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HomeMy WebLinkAboutDrainage Reports - 01/28/2013City of Ft. Collins A prov Plans Appr9ved - - FINA , RAINAGE REPORT; FOR �. TRANSFORT FACILITY , :. EXPANSION 1 FORT COLLIN ' ' COLORADO.; ' Prepared for: ALLER-UNCLE MASSEY, ARCHITECTS hit CT MANAGER 1VIATT,NEWMAN.:' ( li 7.12 WHALERS WAY; BLDG: B, SUITE 100 ' 'FORT COLLIMS CO 80525 _ 1 01-49: (970) 2234 820 JSD PROJECT No:.2598 ' MARCH 30, 2011 ''Pre pared by: i ! S c , S 153 West Mountain Avenue ! Fort'Collins; Colorado 80524`- I el .',Fax 970;484 2443 970 484.1921 t t 1� FINAL DRAINAGE REPORT FOR TRANSFORT FACILITY EXPANSION FORT COLLINS, COLORADO Prepared for: ALLER-LINGLE-MASSEY ARCHITECTS PROJECT MANAGER: MATT NEWMAN 712 WHALERS WAY, BLDG B, SUITE 100 FORT COLLINS, CO 80525 PHONE: (970) 223-1820 JSD PROJECT No. 2598 MARCH 30, 2011 Prepared by: 153 West Mountain Avenue Fort Collins, Colorado 80524 Fax 970.484.2443 970.484.1921 ' March 30, 2011 Wes Lamarque City of Fort Collins — Storm Water Utility ' 700 Wood Street Fort Collins, CO 80522 JIM SELL DESIGN, INC. Landscape Architecture, Engineering & Planning 153 West Mountain Avenue Fort Collins, CO 80524 Tele: 970.484.1921 Fax: 970.484-2443 ' RE: Transfort Facility Expansion Project JSD Project No.: 2598 ' Mr. Larmarque: Please refer to our enclosed submittal for the "Final Drainage & Erosion Control Report for the Transfort Facility Expansion Project." This report has been prepared in accordance with the ' drainage guidelines presented in the City of Fort Collins' Storm Drainage Criteria and Construction Standards along with the Urban Storm Drainage Criteria Manual. ' Please feel free to contact our office at (970) 484-1921 at your convenience if you have any questions regarding this report. We thank you for your time and consideration in reviewing the drainage and erosion control report. ' Sincerely, ' Jim Sell Design, Inc. ason Claeys, PE Project Engineer CMRLEnE1LDOC J TABLE OF CONTENTS Tableof Contents.............................................................................................................................. i Engineer's Certification Block....................................................................................................... ii General Description and Location .................................................................................................. 1 SiteDescription and Location ..................................................................................................... I SiteSoils...................................................................................................................................... 1 StormDrainage Criteria.................................................................................................................. 2 HydrologicCriteria...................................................................................................................... 2 HydraulicCriteria........................................................................................................................ 2 Drainage Basins and Historic Runoff............................................................................................. 4 HistoricBasin.............................................................................................................................. 4 DevelopedBasins........................................................................................................................ 4 DrainageFacility Design................................................................................................................ 6 DrainageConveyance Design..................................................................................................... 6 Detention/Water Quality Pond Design........................................................................................ 6 Stormwater Pollution Prevention.................................................................................................... 7 Temporary Erosion Control......................................................................................................... 7 Permanent Erosion Control......................................................................................................... 7 Conclusions..................................................................................................................................... 8 References....................................................................................................................................... 9 Appendix........................................................................................................................................ 10 Site Descriptions and Characteristics...................................................................................... A-1 PondCalculations.................................................................................................................... A-2 Historic & Proposed Rational Calculations............................................................................. A-3 ConveyanceElement Sizing.................................................................................................... A-4 ErosionControl Details........................................................................................................... A-5 Page ENGINEER'S CERTIFICATION BLOCK I hereby certify that this Drainage Report for the Transfort Facility Expansion Project was prepared by me (or under my direct supervision) for the Owners thereof and meets or exceeds the City of Fort Collins,�� age Design Criteria and Construction Standards. 122 Z`l (13, Jason Thomas Claey Registered Professional Engineer State of Colorado No. 42122 Page it 0 GENERAL DESCRIPTION AND LOCATION SITE DESCRIPTION AND LOCATION The Transfort Facility Expansion is a proposed addition to the current Transfort Operations Headquarters to house the future Mason Street BRT bus fleet and an associated bus training area. The Transfort Operations Headquarters is located at 6570 Portner Road, between College (Hwy 287) and Lemay, just off of Trilby. The site is bound by Trilby to the south, Portner Road and a natural drainage way to the west, open space and the Prairie Dog Meadow Natural Area to the North, and the residential subdivision Brittany Knolls to the east. Access to the site is off of Portner Road and no new accesses are proposed with this project. The total site area included the existing facility and the area defined associated with the proposed improvements, is approximately 10.40 acres. For the intent of this. drainage report and calculations, the area analyzed consists of the proposed improvements that contribute to the increase in impervious area, which is approximately 3.24 acres. The site area currently consists of a portion of the existing Transfort site and the remaining is undeveloped open space. It appears that the past use of the site has been open space seeded with non-native grasses. The naturalized drainage way to the west does contain wetland species but is not going to be affected ' with this project with the exception of the installation of the pond outlet pipe. An Ecological Characterization Study has been completed and discusses the naturalized drainage way and also discusses a remnant stock pond wetland. To maintain this small wetland area and trees, the ' drainage patterns to this area will be modified to accommodate the proposed improvements but will not divert runoff away from this wetland. The site general slopes 1 % to 2% from the southeast to the northwest. The site is proposed to be constructed with an approx 16,240 sf bus storage facility and approximately 62,500 sf concrete paved vehicle access and training area. The detention pond is ' proposed to be located in the northwest corner of the site and outlets into the western naturalized drainage way. The pond is designed to detain the increase 100-yr runoff rates, while releasing at the historic 2-yr runoff rate. ' This drainage way along the west side of the site has been included in a drainage study as a tributary to Stone Creek. The HEC-RAS models have been provided by the City of Fort Collins ' and reviewed. It appears that cross sections 1512 thru 1200 would be located near the facility expansion and does not breach the drainage way during a 100-yr event. The Transfort Facility is located along a tributary to the Fossil Creek Drainage Basin. The Transfort Facility is not located within a FEMA regulated floodplain or floodway. SITE SOILS According to the National Cooperative Soil Survey -Web Soil Survey 1.1, the area of improvements for the Transfort Facility Expansion site soils consist of clay loam soils. These soils are classified as being in the Type C hydrologic group with a slow infiltration rate. Supporting figures can be found in the appendix. Page 1 STORM DRAINAGE CRITERIA This report was prepared to meet or exceed the City of Fort Collins Storm Drainage Design Criteria & Construction Standards. Urban Drainage Flood Control District's (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were also referenced as guidelines for this design. HYDROLOGIC CRITERIA The City of Fort Collins' (CoFC) criteria is used to determine the allowed release rate and required detention volume. It is required that the developed storm water runoff rate shall not be released from developments at a rate greater than the 2-year historic runoff rate. The rational method is used to calculate the 2-yr and 100-yr peak runoff rates under both historic and developed conditions. A combination of runoff coefficients from the CoFC criteria and the time of concentration and intensity equations from the USDCM were referenced to calculate the peak runoff rates for the 2-yr and 100-yr storm events. The UDFCD's UD-Detention_v2.2 spreadsheet is utilized to calculate the required detention volume. This spreadsheet uses the rational formula -based modified FAA Procedure to determine the detention volume based on a certain release rate. To account for the City of Fort Collins' IDF Curve, Coefficient 3 of the UDFCD's intensity formula was adjusted to 0.7867. The City of ' Fort Collins uses a 1-hr rainfall depth of 2.86 inches for. the 100-yr storm, which is the 1997 adjusted rainfall depth. The