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HomeMy WebLinkAboutFOX GROVE - PDP - PDP130029 - REPORTS - DRAINAGE REPORTJune 18, 2013 PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR FOX GROVE Fort Collins, Colorado Prepared for: Imago Enterprises 140 Palmer Dr. Fort Collins, CO 80525 Prepared by: 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 www.northernengineering.com Project Number: 335-008  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. June 18, 2013 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Preliminary Drainage and Erosion Control Report for Fox Grove Dear Staff: Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review. This report accompanies the Project Development Plan submittal for the proposed Fox Grove 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. Aaron Cvar, PE Project Engineer Fox Grove Preliminary Drainage Report TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1 A. Location ............................................................................................................................................. 1 B. Description of Property ..................................................................................................................... 2 C. Floodplain.......................................................................................................................................... 4 II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4 A. Major Basin Description .................................................................................................................... 4 III. DRAINAGE DESIGN CRITERIA ................................................................................... 5 A. Regulations........................................................................................................................................ 5 B. Four Step Process .............................................................................................................................. 5 C. Development Criteria Reference and Constraints ............................................................................ 6 D. Hydrological Criteria ......................................................................................................................... 6 E. Hydraulic Criteria .............................................................................................................................. 6 F. Modifications of Criteria ................................................................................................................... 6 A. General Concept ............................................................................................................................... 7 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 - Water Quality Design Computations APPENDIX C – Stormwater Management Model (SWMM) APPENDIX D – Erosion Control Report APPENDIX E – FIRMette Fox Grove Preliminary Drainage Report LIST OF TABLES AND FIGURES: Figure 1 – Aerial Photograph ................................................................................................ 2 Figure 2– Proposed Site Plan ................................................................................................ 3 Figure 3 – Existing Floodplains ............................................................................................. 4 MAP POCKET: Proposed Drainage Exhibit Fox Grove Preliminary Drainage Report 1 I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map 2. The project site is located in the northwest quarter of Section 15, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado . 3. The proposed development site is located southeast of the I-25/Mulberry (State Highway 14) interchange in Fort Collins, Colorado. The site is situated along the existing I-25 east frontage road, just south of the existing Interchange Business Park development. 4. The proposed development site is in the City of Fort Collins Boxelder Creek Basin. Detention requirements for this basin are to detain the difference between the 100- year developed inflow rate and the historic 2-year release rate. However, if it can be shown by basin modeling that undetained flows from the developed site would result in no increase in peak discharge within Boxelder Creek, the detention requirement would be waived. No modeling has been done at the present, but may be considered as this project progresses. The current submittal does show proposed on-site detention. Fox Grove Preliminary Drainage Report 2 5. The existing Interchange Business Park site is located just north of the project site. Boxelder Creek runs along the west property boundary. 