designed to accommodate runoff from this project as a part of the Rigden Farm Master Plan. ' Step 4 — Implement Site Specific and Other Source Control BMPs. The proposed project will improve upon site specific source controls compared to historic ' conditions: N� Localized trash enclosures within the development will allow for the disposal of solid waste. ' N7 Snouts and settling basins for water treatment prior to flows entering the subsurface infiltration galleries and storm systems. NO Water Quality measures to protect and prolong the design life of the BMPs delineated in Step 1. ' C. Development Criteria Reference and Constraints 1. The proposed site is has been a part of many different drainage plans and studies in ' the past. These plans include Rigden Farm Filing No. 1, Rigden Farm Filing No. 6, Rigden Farm Filing No. 8 and Rigden Farm — Northwest Roads. ' 2. The most recent drainage plans (Rigden Farm Filing No. 8 and Rigden Farm — Northwest Roads) were referenced in the drainage design for this site. 3. The subject property is a part of many drainage plans. As such, several constraints ' have been identified during the course of this analysis that will impact the proposed drainage system including: NA Maximum runoff allowable into existing inlets and drainageways based on previous ' drainage plans and studies. N.s Specifically, the Rigden Farm -Northwest Roads Drainage Plan divided the site into two basins. The north basin was planned to drain to a storm sewer bisecting the ' site. The south basin was planned to drain to an existing storm sewer in Custer Drive. This Drainage Plan defined the maximum allowable runoff generated from the Flats site to these storm sewers. ' D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in ' Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with the development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. ' 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. As of this report, pervious pavers have not been added to Table RO-11. A coefficient of runoff of 0.40 ' Preliminary Drainage Report 5 .� INORTHERN ' ENRINEERING Rigden Farm 14" Filing Rep],- ' was assumed for the pervious pavers. This is a value published by Advanced Pavement Technology. 3. The Rational Formula -based Modified Federal Aviation Administration (FAA) ' procedure has been utilized for detention storage calculations. Detention storage calculations were not necessary for this site. 4. Three separate design storms have been utilized to address distinct drainage ' scenarios. The first event analyzed is the "Minor," or "Initial" Storm, which has a 2- year recurrence interval. The second event considered is the "Major Storm," which has a 100-year recurrence interval. The third storm computed, for comparison purposes only, is the 10-year event. 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. ' E. Hydraulic Criteria 1. As previously noted, the subject property historically drains to the north, east, and ' south. The north flows are collected in an existing inlet on Limon Drive then conveyed to an existing 42" storm sewer that continues down Drake Avenue, the center flows are collected in a series of water quality ponds designed with the Rigden ' Farm Filing No. 1 and No. 6, and the south flows are collected into an existing inlet on Custer Drive that ultimately discharges to an existing water quality pond designed with Rigden Farm Filing No. 1. ' 2. All drainage facilities proposed with the Rigden Farm 14" Filing Replat project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria ' Manual. 3. As stated previously, the subject property is not located within a FEMA regulatory ' floodplain. 