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HomeMy WebLinkAboutDrainage Reports - 11/24/1998b-FfnaWlV,,j Report o 1998 FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER AT WILD WOOD BUSINESS PARK FIRST FILING t 1 1 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER AT WILD WOOD BUSINESS PARK FIRST FILING Prepared for: L.G.T. Real Estate Advisors, Inc. Stanford Plaza, Suite 100 3555 Stanford Road Fort Collins, Colorado 80521 Prepared by: JR ENGINEERING, LTD. 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 (970)491-9888 February 17, 1998 Revised April 23, 1998 Revised June 2, 1998 Revised August 13, 1998 Revised October 23, 1998 Job Number 9177.01 No Text ' TABLE OF CONTENTS ' PAGE TABLEOF CONTENTS...............................................................................................................iii ' 1. INTRODUCTION...............................................................................................................1 1.1 Project Location......................................................................................................1 ' 1.2 Site Characteristics.................................................................................................. I 1.3 Soils.........................................................................................................................1 1.4 Purpose and Scope of Report .................................................................................. I ' 1.5 Design Criteria........................................................................................................ 2 1.6 Master Drainage Basin & Other Drainage Reports ................................................. 2 2. HISTORIC DRAINAGE..................................................................................................... 2 3. DEVELOPED FLOWS....................................................................................................... 2 3.1 Method.................................................................................................................... 2 3.2 Exterior Flows......................................................................................................... 3 3.3 Onsite Flows........................................................................................................... 3 3.4 General Flow Routing............................................................................................. 3 3.5 Proposed Drainage Plan.......................................................................................... 3 3.6 Hydrologic Analysis of Proposed Conditions......................................................... 6 ' 3.7 Allowable Street Flow Capacities........................................................................... 7 3.8 Curb Inlet Design.................................................................................................... 8 ' 3.9 3.10 Storm Sewer Design................................................................................................8 Swale Design ...........................................................................................................9 ' 4. DETENTION POND DESIGN.........................................................................................10 4.1 SWMM Analysis...................................................................................................10 ' 5. MISCELLANEOUS..........................................................................................................12 5.1 Variances................................................................................................................12 ' 6. EROSION CONTROL......................................................................................................12 6.1 Erosion and Sediment Control Measures...............................................................12 6.2 Dust Abatement.....................................................................................................12 6.3 Tracking Mud on City Streets...............................................................................13 6.4 Maintenance..........................................................................................................13 6.5 Permanent Stabilization.........................................................................................13 ' 6.6 Variances Requested.............................................................................................13 6. REFERENCES..................................................................................................................14 