percent impervious is obtained using USDCM Table RO-3 and Figure RO-5. Using the weighted average of surface characteristics, a composite percent ' impervious was calculated for each basin under both historic and developed conditions. Using the percent impervious, the runoff coefficients were calculated reflecting the soil characteristics of Type C soils, as defined by the Natural Resources Conservation Service's Web Soil Survey ' 2.0. The longest time of concentration was calculated for each basin. All of these site calculations, site characteristics and rainfall depths were used as inputs in the detention calculations and are attached for reference. ' All supporting references and calculations can be found in the appendix. ' HYDRAULIC CRITERIA ' The hydraulic elements conveying runoff to the pond is limited to the site's grading design and curb and gutters. The site is graded to drain from the south to the north and west along the curb and gutter, to a curb cut that drains directly into the detention pond. The rational method was performed to calculate the peak runoff rates for each basin. Weighted percent imperviousness and weighted runoff coefficients were calculated for each basin using USDCM Tables RO-3 and RO-5 and the City of Fort Collins runoff coefficients. The Natural Resources Conservation Service (NRCS) classifies the site with majority Type C hydrologic soil classification with a slow infiltration rate. The time of concentration was calculated using 4 09-k-.4 Page 2 USDCM Equation RO-3 and the intensity was calculated using the corresponding storm rainfall depth and USDCM Equation RA-3 The pond was sized as described above in the hydrologic criteria. The outlet structure was designed with an orifice plate that limited the release rate to the 2-yr historic runoff rate. The water quality control feature is based off of USDCM's design requirements with a 40-hour release rate. The spillway is sized using the equation for trapezoidal broad -crested weirs and sized to allow the combination of site's developed 100-yr and any offsite 100-yr flows conveyed to the pond and through the spillway with F of freeboard. The pond's outlet pipe is analyzed using Bentley's StormCAD storm sewer modeling program to design the pipe size and slopes. StormCAD conducts a steady state simulation and creates flow profiles based on pipe capacities and backwater analysis. The program accounts for head losses within manholes, bends, and head losses associated with pipe friction. Bentley's FlowMaster was used to compute the open channel hydraulics and verify the capacities of the drainage elements throughout the site. Flow velocities within these elements were reviewed and if flow were found to be supercritical, the appropriate erosion control is sized and proposed to accordingly to protect from erosion. All swale and pipe outlets are protected with riprap. Storm sewer pipe outlets are protected using the requirements set by the USDCM for the protection downstream of culverts. All supporting calculations are located in the appendix. 1 1 1 1 1 1 1 Page 3 DRAINAGE BASINS AND HISTORIC RUNOFF ' HISTORIC BASIN ' The historic were analyzed using the rational method as 2 sub -basins. The two basins are: Basin HO1 and Basin H02. The basin descriptions are below:. ' Basin H01 is approximately 2.55 acres and consists of the existing open space north of the existing Transfort Facility. The boundary of this basin is determined by the extent of proposed impervious area and the proposed detention pond. This basin is 2.0% impervious with 2-yr and 100-yr peak runoff rates of 1.27 cfs and 5.55 cfs, respectively. This 2-yr runoff rate is used as the allowed release rate of the detention pond. ' Basin H02 is approximately 0.69 acres. This basin contains the northern access around the current facility and the landscape areas adjacent building. There are 5 area inlets ' located within the access drive. These basin ultimately drains to a type R inlet and into the western drainage way. This basin is 68.6% impervious with 2-yr and 100-yr peak runoff rates of 1.18 cfs and 5.15 cfs, respectively. ' Currently, the total basin containing the entire proposed impervious improvements and detention pond has an overall imperviousness of 16.2% with a 2-yr and 100-yr peak runoff rate of 2.46 cfs and 10.70 cfs, respectively, and is approximately 3.24 acres. Reference the exhibits and calculations located in the appendix. ' DEVELOPED BASINS ' The developed basin is divided into 3 sub -basins for the developed evaluation. The runoff flow path is determined for each basin, from the furthest point to a design point. The peak 2-yr and 100-yr values were determined for these various design point locations using the rational ' method. All calculations can be found in the appendix. The sub -basin descriptions are below: ' Basin D01 is approximately 1.07 acres and consists of the detention pond located in the ' northwest portion of the site. The basin is 2.0% impervious with a 2-yr and 100-yr peak runoff rate of 0.56 cfs and 2.43 cfs, respectively. ' Basin D02 is approximately 1.50 acres and consists of the proposed building expansion and the concrete access and training area. This basin was analyzed separate to Basin D01 to .verify the capacities of the curb cut which directs runoff to the pond. This basin is ' 95.5% impervious with 2-yr and 100-yr .peak runoff rates of 3.84 cfs and 14.31 cfs, respectively. Page 4 Basin D03 is the remaining areas of Basin H02. The Basin H02 is reduced with the ' removal of the proposed expansion roof area. Though these appear detached, the existing storm sewer and inlet are going to remain. The reduced area will still drain to the type R inlet and into the drainage way. The one inlet located under the proposed canopy will ' have a cover placed on it. The basin is 0.66 acres, 93.2% impervious with a 2-yr and 100-yr peak runoff rates of 1.51 cfs and 5.83 cfs, respectively. ' The total developed basins have an overall imperviousness of 64.1 % with a 2-yr and 100-yr peak runoff rate of 5.90 cfs and 22.57 cfs, respectively. 1 Reference the exhibits and calculations located in the appendix. Page 5 DRAINAGE FACILITY DESIGN DRAINAGE CONVEYANCE DESIGN Storm infrastructure to convey runoff will include overland grass -lined swales, existing inlets, and existing storm sewer and the curb and gutter grading of the training area. Storm water detention and water quality enhancement'., will be achieved through the use of an extended detention basin. Supporting calculations and exhibits can be found in the appendix of this report. DETENTION/WATER QUALITY POND DESIGN An extended detention basin (EDB) with a dry bottom is to be utilized as the detention and water ' quality facility for the Transfort Facility Expansion site. The pond provides open space in addition to reducing the peak runoff rate and improving the water quality. The pond is located adjacent to the existing naturalized drainage way and within the 50 ft buffer and is allowed ' because of the compatible uses. The design criteria and procedures in the USDCM Vol. 3 were used as the basis of this design. The EDB water quality capture volume is based off of the required 40-hr drain time. The total detention volume is based on the allowable release rate of ' the historic 2-yr storm event in addition to the required water quality capture volume. The pond has been designed with maintenance to the outlet structure from the irrigation maintenance road. Water Quality Capture Volume (WQCV): The water quality capture volume required is 0.06 acre-ft with a 40-hr drain time. The WQCV water surface elevation is 4940.38 ft. 100-yr Detention Volume: The peak historic 2-yr runoff rate is equal to 1.27 cfs. The developed peak flow entering the pond from the Transfort Facility Expansion is 16.74 cfs. The combination of the WQCV and the 100-yr detention volume gives the required pond volume of 0.57 acre-ft and a 100-yr WSEL of 4943.45 ft. All supporting calculations are included in the appendix. 1 1 1 1 1 Page 6 STORMWATER POLLUTION PREVENTION TEMPORARY EROSION CONTROL A temporary erosion control plan is to be implemented for the site during construction. Temporary erosion control measures include, but not limited to, slope and swale protection provided by the use of erosion control wattles/sediment control logs, silt fence placed around areas of disturbance, construction vehicle tracking pads at entrances, designated concrete truck washout basins, designated vehicle fueling areas, inlet protection, etc. All temporary erosion control measures are to be removed after they are deemed unnecessary. The Town of Parker's Storm Drainage and Environmental Criteria Manual was referenced for construction best management practice details and can be found in the appendix. PERMANENT EROSION CONTROL Permanent erosion control measures include, but not limited to, the constructed detention/water quality pond, riprap pads placed for culvert outlet protection, seeding and mulch placed to enable and established vegetative growth, etc. Long-term maintenance of these erosion control measures shall be the responsibility of the Owner of the property. Reference the attached erosion control plan. 1 1 1 1 1 1 1 Page 7 CONCLUSIONS This Drainage Report has been prepared to comply with the City of Fort Collins' Storm Drainage ' Design Criteria and Construction Standards. The drainage system presented in this report is designed to convey the developed stormwater runoff through the site to the proposed detention pond and provide water quality treatment prior to discharging offsite. The 100-yr peak flow release from the site under the proposed conditions is less than or equal to the 2-yr historical peak runoff. It can therefore be concluded that development of the Transfort Facility Expansion Project will not have an adverse impact on the current runoff conditions. Best management ' practices are proposed for erosion control during construction, and permanent landscaping, riprap, and a water quality/detention pond are proposed for long-term stormwater management. Page 8 ' REFERENCES 1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood ' Control District, June 2001. 