4. The Rigden Farm 14' Filing Replat project does not propose to modify any natural drainageways. ' F. Floodplain Regulations Compliance 1. As previously mentioned, all structures are located outside of any FEMA 100-year ' floodplain, and thus are not subject to any floodplain regulations. G. Modifications of Criteria ' 1. The proposed development is not requesting any modifications to criteria at this time. ' IV. DRAINAGE FACILITY DESIGN A. General Concept ' 1. The main objectives of the Rigden Farm 141" Filing Replat drainage design are to maintain the allowable storm runoffs as outlined within the "Rigden Farm — Northwest Roads" Utility Plans by JR Engineering, June 29, 2005. ' 2. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. Preliminary Drainage Report ,F 6 .V INORTHERN ' ENGINEERING Rigden Farm 14" Filing Replat ' 3. The Rigden Farm 14' Filing Replat project divided the site into three (3) major drainage basins, designated as Basins A, B, and C. The project further subdivided Basin B in to twelve (12) sub -basins, designated as Basins B-1, B-2, B-3, B-4, B-5, ' B-6, B-7, B-8, B-9, B-10, B-11, and B-12. The drainage patterns anticipated for each basin and sub -basin are further described below. Basin A ' Basin A consists of proposed multi -family condos, sidewalk, and landscaped areas. A portion of the runoff from Basin A is collected in an on -site inlet, and a portion of the runoff from this basin is intercepted by an existing inlet at Iowa Drive and Limon ' Drive. The onsite inlet will convey flows from Basin A into the existing inlet at Iowa Drive and Limon Drive. This existing inlet conveys flows to the existing 42" storm sewer in Limon Drive. No previous studies had accounted for flows from this lot into the existing sewer. Calculations based on the upstream flows from Rigden Farm Filing ' No. 8 and Rigden Farm — Northwest Roads were conducted to ensure that the existing storm sewer and existing inlet could handle the increased flows from Basin A. Routed Hydrologic calculations show an increase from 3 1. 10 cfs to 31.69 cfs during a 100-yr ' event. This equates to maximum increase of 0.59 cfs within the 42" storm sewer. This is considered within the range of error for the pipe. ' Basin B Basin B consists of proposed multi -family condos, sidewalks, landscaped areas, porous pavers, and asphalt. Basin B is collected in the existing 42" storm sewer that t bisects the site. This storm sewer conveys flows to a series of existing water quality ponds designed with Filing No. 1. The Drainage Plan for Rigden Farm — Northwest Roads was referenced to determine the total allowable flows to the existing water quality ponds. The 2-yr and 10-yr flows from Basin B were calculated at 5.59 cfs and 9.54 cfs, respectively. These are within the range shown by the Rigden Farm - Northwest Roads Drainage Plan for the 2- yr and 10-yr events of 5.60 cfs and 9.56 cfs, respectively. The 100-yr event is calculated to produce 30.29 cfs of runoff, this is more than the 23.68 cfs allowed in the previous drainage plan. As such, the inlet at Design Point 6 will be restricted to receive only allow 1.75 cfs (of the 100-yr flow of 3.88 cfs) during a 100-yr storm, and the storm system from Basins B-6, B-7, and B-8 ' will be restricted to conveying the 2 year flows. This will restrict the flows from Basin B to 21.94 cfs below the allowable as stated in the Rigden Farm — Northwest Roads Drainage Plan (23.68 cfs). Additional 8.35 cfs flows will back up in the system and ' release at Design Point 8 down a concrete rundown to the existing inlet in Custer Drive. The sub -basins B-9, B-10, and B-11 are collected by existing inlets designed in the Filing No. 8 Drainage Plan. The existing storm sewer was designed with ' additional capacity. As