I iii 1 ' APPENDIX A - MAPS AND FIGURES APPENDIX B - HYDROLOGIC CALCULATIONS ' APPENDIX C - STREET CAPACITY CALCULATIONS ' APPENDIX D - INLET CALCULATIONS ' APPENDIX E - PIPE AND SWALE CALCULATIONS APPENDIX F - RIPRAP CALCULATIONS ' APPENDIX G EROSION CONTROL - CALCULATIONS ' APPENDIX H - DETENTION POND CALCULATIONS APPENDIX I - SWMM INPUT AND OUTPUT ' APPENDIX J - EXCERPTS FROM OTHER REPORTS 1 t 1 iv INTRODUCTION 1.1 Project Location ' Preston Center is located in the Northeast One -Quarter of Section 5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Ft. Collins, Larimer ' County, Colorado. (See Appendix A FIGURE 1 - VICINITY MAP.) The project is located on the south side of Harmony Road and the west side of County ' Road 9. The site is bounded by Corbett Drive on the west property line, by Harmony Road on the north, and by the proposed extension of Timberwood Drive on the south. 1.2 Site Characteristics [1 I [1 1 1 Preston Center consists of 13.10 acres of land. The land is covered with rangeland grasses and weeds. The general topography of this site consists of fair to average covered rangeland. The slopes range from 1 to 2 percent across the site. The Preston Center, which is currently undeveloped, will be developed as a commercial and retail property. 1.3 Soils The soils for this site are Fort Collins loam (35) and Nunn clay loam (74) according to the "Soil Survey for Larimer County Area, Colorado", prepared by the United States Department of Agriculture Soil Conservation Service. The Fort Collins series consists of deep, well -drained soils that formed in alluvium. The characteristics of the soil include slow runoff and slight erosion. The Nunn series consists of deep, well -drained soils that formed in alluvium. The characteristics of the soil include medium runoff, moderate water erosion, and slight wind erosion. 1.4 Purpose and Scope of Report This report defines the proposed final drainage plan for Preston Center, including consideration of all on -site and tributary off -site runoff. The plan includes design of all drainage facilities required for this development. 1 1 1 1 2. 1 1 1.5 Design Criteria This report was prepared to meet or exceed the submittal requirements established in the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984. Runoff computations were prepared for the 10-year minor and 100-yr major storm frequency utilizing the rational method. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been utilized. 1.6 Master Drainage Basin & Other Drainage Reports This site is included in the McClellands Drainage Basin. The master study for this property is the "McClellands Basin Master Drainage Plan" by Greenhorn and O'Mara, Inc., 1986. HISTORIC DRAINAGE Historic flows from the. site drained from the center of the property to the northeast and southeast. The site has an irrigation lateral running through the middle of the property, which creates a small ridge. Since the irrigation lateral will no longer be used by the property owner, the lateral will be abandoned and removed with this development. Ditch Company approval is not needed to abandon the irrigation lateral. Runoff north of the lateral and runoff from Harmony Road has historically been intercepted by the existing irrigation ditch on the south side of Harmony Road. This irrigation ditch, which is maintained by the Warren Lake Reservoir Company, will remain with this development. DEVELOPED FLOWS 3.1 Method The Rational Method was used to determine both the 10-year and 100-year flows for the subbasins indicated in this drainage report. A detailed description of the hydrologic analysis is provided in section 3.6 of this report. The resulting 100-year runoff values 2 I 1 1 1 1 1 1 were used to define design discharges at design points identified along streets, low points, and drainage swales. Detention is required and is provided using two detention ponds located in the south portion of the site. The allowed release for the ponds is 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year event in accordance with the McClellands Master Drainage Plan. These ponds have been sized utilizing UDSWMM and the input and output data are included in Appendix H. The hydrologic analysis was conducted for developed flows only. 3.2 Exterior Flows There are no exterior flows entering the site. Off -site basins have been included in the drainage design of Southeast Junior High School and Wild Wood Farms, Second Filing and the Preliminary Drainage Report for Preston Center, by RBD, Inc. The runoff from Harmony Road will continue to flow into the irrigation ditch as it has done historically and thus it was not accounted for in off -site flows. 