6. Minimal offsite flows from the north are received by the project site. Two offsite basins to the north of the site have been identified and are shown on the Drainage Exhibit. B. Description of Property 1. The development area is roughly 36 net acres. Figure 1 – Aerial Photograph 2. The subject property is currently leased for farming purposes. The ground cover generally consists of row crops. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the interior of the property. General topography slopes from north to south. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx, the site consists of Kim Loam (Hydrologic Soil Group B) and Nunn Clay Loam (Hydrologic Soil Group C). 4. The proposed project site plan is composed of residential development. Associated roadways, water and sewer lines will be constructed with the development. Detention/Water Quality will be placed near the southeast corner of the site and will treat the majority of developed runoff prior to discharge into the adjacent Boxelder Creek. Fox Grove Preliminary Drainage Report 3 Figure 2– Proposed Site Plan 5. Boxelder Creek runs along the west property boundary. 6. The proposed land use is residential. Fox Grove Preliminary Drainage Report 4 C. Floodplain Figure 3 –Area Floodplain Mapping 1. A portion of the subject property is encroached by the FEMA 100-year floodplain (Boxelder Creek). 2. FEMA FIRM Panel Number 1003G for Larimer County, Dated May 2, 2012 is referenced in this study. A FIRMette of the area is provided in the appendix. 3. Base (100-year) flood elevations in the vicinity of the proposed project range from 4925.0 to 4930.5 (elevations referenced to the City of Fort Collins NAVD-88). 4. The project is located outside of the 100-year floodplain but a portion of the project is within the 500-year floodplain. 5. The Boxelder Creek floodway is located near the north and west boundaries of the property. No fill is proposed within the floodway. Proposed grading will tie-in with existing grades outside of the floodway boundary. 6. The benchmark for site survey work is listed as “Found 2.5-inch aluminum cap, stamped LS7839, at the corner of the Northwest Quarter of Section 15, Township 7 North Range 68 West of the 6th P.M.” (Elevation=4922.50, NGVD 29). II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 7. The proposed development site is in the City of Fort Collins Boxelder Creek Basin. Fox Grove Preliminary Drainage Report 5 Detention requirements for this basin are to detain the difference between the 100- year developed inflow rate and the historic 2-year release rate. However, if it can be shown by basin modeling that undetained flows from the developed site would result in no increase in peak discharge within Boxelder Creek, the detention requirement would be waived. No modeling has been done at the present, but may be considered as this project progresses. The current submittal does show proposed on-site detention. B. Sub-Basin Description 8. The subject property historically drains overland from north to south. There is an existing drainage swale that runs along the southern boundary of the site, which has historically collected the majority of onsite runoff. This swale then conveys runoff west, into Boxelder Creek. The proposed site will now direct the majority of runoff into an onsite Detention/Water Quality pond, which will discharge into Boxelder Creek. A more detailed description of the project drainage patterns follows in Section IV.A.4., below. III. DRAINAGE DESIGN CRITERIA A. Regulations There are no optional provisions outside of the FCSCM proposed with the proposed project. B. Four Step Process The overall stormwater management strategy employed with the proposed 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: Conserving existing amenities in the site including the existing vegetated areas. Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). Routing flows, to the extent feasible, through vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. 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, urban development of this intensity 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 using extended detention methods prior to exiting the site. Step 3 – Stabilize Drainageways There are no major drainageways within the subject property. While this step may not seem applicable to proposed development, the project indirectly helps achieve stabilized Fox Grove Preliminary Drainage Report 6 drainageways nonetheless. By providing water quality where none previously existed, sediment with erosion potential is removed from the downstream drainageway systems. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. The proposed project will improve upon site specific source controls compared to historic conditions: Trash, waste products, etc. that were previously left exposed with the historic trailer park will no longer be allowed to exposure to runoff and transport to receiving drainageways. The proposed development will eliminate these sources of potential pollution. C. Development Criteria Reference and Constraints The subject property is surrounded by currently developed properties. Thus, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: Existing elevations along the property lines will generally be maintained. As previously mentioned, overall drainage patterns of the existing site will be maintained. Elevations of existing downstream facilities that the subject property will release to will be maintained. 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 proposed 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. 3. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80th percentile rain event, which has been employed to design the project’s water quality features. The second event analyzed is the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The third event considered is the “Major Storm,” which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 4. 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 maintains historic drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated above, portions of the subject property are located in a FEMA regulatory floodplain and floodway. Fox Grove Preliminary Drainage Report 7 4. The proposed project does not propose to modify any natural drainageways. F. 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 project drainage design are to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. 2. Onsite Detention/Water Quality will be provided within Ponds 1, 3, and 4. The ponds will treat the majority of developed runoff prior to discharge into Boxelder Creek. TABLE 1 – Preliminary Pond Summary Pond Detention Vol. (Ac-Ft) Water Quality Vol. (Ac-Ft) Total Vol. (Ac- Ft) Peak 100-Yr Release (cfs) 1 4.554 0.502 5.056 6.00 2 0.523 0.000 0.523 18.70 3 1.342 0.137 1.479 1.60 4 0.941 0.082 1.023 0.40 3. The drainage patterns anticipated for proposed drainage basins are described below. Basins A – C, and E Basins A – C, and E consists of residential development. These basins will drain generally via street curb and gutter to a storm drain system which will direct developed runoff to detention/water quality ponds 2 – 4. Basin D Basins consists of open space and a small portion of proposed roadway. This basin will drain undetained into the existing drainage swale that runs along the southern boundary of the site, which has historically collected the majority of onsite runoff. This swale then conveys runoff west, into Boxelder Creek. Basin F Basin F consists of future residential and commercial development. It is anticipated that this basin will drain generally via street curb and gutter to a storm drain system which will direct developed runoff to detention/water quality pond 1. A percent imperviousness value of 70% has been assumed for this basin and must be confirmed when this portion of the site undergoes final site planning. Fox Grove Preliminary Drainage Report 8 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. Standard water quality treatment in the form of Extended Detention will be provided for the proposed development within the lower stage of Pond 1. Further documentation of treatment volumes and removal rates of stormwater BMPs will be documented with the Final Drainage Report prepared during the City FCP process. 2. LID features will be incorporated at Final Design. 3. Final design details, construction documentation, and Standard Operating Procedures (SOP) Manual shall be provided to the City of Fort Collins for review prior to Final Development Plan approval. A final copy of the approved SOP manual shall be provided to City and must be maintained on-site by the entity responsible for the facility maintenance. Annual reports must also be prepared and submitted to the City discussing the results of the maintenance program (i.e. inspection dates, inspection frequency, volume loss due to sedimentation, corrective actions taken, etc.). 4. Proper maintenance of the drainage facilities designed with the proposed development is a critical component of their ongoing performance and effectiveness. The water quality pond will be designed at Final to be easily accessed by maintenance staff via gentle slopes provided to the bottom of the pond. 5. The drainage features associated with the proposed project are all private facilities, located on private property. V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins’ Stormwater Criteria Manual. 2. The drainage design proposed with this project complies with the Boxelder Creek Master Plan. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. 4. The proposed development will be designed at Final in compliance with Chapter 10 of City Code. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by providing detention and extended detention. 