such, all 100-yr flows generated by sub -basins B-9, B-10, and B-11 were shown as being intercepted by the existing inlets. Basin C Basin C consists of proposed multi -family condos, sidewalks, and landscaped areas. All runoff in Basin C-1 is collected in the curb and gutter in Iowa Drive, Custer Drive, or Illinois Drive, and is conveyed to the existing inlet at Iowa Drive and Custer Drive. ' The 2-yr and 100-yr flow calculated for Basin C-1 are 0.65 cfs and 3.24 cfs, respectively. These flows are well below the 2-yr and 100-yr flows allowed by the Rigden Farm — Northwest Roads Drainage Report for the existing inlet, 2.74 cfs and ' 10.96 cfs. During a 100-yr event 8.35 cfs of additional flows will be directed from Basin B to the concrete rundown from Basin C. The combined flows from Basin B and Basin C during a 100-yr storm are calculated as 11.59 cfs. This is 0.63 cfs ' Preliminary Drainage Report p 7 (NORTHERN ' ENGINEERING Rigden Farm 14`h Filing Reply above what planned based on the Northwest Roads Drainage Report. This difference is considered negligible. If the flows from the upstream basin were routed, this difference would disappear or be minimized to almost nothing. ' The existing inlet conveys flows to the existing storm sewer system in Custer Drive, ultimately outfalling into Water Quality Pond 2 (see Rigden Farm Filing One Drainage Plan) that releases to the Foothills Regional Channel. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. ' B. Specific Details 1. All storm sewers were modeling using Hydraflow Storm Sewers Extension for ' Autodesk AutoCAD. 2. The concrete rundown was modeled in Hydraflow Express. iV. CONCLUSIONS ' A. Compliance with Standards 1. The drainage design proposed with the Rigden Farm 14`h Filing Replat project complies with the City of Fort Collins' Stormwater Criteria Manual. ' 2. The drainage design proposed with the Rigden Farm 141h Filing Replat project complies with the City of Fort Collins' Master Drainage Plan for the Foothills Drainage ' 3. Basin. There floodplains are no regulatory associated with the development. 4. The drainage plan and stormwater management measures proposed with the ' development are compliant with all applicable State and Federal regulations governing stormwater discharge. 5. The site achieves the requirements set forth by the City of Fort Collins for Low Impact ' Development (LID) by providing 37% of total paved areas as permeable pavers and providing 50% of total impervious areas as being treated through an LID treatment, drywells. B. Drainage Concept ' 1. The drainage design proposed with this project will effectively comply with previous studies and will limit any potential damage or erosion associated with its stormwater runoff. All existing downstream drainage facilities are expected to not be impacted negatively by this development 2. The proposed development will not have any impact on the Master Drainage Plan recommendations for Rigden Farm. ' 3. The drainage design is anticipated to be very conservative. We have omitted any runoff reduction that will manifest due to infiltration from drywells and pervious pavement. This is currently unable to be calculated with available soils data. Preliminary Drainage Report - 8 W INORTHERN ENGINEERING, nil References 1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 2. Preliminary Subsurface Exploration Report, Rigden Farm Northwest Fort Collins. Colorado, May 5, 2005, Earth Engineering Consultants, Inc.(EEC Project No. 1052053). 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. 