3.3 Onsite Flows Flows within this site will take the form of overlot, swale, street, or conduit flow. The existing drainage patterns have been kept as close to the historical drainage as possible. All lots will be graded to carry flows away from structures to the streets and proposed detention ponds. 3.4 General Flow Routing The final drainage pattern for Preston Center has been developed to provide a drainage system that is sufficient for the surrounding area. This has been accomplished by utilizing existing drainage patterns as much as possible and routing flows to limit the amount of required drainage structures and facilities. 3.5 Proposed Drainage Plan A summary of the drainage patterns within each subbasin and at each design point is provided in the following discussion patterns. Discussions of the detailed design of drainage facilities are included in Sections 3.7, 3.8, and 3.9. 3 11 Runoff from Subbasin 101-A is conveyed via overland flow and gutter flow ' along the east gutter of Corbett Drive to the northwest parking area. The flows are collected in the gutter of the south parking area within the basin and flow to ' Design Point 1. ' Runoff from Subbasin 101-B is conveyed via gutter flow along the east gutter of Corbett Drive to the proposed curb cut and sidewalk chase at Design Point 8. ' Flow that is intercepted then enters the proposed detention pond 301. For the detention pond design, it was assumed that all of the flow from subbasin 101-B entered the pond. However, since it is impossible to intercept all runoff with an ' on -grade curb cut, carryover flow will be carried downstream to the Southeast Junior High School detention pond. This detention pond was designed to accept ' all of the runoff from Corbett Drive (see Appendix I for documentation). Runoff from Subbasin 101 is conveyed via overland to the northwest parking area within the basin. The flows are collected in the gutter of the south parking area within the basin and flow to Design Point 2. The combination of runoff from Subbasins 101-A and 101 is conveyed via ' concrete pan flow to the south parking area within basin 101. The runoff is collected in the gutter of the south parking area within basin 101 and flows to ' Design Point 2. The flows are intercepted by curb cuts that drain into Detention Pond 301. Runoff from Subbasin 102-A is conveyed via overland flow to the north parking area within basin 102-A. The flows are routed to the south gutter of the parking ' area to Design Point 3. ' Runoff from Subbasin 102 is conveyed via overland flow to the north parking area within basin 102. The flows are routed to the south gutter of the parking area to Design Point 4. The combination of runoff from Subbasins 102-A and 102 is conveyed via sheet flow in the parking area within basin 102. The runoff is collected in the gutter of the south parking area within basin 102 and flows to Design Point 4. The flows are intercepted by curb cuts that drain into Detention Pond 302. The outlet for I 4 aI I ' Pond 302 discharges to the proposed storm sewer system under Gifford Court which outfalls into a temporary swale A -A. Swale A -A drains to a proposed ' detention pond associated with the Timberwood Drive proposal (pond 304). Runoff from Subbasin 103 is conveyed via gutter flow on the west side of ' Gifford Court to Design Point 5. The flows are routed through a proposed sump inlet and are transported via conduit flow to a temporary swale A -A. ' Runoff from Subbasin 104 is conveyed via gutter flow on the east side of Gifford ' Court to Design Point 6. The flows are routed through a proposed sump inlet and are transported via conduit flow to swale A -A. Runoff from Gifford Court will be detained downstream in Pond 305, which is part of the proposal for Timberwood ' Drive. Timberwood Drive is scheduled to be constructed before construction of the Preston Center, First Filing. ' Runoff from Subbasin 105 is conveyed via overland flow on the north side of the ' site to the existing irrigation canal that runs parallel to Harmony Road at Design Point 7. The flows are equal to the historic flows that currently enter the canal from Harmony Road and the Preston Center Property. Runoff from Subbasin 0-1 is conveyed via gutter flow on the north side of ' Timberwood Drive. This subbasin is also subbasin A of the Timberwood Drive proposal. The flows are then routed through a proposed sump inlet on ' Timberwood Drive that outfalls to an existing area sump inlet. Runoff from Subbasin 0-2 is conveyed via