2. The drainage concept for the proposed development is consistent with the Boxelder Creek Master Plan. Fox Grove Preliminary Drainage Report 9 References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. 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. 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. APPENDIX A HYDROLOGIC COMPUTATIONS CHARACTER OF SURFACE: Runoff Coefficient Percentage Impervious Project: 335-008 Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC Asphalt ……....……………...……….....…...……………….………………………………… 0.95 100% Date: Concrete …….......……………….….……….………………..….…………………………… 0.95 90% Gravel ……….…………………….….…………………………..…………………………… 0.50 40% Roofs …….…….………………..……………….……………………………………………. 0.95 90% Pavers…………………………...………………..……………………………………………. 0.40 22% Lawns and Landscaping Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0% Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf = 1.00 100-year Cf = 1.25 Basin ID Basin Area (s.f.) Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Roofs (ac) Area of Gravel (ac) Area of Lawns and Landscaping (ac) 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient Composite % Imperv. A 258746 5.94 Note: For preliminary calculations, Composite Runoff Coefficients are 0.55 0.55 0.69 45% B 308405 7.08 based on Table RO-10. 0.55 0.55 0.69 45% C 185130 4.25 Composite % Imperviousness has been estimated based 0.55 0.55 0.69 45% D 155074 3.56 on UDFCD USDCM, Vol. I, Figures RO-3 and RO-4. 0.55 0.55 0.69 45% E 69696 1.60 0.55 0.55 0.69 45% F 584140 13.41 0.77 0.77 0.96 70% OS1 74923 1.72 0.35 0.35 0.44 20% OS2 291852 6.70 0.55 0.55 0.69 45% DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I. Overland Flow, Time of Concentration: Project: 335-008 Calculations By: Date: Gutter/Swale Flow, Time of Concentration: Tt = L / 60V Tc = Ti + Tt (Equation RO-2) Velocity (Gutter Flow), V = 20·S½ Velocity (Swale Flow), V = 15·S½ NOTE: C-value for overland flows over grassy surfaces; C = 0.25 Is Length >500' ? C*Cf (2-yr Cf=1.00) C*Cf (10-yr Cf=1.00) C*Cf (100-yr Cf=1.25) Length, L (ft) Slope, S (%) Ti 2-yr (min) Ti 10-yr (min) Ti 100-yr (min) Length, L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) Length, L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) 2-yr Tc Rational Method Equation: Project: 335-008 Calculations By: Date: From Section 3.2.1 of the CFCSDDC Rainfall Intensity: A A 5.94 13 13 11 0.55 0.55 0.69 1.98 3.39 7.42 6.5 11.1 30.3 B B 7.08 12 12 10 0.55 0.55 0.69 2.05 3.50 7.72 8.0 13.6 37.6 C C 4.25 13 13 10 0.55 0.55 0.69 2.02 3.45 7.72 4.7 8.1 22.6 D D 3.56 31 31 30 0.55 0.55 0.69 1.27 2.16 4.56 2.5 4.2 11.2 E E 1.60 13 13 10 0.55 0.55 0.69 2.02 3.45 7.72 1.8 3.0 8.5 F F 13.41 14 14 11 0.77 0.77 0.96 1.92 3.29 7.57 19.8 34.0 97.7 OS1 OS1 1.72 25 25 23 0.35 0.35 0.44 1.43 2.44 5.26 0.9 1.5 4.0 OS2 OS2 6.70 22 22 16 0.55 0.55 0.69 1.55 2.64 6.30 5.7 9.7 29.0 Area, A (acres) Intensity, i2 (in/hr) 100-yr Tc (min) DEVELOPED RUNOFF COMPUTATIONS C100 Design Point Flow, Q100 (cfs) Flow, Q2 (cfs) 10-yr Tc (min) 2-yr Tc (min) C2 Flow, Q10 (cfs) Intensity, i100 (in/hr) Basin(s) ATC June 1, 2014 Intensity, i10 (in/hr) Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1 C10 Q  C f  C i  A DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family * Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. C A = K A + ( 1 . 31 i 3 − 1 . 44 i 2 + 1 . 135 i − 0 . 12 ) for CA ≥ 0, otherwise CA = 0 (RO-6) C CD = K CD + ( 0 . 858 i 3 − 0 . 786 i 2 + 0 . 774 i + 0 . 04 ) (RO-7) C B = (CA + C CD ) 2 2007-01 RO-9 Urban Drainage and Flood Control District 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. 33 (11) Section 4.0 is amended to read as follows: 4.0 Intensity-Duration-Frequency Curves for Rational Method: The one-hour rainfall Intensity-Duration-Frequency tables for use the Rational Method of runoff analysis are provided in Table RA-7 and in Table RA-8. Table RA-7 -- City of Fort Collins Rainfall Intensity-Duration-Frequency Table for Use with the Rational Method (5 minutes to 30 minutes) 2-Year 10-Year 100-Year Duration (min) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.8 8 2.4 4.1 8.38 9 2.3 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.5 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.3 17 1.75 2.99 6.1 18 1.7 2.9 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.6 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.2 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.6 30 1.3 2.21 4.52 34 Table RA-8 -- City of Fort Collins Rainfall Intensity-Duration-Frequency Table for Use with the Rational Method (31 minutes to 60 minutes) 2-Year 10-Year 100-Year Duration (min) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.0 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.8 40 1.07 1.83 3.74 41 1.05 1.8 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.6 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.9 1.54 3.14 53 0.89 1.52 3.1 54 0.88 1.5 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.4 2.86 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. APPENDIX B WATER WAWAWATER QUALITY DESIGN COMPUTATIONS WATER QUALITY POND DESIGN CALCULATIONS Pond 1 Project: 335-008 By: ATC Date: 6/1/14 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 20.950 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 61.