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Wednesday, Sep 17 2014 ' Basin C Concrete Rundown Rectangular Bottom Width (ft) = 2.00 Highlighted Depth (ft) = 0.50 Total Depth (ft) = 0.50 Q cfs = 8.350 ' Invert Elev (ft) = 4927.02 Area (sqft) Velocity (ft/s) = 1.00 = 8.35 Slope (%) = 2.00 Wetted Perim (ft) = 3.00 N-Value = 0.012 Crit Depth, Yc (ft) = 0.50 ' Top Width (ft) = 2.00 Calculations EGL (ft) = 1.58 Compute by: Known Q Known Q (cfs) = 8.35 Elev (ft) Section Depth (ft) ' 49 28.00 ' 4927,75 ' 4927.50 4927.25 1 4927.00 ' 4926 75 0.98 0.73 0.48 0.23 -0.02 -0.27 0 .5 1 1.5 2 2.5 3 ' Reach (ft) I 1 F 1 1 1 1 1 1 1 1 1 1 1 NortbernEngineering.com // 970.221.4158 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 2/Inlet B4 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P = 2(L + W) Q = 3 .0 P H • where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) 0 5 • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 4.00 3.50 - �L01111:11 3.00 � W 2.50 2.00 m 1.50 1.00 0-50 - - 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 2.4 Width of Grate (ft): 1.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4930.410 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfS) (cfS) (cfs) 0.00 4930.41 0.00 0.00 0.00 0.05 4930.46 0.13 0.90 0.13 0.10 4930.51 0.36 1.27 0.36 0.15 4930.56 0.66 1.56 0.66 0.20 4930.61 1.02 1.80 1.02 02 0.25 4930.660 1.43 2.02 1.43 0.30 4930.71 1.87 2.21 1.87 0.35 4930.76 2.36 2.38 2.36 0.40 4930.81 2.88 2.55 2.55 0.45 4930.86 3.44 2.70 2.70 0.50 4930.910 4.03 2.85 2.85 Inlet at Design Point 2 is designed to intercept the full 2- r flow of 0.95 cfs at the elevation 4930.61. I I I I 1 i 1 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 311n1et B2-1 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: ' where P=2(L+W) Q = 3 .0 P H I.S ' where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH 0.5 • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 1.80 1.60 Weir- v v 1-440 Orifice Flow- 4 1.20 1.00 L 0.80 0.60 .F - 02 � 0.40 0.20 0.00 .o 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 Stage (n) If H > 1.792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 2.4 Width of Grate (ft): 1.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4931.220 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4931.22 0.00 0.00 0.00 0.02 4931.24 0.03 0.57 0.03 0.04 4931.26 0.09 0.81 0.09 0.06 4931.28 0.17 0.99 0.17 0.08 4931.30 0.26 1.14 0.26 Q2 0.10 4931.320 0.36 1.27 0.36 F 0.12 4931.34 0.47 1.40 0.47 0.14 4931.36 0.60 1.51 0.60 0.16 4931.38 0.73 1.61 0.73 0.18 4931.40 0.87 1.71 0.87 0.20 4931.420 1.02 1.80 1.02 Inlet at Design Point 3 is designed to intercept the full 2- r flow of 0.31 cfs at the elevation 4931.31 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 4/inlet 131-1 Governing Equations: At low flow depths. the inlet will act like a weir governed by the following equation: • where P = 2(L + W) Q = 3 .0 PH • where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH 0.5 • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 1.80 1.60 Weir Fbw 1.40 s-Onr¢e Fbw - 1.20 t 0.80 - m 0.60 0 0.40 0.20 0.00 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 020 Stage (ft) If H > 1-792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 2.4 Width of Grate (ft): 1.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4930.390 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4930.39 0.00 0.00 0.00 0.02 4930.41 0.03 0.57 0.03 0.04 4930.43 0.09 0.81 0.09 0.06 4930.45 0.17 0.99 0.17 0.08 4930.47 0.26 1.14 0.26 0.10 4930.490 0.36 1.27 0.36 F 02 0.12 4930.51 0.47 1.40 0.47 0.14 4930.53 0.60 1.51 0.60 0.16 4930.55 0.73 1.61 0.73 0.18 4930.57 0.87 1.71 0.87 0.20 4930.590 1.02 1.80 1.02 Inlet at Design Point 4 is designed to intercept the full 2-yr flow of 0.39 cfs at the elevation 4930.50 1 1 1 1 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 5/Inlet C4 