gutter flow on the south side of Timberwood Drive. The flows are then routed through a proposed sump inlet on Timberwood Drive that outfalls to an existing area sump inlet. tRunoff from Subbasin 0-3 is conveyed via gutter flow and routed through a proposed cross -pan at the intersection of Timberwood Drive and Corbett Drive. The flows then enter the east gutter of Corbett Drive and are conveyed south to the Southeast Jr. High School detention pond. The flows were designed for in the Southeast Jr. High School Drainage Design according to the Preliminary Drainage Report for the Preston Center at Wildwood by RBD, Inc. 5 I� t 1 11 1 3.6 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine both 10-year and 100-year peak runoff values for each subbasin. The Rational Method utilizes the SDDCCS equation: Q = CfCIA (1) where Q is the flow in cubic feet per second (cfs), A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The frequency adjustment factor (Cf) is 1.0 for the initial 10-year storm and 1.25 for the major 100-year storm. The maximum value of C*Cf is 1.0. The appropriate rainfall intensity information was developed based on rainfall intensity duration curves in the SDDCCS Manual. In order to use the rainfall intensity curves, the time of concentration is required. The following equation was used to determine the time of concentration. to=ti+tt (2) where 4 is the time of concentration in minutes, ti is the initial or overland flow time in minutes, and tt is the travel time in the channel, pipe, or gutter in minutes. The initial or overland flow time is calculated with the equation: ti = [1.87(1.1- CCr)Lo.s]1(S)o33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cf are as defined previously. The minimum value of 4 for the 10-year and 100-year storms is 5.0 and 10.0 minutes respectively. All hydrologic calculations associated with the subbasins are attached in the Appendix of this report. Table 3.1 provides a summary of design flows. ' TABLE 3.1 DRAINAGE SUMMARY TABLE L t 1 I 10-yr DIRECT RUNOFF CALCULATIONS Des. Point Area Design. A (ac) C(10) =C'Cf tc (min) i (in/hr) O (CIS) 1 101-A 2.66 0.80 7.6 4.89 10.43 101 2.81 0.66 7.4 4.91 9.12 2 101 + 101-A 5.47 0.73 9.9 4.44 17.70 3 102-A 3.09 0.87 5.3 5.45 14.70 102 2.96 0.75 5.0 5.53 12.29 4 102 + 102-A 6.05 0.81 7.2 4.96 24.41 5 103 0.43 0.95 5.0 5.53 2.26 6 104 0.43 0.95 5.0 5.53 2.26 7 105 1.83 0.32 12.8 3.98 2.29 8 101-B 0.25 0.95 5.0 5.53 1.34 0-1 1 1.73 0.95 14.9 1 3.71 6.10 0-2 1.68 0.95 15.3 1 3.67 1 5.86 0-3 0.13 1 0.95 5.0 1 5.53 1 0.68 100-yr DIRECT RUNOFF CALCULATIONS Des. Point Area Design. A (ac) C(100) = C'Cf tc (min) i (in/hr) O (CIS) 1 101-A 2.66 1.00 10.0 7.12 18.99 101 2.81 0.82 10.0 7.12 16.52 2 101 + 101-A 5.47 0.91 10.0 7.12 35.50 3 102-A 3.09 1.00 10.0 7.12 22.00 102 2.96 0.94 1 10.0 7.12 19.79 4 102 + 102-A 6.05 1.00 10.0 7.12 43.05 5 103 0.43 1.00 10.0 7.12 3.06 6 104 0.43 1.00 10.0 7.12 3.06 7 105 1.83 0.39 12.2 6.57 4.74 8 101-B 0.25 1.00 10.0 7.12 1.8 0-1 1.73 1.00 14.4 6.09 10.53 0-2 1.68 1 1.00 14.8 1 6.02 10.11 0-3 0.13 1 1.00 10.0 1 7.12 0.93 ' 3.7 Allowable Street Flow Capacities ' During the initial storm, runoff was not allowed to overtop either the curb or street crown for local streets. For collector streets, runoff was not allowed to overtop the curb but leave at least one-half of roadway width free of water in each direction. According to the ' SDDCCS Manual, maximum street runoff criteria during the major storm event limits the depth of water over the crown to 6 inches for local streets and collector streets. Allowable gutter flows and maximum street capacities for both the initial and major storms were estimated and evaluated based on the specifications set forth in the SDDCCS ' Manual. 7 A normal depth analysis of the allowable street capacities was performed using the City of Fort Collins SDDCCS Manual. See the street capacity calculations in Appendix C for more detailed information. 3.8 Curb Inlet Design ' All inlet locations and sizes are shown on the Utility Plans for the construction of this ' project. The calculations for the sizing of these inlets are shown in the Appendix of this report t(See Table 3.2 for sizes). 