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.6100 <-- CALCULATED WQCV (watershed inches) = 0.240 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.502 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = ** <-- INPUT from stage-storage table AREA REQUIRED PER ROW, a (in 2 ) = ** <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = ** <-- INPUT from Figure 5 n = ** <-- INPUT from Figure 5 t (in) = ** <-- INPUT from Figure 5 number of rows = ** <-- CALCULATED from WQ Depth and row spacing **To be completed at final design WATER QUALITY POND DESIGN CALCULATIONS Pond 3 Project: 335-008 By: ATC Date: 6/1/14 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 7.080 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 45.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4500 <-- CALCULATED WQCV (watershed inches) = 0.193 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.137 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = ** <-- INPUT from stage-storage table AREA REQUIRED PER ROW, a (in 2 ) = ** <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = ** <-- INPUT from Figure 5 n = ** <-- INPUT from Figure 5 t (in) = ** <-- INPUT from Figure 5 number of rows = ** <-- CALCULATED from WQ Depth and row spacing **To be completed at final design WATER QUALITY POND DESIGN CALCULATIONS Pond 4 Project: 335-008 By: ATC Date: 6/1/14 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 4.250 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 45.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4500 <-- CALCULATED WQCV (watershed inches) = 0.193 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.082 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = ** <-- INPUT from stage-storage table AREA REQUIRED PER ROW, a (in 2 ) = ** <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = ** <-- INPUT from Figure 5 n = ** <-- INPUT from Figure 5 t (in) = ** <-- INPUT from Figure 5 number of rows = ** <-- CALCULATED from WQ Depth and row spacing **To be completed at final design APPENDIX C STORMWATER MANAGEMENT MODEL (SWMM) 1 2 3 F 6 out1 out2 outF out3 mh2 4 pond1 pond2 pond3 pondF FtCollins-100yr 11/21/2012 00:15:00 SWMM 5 Page 1 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ NOV-21-2012 00:00:00 Ending Date .............. NOV-21-2012 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.876 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 1.797 0.668 Surface Runoff ........... 7.991 2.969 Final Surface Storage .... 0.151 0.056 Continuity Error (%) ..... -0.630 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 7.991 2.604 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 3.506 1.143 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 4.483 1.461 Continuity Error (%) ..... 0.028 ******************************** SWMM 5 Page 1 Highest Flow Instability Indexes ******************************** Link out1 (18) ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 1 3.67 0.00 0.00 0.82 2.82 0.60 52.97 0.769 2 3.67 0.00 0.00 0.84 2.80 0.51 43.69 0.764 3 3.67 0.00 0.00 0.83 2.82 0.33 28.69 0.769 F 3.67 0.00 0.00 0.44 3.18 1.17 109.73 0.868 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- mh2 JUNCTION 0.24 0.26 101.26 0 01:24 4 OUTFALL 0.24 0.26 100.26 0 01:25 pond1 STORAGE 0.21 1.11 106.11 0 00:53 pond2 STORAGE 4.38 5.41 111.41 0 02:10 pond3 STORAGE 3.74 4.39 111.39 0 02:16 pondF STORAGE 3.63 4.46 106.46 0 02:13 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- mh2 JUNCTION 0.00 8.00 0 01:24 0.000 1.142 4 OUTFALL 0.00 8.00 0 01:25 0.000 1.142 pond1 STORAGE 52.97 52.97 0 00:40 0.598 0.598 pond2 STORAGE 43.69 43.69 0 00:40 0.514 0.514 SWMM 5 Page 2 pond3 STORAGE 28.69 28.69 0 00:40 0.325 0.325 pondF STORAGE 109.73 124.14 0 00:40 1.167 1.764 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- pond1 STORAGE 6.01 1.106 8.894 pond2 STORAGE 6.01 5.407 4.593 pond3 STORAGE 6.01 4.387 5.613 pondF STORAGE 6.01 4.455 5.545 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- pond1 3.272 0 0 24.480 1 0 00:52 19.35 pond2 43.395 26 0 58.584 34 0 02:10 1.60 pond3 33.197 20 0 40.988 24 0 02:16 0.40 pondF 143.683 14 0 198.482 20 0 02:13 6.