2. City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards," Storm Drainage Volume H. Department of Public Works and Water Utilities — Storm Drainage Division, Updated April 1999. ' 3. "Hydrologic Group Rating for Weld County, Colorado, Southern Part." USDA -Natural Resources Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL: http://websoilsurvey.nres.usda.gov. [July 11, 20101 ' 4. Bentley StormCAD Version 5.6 [Computer Software]. Bentley Systems, Inc. ' 5. Bentley FlowMaster [Computer Software]. Bentley Systems, Inc. 6. Grading, Erosion, and Sediment Control Manual (GESC), Douglas County Department of Public Works — Engineering Division, March 2004 7. Storm Drainage and Environmental Criteria Manual, Construction Best Management ' Practices, Standard Details, Town of Parker, Colorado, December 2002 Page 9 APPENDIX Site Descriptions and Characteristics Pond Calculations Historic & Proposed Rational Calculations Conveyance Element Sizing Erosion Control Page 10 ' SITE DESCRIPTIONS AND CHARACTERISTICS Page A-1 Hydrologic Soil Group—Larimer County Area, Colorado (Transfort Facility Expansion) 4029' 53' 40' 29' 35" Map SmIe: 1:2.590 d pnnted on A size (9.5' x 11') sheet < v ty .n N Meters 0i 0 20 40 s1 120 Feet 0 50 100 200 300 40' 29' 53" 40' 29' 35" USDA Natural Resources Web Soil Survey 7/11/2010 Conservation Service National Cooperative Soil Survey Page 1 of 4 O m `o 0 0 w o E E " v N N N > U O N " >' O m oZm o. Lu w �oE m a m ins o o — cYi m E L O CO N d" in EI co 3CL o�Z Q mN m y r0 �' N Q E " y 'O Z Q O- 3 cc CL?" " L U N L r N 03 ry Q O N j O N r O O l0 " O m o QN° E o U a m E m C c a 0)O m �L~ � � E " m o w@ E m y v QY E 0_ U r @ J N J pl N C O N 9 Z E O- m a)O m o N O rn N T w N io N N E O '01 N C Na@ ul N p T O Z O N O (n U -O >� O (6 L C N d U `i O @ � w O U a j'=m'EQ V) N CL O m a p o L°O@ m@E° a E cnU nn o E`o m a @ O Q > @ c >. @ N W C @ U � O a W W @ O vi rn a 3 0 m m U v ❑ z N x - r W q q fA q (1 Q N 1 3 l f T m Z t0 z Hydrologic Soil Group—Larimer County Area, Colorado Transfort Facility Expansion Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit - Larimer County -Area, Colorado Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 27 Cushman fine sandy loam, 3 to 9 percent slopes C 4.0 14.2% 54 Kim loam, 3 to 5 percent slopes B 10.3 36.6% 63 Longmont clay, 0 to 3 percent slopes C 1.0 3.7% 90 Renohill clay loam, 3 to 9 percent slopes C 11.3 40.0% 106 Tassel sandy loam, 3 to 25 percent slopes D 1.5 5.5% Totals for Area of Interest 28.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 7/11/2010 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Larimer County Area, Colorado Transfort Facility Expansion Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Lower USDA Natural Resources Web Soil Survey 7/11/2010 am Conservation Service National Cooperative Soil Survey Page 4 of 4 V U- a C U t O LL O .N U U LL S o_ N � N O CO O O O O O O O O O O o) DO f- (o (n 4 M N (uiw) uoijoinp O ui ci O ui Ln O ci LO O LO ar O L O t l!) a M v .y O C O �0 (M C 0 L6 N O O N O (f) O O O L6 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method Figure 3-1a Duration (minutes) 2-yr Intensity (in/hr) 10-yr Intensity (in/hr) 100-yr Intensity (in/hr) 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 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 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.40 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 1 2.12 4.33 Duration (minutes) 2-yr Intensity (in/hr) 10-yr Intensity (in/hr) 100-yr Intensity (in/hr) 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.13 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.80 40 1.07 1.83 3.74 41 1.05 1.80 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 1.60 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.90 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 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 1.40 2.86 Duration City of Fort Collins Intensity (In/hr) 2-yr 10-100 2-yr n Urban Drainage Intensity (in/hr) 10- r n 10o- e 5 2.85 4.87 9.95 2.78 0.07 4.74 0.13 9.68 0.27 6 2.67 4.56 9.31 2.64 0.03 4.51 0.05 9.20 0.11 7 2.52 4.31 8.80 2.52 0.00 4.30 0.01 8.78 0.02 8 2.40 4.10 8.38 2.41 -0.01 4.11 -0.01 8.39 -0.01 9 2.30 3.93 8.03 2.31 -0.01 3.94 -0.01 8.04 -0.01 10 2.21 3.78 7.72 2.21 0.00 3.78 0.00 7.72 0.00 11 2.13 3.63 7.42 2.13 0.00 3.64 -0.01 7.43 -0.01 12 2.05 3.50 7.16 2.05 0.00 3.51 -0.01 7.16 0.00 13 1.98 3.39 6.92 1.98 0.00 3.39 0.00 6.92 0.00 14 1.92 3.29 6.71 1.92 0.00 3.28 0.01 6.69 0.02 15 1.87 3.19 6.52 1.86 0.01 3.17 0.02 6.48 0.04 16 1.81 3.08 6.30 1.80 0.01 3.08 0.00 6.28 0.02 17 1.75 2.99 6.10 1.75 0.00 2.99 0.00 6.10 0.00 18 1.70 2.90 5.92 1.70 0.00 2.90 0.00 5.93 -0.01 19 1.65 2.82 5.75 1.65 0.00 2.82 0.00 5.77 -0.02 20 1.61 2.74 5.60 1.61 0.00 2.75 -0.01 5.61 -0.01 21 1.56 2.67 5.46 1.57 -0.01 2.68 -0.01 5.47 -0.01 22 1.53 2.61 5.32 1.53 0.00 2.61 0.00 5.34 -0.02 23 1.49 2.55 5.20 1.49 0.00 2.55 0.00 5.21 -0.01 24 1.46 2.49 5.09 1.46 0.00 2.49 0.00 5.09 0.00 25 1.43 2.44 4.98 1.43 0.00 2.43 0.01 4.97 0.01 26 1.40 2.39 4.87 1.39 0.01 2.38 0.01 4.86 0.01 27 1.37 2.34 4.78 1.36 0.01 2.33 0.01 4.76 0.02 28 1.34 2.29 4.69 1.34 0.00 2.28 0.01 4.66 0.03 29 1.32 2.25 4.60 1.31 0.01 2.24 0.01 4.57 0.03 30 1.30 2.21 4.52 1.28 0.02 2.19 0.02 4.48 0.04 31 1.27 2.16 4.42 1.26 0.01 2.15 0.01 4.39 0.03 32 1.24 2.12 4.33 1.24 0.00 2.11 0.01 4.31 0.02 33 1.22 2.08 4.24 1.21 0.01 2.07 0.01 4.23 0.01 34 1.19 2.04 4.16 1.19 0.00 2.03 0.01 4.15 0.01 35 1.17 2.00 4.08 1.17 0.00 2.00 0.00 4.08 0.00 36 1.15 1.96 4.01 1.15 0.00 1.96 0.00 4.01 0.00 37 1.13 1.93 3.93 1.13 0.00 1.93 0.00 3.94 -0.01 38 1.11 1.89 3.87 1.11 0.00 1.90 -0.01 3.88 -0.01 39 1.09 1.86 3.80 1.09 0.00 1.87 -0.01 3.82 -0.02 40 1.07 1.83 3.74 1.08 -0.01 1.84 -0.01 3.76 -0.02 41 1.05 1.80 3.68 1.06 -0.01 1.81 -0.01 3.70 -0.02 42 1.04 1.77 3.62 1.04 0.00 1.78 -0.01 3.64 -0.02 43 1.02 1.74 3.56 1.03 -0.01 1.76 -0.02 3.59 -0.03 44 1.01 1.72 3.51 1.01 0.00 1.73 -0.01 3.54 -0.03 45 0.99 1.69 3.46 1.00 -0.01 1.71 -0.02 3.48 -0.02 46 0.98 1.67 3.41 0.99 -0.01 1.68 -0.01 3.44 -0.03 47 0.96 1.64 3.36 0.97 -0.01 1.66 -0.02 3.39 -0.03 48 0.95 1.62 3.31 0.96 -0.01 1.64 -0.02 3.34 -0.03 49 0.94 1.60 3.27 0.95 -0.01 1.61 -0.01 3.30 -0.03 50 0.92 1.58 3.23 0.93 -0.01 1.59 -0.01 3.25 -0.02 51 0.91 1.56 3.18 0.92 -0.01 1.57 -0.01 3.21 -0.03 52 0.90 1.54 3.14 0.91 -0.01 1.55 -0.01 3.17 -0.03 53 0.89 1.52 3.10 0.90 -0.01 1.53 -0.01 3.13 -0.03 54 0.88 1.50 3.07 0.89 -0.01 1.61 -0.01 3.09 -0.02 55 0.87 1.48 3.03 0.88 -0.01 1.50 -0.02 3.06 -0.03 56 0.86 1.47 2.99 0.87 -0.01 1.48 -0.01 3.02 -0.03 57 0.85 1.45 2.96 0.86 -0.01 1.46 -0.01 2.98 -0.02 58 0.84 1.43 2.92 0.85 -0.01 1.44 -0.01 2.95 -0.03 59 0.83 1.42 2.89 0.84 -0.01 1.43 -0.01 2.92 -0.03 60 1 0.82 1.40 2.86 1 0.83 -0.01 1.41 -0.01 2.88 -0.02 I U.UV U.UZ U.UU t = C' P' (Ci+t )" Urban Drainage Inputs Rainfall Depth 2-yr 0.82 10-yr 1.4 100-yr 2.86 Coefficients C1 28.5 C2 10 C3 0.786651 This cell was determined using solver to best match intensities given from the Fort Collins IN values. City of Fort Collins Design Storms for using SWMM Figure 3-1c Time (min) Intensity (in/hr) 2-year 5-yr 10-yr 25-yr 50-yr 100-yr 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 1 0.25 0.41 0.53 0.67 Storm Rainfall Depth (in) Duration 2- ear 5- r 10- r 25- r 50 r 100- r 1-hr 0.82 1.14 1.40 1.81 2.27 2.86 2-hr 0.98 1.36 1.71 2.31 2.91 3.67 Note: The City of Fort Collins SVW1/M input hyetopgrah is used to calculate the 1-hr and 2-hr storm rainfall depths for the different storm events. Go �77 lsuq. QOUO 81 D, E 1\0., y co a" �--i cu C, ta -LFWC 11 IVE 1-0 1-77-T-r-TTT-F-\ ------- 4R E RV I c E LI sAT-Lj�m -p Fw I E R u---------- D GIl�RT NOTES' 1. SPECIFIC LANDSCAPE/OPEN SPACE TREATMENT AND BUFFER OF ADJACENT LAND USES TO BE REVIEWED WITH EACH PHASE. 2. DESIGN GUIDELINES AND PROTECTIVE COVENENTS FILED WITH PHASE ONE ARE TO APPLY TO ALL PHASES OF THIS DEVELOPMENT. B. NUMBERS INDICATING PHASES MAY NOT BE CHRONOLOGICAL. I " - I >,' , 1- -1 � CAW I I < -7 ►0.9 MASTER PLAN LEGAL DESCRIPTION r J, &,, RLP I yi" I L KEL-MAR HUNTINGTON MEWS ANNEXATION + I PORTNER RESERVOIR ,.r, F'� MAE_ $0, SKYWAY DRIVE (COLL E �TORI 0�_onv 6 FUTURE 0 STRIPSIGNALIZED —7 1 5 (V • - -CITY LIMITS INTERSECTION . 1. 1 /. 1 .1 . I I - — — TYP. 121!7a m m 0 O - ----------- 18U13DIVfSION WAL E > ......... z -A w OPEN SP • .I.A.. WAL. > c EXACT CONMGURATTI�,- 7 S. AC MET OF LOCAL STREET CONNECTIONS (LOCAL) GROSS 0.0 WAVER STORM WA TO BE DETERMINED WITH EXACT 41 FUTURE PLANNING in TENTION ■CONFIGURATION 0. II ■ OF LOCAL 11-28 STREET CONNECTIONS 4 ■ TO BE 5 4SOLO . H SIDE ■ DETEF19OMETI CL/NTER ... I NPIE'llIf WITH FUTU6100 Al\.NE VICES A N N A C S FIT oat YARD STORA F .0 DOOR( FUQUA ANNEXATION 4 e (Z PLANNING OVERWEN�r OOFICEi.�' 0 ----- - 10 , * . ..,a ::S (C�UNTY) mom m ........... LAND USE `V IN.. I.F. IW I Consultant 4945 GHT & 0 D jfLi V E - - :I-S%, \ D' ■ LI 8 TZ Z I TRAI NY ARCHITECTSfKANNFRIS It■■ 4.0 a 08 w ..... . 0 SOUTH SIDE It)■ ME GENCY "I m 1 210 WEST MOUNTAIN RLP SER C SERYSEZENTER I I I zi FT CO LMLS COLORADO 2 . AC 1.� AC. BUILDINGS > C, Sheet Data V I I) I A N■V-L 3 N AG.GAOSS Aoso < Date 982 -4 ��a:w w .9r.n LI HT POW Chkd RAN, I a-ty.PAN 9� ULM ■ SU STATI N VICINITY MAP* Revisions Ac a 2A A .3 � NE)YL AC OR 89 pi SCALE. 1" 2,000' ij - A 1 .15 GROS FUTURA 7011 TRANSFORT FACILITY 81ONAL=ON C t■ 4.0 AC. MET ACT 1.3 AC. GROSS T D 1076 c TYPI AL (IN 4S Ij 5ARTEOIJA TRILBY ROAD i F I ---- 0 200 400 Sheet Title E 1- 4GDRI� RY.] XD1 lk—CITY LIMITS MASTER PLAN PITNER I�OBILEI 1A9ME PARK RLP A 2 1_400 IeD I L--.CTRL13y) HAL&ON A� F— — — -- -- —1 1 � I — -1 1 - , - , \ INEX710N\ r, 1 11 _11 +RfjLY -PIVISION Rhor.11 No - J-t S-12 It —1 of :e� POND CALCULATIONS Page A-1 ' Transfort Facility Expansion ' Pond Summary Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 Pond Summary Table Detention Pond Summary Table Water Quality Capture Volume (acre-ft) 0.06 WQCV Water Surface Elev. (ft) 4940.38 100-yr Pond Max Inflow (cfs) 16.74 Outlet Orifice Size (in) 4 1/2 100-yr Site Release Rate (cfs) 1.27 100-yr Detention Volume (acre-ft) 0.57 100-yr Water Surface Elev. (ft) EL4943.45 Spillway Summary Table 100-yr Pond Max Inflow (cfs) 16.74 Length (ft) 17.00 Spillway Depth, including 1 ft freeboard (ft) 1.5 Spillway Crest Elev. (ft) 4943.50 Top of Berm Elev. (ft) 4945.00 2598 PondCalcs.xIs - Pond Summary Page 1 of 7 Jim Sell Design, Inc. DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Transfort Facility Expansion Basin D: (For catchments less than 180 acres only. Far larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrogra ph and routing are reeortvnended) DelemYnation of MINOR Detention Volume Using Modified FAA Method I Determination of MAJOR Detention Volume Using Modified FAA Method cancmen Oen,a,c ImPerviw¢mss can[Iwen Dranage Area Prede elopmep MCS So! Group ReOm Perod for pNeroon Ce,tral rmo of Carpenbeeon of WsereRM Abwape lait Reease Rae Qredev PrecQeaeon Dasipn Rainb01DFFor,n At I=C.