1 1 t TABLE 3.2 SUMMARY OF STORM INLET REQUIREMENTS LOCATION INLET SIZE (feet) INLET CONDITION DESIGN INTAKE (cfs) Gifford Court DP 5 4' Type "W' Sump 3.06 Gifford Court DP6 4' Type "R" Sump 3.06 ' 3.9 Storm Sewer Design The design of all storm sewer pipes was accomplished using Manning's equation and the design pipe flows. Final hydraulic grade lines for storm sewers have been calculated and are shown on the final utility drawings. Table 3.3 is a summary of the storm sewer ' system. All riprap calculations can be found in Appendix F for all storm sewer outfalls. ' Pipe A under Gifford Court just south of Harmony Road will carry flows from the irrigation ditch. It was sized according to specifications from the Ditch Company and ' matches the existing upstream 34"x53" HERCP under Corbett Drive that also conveys 8 ' irrigation ditch flows. The developed flows into the irrigation ditch will be less than the historic flows since less area will drain into the ditch from the Preston Center First Filing ' property. Historically approximately 5.0 cfs enters the ditch during the 100-year event and approximately 4.8 cfs enters the ditch after development. Runoff calculations for the flows into the ditch are included in Appendix B. 1 �.. TABLE 3.3 SUMMARY OF STORM SEWER PIPE REQUIREMENTS . rw PIPE MIMMUM DESIGN LOCATION DIAMETER SLOPE DISCHARGE (inches) N (cfs) Detention Pond 301 Detention Pond 301 to 302 30" RCP 1.0 33.48 Detention Pond 302 Detention Pond 302 to DP 5 18" RCP 0.3 3.90 Gifford Court DP 5 to DP 6 24" RCP 0.30 6.96 Gifford Court DP 6 to Future Detention 24" RCP 0.30 10.02 Pond 1 3.10 Swale Design ' A temporary swale A -A is sized to carry the 100-year release rates from detention ponds 301 and 302. The swale runs along the north side of the proposed extension of Timberwood Drive. Sizing for swale A -A is included in Appendix E. 1 Z LJ ' 4. DETENTION POND DESIGN ' 4.1 SWMM Analysis Detention is required and will be provided for on the Preston Center site. The detention ' ponds were preliminarily sized using HydroPond and final analysis was performed using UDS WMM. Two detention ponds are proposed for the site. They are located in the ' southwest (pond 301) and southeast (Pond 302) corners of the site. Pond 301 outlets into pond 302 which outlets into a future pond (Pond 304) which will be constructed with ' Timberwood Drive. The outlet pipe from pond 301 is sized so that pressure flow is not required to pass the maximum flow. Thus the two ponds are modeled as a single pond because of this hydraulic connectivity. A SWMM schematic is shown in Figure 1 of ' Appendix H and Table 4.1 is a summary of the SWMM subbasin parameters. TABLE 4.1 SUMMARY OF SWMM SUBBASIN PARAMETERS Subbasin Basin Width (ft) Area (ac.) % Impery ious Slope (ft/ft) Resistance Factors Surface Retention Storage Infiltration Rate Impery (in.) Pervious (in) Impery (in.) Pervious (in) Max. (fir) Min. (in/hr) Decay Rate (1/sec) 1248 5.73 62.3 .015 0.016 0.25 0.1 0.3 0.51 0.50 0.0018 F101 102 1317 6.05 75.8 .015 0.016 0.25 0.1 0.3 0.51 0.50 0.0018 103 1007 .43 99.5 .02 0.016 0.25 0.1 0.3 0.51 0.50 0.0018 104 1007 1 .43 99.5 .02 0.016 0.25 0.1 0.3 0.51 0.50 0.0018 1 ' In accordance with the McClellands Basin Master Drainage Plan criteria, the maximum 10-year release rate from the site is 0.2 cfs/acre and the 100-year release is 0.5 cfs/acre. ' The total tributary area into the detention ponds is 11.78 acres which results in an allowable release rate from pond 302 of 5.89 cfs for the 100-year event and 2.36 cfs for ' the 10-year event. To meet the allowable release rates, orifice plates are required for the 100-year outlet pipe and the 10-year outlet. Orifice plate sizing and the stage -discharge curve was calculated using the orifice equation which states, ' 1/2 Q. = C.A. [2g(h-E.)] 10 1 I 1 1 1 1 1 t 1 where Q. = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration Ao = effective area of the orifice (ft2) Ep = geometric center elevation of the orifice (ft) h = water surface elevation (ft) Preliminary detention volume calculations using HydroPond and the FAA Method resulted in 100-year required storage volume of 1.4 acre-feet for the entire site. However, the S WMM analysis resulted in larger required detention volumes. The required storage volume for the 10-year event is 1.09 acre-feet for ponds 301 and 302 combined. The required storage volume for the 100-year event is 1.96 acre-feet for ponds 301 and 302. Since more detention volume is available than is required for the 100-year event, the 100- year release rate was decreased to make use of the extra detention capacity for this site. The 100-year release rate was decreased to 4.0 cfs. The Type II outlet structure will be located on the east end of Pond 302. The final WSEL for the 10-year and 100-year event respectively is 4934.1 feet and 4935.1 feet. Although runoff from Corbett Drive was included in the detention pond design for the Southeast Junior High School, half of the street runoff adjacent to Preston Center will be