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P= 2(L + W) Q= 3 .0 PH i • where H corresponds to the depth of water above the fiowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) 0.9 • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 25.00 ' �-Wxir Fbw 20.00 - Ongce Fbw w 15.00 $10.00� - -- N 0 5.00 - 0.00 -- 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir. Input Parameters: 0.80 0.90 1.00 Type of Grate: CDOT Type C Close Mesh Grate Shape Rectangular Length of Grate (ft): 3.33 Width of Grate (ft): 2.75 Open Area of Grate (ft): 7.54 Flowline Elevation (ft): 4929.160 Allowable Capacity: 50% Deoth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4929.16 0.00 0.00 0.00 0.10 4929.26 0.58 6.41 0.58 0.20 4929.36 1.63 9.06 1.63 0.30 4929.46 3.00 11.10 3.00 0.40 4929.56 4.61 12.81 4.61 0.50 4929.660 6.45 14.33 6.45 0.60 4929.76 8.48 15.69 8.48 0.70 4929.86 10.68 16.95 10.68 0.80 4929.96 13.05 18.12 13.05 0.90 4930.06 15.57 19.22 15.57� Q100 1.00 4930.160 18.24 20.26 18.24 Inlet at Design Point 5 full 100-yr flow of 15.13 cfs at the elevation 0.88 above the inlet elevation. I 11 1 11 1 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 6/Inlet A2.1A Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P = 2(L + W) Q = 3 .0 PHI • where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: ' where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) " ' where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 3.00 2.50 Wear Fbw - Orifice Fbw 2.00 1.50 t _e 1.00 - 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 Stage (ft) If H > 1.792 (A/P). then the grate operates like an orifice: otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 1.4 Width of Grate (ft): 2.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4929.650 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4929.65 0.00 0.00 0.00 0.04 4929.69 0.09 0.81 0.09 0.08 4929.73 0.26 1.14 0.26 0.12 4929.77 0.47 1.40 0.47 0.16 4929.81 0.73 1.61 0.73 0.20 4929.850 1.02 1.80 1.02 0.24 4929.89 1.34 1.97 1.34 0.28 4929.93 1.69 2.13 1.69� 1.75 cfs 0.32 4929.97 2.06 2.28 2.06 0.36 4930.01 2.46 2.42 2.42 0.40 4930.050 2.88 2.55 2.55 Inlet at Design Point 6 is designed to intercept a flow of 1.75 cfs at the elevation 4929.94 1 I 1 I I Area Inlet Performance Curve: Mgden Farm Filing 14 -Design Point 7/Inlet A10-1 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P = 2(L + W) Q = 3 .0 P H • where H corresponds to the depth of water above the f/owline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) ° - s • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 1.80 1.60 -�- �WeirFlow - 1.40 -- r-Omiw Fio. 1.20 Y iA 1.00 0.80 = 0.60 'o 0.40 ' 0.20 Orin 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 1.4 Width of Grate (ft): 2.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4928.800 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4928.80 0.00 0.00 0.00 0.02 4928.82 0.03 0.57 0.03 0.04 4928.84 0.09 0.81 0.09 0.06 4928.86 0.17 0.99 0.17 0.08 4928.88 0.26 1.14 0.26 0.10 4928.900 0.36 1.27 0.36 0.12 4928.92 0.47 1.40 0.47 0.14 4928.94 0.60 1.51 0.60 Q2 0.16 4928.96 0.73 1.61 0.73 0.18 4928.98 0.87 1.71 0.87 0.20 4929.000 1.02 1.80 1.02 Inlet at Design Point 7 is designed to intercept the 2- r flow of 0.63 cfs at the elevation 4928.95 III 1 1 1 I 1 11 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 8/Inlet A8 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation. • where P = 2(L + W) Q • where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: where A equals the open area of the inlet grate Q = 0.6 7 A (2 gH where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage -Discharge Curves 1.80 1.60 -Weir Fbw 1 .40 -i-Orilice Fbw -- 1.20 U 1.00 - w ' t 0.80- 0.60 0 0.40 - 0.20 - - 0.00 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 1.4 Width of Grate (ft): 2.