-pAr-TJ•cs Coelfµaed Oro C lfiiciart Tao Cxlrpied Thee I, =M082 perced A =eons, Type=A, B. C, or T=lines 5, 10. 25. 50. or 1 D0) T.nbaes o=darave P,=ncflea C,= M50 Ca= 1D Ca= 0.787 caunman pr»rage ImpeN.ousrez: Canctmed Oranrage Area Predereiopmen MCS Sal Group Rev Period for pelenoon Control Time of ConcerNauon pl W,,W, ed Anew " Uvl Release Rile Oro Jau, Prevp,u[on Design Rainfall DF Formula 1=Ci PACaaT^,, Coefficient Ore C.ff c cnl T. Coeviicient Thee 1, = 57 M pencli A= 2573 eves Type= C A,B.C..D T= 100 Para (2. 5, 10. 25. %,or 100) To= 15 nrniues 9= OA9 d.M P,= ]86 ivies C, = 2850 C7= 10 Cs= 0787 Rumn CpdOCM C = a" Runoff Cce4flaier4 C = owl IrAow Peak Ruse Dpm= 316 cis Inflow Peak Runoff Opin= 1372 0 Abwble Peak Qtlbw Rate Dpond= 027 ds Allowable Peak Outflow Rate 0",= 1.27 Oc Mod. FM kiln., Sterags VOW.- 5,273 cubic fluid Moe FAA Maj., St.,age VOWme= 22,202 cubic bill Mod. FM Minor Storage Volume= C124 aoreft Mod. FM Major Storage Volume= Oslo 4m4t 26 5for54An0es Funded Randall Idbw Adjtcureru Avenge Ounow Storage Raldel Renal Inlow Adluslmed Average 0.1floe Shags Dw bednely Volung Factp QMow Vokane Volvre Dvalion Irte" Volume Factor Ou01ow Vela" Vokrne ,,rum eldeslla abi[IeN [fa cuhc feel Mk feel minutes idea IN cubic feet F. vbic feet chic feet U U b 1 276 1,393 1Do 021 80 1,313 5 9.Be 6,055 1DO 1.27 331 5674 30 128 3,064 0.74 020 M7 3,507 30 4.48 16.794 0.74 0.94 Islas 15,0s8 55 0SB 4635 Do 0.17 558 4277 55 3.D6 21.015 063 090 2,6411 19.367 80 0% 5.414 0.SO 0.16 7% 4,65E SO 2.37 23.663 0.SO 075 3.601 20.062 105 0.% SAN 057 015 9% 4.933 to 1.95 26.611 0.57 072 4.553 210% I a49 6250 056 015 t l% 5,090 130 167 271M O% 071 650E 21657 1% 0.42 6548 am 015 1,361 5,187 155 1A7 20460 0.55 069 6.458 n002 IN ON 6.805 ON 014 list 5244 IN 131 29.578 am ON 7,411 22,161 205 ON 7,032 am 014 1762 _ 5270 205 lie 30,565 0.54 060 &363 22202 MCI 031 723E 053 014 1AW 5,273 2W 1as 31.450 0.% 0.88 DTIS 22,t34 255 an 7.421 053 014 2.IM 5257 255 101 32254 0.53 0.67 10,26e 21995 290 027 7%1 053 0.14 2.364 5,22E no 094 32,991 0.53 067 11221 21,7m No 025 7.748 052 0.14 2ses 5,IW 305 on 33574 0.52 0.67 12.173 21,5001 330 024 7,394 052 014 2.766 5,128 330 083 34,309 052 0.6E 13126 21183 355 023 8,01 052 014 2.9% 5,065 355 079 34,905 062 066 14078 2DW7 31110 all 5,10 052 014 3,167 4,993 380 0.75 35.466 052 0.% 15,031 20.435 405 On 5.282 052 ON 3.368 4.914 405 071 35.99E 052 0% Issas 2DO12 430 D.19 5.398 052 014 3.568 4,829 430 a% MASS O52 0% 16,93E ISSN des 019 a509 052 01, 3,70 4.739 455 065 36978 052 066 mace IBM 480 Ole 8.613 052 0.14 3,970 4,643 480 062 37135 052 ON 18.e41 lases ON 0.17 8.714 051 0.14 4,170 4,543 SOS 0.60 37873 051 065 19793 IIIASO ON 017 8.810 051 0.14 4.371 4,439 530 aSO 39.293 0.51 065 20.746 17,547 555 0,16 a ic; 051 O.Il 4572 4,332 555 0.So M697 051 a" 21,699 testis 580 0A5 8993 0.51 014 4,773 4220 SB0 0.54 3908E 051 065 22.651 16.435 No 015 9.079 051 0.14 4973 4,106 ON 0.52 39,461 051 065 23.604 15.85411 ON OA4 9.10 051 D.t4 5.174 3,989 630 051 39.824 O51 00 24.55E 152% 655 0.14 9243 0.51 0.H 5,375 3,665 SAS 049 4D.175 051 ON 25.509 14,6615 BOO Did 9.322 0.51 014 5.575 3.746 NO 048 lasts 061 00 26,461 14,064 IN 013 9397 05, 0.14 5.776 3.621 705 046 4D,845 0.51 00 27,414 13,431 730 0,13 9,471 051 0.14 5,977 3A94 730 04s 4110 051 065 26,366 12,799 755 D13 Sill 051 0,14 6'1" 3365 755 044 41,475 u.51 065 28319 12158 lea 0.12 9,613 all 0.14 6.375 3,234 78O 043 41,779 05, 065 30271 11508 O05 0,12 9,680 Oil 0.14 6.579 3,102 Us 042 42,074 051 065 31,224 losil ON 0.12 8,747 05t 0.14 6,779 2967 830 041 42,367 05, 965 32,116 10.186 O% 0.11 9911 051 0.14 6980 2.01 855 04D 42,643 051 065 33128 0514 ON 0,11 9,074 051 0.14 7,1al 2,693 880 0.39 42,917 051 065 34,081 ae36 905 0.11 9,93B 0.51 0.14 7,3e2 2,554 905 0.38 43,1B5 as, 0.65 mom 8,151 ND 0.11 9.9% 0.51 0,14 7.5412 2.414 930 037 43,447 0.51 a64 3508E 7,460 955 0.10 10,U55 051 Old 7.703 2272 955 037 43703 05, 064 36,939 am 9O0 0.10 10.113 0.51 0.14 7,98{ 2.129 ON 0.3E 43.954 Oil 064 37,691 6062 INS 0.10 10.169 Oil DA4 SAM 1,985 INS 035 "An 051 064 wild 5355 IWO 0,10 10,725 D51 O14 8,385 1,840 1g30 0.35 44,440 0.51 am 39,796 4,643 1055 0.10 to279 051 0.14 85e6 Ism INS O31 N,676 oil O64 40.749 3.927 1 D6D 010 10.332 O51 014 a786 1.546 logo 0.31 "'W7 051 a64 41702 320E 1105 am 10.384 O51 0.14 8.9B7 1.397 1105 0.33 46134 0.51 061 42.6511 2.4110 1130 009 10.436 oil 0.14 %Im 12" 1130 0.32 45.357 051 oil 43607 1751 1155 ON 10,1a6 051 0.14 9,3e8 I'M 1155 an 45.577 oil oil 44,558 _ 1Oi7 1180 ON 1053E 0.51 0.14 9,589 947 1m0 031 45.792 051 oil 45,512 not Ins ON 10.58/ 051 0,14 9.790 795 ins 031 46003 051 OW decal 4161 1230 a" ID632 O51 Old 9.991 642 1230 am 46,211 o51 oil 47417 _ -12% 1265 am 10.679 0.51 OA4 10.191 "a 1255 0.30 46,416 051 0.64 48.369 -1,953 1280 00e 10.72s O51 0.14 10.392 :iM 12M 029 46,617 Oil a" 49,322 -2204 1305 0.0 IO'M 031 0.14 10.593 179 1305 029 46,016 051 Oil 50274 Q459 1330 am 10.516 051 014 10.793 23 1330 028 47.011 0.51 a" 51,227 4216 1355 008 IOB60 O51 0.14 10,994 AN 1355 028 47,203 051 Dal 52,179 4.976 1380 ON _ 10.904 0.51 0.14 11.195 -291 13M D27 47,3113 0.51 0 W 53,132 6,739 1405 ON 10,947 051 0.14 11.395 i48 1405 0.27 47.579 0.51 oil 54.084 6,505 14M ON 10989 0.51 0.14 11.59E 607 14M 0.27 0,163 0.51 0.61 55,037 4,274 14M 0.08 11.031 am 0.14 11.797 -766 1456 026 47,945 0.50 0.64 55989 4,045 idea 007 11.072 050 0.14 11997 -925 14M 026 48,124 ON Oil 56942 4,518 INS 0.07 11.113 0.SO 0.14 12.198 -1.085 15M Ole 46300 ON D.6c WON -9,594 Mod.FMMinr SMraaa VOW. faebic 11.1= 5.273 Mad. FM Molar S..O. VOWma lcubic lal= 22222 Mod. FM YWer Slmege Volume licrai- 0.1211 Mod. FM Major SW,.,. VNume(acre-Rl- asset UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2. Released January 2010 1 25919 UD Delareon_22Ys. Modified FM s t5r201D, 7:St AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project Transfort Facility Expansion Basin x): Inflow and Outflow Volumes vs. Rainfall Duration star •••• •••••• • • • see �0a CCCOCCO 1:_I ,n� _ • O� 200 4100 6110 8110 ic 00 1 0••• 1400 ' 6( • —w —Sh— r � Duration (Minutes) —Yln— SO_ Ou Ve . Y —Sl— R1— VM— UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released Janmry2010 25M 110 Demnuen 2 2 As Modified FAA e115r2010. 7 W AM ' Transfort Facility Expansion Water Quality Pond and Outlet Sizing (Per USDCM) ' Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 DESIGN CRITERIA: Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 2.57 acres Composite. Imperviousness, I WQCV (watershed inches) 0.226 inches 40-Hour Drain Time (Fig SO-2) Required WQCV Volume = (WQCV 1 * Area * 1.2 0.058 acre-feet Including 20% for Sedimentation (WQCV J WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, Dwc 1.28 ft Determine K,o K,o = 0.013Dwo2 + 0.22Dwo - 0.10 0.203 Maximum Area per Row, a a = WQCV / K,o 0.287 square inches Circular Perforation Sizing Number of Rows, nr 3 rows Number of Columns, nc (See Table 6a-1 for Max.) columns Choose Hole Diameter 9/16 inches Use USDCM Volume 3, Figure 5 0.563 inches Total Area per Row, A° 0.25 square inches Total Outlet Area, A°, 0.75 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch Rectangular Perforation Sizing (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height) Dinches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, A°, 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 114 inch 2598 PondCaIcs.XIs - WQCV & Outlet Structure Page 2 of 7 Jim Sell Design, Inc. Transfort Facility Expansion Water Quality Pond and Outlet Sizing (Per USDCM) Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Circular Perforation Trash Rack Sizing Required Open Area, At A,=0.5'[77(e 01240)]*A , 27 square inches Min. Distance between Columns, S, 3 inches Width of Trash Rack and Concrete Opening per Column flinches Use USDCM Volume 3, Table 6a-1 Total Width, W. , Height of Trash Rack Screen, H„ Type of Screen Screen Opening Slot Dimension Support Rod Type (See Table 6a-2) Spacing of Support Rod (D.C.) Total Screen Thickness (See Table 6a-2) Carbon Steel Frame Type (See Table 6a-2) Rectangular Perforation Trash Rack Sizing (Not Used) Required Open Area, A, (including 50% clogging) A,=0.5'[77(e-0 124D)]*A., Width of Trash Rack Opening, W.,,,, Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, W... Min Height of Trash Rack Screen, He (including 2' 4" below lowest openings) ' Type of Screen Screen Opening Slot Dimension Minimum Bearing Bar Size (See Table 6b-2) 3 inches 15 6/16 inches Check - Larger than Required S.S. #93 VEE Wire (US Filter) 0.139" (US Filter) #156 VEE 3/4 inches O.C. 0.31 inches 3/8in x 1.0in flat bar 0 square inches inches 12 inches 28.00 inches Kelmp KRP Series Aluminum Bar Gale (or Equal) 3/16" Bars on 1-3/16" Centers 1 in x 3/16 in 1 2598 PondCalcs.xls - WQCV & Outlet Structure Page 3 of 7 Jim Sell Design, Inc. Transfort Facility Expansion Critical Pond Elevations Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 Stage Storage Volume (pond volume calculated using the prismoidal formula): V_(A,+A,+ A, A,) epth 3 CONTOUR (FT) AREA (FT') AREA (ACRE) VOLUME (ACRE -FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE -FT) 4939.10 0.000 0.000 0.00 0.000 4940.0 3260.37 0.075 0.022 0.90 0.022 4941.0 4973,785 0.114 0.094 1.90 0.116 4942.0 7243.862 0.166 0A39 2.90 0.256 4943.0 9882.058 0.227 0.196 3.90 0.452 4944.0 12965.129 1 0.298 0.261 4.90 0713 4945.0 16171.518 1 0.371 0.334 5.90 1.047 Required Water Quality Capture Volume = 0.06 Acre -Ft Interpolates to an Elev. of 4940.38 ft Required 100-yr Detention Volume (including WQCV) _ 0.57 Acre -Ft Interpolates to an Elev. of 4943.45 ft 4946.00 4945.00 4944.00 Z 4943.00 4942.00 j 4941.00 � 4940.00 W 4939.00 4938.00 0.0 DETENTION POND VOLUME VERSUS ELEVATION 0.2 0.4 0.6 0.8 1.0 DETENTION POND VOLUME (AC -FT) 1.2 2598 PondCalcs.xls - Pond Stage Storage Page 