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 4 97.23 7.27 8.00 1.142 ----------------------------------------------------------- System 97.23 7.27 8.00 1.142 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- SWMM 5 Page 3 Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 6 CONDUIT 8.00 0 01:25 14.48 0.00 0.03 out1 DUMMY 19.35 0 00:53 out2 DUMMY 1.60 0 00:50 out3 DUMMY 0.40 0 01:24 outF DUMMY 6.00 0 01:18 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Wed Jun 18 11:20:13 2014 Analysis ended on: Wed Jun 18 11:20:13 2014 Total elapsed time: < 1 sec SWMM 5 Page 4 35 (12) A new Section 4.1 is added, to read as follows: 4.1 Intensity-Duration-Frequency Curves for SWMM: The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2-, 5-, 10-, 25-, 50-, and 100-year City of Fort Collins rainfall events are provided in Table RA-9. Table RA-9 – City of Fort Collins Rainfall Intensity-Duration-Frequency Table for Use with SWMM 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Duration (min) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 1.41 1.77 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 1.46 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 0.27 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 43 Table RO-13 SWMM Input Parameters Depth of Storage on Impervious Areas 0.1 inches Depth of Storage on Pervious Areas 0.3 inches Maximum Infiltration Rate 0.51 inches/hour Minimum Infiltration Rate 0.50 inches/hour Decay Rate 0.0018 inches/sec Zero Detention Depth 1% Manning’s n Value for Pervious Surfaces 0.025 Manning’s n Value for Impervious Surfaces 0.016 4.3.2 Pervious-Impervious Area Table RO-14 should be used to determine preliminary percentages of impervious land cover for a given land-use or zoning. The final design must be based on the actual physical design conditions of the site. Table RO-14 Percent Imperviousness Relationship to Land Use* LAND USE OR ZONING PERCENT IMPERVIOUS (%) Business: T CCN, CCR, CN E, RDR, CC, LC C, NC, I, D, HC, CS 20 70 80 90 Residential: RF,UE RL, NCL LMN,NCM MMN, NCB 30 45 50 70 Open Space: Open Space and Parks (POL) Open Space along foothills ridge (POL,RF) RC 10 20 20 *For updated zoning designations and definitions, please refer to Article Four of the City Land Use Code, as amended APPENDIX E FIRMETTE APPENDIX D EROSION CONTROL REPORT Preliminary Erosion Control Report EROSION CONTROL REPORT 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 the Utility Plans. The Final Plans will contain a full-size Erosion Control sheet 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 the Development Agreement for the development. 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, prior to any earth disturbance 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. MAP POCKET DRAINAGE EXHIBITS X X X X X X X X X X X X X X X X X X OHE OHE OHE X G POND 1 X X X X X X X X X X X X X X X X X X OHE OHE OHE X G 6 2 5 OS2 OS1 D OS1 OS2 F POND 2 POND 3 POND 4 1 3 4 4922.09FT NAVD 88 4926.89FT NAVD 88 XS#: 1185 CW SUBTRUST C/O AGUR FOUNDATION INDUSTRIAL DISTRICT (UNDEVELOPED) SUNFLOWER SUBDIVISION (SINGLE FAMILY) LOT 1 LEE MLD (UNDEVELOPED) FOX GROVE DRIVE HUNTSMAN DRIVE HUNTSMAN DRIVE KIT DEN DRIVE CARRIAGE PARKWAY (76' ROW) CARRIAGE PARKWAY TOD DRIVE FOX GROVE DRIVE FOX GROVE DRIVE HUNTSMAN DRIVE HUNTSMAN DRIVE KIT DEN DRIVE CARRIAGE PARKWAY (76' ROW) CARRIAGE PARKWAY TOD DRIVE FOX GROVE DRIVE These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION 301 N. Howes Street, Suite 100 Fort Collins, Colorado 80521 N O R T H E RN PHONE: 970.221.4158 www.northernengineering.com DR1 KEYMAP NORTH CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO R DR1 LEGEND: A 1 1 B2 1.45 ac FLOODPLAIN NOTES: FEMA CROSS-SECTION (CSL) XS#: ELEV. NAVD 88 PROJECT BENCHMARKS: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION DRAINAGE SUMMARY TABLE DESIGN POINT BASIN ID TOTAL AREA (acres) C10 C100 10-yr Tc (min) 100-yr Tc (min) Q10 (cfs) Q100 (cfs) A A 5.94 0.55 0.69 13.3 11.0 11.1 30.3 B B 7.08 0.55 0.69 12.4 10.3 13.6 37.6 C C 4.25 0.55 0.69 12.7 10.5 8.1 22.6 D D 3.56 0.55 0.69 31.2 29.6 4.2 11.2 E E 1.60 0.55 0.69 12.5 10.3 3.0 8.5 F F 13.41 0.77 0.96 14.4 11.0 34.0 97.7 OS1 OS1 1.72 0.35 0.44 25.5 22.5 1.5 4.0 OS2 OS2 6.70 0.55 0.69 21.5 16.1 9.7 29.0 (min) 10-yr Tc (min) 100-yr Tc (min) AANo0.55 0.55 0.69 120 2.00% 8.9 8.9 6.7 520 1.00% 2.00 4.3 0 0.00% N/A N/A 13 13 11 BBNo0.55 0.55 0.69 110 2.00% 8.6 8.6 6.4 460 1.00% 2.00 3.8 0 0.00% N/A N/A 12 12 10 CCNo0.55 0.55 0.69 115 2.00% 8.8 8.8 6.6 470 1.00% 2.00 3.9 0 0.00% N/A N/A 13 13 10 DDNo0.55 0.55 0.69 60 2.00% 6.3 6.3 4.7 0 0.00% N/A N/A 1584 0.50% 1.06 24.9 31 31 30 EENo0.55 0.55 0.69 125 2.00% 9.1 9.1 6.8 410 1.00% 2.00 3.4 0 0.00% N/A N/A 13 13 10 FFNo0.77 0.77 0.96 140 2.00% 5.8 5.8 2.4 1030 1.00% 2.00 8.6 0 0.00% N/A N/A 14 14 11 OS1 OS1 No 0.35 0.35 0.44 352 1.10% 25.5 25.5 22.5 0 1.00% N/A N/A 0 0.00% N/A N/A 25 25 23 OS2 OS2 No 0.55 0.55 0.69 408 0.90% 21.5 21.5 16.1 0 1.00% N/A N/A 0 0.00% N/A N/A 22 22 16 DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Gutter Flow Swale Flow Design Point Basin Overland Flow ATC June 1, 2014 Time of Concentration (Equation RO-4)  3 1 1 . 87 1 . 1 * S Ti C Cf L   10-year Cf = 1.00 June 1, 2014