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4928.300 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4928.30 0.00 0.00 0.00 0.02 4928.32 0.03 0.57 0.03 0.04 4928.34 0.09 0.81 0.09 0.06 4928.36 0.17 0.99 0.17 0.08 4928.38 0.26 1.14 0.26 0.10 4928.400 0.36 1.27 0.36 0.12 4928.42 0.47 1.40 0.47 Q2 0.14 4928.44 0.60 1.51 0.60 0.16 4928.46 0.73 1.61 0.73 0.18 4928.48 0.87 1.71 0.87 0.20 4928.500 1.02 1.80 1.02 Inlet at Design Point 8 is designed to intercept a the 2-yr flow of 0.53 cfs at the elevation 4928.43 11 J iJ 1 Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 911nlet A6 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: ' where P = 2(L + W) Q = 3 .0 P H 1.5 • where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: ' where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) 0.5 "where H corresponds to the depth of water above the centrold of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Stage - Discharge Curves 1.80 1.60 Nei, Fbw 1.40 --- Ormce Fbw w 1.20 1.00 t 0.80 0 0.60 0 0.40 0.20 --- - 0.00 - 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 Stage (ft) If H > 1,792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-3409 Shape Rectangular Length of Grate (ft): 1.4 Width of Grate (ft): 2.4 Open Area of Grate (ft): 1.50 Flowline Elevation (ft): 4929.800 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4929.80 0.00 0.00 0.00 0.02 4929.82 0.03 0.57 0.03 0.04 4929.84 0.09 0.81 0.09 0.06 4929.86 0.17 0.99 0.17 0.08 4929.88 0.26 1.14 0.26 0.10 4929.900 0.36 1.27 0.36 0.12 4929.92 0.47 1.40 0.47 0.14 4929.94 0.60 1.51 0.60 F Q2 0.16 4929.96 0.73 1.61 0.73 0.18 4929.98 0.87 1.71 0.87 0.20 4930.000 1.02 1.80 1.02 Inlet at Design Point 9 is designed to intercept the 2-yr flow of 0.67 cfs at the elevation 4929.95 ' II Area Inlet Performance Curve: Rigden Farm Filing 14 - Design Point 1311niets C1, C2, C3 ' II Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: ' where P = 2(L + W) Q - 3 .0 P H 1.5 where H corresponds to the depth of water above the flowline At higher Flow depths, the inlet will act like an orifice governed by the following equation: ' ' where A equals the open area of the inlet grate Q = 0.6 7 A (2 gH ) 0.5 " where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. ' However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: 2.00 1.80 1.60 m 1.40 1.20 1.00 W � 0.80 2 0.60 0 0.40 0.20 0.00 tWeirFbw Orifice Fbw Stage - Discharge Curves 0.D0 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir. Input Parameters: Type of Grate: Neenah R-2510 Shape Circular Length of Grate (ft): 1.25 Width of Grate (ft): 1.25 Open Area of Grate (ft): 0.40 Flowline Elevation (ft): 4929.160 Allowable Capacity: 50% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4929.16 0.00 0.00 0.00 0.05 4929.21 0.07 0.24 0.07 0.10 4929.26 0.19 0.34 0.19� Q2 0.15 4929.31 0.34 0.42 0.42 0.20 4929.36 0.53 0.48 0.48 0.25 4929.410 0.74 0.54 0.54 0.30 4929.46 0.97 0.59 0.59 0.35 4929.51 1.22 0.64 0.64 0.40 4929.56 1.49 0.68 0.68 0.45 4929.61 1.78 0.72 0.72 0.50 4929.660 2.08 0.76 0.76 Inlets at Design Point 13 are designed to capture full 2-yr flow of 0.72 cfs at the elevation 0.16 above the inlet elevation. Design Point 13 is divided among I 1 1r.,. , somew1w I 1 L ■ a NorthernEngineering.com // 970.221.4158 .