4 of 7 Jim Sell Design, Inc. ' Transfort Facility Expansion ' Emergency Overflow Spillway Calculations Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 ' Broad -Crested Weir Equation -Trapezoidal Shape where: Q = Discharge (cfs) C = Weir 'nt — CLH'- +C� V z (ft)Q Length V j L Weir Length (ft) H = Average Weir Head (ft) H.V =Side Slope ' Calculations II' Knowns: Side Slopes (H:V) 4.00 Desired Spillway Head 0.50 ft Weir Coefficient 2.6 Spillway Elevation 4943.50 ft 100-yr Pond Inflow 16.74 CfS *Total Offsite/Onsite Runnoff ' Calculated Spillway Length 16.21 ft Use Spillway Length 17 ft ' Spillway Depth 1.50 ft (including 1' freeboard) Top of Berm Elevation 4945.0 ft STAGE - DISCHARGE CURVE FOR THE PROPOSED DETENTION POND OVERFLOW SPILLWAY FOR SOUTH POND AnAc ^n 2598 PondCalcs.xls - Spillway Page 5 of 7 Jim Sell Design, Inc. Transfort Facility Expansion Emergency Overflow Spillway Calculations Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 Ponding Depth (ft) Spillway Head ft QTa j CFS 4943.50 0.00 0.00 4943.60 0.10 1.43 4943.70 0.20 4.14 4943.80 0.30 7.78 4943.90 0.40 12.23 4944.00 0.50 17.47 4944.10 0.60 23.44 4944.20 0.70 30.15 4944.30 0.80 37.58 4944.40 0.90 45.73 4944.50 1.00 54.60 4944.60 1.10 64.19 4944.70 1.20 74.51 4944.80 1.30 85.55 4944.90 1.40 97.34 4945.00 1.50 109.86 4945.10 1.60 123.13 4945.20 1.70 137.16 4945.30 1.80 151.95 4945.40 1.90 167.51 4945.50 2.00 183.85 2598 PondCalcs.xIs - Spillway Page 6 of 7 Jim Sell Design, Inc. Transfort Facility Expansion Circular Orifice Plate Sizing Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 Orifice Equation CA AhAh � A = Q Q— �2y g C 2g h 576Ao D o _� Calculations 100-yr Orifice Sizing Knowns: where: C = Orifice Discharge Coefficient A o = Orifice Area (ft) g = Gravity (32.2 fUs2) Ah = Difference in Elevation Head (ft) Da = Orifice Diameter (in) 100-yr Release Rate 1.27 cfs 100-yr WSEL 4943.45 ft Pond Outlet Invert 4939.10 ft Discharge Coefficient 0.65 Tailwater Elevation 4938.00 ft Orifice Diameter 4 11/16 in Orifice Area 0.119 ft` Centroid Elevation 4939.29 ft Actual Release Rate 1.27 cfs 100-yr Orifice Rating Table Elevation ft Discharge cfs Pond Volume ac-ft 4939.10 0.00 0.000 4940.00 0.52 0.022 4941.00 0.81 0.116 4942.00 1.02 0.256 4943.00 1.20 0.452 4944.00 1.35 0.713 4945.00 1.49 1.047 2598 PondCalcs.xIs - Outlet Orifice Plate Sizing Page 7 of 7 Jim Sell Design, Inc. HISTORIC & PROPOSED RATIONAL CALCULATIONS Page A- 3 I I Transfort Facility Expansion DRAINAGE SUMMARY Design Engineer: J.Claeys Design Firm: Jim Sell Design, Inc. Project Number: 2598.1 Date: September 15, 2010 ' DRAINAGE SUMMARY: Basin Area (acres) Historical % Impervious 2-yr Peak Runoff (cfs) 100-yr Peak Runoff (cfs) H01 2.547 1 2.0% 1.27 5.55 H02 0.688 1 68.6% 1.18 5.15 Overall 3.235 1 16.20io 2.46 10.70 Basin Area acres Proposed % Impervious 2-yrPeak Runoff cfs 100-yrPeak Runoff cfs D01 1.070 2.0% 0.56 2.43 D02 1.503 95.5% 3.84 14.31 Total to Pond 2.573 56.6% 4.40 16.74 D03 0.662 93.2% 1.51 5.83 Overall 3.235 64.1 % 5.90 22.57 Page 1 of 7 oy qullil� In 1 IIII111 I111 _ � 1 I I1111 1 > > \ \ IIII II II II1111► /1/ - H1 _ �, _ _ _\ I I I I I I I I I �> J � ; � " �\ \ � 1 III Il(lll) II\Ill Ilf I I \\\ \, \� ;/ ( ►/l// t `1 -I Jill I l \\\ \\�/1I111I1I ail / l Illlll n Illlllll/ / o 7 \Nk H01 ✓ 2.547 0.31 \ W _Y II rHO2 mill l I 0.69 0.91 III IIII I11 \ III III \ `I I ulllll \ ll 1111 I ! I I IIII I I 1 mo 40 0 80 Miiiiiiiiii SCALE 1" = 80' LEGEND BASIN ID D02 BASINWMAJOR AREA (AC) RUNOFF COEF QBASIN DESIGN POINT --I FLOW ARROW T"���b91►�:Z�1�P►17_177 • • —3 — BASIN FLOW PATH BASIN ASPHALT AREA BASIN CONCRETE AREA BASIN GRAVEL AREA BASIN ROOF AREA BASIN NATIVE GRASS AREA Landscape Architecture, Engineering, & Planning 153 West Mountain Ave. fon Collins,COWI 970 4a4 1921 faa: 9204e4 2H3 C .O C CL 11-0 .m LL ow L 4- IIA i V) O W a) O (5) U fo v C O . M 4N � 2 Z0 1n to v JSD Proj # 2598 Date 3/30/11 Drawn By JTC Drainage SHEET 1 OF 3 Z _O F- Q J U J O U y Q O W f0 � Qa W :3 �O W LL a t _U �O L �I H 21 U � C CO N c O) Ll) y m� a a) E m U) 00 21 U E LOO) uai �=3Nfn cu cu a) c a rn E E = L = w LL z C C U y O) 'y0) N . 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CO M524 970 4e41921 fax, 920484 2"3 O U N O U t O LL C O fQ vi o W > X LV V — -0 C LL L _O N ilivill- 1A V 4� `L i t V Q J i QJ Q JSD Proj R 2598 Date 3130/11 Drawn By JTC Drainage SHEET 2 OF 3 Z O r a J U J a U C a O W 'N C a M k O W j ++ W a L) m LL O }I w O 0. 0- O V) —i LU fLD W � OI U O c C) 0 N O) � N m a� N 0 E N M cn CO :) U E Lao) aai i=iN(n L C � rn € E C _ 7 W LLZ C C U mrn� ui N N ' 0 Y c LL U 0 0 _T O U LL En c -o m m C � •l`6 c ❑ C C O O U � 2 � N T c a O U � a c = m `0 ca � C .• U ') c U 01 N � a) ❑ C L rn ❑ E ❑ (n E c m O � co D T ` c aci U E 0 a Ln Y O CD Q j Q M LL a LL to O ` d a)a M > E > c Y 0 d O Ol T N V C O e u O U In rn Ln M O in Ln N a 0 0 O O p Q E CD O � CDO. � N e D d w O > o c > a o Q m c m J 0 c � M O O W O O GS CO W () c o 0 F O a n O U N V N O O U � N QI 10 O1 1� N U O O O O O o y d •0L N ao cD w y a w pn N Q G o 0 0 0 0 yc C N N O o N y j m Q Q N r o U � LL D M N m o y O] a0 M m r o of N 00 °' a w V N �d Q Lo W w y� Q tD N C p 0 � V o — m a C o 0 0 0 `m - a (n 0 Z _0 F.. Q C F— O W In U c Z m 0 CLU X W 0 r_+ LLJ U M LL 0 W oa w 0 to J O W :LO W H 0 ti O CO C N 0) Ln (D 0 N _ E a @�00 a N (n N N c � a E E C � 7 W LL Z c c Mrna�i ui N .N O O O (0 0 0 d 0 N 0 cr C> a 00 u� IT 0 C C o p A C t+ 0 p W N C U to OU -p � „ d 3 �? o C a) U a N U I o > m m C r II 1 Nc U O -p � C ` O O 'w o @ w 'O 'O - C N U U to II N N N O O u M M C C 7 E O t L C 0 C O W (n _E C_ _ E > > O O + W W G � 73 N C C O @ (0 E + > > > �00 o C U CVO Z rn O c O m U LL h C j II ~ W Y Q W d' C � N C E r N D IL v C 0 U � � N M N .Y U + G N E M vi Qf to C M lD O E N M N N M N s J N O N N N U N N �3 W N O !Y > m 3 W � R T 2 � J W a o 0 O o 0 N o 0 0 S Z N N V w J Q - J a o W % W Cl) p N o o n o Q~ N Z z _ w J Q N O M N W Q t0 O Q Q 0 0 0 0 Z N G Q m 0 0 0 N41 z A 0 w a p O N m a C L C CL �p tb C O 'O O — N ` (�6 C N L C O C C 01 m N t0 7 Q .C-.. C w '� N 00 O 00 N 0 ._T+ to a U co Mn CL c j O O o m u Co C)C O II o C O II H c N II af a) _ Q w a a rn rn m U to y C � c 0 '^ r C N } IU o -0 III >1 o L U O A C -O co O 01 C CU y L C f6 C v C t4 to 0 m N U C C tp L U m L co O V-0 U fA a) a) O .. a) 0) = C p L U C m m N - w c C V1 LO 0 C) co Q � � o O C N L L C IM Q. Vl — _ >' t0 C >. (0 x Z N e- 6 00 N co-L II C II C m II W= U != O C ,(0 Y1 d c c II c }, Y Nul U U C7 U Q U W m 1 , 1i � W L o o a)' rn o ti V 0J N O N W LLZ / V o U W m 9 Eco m/ Y H 0 ooaL0 UnZ) W m 1 d - C c � N C Y to N � N a v M j1 U A o o 0 o w 0 0 U CO 0 0 o o C a — o cq n Lq U Y Y m N d � N V (➢ T N w N 0 V p o 0 0 C 7 0: M � y m U O M N o in co � o � a c L o O O C va o00 0 n CONVEYANCE ELEMENT SIZING Page A- 4 Worksheet for Parking Lot Chase Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.012 Channel Slope 0.10000 tuft Normal Depth 0.50 ft Bottom Width 3.00 ft Results Discharge 30.54 ft3/s Flow Area 1.50 ft2 Wetted Perimeter 4.00 ft Top Width 3.00 ft Critical Depth 1.48 ft Critical Slope 0.00460 tuft Velocity 20.36 ft/s Velocity Head 6.44 ft Specific Energy 6.94 ft Froude Number 5.08 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 iGVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 1.48 ft Channel Slope 0.10000 ft/ft Critical Slope 0.00460 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] ' 9/1517010 9:13:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1 Worksheet for Parking Lot C&G Capacity Pro]ect Description `` « x '.c ; r .as Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.50 ft Section Definitions Station (ft) E `. Elevation (ft) , 0+00.00 0.50 0+16.67 0.17 0+18.67 0.00 0+18.67 0.50 0+19.17 0.50 Roughness Segment Definitions ,-StartStation Ending Station �Roughness'Coefficlent (0+00.00, 0.50) (0+16.67, 0.17) 0.013 (0+16.67,-0.17) (0+18.67, 0.00) 0.012 (0+18.67, 0.00) (0+19.17, 0.50) 0.012 Results Discharge 13.50 ft3/s Elevation Range 0.00 to 0.50 ft Flow Area 3.58 f:2 Wetted Perimeter 19.18 ft Top Width 18.67 ft Normal Depth 0.50 ft Critical Depth 0.56 ft Critical Slope 0.00401 ft/ft Velocity 3.77 ft/s Velocity Head 0.22 ft Specific Energy 0.72 ft c Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] ` 9/15/2010 9:15:22 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 1 of 2 Worksheet for Parking Lot CSG Capacity Froude Number 1.52 Flow Type Supercritical GVF f ut Data' " `'yC', Downstream Depth 0.00 ft Length 0.00 It Number Of Steps 0 Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 It Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.56 ft Channel Slope 0.01000 Wit Critical Slope 0.00401 Wit Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/15/2010 9:15:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-7551666 Page 2 of 2 ' Worksheet for Eastern Drainage Swale Project'Descripton Friction Method Manning Formula Solve For Discharge ' Input Data' at z4 xe Roughness Coefficient 0.030 t Channel Slope 0.01000 ft/ft Normal Depth 1.00 ft Left Side Slope 8.00 ft/ft (H:V) ' Right Side Slope 4.00 fttft (H:V) r 'x , xft3/s ' Discharge 18.53 Flow Area 6.00 ft2 Wetted Perimeter, 12.19 ft ' Top Width 12.00 ft Critical Depth 0.90 ft Critical Slope 0.01746 ft/ft ' Velocity 3.09 ft/s Velocity Head 0.15 ft ' Specific Energy 1.15 ft Froude Number 0.77 Flow Type Subcritical ' IGVF,Inpuf Data Downstream Depth 0.00 It ' Length 0.00 ft Number Of Steps 0 IGVF .190tput Data Upstream Depth 0.00 ft Profile Description ' Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s ' Normal Depth 1.00 ft Critical Depth 0.90 ft ' Channel Slope 0.01000 ft/ft Critical Slope 0.01746 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00) ' 9/15/2010 9:15:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-7551666 Page 1 of 1 }* k 'Fa ew + U. 04 'a < r§!2p@A ��:a (\\ co co LU \§\ %!0 qrG Cf {�k�§§§ � ƒ(D:cc �CiC� §( . f! 80 — co }) < k/k co k\dOD 0w 7 {\k \ _ - U} * } § j �) C LU E ! $ . /] - co 65 ! =cL3 k co Scenario: Base 0-1 1-1 Title: Transfort Facility Expansion Project Engineer: jasonc f:\...\drainage\2598 stormcad.stm Jim Sell Design IneFort Collin Storm CAD v5.6 [05.06.014.00] 09/15/10 09:34:41 Aft Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 O O LO Gn C> O T T O r M T N ^`. Q W E JcrCn � O O LO 00 M T M O p rn_v E co M(n C O .4-- co _N W -®r ri O O LO CV) O d O O T O C) M M m Qi U T L ` FO d O 00004 . > CO TO -0 0 ^ p f9 O O U 0^ — O � O '77O N y O m cNa p O C W TO r N .60 a`u E 0 co m c0 v) N r A 0 N Q D N C) r O O U c C O 0 U m Y 3 0 LL C d C m rnU O O _ J m O to (n C E p n 0 com m w m m C1 C 0 E v T N T d C m CO o E 0 0 C 9 m m O U W nE N Q LL N V Lb i N co o a) Q C O N O O F � N m ! F w 0 u EROSION CONTROL DETAILS i ' Page A- 5 LEGEND LOCI LIMITS OF CONSTRUCTION FLOW ARROW r-s SF SILT FENCE SSA STABILIZED STAGING AREA Turf Reinforcement Mat, Wattles or Straw Bails will be placed along Swale Flowline, and end of pipes. J "I NP Landscape Architecture, Engineering, & Planning 153 Wcu Mountain Ave. Fort Collins. CO a05]A 970 ABa 1921 fax 9n1 243 OI .1 i O a� M CL _ X O W L- O �' •— V •V X M .O w LL LA O a-+ L L LU O fa v °J L LL 1� U Q ST SEDIMENT TRAP 01 Q C E JSD Proj # 2598 CONSTRUCTION ENTRANCE W/ 40 0 80 VEHICLE TRACKING CONTROLMhommmimill Date 3/3o/t t VTC SCALE t" = 80' Drawn By JTC Note CWA CONCRETE WASHOUT AREA 1. Erosion Control calculations will be provided with Erosion future submittals. SHEET 3 OF 3 NO CHANGES ARE TO BE MADE TO THIS DRAWING WITPOVT WRITTEN PERMISSION OF Tr:F TOWN OF F-,- 1-1/2" X 1-1/2" X 48" WOODEN STAKES SHALL BE PLACED ON THE DOWNHILL SIDE OF THE SILT FENCE FABRIC. A 1-1/2" X 1/4" STAKE OR LATH SHALL BE STAPLED OR NAILED TO THE 48" STAKE ON THE UPHILL SIDE OF THE FABRIC. LENGTH OF STAKE IS DEPENDENT UPON HEIGHT OF FENCE. 10.0' (MAX) STAKE SPACING SEDIMENT FROM RUNOFF — 36" MIN 48 MN FLOW /� 112" BURY 10" (MIN) OF MIN SILT FENCE GEOTEXTILE 6" X 2" TRENCH FOR PLACEMENT OF FABRIC — s�F —Cp SILT FENCE CBMP SF Town or COLORADO Tarker CONSTRUCTION BEST MANAGEMENT PRACTICES 1JUNE 200:0 NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKE 1-1/2" X 1/4" STAKE OR LATH ON UPHILL SIDE OF SILT FENCE FABRIC. SILT FENCE FABRIC FCOw40 \ \\�l COMPACTED BACKFILL 2" MIN BURY 10" MIN OF 2" SILT FENCE FABRIC MIN OR 10" DEEP IF USING STATIC SLICING METHOD 6" MIN 12" MIN INSTALLATION DETAIL ?OTATE SECOND POSTS SHALL BE JOINED AS SHOWN, THEN ROTATED 180 DEG. IN DIRECTION SHOWN AND DRIVEN INTO THE GROUND. � SF � ILT 1-1/2" X 1-1/2" X 48" WOODEN STAKE ON DOWNHILL SIDE OF SILT FENCE FABRIC. UNDISTURBED VEGETATION ON DOWNHILL SIDE POSTS SHALL OVERLAP AT JOINTS SO THAT NO GAPS EXIST IN SILT FENCE NOTE: THICKNESS OF GEOTEXTILE HAS BEEN EXAGGERATED JOINT SECTIONS CBMP SF PTown of arker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES JUNE 200:0 NO CHANCES ARE TO BE MADE TO THIS ORAWINO WITHOUT WRITTEN PERMISSION OF TIME TOWN OF PARKER. SILT FENCE INSTALLATION NOTES 1. SEE CBMP PLAN FOR LOCATION(S) OF SILT FENCE. 2. ALL SILT FENCE SHALL BE IN GOOD CONDITION AND FREE OF ANY DEFECTS INCLUDING RIPS, HOLES AND OBVIOUS WEAR. 3. A UNIFORM 6" X 2" ANCHOR TRENCH SHALL BE EXCAVATED USING A TRENCHER OR SILT FENCE INSTALLATION DEVICE. ROAD GRADERS, BACKHOES, AND OTHER SIMILAR MACHINERY SHALL NOT BE USED. 4. A 10" DEEP ANCHOR SLIT SHALL BE FORMED IF USING A STATIC SLICING METHOD. 5. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF THE ANCHOR TRENCH. 6. ANCHOR TRENCH SHALL BE FREE OF ROCKS OR OTHER DEBRIS PRIOR TO THE PLACEMENT OF THE SILT FENCE. 7. THE ANCHOR TRENCH SHALL BE BACKFILLED WITH SOIL THAT IS FREE OF ROCKS AND DEBRIS. BOTH SIDES OF THE TRENCH SHALL BE COMPACTED BY HAND USING A VIBRATORY PLATE COMPACTOR, JUMPING JACK TAMPER, OR BY WHEEL ROLLING WITH A SKID STEER OR TRACTOR. 8. SILT FENCE STAKES SHALL BE MADE OF WOOD AND HAVE THE FOLLOWING DIMENSIONS: 1-1h" X 1- %" X 48". 9. STAKES SHALL BE POSITIONED ON THE DOWNHILL SIDE OF THE SILT FENCE FABRIC AND PLACED ON 10.0' CENTERS OR LESS. STAKES SHALL BE EMBEDDED A MINIMUM OF 12" INTO THE GROUND. A WOODEN LATH SHALL BE ATTACHED TO THE OPPOSING (UPHILL) SIDE OF THE STAKE FOR ADDED STRENGTH AND SUPPORT. THE LATH SHALL HAVE THE FOLLOWING DIMENSIONS: 1-M" X 1V X 24". 10. SILT FENCE SHALL BE PULLED TIGHT AS IT IS ANCHORED TO THE STAKES. THERE SHOULD NOT BE NOTICEABLE SAG ALONG ANY PORTION OF THE SILT FENCE AFTER IT HAS BEEN ANCHORED TO THE STAKES. 11. SILT FENCE FABRIC SHALL BE ANCHORED TO THE STAKES AND LATHS USING 1" HEAVY DUTY STAPLES OR NAILS WITH 1" HEADS. STAPLES 'AND NAILS SHOULD BE PLACED EVERY 3" ALONG THE SILT FENCE FABRIC. 12. SILT FENCE FABRIC SHALL MEET THE FOLLOWING MANDATORY REQUIREMENTS: PROPERTIES TEST METHOD MANDATORY REQUIREMENTS GRAB TENSILE STRENGTH ASTM D 4632 > 124 LBS MULLEN BURST STRENGTH ASTM D 3786 > 300 PSI PUNCTURE STRENGTH ASTM D 4833 > 60 LBS TRAPEZOID TEAR STRENGTH ASTM D 4533 > 65 LBS UV RESISTANCE ASTM D 4355 > 80% AT 500 HOURS OF UV EXPOSURE FLOW RATE I ASTM D 4491 > 10 GAL MIN FT2 13. AN ORIGINAL PRODUCT SPECIFICATION SHEET FROM THE SILT FENCE MANUFACTURER SHALL BE MADE AVAILABLE AT THE REQUEST OF THE TOWN'S INSPECTOR. THE PRODUCT SPECIFICATION SHEET SHALL PROVIDE THE RESULTS FOR THE TEST METHODS ABOVE. 14. SILT FENCE JOINTS SHALL BE CONNECTED ACCORDING TO THE ATTACHED DRAWING. CBMP SF PTown of lrker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 200f NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OP PARKER. SILT FENCE INSTALLATION NOTES SILT FENCE INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE SILT FENCE AT THE FOLLOWING INTERVALS: • IMMEDIATELY FOLLOWING INITIAL INSTALLATION. • EVERY 14 DAYS WHILE THE SITE IS UNDER ACTIVE CONSTRUCTION. • AFTER ANY STORM EVENT THAT CAUSES SOIL EROSION. • ONCE A MONTH FOLLOWING THE END OF CONSTRUCTION, UNTIL VEGETATIVE COVER HAS REACHED A CONSISTENT DENSITY OF AT LEAST 70% OF FULL VEGETATIVE COVER. • IMMEDIATELY FOLLOWING STRONG WINDS. 2. ACCUMULATED SEDIMENT SHALL BE REMOVED ONCE THE SEDIMENT HAS REACHED A DEPTH OF 6". 3. SILT FENCE SHALL REMAIN IN PLACE AND PROPERLY MAINTAINED UNTIL VEGETATIVE COVER HAS REACHED A CONSISTENT DENSITY OF AT LEAST 70% OF FULL VEGETATIVE COVER AND EROSION AND SEDIMENTATION IS NO LONGER A POSSIBILITY AS DETERMINED BY THE TOWN'S INSPECTOR. 4. SILT FENCE SHALL BE REPLACED WHEN THERE ARE ANY SIGNS OF WEAR. 5. WHEN THE SILT FENCE IS REMOVED, ANY DISTURBED AREAS ASSOCIATED WITH THE INSTALLATION, MAINTENANCE, AND/OR REMOVAL OF THE SILT FENCE SHALL BE ROUGHENED, SEEDED, MULCHED, AND CRIMPED PER THE TOWN'S SPECIFICATIONS (SEE DETAIL SMC). CBMP SF Town of Parker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES ` JUNE 200' NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKER. COMPACTED EXCAVATED TRENCH SOIL FLOW i\\\ \\\ 'A . T 3" MAX SEDIMENT CONTROL LOG 1 1/2" X 1 1/2" X 18" (MIN) WOODEN STAKE 9" DIAMETER (MIN) SEDIMENT CONTROL LOG LARGER DIAMETER SEDIMENT CONTROLLOGS MAY NEED TO BE EMBEDDED DEEPER. CENTER STAKE IN CONTROL LOG 9" DIAMETER (MIN) SEDIMENT CONTROL LOG LARGER DIAMETER SEDIMENT CONTROL LOGS MAY NEED TO BE EMBEDDED DEEPER. CBMP scL Townof ParkCOLORADO er CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 2006 No Text NO CHANGES ARE TO BE MADE TO THIS ORAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKER. SEDIMENT CONTROL LOG INSTALLATION NOTES 1. SEE CBMP PLAN FOR LOCATION(S) OF SEDIMENT CONTROL LOGS. 2. ALL SEDIMENT CONTROL LOGS SHALL BE IN NEW CONDITION AND FREE OF ANY NOXIOUS WEED SEEDS OR DEFECTS INCLUDING RIPS, HOLES AND OBVIOUS WEAR. 3. SEDIMENT CONTROL LOGS SHALL BE INSTALLED IMMEDIATELY ADJACENT TO AN IMPERVIOUS SURFACE SUCH AS A CURB HEAD, SIDEWALK, AND INLET LID. NO GAPS SHALL EXIST BETWEEN THE SEDIMENT CONTROL LOG AND THE IMPERVIOUS SURFACE. 4. A UNIFORM 3" - 5" DEEP ANCHOR TRENCH IN THE SHAPE OF A HALF -SPHERE SHALL BE EXCAVATED USING A TRENCHER, SPADE -SHAPED SHOVEL, OR PICK. THE ANCHOR TRENCH SHALL BE SIZED TO ALLOW FOR THE SEDIMENT CONTROL LOG TO SEAT TIGHTLY AGAINST THE ANCHOR TRENCH. 5. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF THE ANCHOR TRENCH AND PROPERLY COMPACTED. 6. ANCHOR TRENCH SHALL BE FREE OF ROCKS OR OTHER DEBRIS PRIOR TO THE PLACEMENT OF THE SEDIMENT CONTROL LOG. 7. All SEDIMENT CONTROL LOGS SHALL BE PLACED 3"- 5" BELOW THE GROUND AND PULLED TIGHT ON BOTH ENDS TO REMOVE ANY CURVES OR SNAGS. 8. THE UPHILL SIDE OF THE SEDIMENT CONTROL LOG SHALL BE BACKFILLED WITH SOIL THAT IS FREE OF ROCKS AND DEBRIS. THE SOIL SHALL BE TIGHTLY COMPACTED INTO THE SHAPE OF A RIGHT TRIANGLE USING A SHOVEL OR WEIGHTED LAWN ROLLER. 9. SEDIMENT CONTROL LOG STAKES SHALL BE MADE OF WOOD AND HAVE THE FOLLOWING DIMENSIONS: . • 9" DIAMETER LOG = 1-�1h" X 1-f1h" X 18" • 12" DIAMETER LOG = 1-f/2" X 1-f/h" X 24" • 20" DIAMETER LOG = 1-36" X 1-36" X 48" 10. STAKES SHALL BE PLACED ON 4.0' CENTERS AND EMBEDDED A MINIMUM OF 6" INTO THE GROUND. 3" OF THE STAKE SHALL PROTRUDE FROM THE TOP OF THE LOG. STAKES THAT ARE BROKEN PRIOR TO OR DURING INSTALLATION SHALL BE REPLACED. 11. SEDIMENT CONTROL LOGS SHALL OVERLAP A MINIMUM OF 12". THE OVERLAPPING SHALL OCCUR ON THE UPHILL SIDE OF THE LOGS. 12. SEDIMENT CONTROL LOGS SHALL BE STAKED 6" FROM BOTH ENDS OF THE END SECTION. 13. THE TOWN'S INSPECTOR MAY REQUIRE METAL T-POSTS TO BE INSTALLED IN AREAS WHERE THE SEDIMENT CONTROL LOGS ARE FREQUENTLY DAMAGED. SEDIMENT CONTROL LOG INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE SEDIMENT CONTROL LOGS AT THE FOLLOWING INTERVALS: • IMMEDIATELY FOLLOWING INITIAL INSTALLATION. • EVERY 14 DAYS WHILE THE SITE IS UNDER ACTIVE CONSTRUCTION. • AFTER ANY STORM EVENT THAT CAUSES SOIL EROSION. • ONCE A MONTH FOLLOWING THE END OF CONSTRUCTION, UNTIL VEGETATIVE COVER HAS REACHED A CONSISTENT DENSITY OF AT LEAST 70% OF FULL VEGETATIVE COVER. 2. ACCUMULATED SEDIMENT SHALL BE REMOVED ONCE THE SEDIMENT HAS REACHED A DEPTH EQUAL TO 1/2 THE HEIGHT OF EXPOSED LOG. 3. SEDIMENT CONTROL LOGS SHALL REMAIN IN PLACE AND PROPERLY MAINTAINED UNTIL VEGETATIVE COVER HAS REACHED A CONSISTENT DENSITY OF AT LEAST 70% OF FULL VEGETATIVE COVER AND EROSION AND SEDIMENTATION IS NO LONGER A POSSIBILITY AS DETERMINED BY THE TOWN'S INSPECTOR. 4. SEDIMENT CONTROL LOGS SHALL BE REPLACED WHEN THERE ARE ANY SIGNS OF WEAR OR DAMAGE. 