�INORTHERN ENGINEERING en Farm 14`h Filin ' A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during ' construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly ' maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented ' during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. ' Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Utility Plans at final design will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division — Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. Preliminary Erosion Control Report r North ernEngineering.com // 970.221.4158 ICI ® mm 8 C-4 153 Ar Im ROAD�T-'�•�z__ o--------------- - 1D fm % � ! I, 'r -•��rrrm r' . C-10 `' I I ' ' I ) 1 n M4 1 c- 1 r ,� KMGEODrER4NT w ' yr ipETAe.A C-9 1 ol• �m � 009 °r 1 ' 1 - IRETAIL0 1 w 1 j 1 019 Ir `—j AID 1 •�• oeJ jI I b) am 1 Ar( i 1 08 et / � • � 1 �,-� i I I/ 1 I B 9 Igo I l a !' !- 1 I � Al 1 m 13-47 057 1 / 1 • 1 _ ' �--- --t - --- ----- 10 1 _ 1 1 1 52 . 1 1 A.. -�� ��-3z or ' 1 • 1 L 8-11 FlRSTB 4 j ��I DO1 Ir 1 Ow VIA 1 1 &rp I I, A-1 1-Z r ° sn 1 miAD ! `( I I WU •__ ---•- 4 � LDN - 1 ! I) °n u 1 j L.l B 2 IJ Y �r,i A-3 Q# . O62 A. li _ FiJILIIIE rAD 1 r i FVnfRE rAD F1lIMRE PAD DIa •r - 1 l LOT) LOT 6 1' 1 LDT S If Il \ ---------------------- az1 ' I 1 - 1 1 am 1 I ' 1 1 1 1 1 I 1 1 1 1 1 ■ SUMMARY RUNOFF TABLE i I SUMMARY RUNOFF TABLE ■ ■ 1 � . /�■ Q ■ 3• a_4 O +•' 00z rr • m • 1 • 1 1 1 I .a........rrrLIM .. DRIVE .........a............4 I OEF.��11� �a 010 E>•vam•�>•��mmmt® �0 ■a�■� �>•o�•amv0mm.�� 0��®0®��I�mm■� 0 `)♦��)•Sri•vl0mmm MOTION MEMBER t�s3)•��701�0m 0 00�05i��-•��i!•m®0 tn� I�i1•� �0 00 0 ®S'E)•�0�)•�I��tT �� 0o®NUNN �m®m 10110 E t:S�0000�E'®�1.0 mm00®m,m 1111171111111 SEEM ta00®��0�:�00 ma®�vv�t,_mmm mmm ov®mmm0®m® 000•t.T•��'�m0mmm ta0®mom-�00mmm pta>_®0000000 vam0m0�mmm, 000�000m0® 00® p■100®R�® 0�3�00000m0t� 00000�00m� ©m0ml0ta�mm�=�m ®m0�vy��mmm 1 p1l ( 1 1 � 1 1 \ \ 1 1 1 , 1 1 Q�0 1 OA-. LEGEND LE D1s°� I NORTH 1 1 GRAPHIC SCALE 1 A=BASIN IAol A B=AREA INN ACRES B v—m r ° C=COMPOSITE RUNOFF COEFFICIENTS (IOTA) N m 1 s 1 D= TE RUNOFF COEFFICIENTS N75 (IOORI E=DESIGN PONT OESIGNATO11 1 -� C, = BASIN BOUNDARY II--------- - CUSTER DRIVE oA-3 n I O C o r o� d Vly d -ie i 2 `^11N V Z LL J O W W' q� iz2�a �WU aN LL�So W O"w 0= 0 IL- _ City of Fort Collins, Colorado = EXISTING CONTOUR ILMUTY P P VAL AC A • = STORM MANHOLE APPRIONED 11 ty to • = STORM INLET CECKEDBT t � S46f .t cru UTIMO NUnF1C w CNEam BT CENIFA OF COLORAOO smfmw•mr UN ny "B°`ie ©I,EC 1-800.922-1987 oc�ln .Uh -- PRo�E�T No ad tt°eAlmv — .6 h O6]e3100z p° 634 6700 W CHECKED 111 AiIE DRAWING NAPA (aL f•9[S mtSm 4VWRi fl—ii•te RD[ f°u s a}a m wmx 6000RN raM m°•°Pulun"¢�°i° CIEIWD&v —6Au C12 .59 Ran unn2.ul mry vn Epne'vMl m InUE-fU I i fim Y GY m Fmt Cnll¢, }ykp °vmy R An:lq..y�j 6�m'rm -li°m.l mlo'mmmure0iii � (ITirc}FI Mi•tlb im Caltiu¢6 mClf%N 00 L(l CD nl T I 9 _ --EX 3/•MT -��=..ram=. 42 IN,- -----------------O'10'ANI[r , 0 d i / ♦ I � Q - - zR J1 • NIPS . _ _ `EX JO•RPa--_-____ __ 0. W� 00 70 I y 69 Ex I ♦ 1.15 .BS I O7 ` r ` 1 V I ♦ ,// 1 i.00 01 _ .7 .85 — .� ".'� CX s' R21EErR '�fl 11 i I // ♦ I 64 76 .23 sss Is' Rap _ •: 1.� I l0• THE R XAEi / I I I HI' TYPE a NfET 032 1 - 07 / 3 86 i I v' , O Y 18• 2 I sIYN 5 ' I 9 &5 I / SDI '1 I t /' IC IYPERNLEr ♦ W 1 _ s- smw_c ' S- I EX sRM i e R� ' ^ w 5' TYPE PINIET / 1 1 " tC5- I I " 9�TYPE C AREA f i 11111 INLET I _ - LBO - I i 1� 5 Li N LJ - J6yRCP !2 RCP — /UnU LILT 9 sodW k�< _- __ owl ®li 1 try It II i L �/ Mg 00 00 Opp ap 1 Om ---- 'fX Al XIf � ItPE/B "n4mm A - / / /— — � � CY119WAlXlV IKE! //D - _ _ — � _ _TDOW v _ - -- - 10 - - - - T CUSTERV - _ _ _ _ - RFD Iia - _ 1, 414 ♦ 1j, \ X• TYPE 1 NNRAP CALL U11UTY NOTIFICATION CIENTFR OF COLORADO 1-800.922-1987 LAIL 2-BUSINESS DAYS IN ADVANCE BEFORE YW 010. GRADE. OR EXCAVATE FOR THE NARKING OF UNDERGROUND MEMBER UTXITIES. LEGEND 111111-TM 1• M PROPOSED INLET AND PIPE FLARED END SECTOR PROPOSED INLET LOCATION EXISTING V CONTOUR EXISTING I• COITORI PROPOSED 5• CONTOUR PROPOSED V CONTOUR m SIR DRAINAGE BASIN BOUNDAR! BASIN NUMBER MINOR 1.0 20 MINOR RUNOFF COEFFICIFn� Q�AREA IN ACRES 1--DESIGN POINT 50 25 0 50 JOB SCALE 1• - 500 IV/�1 WC=ypn_' <yw1Zw SVJj3 or MO 3U~KWWW mF ja=ayR WNy�iN Na>n_Y� FNKKVKY VO unn�.l.1yl- zxnaonzwo ao N h O O M p ¢ I 1` gOpNvl N N O W N � ^N Q 4 F O p o W 01A, "m a _ 0aI �Zx �Oa 8Q Mal>_ i(t \ yWj 6 X H W W PRFPII® NIFQ M MS1:1 9iVN19P1 6 � EFD/f 7 W Y m W Y m Y QYoo O .y 91w•'�!