5. WHEN THE SEDIMENT CONTROL LOGS ARE REMOVED, ANY DISTURBED AREAS ASSOCIATED WITH THE INSTALLATION, MAINTENANCE, AND/OR REMOVAL OF THE SEDIMENT CONTROL LOGS SHALL BE ROUGHENED, SEEDED, MULCHED, AND CRIMPED PER THE TOWN'S SPECIFICATIONS (SEE DETAIL SMC). CBMP scL� Town of COLORADO Parker CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 2006I No Text NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKER, CURB STEP SEE DETAIL CS VTC SHALL EXTEND TO BARRIERS TYPE 4 JERSEY BARRIER (TYPICAL) TYPE 4 JERSEY BARRIERS NOT SHOWN FOR CLARITY VTC PAD TO MATCH TOP BACK OF CURB 9" MIN 1.5" CRUSHED GRANITE SEE DETAIL RGT X. 7.5' 6" MIN MIN /� 1. TENSAR® BX1100 GEgGRID® 2. MIRAFI0 BASXGRID II 3. APPROVED OTHER COMPACTED BASE J 1.5" CRUSHED GRANITE SEE DETAIL RGT # L Qf—c") VEHICLE TRACKING CONTROL 27 SLOP 1. TENSAR®BX1100 GEOGRID® 2. MIRAFI@ BASXGRID II® 3. APPROVED OTHER op— —4411 CBMP VTC PTown of arker Co�ORADO CONSTRUCTION BEST MANAGEMENT PRACTICES JUNE 200264 NO CHANCES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF THE TOWN OE PARKER. VEHICLE TRACKING CONTROL PAD INSTALLATION NOTES 1. SEE CBMP PLAN FOR LOCATIONS) OF VEHICLE TRACKING CONTROL PAD(S). 2. THE SPECIFIC TYPE OF VEHICLE TRACKING CONTROL PAD NECESSARY FOR EACH JOB SITE SHALL BE DECIDED BY THE TOWN'S INSPECTOR AT THE TIME OF THE PRE CONSTRUCTION MEETING. 3. A VEHICLE TRACKING CONTROL PAD SHALL BE PRESENT AT ALL ACCESS POINTS WHERE VEHICLES ENTER AND/OR EXIT A JOB SITE. 4. THE VEHICLE TRACKING CONTROL PAD INDICATED ON CBMP PLAN SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. 5. VEHICLE TRACKING CONTROL PAD SHALL BE A MINIMUM OF 50-FEET LONG AND 20-FEET WIDE. 6. A BIAXIAL GEO-GRID SHALL BE PLACED UNDER THE VEHICLE TRACKING CONTROL PAD PRIOR TO THE PLACEMENT OF ROCK. THE AREA SHALL BE FREE FROM ANY VOIDS, ROCKS AND DEBRIS. THE BIAXIAL GEO-GRID SHALL BE TENSAR BX1100, MIRAFI BASXGRID II, OR AN APPROVED EQUAL. GEO-GRID SHALL BE PLACED, AND APPROPRIATELY OVERLAPPED IF NECESSARY, TO COVER THE. ENTIRE LENGTH AND WIDTH OF THE VEHICLE TRACKING CONTROL PAD. 7. CRUSHED ROCK SHALL CONSIST OF ONE OF THE FOLLOWING: 1.5" GRANITE WITH A FRACTURED FACE (ALL SIDES), 2" GRANITE WITH A FRACTURED FACE (ALL SIDES), 3" GRANITE WITH A FRACTURED FACE (ALL SIDES) OR 4" GRANITE WITH A FRACTURED FACE (ALL SIDES). ONLY ONE SIZE OF ROCK SHALL BE USED PER VEHICLE TRACKING CONTROL PAD (SEE DETAIL RGT). VEHICLE TRACKING CONTROL PAD INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE VEHICLE TRACKING CONTROL PAD AT THE FOLLOWING INTERVALS: • IMMEDIATELY FOLLOWING INITIAL INSTALLATION. • HOURLY DURING ANY SIGNIFICANT HAULING OPERATION IN WHICH VEHICLES ARE CONTINUALLY ENTERING AND EXITING THE SITE. • EVERY DAY WHILE THE SITE IS UNDER ACTIVE CONSTRUCTION. • IMMEDIATELY FOLLOWING ANY STORM EVENT. • ONCE A MONTH FOLLOWING THE END OF CONSTRUCTION, UNTIL THE VEHICLE TRACKING CONTROL PAD IS REMOVED. 2. WHEN THE VEHICLE TRACKING CONTROL PAD IS REMOVED, ANY DISTURBED AREAS ASSOCIATED WITH THE INSTALLATION, MAINTENANCE, AND/OR REMOVAL OF THE VEHICLE TRACKING CONTROL PAD SHALL BE ROUGHENED, SEEDED, MULCHED, AND CRIMPED PER THE TOWN'S SPECIFICATIONS (SEE DETAIL SMC). CBMP VTC Town of Parker COLTI ORADO CONSTRUCON BEST MANAGEMENT T PRACTICES JUNE 2002J NO CHANGES ARE TO BE MADE TO THIS ORn WING WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKER. SIDEWALK ZVI 5.—Olr A —A — Is, - VTC Y ...:e• SP 1 01 SF \ / � SF SV SF 0 CF V CONSTRUCTION SITE STABILIZED WITH A DD MINIMUM OF 1.5" DIAMETER ANGULAR ROCK j (GRANITE OR RECYCLED CONCRETE). USED FOR STAGING, STORAGE, LOADING AND UNLOADING, AND PARKING (SEE DETAIL RGT). ------ o I CF / DD LL do rss IPC II �/ IPCOG SSA CWA )1 11 F ZL O F U � (n J O af JI U F t .. �I I� II i J II OIJ I' „I CBMP SSA ParkeTown of COLORADO r CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 20050 NO CHANGES ARE TO BE MADE TO THIS ORA WINO WITHOUT WRITTEN PERMISSION OF THE TOWN al PARKER STABILIZED STAGING AREA INSTALLATION NOTES 1. SEE CBMP PLAN FOR LOCATION OF STAGING AREA. CONTRACTOR MAY MODIFY LOCATION AND SIZE OF STABILIZED STAGING AREA WITH TOWN APPROVAL. 2. STABILIZED STAGING AREA SHALL BE LARGE ENOUGH TO FULLY CONTAIN PARKING, STORAGE, AND LOADING OPERATIONS. 3. THE STABILIZED STAGING AREA SHALL CONSIST OF A MINIMUM OF 1:5" DIAMETER OF ANGULAR ROCK (GRANITE OR RECYCLED CONCRETE)(SEE DETAIL RGT). STABILIZED STAGING AREA INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE STAGING AREA AT THE FOLLOWING INTERVALS: • IMMEDIATELY FOLLOWING INITIAL INSTALLATION. • EVERY 14 DAYS WHILE THE SITE IS UNDER ACTIVE CONSTRUCTION. • IMMEDIATELY FOLLOWING ANY STORM EVENT. 2. THE EROSION CONTROL SUPERVISOR SHALL PROVIDE ADDITIONAL ROCK IF ANY RUTTING OCCURS OR UNDERLYING SUBGRADE BECOMES EXPOSED. 3. STABILIZED STAGING AREA SHALL BE ENLARGED IF NECESSARY TO CONTAIN PARKING, STORAGE, LOADING, AND UNLOADING. 4. ANY ACCUMULATED DIRT OR MUD SHALL BE REMOVED FROM THE SURFACE OF THE STABILIZED STAGING AREA. 5. THE STABILIZED STAGING AREA SHALL BE REMOVED AT THE END OF CONSTRUCTION. THE GRANULAR MATERIAL SHALL BE REMOVED AND THE AREA TOPSOILED, SURFACE ROUGHENED, DRILL SEEDED, AND MULCHED (SEE DETAIL SMC). CBMP ssa Tom or NParker cOLoRADO CONSTRUCTION BEST MANAGEMENT PRACTICES _ JUNE 200SO NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOVT WRITTEN PERMISSION OF THE TOWN OF PARKER. CONTRACTOR SHALL ANCHOR PORTABLE TOILET . . . . . . TO THE GROUND, AT ALL FOUR CORNERS USING -.'.'.'.`.`.`.`.'.' ' U-SHAPED REBAR STAKES o PORTABLE TOILET . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . • • • . • •10.0' MIN TOP BACK ,...`.` . OF CURB . . . . . . . . . . . . . . .I`. . . . . . . . . . . . . . . FLOWLINE J EDGE OF PAVEMENT PLAN VIEW u PORTABLE TOILET (TYPICAL) CONTRACTOR SHALL J ANCHOR PORTABLE TOILET TO THE GROUND, AT ALL FOUR CORNERS USING CURB AND GUTTER U-SHAPED REBAR STAKES ISOMETRIC (TYPICAL) n Cf L PORTABLE TOILET PROTECTION CURB AND GUTTER (TYPICAL) CBMi PTP PTown of arker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES JUNE 200:0 NO CHANGES ARE TO BE MADE TO THIS ORAWINO WITHOUT WRITTEN PERMISSION OF THE TOWN OF PARKER PORTABLE TOILET PROTECTION INSTALLATION NOTES 1. PORTABLE TOILETS SHALL BE PLACED A MINIMUM OF 10.0' BEHIND ALL CURBS. 2. PORTABLE TOILETS SHALL BE PLACED ON A FLAT SURFACE. 3. PORTABLE TOILETS SHALL BE SECURELY ANCHORED TO THE GROUND USING U-SHAPED REBAR STAKES. 4. U-SHAPED REBAR STAKES SHALL BE POSITIONED ON ALL FOUR SIDES OF THE STRUCTURE. 5. PORTABLE TOILETS THAT HAVE TIPPED OVER SHALL BE PLACED UPRIGHT IMMEDIATELY. ANY SPILLED WASTE SHALL BE CLEANED UP IMMEDIATELY AND DISPOSED OF PROPERLY. PORTABLE TOILETS SHALL BE PROPERLY RE -STAKED. PORTABLE TOILET PROTECTION INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE PORTABLE TOILET PROTECTION AT THE FOLLOWING INTERVALS: • IMMEDIATELY FOLLOWING INITIAL INSTALLATION. • EVERY DAY WHILE THE SITE IS UNDER ACTIVE CONSTRUCTION. • IMMEDIATELY FOLLOWING ANY STRONG WINDS. • ONCE A WEEK FOLLOWING THE END OF CONSTRUCTION, UNTIL THE PORTABLE TOILET IS REMOVED. 2. PORTABLE TOILET PROTECTION SHALL BE REPAIRED IMMEDIATELY WHEN ANY STAKES ARE LOOSE, DAMAGED OR REMOVED. 3. PORTABLE TOILETS SHALL BE SERVICED AT THE NECESSARY INTERVALS TO ELIMINATE THE POSSIBILITY OF OVERFLOW. 4. WHEN THE PORTABLE TOILETS ARE REMOVED, ANY DISTURBED AREAS ASSOCIATED WITH THE INSTALLATION, MAINTENANCE, AND/OR REMOVAL OF THE TOILETS SHALL BE LANDSCAPED OR ROUGHENED, SEEDED, MULCHED, AND CRIMPED PER THE TOWN'S SPECIFICATIONS (SEE DETAIL SMC). CBMP PTP PTo" of arker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 20 NO CHANGES ARE TO 6E MAOE TO THIS ORAWING WITHOVT WRITTEN PERMISSION OF THE TOWN OF PARKER. A CONSTRUCTION FENCE SEE DETAIL CF EXCAVATED MATERIAL SHALL BE USED FOR PERIMETER BERM. SOIL FOR BERM SHALL BE COMPACTED IN THE SAME MANNER AS TRENCH BACKFILL. 4.0' MIN 25.0' MIN. 8.0' MIN 3y 8.0' 26.0' IN MIN 26.0' MIN 9.0' MIN. CONSTRUCTION SIGN PLAN VIEW EXCAVATED MATERIAL SHALL BE USED FOR PERIMETER BERM. CONSTRUCTION FENCE SOIL FOR BERM SHALL BE SEE DETAIL CF COMPACTED IN THE SAME MANNER AS TRENCH BACKFILL. ,�1 3.0' N EXISTING GRADE sic 8.0' X 8.0' MIN TO CONTAIN CONCRETE VEHICLE TRACKING CONTROL SEE DETAIL VrC u VEHICLE TRACKING CONTROL SEE DETAIL VTC CBMP CWA Town of Parker COLORADO CONSTRUCTION BEST MANAGEMENT PRACTICES IJUNE 200i NO CHANCES ARE TO BE MADE TO THIS ORAWINO WITHOUT WRITTEN PERMISSION OP THE TOWN OP PARKER. CONCRETE WASHOUT AREA INSTALLATION NOTES 1. CONCRETE WASHOUT AREAS SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON SITE. 2. CONCRETE WASHOUT AREA SHALL INCLUDE A FLAT SUBSURFACE PIT THAT IS AT LEAST 8.0'X8.0'. THE SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL BE 3:1. THE DEPTH OF THE PIT SHALL BE AT LEAST 3.0'. THE BERM SURROUNDING THE SIDES AND BACK OF THE CONCRETE WASHOUT AREA SHALL HAVE A HEIGHT OF 1.0'. THE VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWARDS THE CONCRETE WASHOUT AREA. A CONSTRUCTION FENCE SHALL BE INSTALLED ALONG THE TOP OF THE PERIMETER BERM PER THE DETAIL. 3. VEHICLE TRACKING CONTROL (SEE DETAIL VTC) IS REQUIRED AT THE ACCESS POINT TO ALL CONCRETE WASHOUT AREAS. 4. A CURB STEP (SEE DETAIL CS) SHALL BE IMPLEMENTED IF A CURB EXISTS AT THE ACCESS POINT TO THE CONCRETE WASHOUT AREA. 5. HIGHLY VISIBLE SIGNS SHALL BE PLACED AT THE CONSTRUCTION SITE ENTRANCE, WASHOUT AREA AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION(S) OF THE CONCRETE WASHOUT AREA(S) TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. 6. A ONE-PIECE IMPERVIOUS LINER MAY BE REQUIRED ALONG THE BOTTOM AND SIDES OF THE SUBSURFACE PIT AT THE DISCRETION OF THE TOWN'S INSPECTOR. CONCRETE WASHOUT AREA INSPECTION AND MAINTENANCE NOTES 1. THE EROSION CONTROL SUPERVISOR SHALL INSPECT THE CONCRETE WASHOUT AREA AT THE FOLLOWING INTERVALS: • AFTER INITIAL INSTALLATION. • AT LEAST DAILY WHILE THE CONCRETE WASHOUT AREA IS PRESENT ON SITE. 2. CONCRETE WASHOUT MATERIALS SHALL BE REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2.0'. 3. CONCRETE WASHOUT AREAS SHALL BE ENLARGED AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. 4. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE AND ALL OTHER DEBRIS IN THE SUBSURFACE PIT SHALL BE TRANSPORTED FROM THE JOB SITE IN A WATER -TIGHT CONTAINER AND DISPOSED OF PROPERLY. 5. CONCRETE WASHOUT AREAS SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED. 6. WHEN CONCRETE WASHOUT AREAS ARE REMOVED, EXCAVATIONS SHALL BE FILLED WITH SUITABLE COMPACTED BACKFILL AND TOPSOIL, ANY DISTURBED AREAS ASSOCIATED WITH THE INSTALLATION, MAINTENANCE, AND/OR REMOVAL OF THE CONCRETE WASHOUT AREAS SHALL BE ROUGHENED, SEEDED, MULCHED, AND CRIMPED PER THE TOWN'S SPECIFICATIONS (SEE DETAIL SMC). CBMP CWA Parkero.o or COLORADO r CONSTRUCTION BEST MANAGEMENT PRACTICES JUNE 200_5j Gutter Types) 2'R. VERTICAL Or CATCH GUTTER) ROLL—OVER (LOVELAND) 1 -In. 4-1/2 1 In'R. 1 -1/z:ro 2 R. OUT FALL CURB &GUTTER (FORT COLLINS ONLY) (1'WIFALLGIITIdIR) Y' b'OZ�1/4/4mlFt. /2 1/2L1'Y 114ASTCF B' w/aep�alb povemanl CONCRETE PAVEMENT HARRIER CURB (KEY WAY IX2 EPDXY) MOUNTABLE CURB (k WAY OR EPDXY) (SECTION B) (SECTYH M) 6' 6' 6' RI CUR 6° MOUNTABLE CURB (0901 TYPE 2 STCOON B M RKB-1 CMm TOB' RECAQ LL BiNon M orb MX be pwM to In aryU NO, Mw Urn On Ma wmpoi suNma of Me paBment. Ru®e «m. medwns " Me 6' earner cum Or B• mon nw ony. CURB AND GUTTER MEDIAN (ISLAND CURBS) IeRDOiR COUNTY CONSIMCGTION R6 ON N0: E DRANiG IARO®2 COUNTY CONSTRUCTION RUMON N0: 2 DRAMIG SIRRB'f STANDARDS DRAIIRMGS OAT& 09/01/02 701 R[R6RI 31'1NDMS DFA3FDl09 DATR: 04/0I/07 703 µIE, �On (ENO OF 10 MATCH v ` we re me wWLL) In r-e. \\\`\ (Mee) 6. p. \ `\ I SMASH ]I Jro• Rnb dl V V 61Y3f IWA1N6 TAIY 4'MTE n1Lf0 \ \ DOE AS M 3/1'e. � � \ \ A B Inslm cRmx D 0 IA an WITH 0.'!M \ bF5 AT (m. rev. s¢)� \ EF�MG BW ^ro. 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'TYPE L (L i RIP -RAP TO BE NAND PLVID HAVEN TO MTU M/ PRgVSED GROVE (OR CDNDNUE PER PINTS) TOP a WE irI' SEE PUN 1' IDEPIIF55 CURB NEEND TD FIGnNE As 5NN'M P a GUTTER WiTOM GF GMER EIEYA➢44B CURB CUT W/ RIPRAP PAD n .II —evm OMMRr EE IOI1 DIP.). vc �1 4' Z WCF NONE nD. CaMm. IWLY6 n:R,+--� evei OF •)`MNAR WTDYMI n n HNL mm CCNiRKPIAIE SECTION B-B IEGENO m= LJ m IBBI 71 IB CUR.OP. E Fee. TI MA. R.on we Na.N nb 1 MeI Wr. fp.W L,Rs1aIe0R m Mw. w. Pulue eve ONE. MKMFE O W.A�Wj PRESENT mancluell SPILL BOX iHe WATER QUALITY OUTLET STRUCTURE DETAILS Del DIMENSIONS DSQ T H K L III -0 1'' I' }' t5• 1UO 21 4 sn 2'1 4 V-5' 3'-9' IB- TV 2 1 ' 2'-01 1•-2' T-10 2'-1 1• 2'-10• 1'E' 2'-0' 24' 3.14 3' 3'-0' '-10 t 4'-4" b' 491 31 ' 3'-0 1 2'-2' 4'-10 f 1 4' 44' 2'-01 5'-M' 4-3 3'-0' 42' 9d2 4111 -lot TA 5 -t0 4'_I , 3.4. CONCRETE HEADWALL DETAIL m III I;1aeaa m:T EMERGENCY SPILLWAY DEfAILr--� ITS Landscap, Architecture, WO TAP 1921 I�COONNCCR�ETE SMALL BE CLASS B. CAST-IN-PIACE CONCRETE SMILE CIXMDnl TO ASTM EASE 2. CAST -IN -PUCE CONCRETE WALL EWES SNALL BE CHAMFERED 3/4% 3, ALL WALLS AND BASE SEND BE REINFORCED WITH (4'S 012' W EARN WAY REINFORCING BARS SHALL BE DEFORMED AND SMALL HAVE 3' MINIMUM CLEARANCE FROM FACE OF CONCRETE. 4. DIMENSIONS AND MATERIAL REOUIREMENTS VNb DEPENgNG ON /PPLICADON FOR COMPLETE DUNLS, MEASURENENR, MTERKLS UST. AND OTHER FACTORS REFER TO THE CURRANT COST ITS STANDARDS. PIN / REINFORa W/ WWT PLAN %A Dl�iu!P.7.Ti CIEWOIR SIVLL BE AN IRON BOGY FERRULE MET BRASS SCREW PLUG SENSE LINE 6' THICK CONCRETE CRADI£ -/ IK'x"P'•�•"' TO SPRING LINE I, 24" MIN PULL TRENCH WIDTH NOTES_ELUATIQN soMOORE 1. WHERE CIEANOUI n INSTALLED IN SOODED AREAS DEPRESS CONCRETE OCLLAR 2- BELOW HNISHED CRUDE 2 CLEANOUT RISERS TO BE SAME DIAMETER AS SERVICE LINE (,TIP) STANDARD CLEANOUT DETAIL NR City of Fort Collins, Colorado UTILITY PLAN APPROVAL PPPRONED cM[nMnr Dow CHECKED BY: WmrA Waumis WVM1 0.w CHECKED BY: sa,w..uBly m CHECKED BY TrmerEni.,u. n�. CHECKED BY: — vM.mR.r.m, new CHECKED BY'. — F.,ww.�,Mnm.• owe GHECKED erOm Z O N^ Y J Z o/v/� W Xz� w j J — >11"0UU V0LL LL I..L Ca O I..I_ 05 c: t! rLL O 0. V) O z P� CD (I�) ADLER. LINGLE. MASSEY ARCHITECTS P.C. 70 WARMERS WAY SUITE. &1 W FIXRCOLLINS.CON1625 IIe101) 22DLMm wvxe r.f 9HmeeeeY.avn 0a43.10 DATE 2/21/12 DNAM .ITC C5Y0 III ill I I , 1 v I III /IIII (IIIIII II 4 I 9 I ��` _// I�j II11I III / \l 1 11 \N, \ \` III /IIII II I I11 IIII I I __--__--_ III IIIIII I 11 �111 111 III IIII I R PnDPDsm I / 11 III I (I I I l /-V IN,1\� Av�� MUGNMENT / i'�§ IIII IIiill III; I SF b III; III will If I �� IIII / I 11ll�n1PRAP IrroELBCRAR,ts OQ III! DEEP( REIRFORCEO - - -.. y. III I Illlll EMERGENCYSPILLWAY -1 LOYWIDETOPOFBERM IIII 1111 WIDTH=nFr 1 �'-_00 -, - I I% ,� N. V LOC I I I IIII I I I N SIDE SLOPES aQ1 / -- � I I I I I I 11 �V A A IIII 11 GPLLWAY Ef1W=KL9.IN I I , CONSTRUCTION. V 1 b \ I 11 \ \TOPOFBERM EI£V-IBI5.00 \ WATER -0.04i EIENIION FCRO I / / 1, CONSTRUCTION. LIMBS MY 1 1�1I L�tlt WOCV.D.OFAGul // vARVBABED aN SITE \ V\\ \ wOavwSEL.AwOn FF / ('.ONDOGGS Crag, I I \ \ \ \\\ \1 / /� tlwm pElF.NT101J VOLUME=0.5T ACMT � I 1 / wsEL=.aa.re��•,��,C I / �T5LFITRCP® p r,. : l I 1 l 1 : T NORTH PMERNIW GREEN IIb II \ I \ ISII 1 C350 TURF REINFORCEMENT 1 / MIIFORCEWIBIINC-0TYPEL I A RIPFAP. MOMCTSOILCOVER I MAT TO BE INSTALLED ALONG I I 1 , / /• \ 0m` 031 UNTILVEGETATED WIIIINOHIN I I LENGTH OF WIDE swALE I I ' \ I FLOWLINE. CTYFEL(D50-9)FUMAPPAD \ '�ANFREM GREEN,, EMT 3 TYPE L RIPRAP V\ W. Ialb1 1 aW:ANIL x 1 5 D �" A I Ay I ACE ADDITIONAL RIPRAP - _ _ \ 1 5 \ / COIL NL R AROUND FE6 I\ _ $F /� \ � \ � � SEj DETf,14tall 0N i /CUTLET STRUCTURE BEE WSLF 18'PVC � 4 / DETAIL ON SHEET C5.0 P2]5 y \ / II 50.00' e / O / /URUTYSDRMUI / '/ W ALIGNMENT / TCURSCUT }CATCH GUTTER _/ m ry/ 13'WIDE ACCESSIANE. ITYPEEDITERIORCURBI / 9��/I PEACE TYPE L RIPW - B'THICK COMPACT \ NORTH AMERICNII / 1 AROUND OUTLET AND / COOT CL3SSSF GREENC350TURF EX F� / 1 DOWN THE POND / 14WRBCU]WS11Y l •Y� IREINFORCEMENT, T ' / / I SLOPE TO PROTECT / CTOTN� � A' / FROM EROSION : i'' t SCATCH GUTTER ` YLBLFJr Y.P3% �1 �51 / V / �/ / /,/ �•� _ II� A —gs�` tm 1m R •. . '� IDS / / 1 \� / �/ y' E SDR36 ENE ROOF GRAIN 019% _ ��� / IN CONNECTON. RE-. MEP DRAWINGS FROM THE MID EAND8GAFE IXMDE (Sim 1 tBTWER / FOR BUILDING CONNECTIONS / 1 BAST / ' BUILD( G(TYPITO THE % \ / � $F / e�_. � _.. �—'E?UTCH GUTTER 04' GUTTER LL I \ \ \ 8 cLFANWT W qLq` JC / Y � � rOBIIFALLwmeR � I I I I �1 AllI arm N.OB GARAGEADDITION EMERGENCY \�f JI' • q / {I B SEMI1 ACCESS BUILDING DIMENSION. 0ALIGNMENT SCRO65PM 0 INTERIOR —O DRAINAGE 0 in II A1 I �6 -RF> in _ 3 D, L'�--mod G1 003 I il_ SAWOUTMWNOIXINEET. T/ 1 E PROPOSED CCNCREIE \� � \ INTO EX INET GRACES I - Jill L-d_�,Lt NO01 /7 / EXISTINGMAINTENANCE FACILITY FEE=AW9.OY I ( A A A MEDIAN AREA TO BE REMOVEDI Ikma I® A MID wrtR COxutere.1 III \ i PEINTO E%ISTING. SAW CUi AT I IXCONIRO JEANS � � T{ l I I EROSION CONTROL LEGEND ® =EYES— APPROXLIMRSOFCONSTRUCTICN $'j SEDIMENT TRAP ��_`/H/ FEOWARROW CE© CEIR —� SILT FENCE VEHICLETRCKING CONTROL C VEHICLE TRACKING CONTROL Q STABIEI]FD STAGING MFA coxr,RErE wMGur AREA CCYV NERIFYGRADES SURE FOSENE DRAINAGE AWAYFRIXALOTLINES TO DRAINAGE PIPES 4 COMM 30 15 0 15 30 SCALE t'= SIT ABBREVIATIONS: SOS BOTTOM OF STEP ENV INVERT Bow BOTTOM OF WALL LOC LIMIT OF CONSTRUCTION CL CENTER LINE LP LOW POINT EGA EDGEOFASPHALT PC POINT OF CURNATIURE EX EXISTING PT POINT OF TANOEINCY FF FINISHED FLOOR SW SIDEWALK FEE FINISHED FLOOR ELEVATION me TCPBACKC£CURA EG FINISHED GRADE TOS TOP OF STEP FL FLOWLINE TOY( TOP OF WALL G HANDICAP TRIM TURF REINFORCEMENT MAT HP HIGH POINT VP TYPICAL GENERAL NOTES, 1. EROSION CONTROL MEASURES SHALL BE PEACE PRIOR TO CONSTRUCTION 3. THE E%TENT OF EROSION CONTROL PROTECTION MAY NEED TO BE ADJUSTED DURING THE PROCESS CP CONSTRUCTION, BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL AREAS RES SHOWN TO SUPPLY SUFFICIENT EROSION CONTROL AND MIMMRE DOKNSTREAM WATERWAY POLLUTION. 3. LIMIT DISTURBANCE TO AREAS WITHIN SILT -FENCE, ALL DISTURBING AREAS SHALL BE SOLOED AND MULCHED PER CITY OF FORT COLLINS STANDARDS. (REFERENCE THE LANDSCAPE PLAN) i. THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION MGM THE IONYEAR STOW. 5. MAINIENANCE OF THE PROPOSED STORM DRAINAGE INFRASTRUCTURE SHALL BE THE RESPONSIBILITY OF THE PROPERFYGWNER. t. THE CONTMCTCR AND/OR AUTI (ZED AGENTS SHALL REMOVE ALL SEDIMENT MUD CONSTRUCTION DEBRIS OR OTHER POTENTIAL POLLUTANTS THAT MAY HAVE BEEN DISCHARGED TO OR, ACCUMULATE IN, THE ROW LINES AND PUBLIC RIGHTS OF WAYS OF THE CITY AS A RESULT OF CONSTRUCTION ACTIVTIES ASSOCIATED WITH THIS SITE DEVELOPMENT ON CONSTRUCTION Rt01ECT. RAID REMOVAL SHALL BE CONDUCTED IN A TIMELY MANNER, 3, THE CONSTRUCTION ACTNRIES STORMWATER MANAGEMENT PLAN SHALL BE SEEM FED AND APPROVED AS PART OF AN APPLICATION FOR A STORKWATER PERMIT FOR CONSTRUCTION ACTIVITIES FILED WIN THE TOWN OF WINDSOR. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY BE REQUIRED OF THE OWNER AND HIS OR HER AGENTS DUE TO UNFORESEEN EROSION PROBLEMS OR IF THE SUBMITTED PLAN DOES NOT FUNCTION AS INTENDED. THE REQUIREMENTS OF THI6 PLAN SHALL BE THE OBLIGATION OF THE PERMIT HOLDER UNTIL SUCH FINE AS THE PLAN IS PROPERLY COMPLETED AND THE PERMIT IS RELEASED. 3. THE CONTRACTOR SHALL PREVENT SEDIMENT, DEBRIS AND ALL OTHER POLLUTANTS FROM ENTERING THE STORM SEWER SYSTEM DURING ALL DEMOLITION EXCAVATION. TRENCHING, BORING, GRADING OR OTHER CONSTRUCTION OPERATIONS THAT ME PART OF THIS PROLECIT. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR REMEgATKKI OF MY ADVERBS IMPACTS TO ADJACENT WATERWAYS. WETLNNGS, ETC., RESULTING FROM WEEK DONE AS PART OF THIS PROJECT. d. THE COTRACTOR SHALL LOCATE, INSTALL, MD MAINTAIN A.A. EMOSION CONTROL AND WATER QUALITY REST MANAGEMENT PMCTICIEV AS INDICATED IN THE APPROVED STORMWATER MANAGEMENT FILM, - 5. THE DEVELOPER, GENERAL CONTRACTOR. GRADING CONTRACTOR "EVER 4 THEIR AUTHORIZED AGENTS SHALL INSURE THAT ALL LOADS OF CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THIS SITE SHALL BE MOPERLY COVERED TO PREVENT LOSS OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHTS OF WAY. 6 SOILS THAT WILL BE STOCKPILED FOR MORE THAN 30 DAYS SHALL BE PROTECTED FROM WIND AND WATER EROSION WITHIN L DAMS OF STOCKPILE CONSTRUCTION. IF STOCKPILES ARE LOCATED WITHIN 1M FEET OF A DRAINAGE WAY ADDITIONAL SEDIMENT CONTROLS SU6H AB TEMPORARY DINES OR SILT FENCE SHALL BE REWIRED. ]. APPROVED MCGION AND SEDIMENT CONTROL BEST MANAEEMENT - PRACTICES SHALL BE MAINTAINED AND KEPT IN GOOD REPAIR OF ME DURATION OF THIS PROJECT ACCUMULATED SEDIMENT AND DEBRIS SHALL BE REMOVED FROM A BMP WHEN THE SEDIMENT M DEBRIS ADVERSELY IMPACTS THE FUNCTIONING OF THE MAP. 8. MOOIFICATIONITERMINATION OF A STORMWATER DISCHARGE PERMIT FOR CONSTRUCTION ACTMTY BY THE DE)`ELOPER, CONTRACTOR OR THEIR AUTHORIZED AGENTS SHALL MOORE TIMELY NOTIFICATION OF AND APPROVAL FROM THE CITY OF FORT COLLINS. 9, SEE SHEET W.OFOREROSIONCONTROL DETAILS City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED. MYEreiti o.x CHECKED BY: An, AVAMNA,J.wm om. CHECKED BY: Ism.. UPY I.J. CHECKED BY: Gw%lGl 4R CHECKED BY. - FWaMFa.KEn u• CHECKED BY: - F:•iv�uMs 4w CHECKED BY: - _0^ Lf) 04 v I Z o Q I Xz_o WJ� J � 0UU J�—o (3oLL -L B••L LL O0 ULL o a. ) c:) zz O 1� Q0 ALL£R• MASSEY ARCHITECTS PC, 713 WTIKERS WAYSU M 61 W FORT COLLN$ CC Ill (970) 2 211 e :m ww.e Jnel mm 6RADIN6 E [ ERO6ION GONTRO Y PLAN I z Mill 0645.10 2/21/12 DIIANN TL C4B0