� N (�J VI 0 W� O Y 28262 AXD R Z J rn a LY)Yn aYTN .ARE pA1[ �. o NI AIo oX ERNE M A EXOImIRI K K Q City of Fort Collins, Colorado I- Z UTILITY PLAN APPROVAL U. N Ly2� Q O APPROVED,L B W Y F.RFry pyY F"TT•� r w CHECKED BY: u A Ed _ Q. YaI- tr DOL Q' O Q Y Z CHECKED BY: F st—.'t U011, CHECKED BY: Pm trA . w oma CHECKED BY. 11A 1. Eaq Date SHEET 10 OF 22 CHECKED BY._ oaI! ,LOB N0. 39184.15 W!t•lii-YM.tl6xmNaa �l!WlCtl FACaUm.KVW:ILM- C-3 21U58 _ _ Olc 66 69 n ra- / III EX is- RDU 1 n � I I ID IK R!' rnr R RRrr J I c Er 3, IWO A1XEr III 'y. 41 ' a .. -► ' 11 U ' J III I _---------_--- a •- .' _ ` I ♦J' I IN � �I,l J' T • i Ili v u l�fl J 11 I II Jr / III 1 _____-_-__-_____ A 6 ------'--- �� III I ,yr II l / II W / / In Ul _ \ \_ - CTAPHII'AIKM EN£r pv6 LLi / EX r!' rni R AHEr \\" ` <` __ mot' - -- - - - -w ISO -� / •. \\ EF'XRPEETfE ry _ + � I I I I � � i, T � \�\ _�/� CCIbMF IFl1'M(T /Io \ • .. </ / / ` v DRAINAGE SUMMARY TABLE -ULTIMATE FLOWS rrlemur Au. I CRI I Cuol I Curl 1 1.1E1 1 muol tclIN) glaor I 000n01 e�en..In lore IXUIIIAf� I simcTUE !®AA1q P""7, N. 85 U to NTSS. U [YMIYq NrBS Br\90 MT68 li I o � 2 \ro� Fim<K E lein ��r ��Rt«iiso< 1(EYMAP c`av lLL 1 � N 0 m N CALL UTILITY NOTIFICATION & o o CENTER OF COLORADO o o g'^ 1-800-922-1987 W 8 o C" 2-BUSINESS DAYS IN a O ADVANCE BEFORE YOU BIG, a K j Ui rn n GRADE. OR EXCAVATE FOR THE I N Z q MARKING OF UNDERGROUND MEMBER UTILITIES a 3 $ O r U = N o � LEGEND oLL M IM PROPOSED INLET AND PIPE FLARED END SECTION PROPOSED INLET LOCATION y cuii EXISTING 5' CONTOUR EXISTING V CONTOUR PROPOSED 5' CONTOUR En S PROPOSED V CONTWR j17y1 ' e up DRAINAGE BASIN BOUNDARY BASIN NLM8ER 1.0 20 MINOR RUNOFF COEMCIENT AREA IN ACRES DESIGN P(YNT 50 25 0 50 100 SCALEV - So' eKr N E ry w u � FIRPIIRD iXml lIE D.EC1 4RFRMlOI O �yS m m m a O < y- 28M2•� W C 21 F AXD Z J to a I N coon aurl WE RAW O EW J FA AID al ENWI OF J ENrlmR1 CC Ix Q City of Fort Collins, Colorado < f- N < UTILITY PLAN APPROVAL / APPROVED H 3 a w 0 . N Engl {( DON CHECI BY MA — Q UMw A AM1 UMN DON Z CHECKED BY1,69SI—W UIY.y CHECKED BY: lilk PsIU A XmMim DUN CWCKFD BY AIA- r,.Rc Enarww M. SKEET 11 Of 22 CHECKED by '- Da. JOB W 30164.15 C-3 2i, 5d aw>aue�.r �+ro,cem.wemr.-a,<.n:4"-.esw.� >�. ����.�w �aem.�a,m. msv wn amp. al wat rmc.11.LmFa+n ui\ ■ NorthernEngineering.com 11 970.221.4158 i BOOOKLVN PARK ROV/HOUSES NORTH HEARTH PROP TI S LLC N w o x Bo DAD Feet C IN 1 II I 1 BWn FEET n. i M ImEm jm0�= LEGEND PROP RT. BOUNDARY — — — — NUNNBaUNDARY AM Won — - PROWBED BTDVM CHEWER — — — FLOWN PATH DRAINAGE Baas BUBSE IN BB DESIGnowT NOTES: T THE SIM TYPE AND LIGATION OF ALL KNOWN UNWFAWTL UTILITIES AGE APFAOMMATE WHEN SHOWN ON THESE DRANNDS 14 4M1L BE THE RESIONSDUTY V THE COTRACTOi TO VERIFY THE EM5TENCE OF AIL UNDERGROUND UTILITIES IN TIE AREA Of THE WORN. BEPOIE COMMENCING NEW CONSTRUCTON. TIE CONTRACTOR SHAU BE RESPON4&E FOR IOCAING ALL VHJEROtWND UNITES AND SHALL WE RESPONSIBLE EQ F0 ALL UNKNOWN UNDERGROUND Lain TES. 2 MEER TO TNE'nKAL DRAINAGE AND EROBON CM1R0. MEPORT FOR MIDEH FARM LN EIUNG REPLAT BY NORTHERN ENGINEERING DAM MAY 21, =4 FOR ADOTONAL INFORMATION FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION City of Fore Collins. Colorado UTILITY PLAN APPROVAL APPROVED CHECKED BY: r OMECKM BY: unity Date CHECKED by, —D ate C1FL%m BY: —Date CHECKED BY: .. to Zc7 x W W I— z B O(7 aa� ZW 8 �tl 'qF `