detained in the proposed detention ponds. Runoff from Gifford Court (subbasins 103 & 104) will be detained in the detention pond associated with the construction of Timberwood Drive (Pond 304). Table 4.2 gives a summary of the proposed detention pond design for the 10-year and 100-year storm events. TABLE 4.2 DETENTION POND SUMMARY (Pond 301 & 302) 10-VR EVENT 100-YR EVENT Max. WSEL 4934.10 4935.10 Active Storage Volume 1.18 ac-ft 2.06 ac-ft Max. Release Rate 2.4 cfs 4.0 cfs Allowable Release Rate 2.4 cfs 5.9 cfs Outlet conditions — outlet structure in Pond 302 6 7/8" dia. Orifice opening 18" pipe w/ 8 3/8" dia. Orifice plate I 1 1 5. MISCELLANEOUS 5.1 Variances There are no variances requested with the drainage of Preston Center. ' 6. EROSION CONTROL ' 6.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of inlet filters, silt fences, straw bale barriers, Enkamat erosion control matting and gravel construction entrances. (See the Drainage and Erosion Control Plan in the back pocket for details.) Enkamat ' should be installed just before reseeding. All erosion control, including detention pond construction, shall be in place with Phase I construction. A construction schedule ' showing the overall time frame for construction activities is contained in Appendix G and is shown on the Drainage and Erosion Control Plan. �I I 1 Silt fences or straw bale dikes will be utilized in limited areas adjacent to any stripping stockpiles that are created during grading. They will also be used to slow runoff around the perimeter of the site, along the north and east property line of Preston Center. (See Erosion Control Plan for notes relating to placement of silt fence.) 6.2 Dust Abatement During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall famish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance, which has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. 12 I ' 6.3 Tracking Mud on City Streets ' It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -way unless so ordered by the Director of Engineering in writing. Wherever ' construction vehicles access routes or intersect paved public roads, provisions must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required per the detail shown on the Erosion Control Plan, with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. ' 6.4 Maintenance 1 1 1 1 1 1 11 1 All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Sediment traps (behind hay bale barriers) shall be cleaned when accumulated sediments equal about one-half of trap storage capacity. Maintenance is the responsibility of the developer. 6.5 Permanent Stabilization All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation or other permanent erosion control is installed. No soils in areas outside project street rights of way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (e.g. seed/ mulch, landscaping, etc.) is installed, unless otherwise approved by the Stormwater Utility. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature and stable enough to control soil erosion as specified in paragraph 11.3.10 of the City of Fort Collins Storm Drainage Construction Standards. 6.6 Variances Requested There are no variances requested for erosion control for Preston Center. 13 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards", (SDDCCS), dated May, 1984. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 3. "McClellands Basin Master Drainage Plan," by Greenhorn & O'Mara, Inc., 1986 4. "Final Drainage and Erosion Control Study for Wildwood Farm P.U.D., Second Filing," by RBD, Inc. Engineering Consultants, December 15, 1993. 5. "Final Drainage and Erosion Control Study for Wildwood Farm P.U.D., Third Filing," by RBD, Inc. Engineering Consultants, March 13, 1995. 6. "Preliminary Drainage Study for the Preston Center at Wildwood," by RBD, Inc. Engineering Consultants, November 20, 1995. 7. Final Drainage and Erosion Control Study for Timberwood Drive," by JR Engineering, Ltd., January, 1998. 14 I 1 1 1 1 1 �J 1 i 1 i 1 1 1 1 APPENDIX A MAPS AND FIGURES 1 1 1 1 ll LI /I VICINITY MAP APPROXIMATE SCALE: 1" = 1000' I 1 APPENDIX B HYDROLOGIC COMPUTATIONS 11 t I JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525 1 1 1 1 April 22, 1998 LOCATION: PRESTON CENTER ITEM: COMPOSITE "C" CALCULATIONS COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. AREA DESIGNATION TOTAL AREA I AREA OF ROADANALK RUNOFF COEFF. AREA OF BUILDING RUNOFF COEFF. AREA OF LANDSCAPE RUNOFF COEFF. COMPOSITE C VALUE 101-A 2.66 1.70 0.95 0.40 0.95 0.56 0.25 0.80 101-8 0.25 0.25 0.95 0.00 0.95 0.00 0.25 0.95 101 2.81 1.32 0.95 0.33 0.95 1.17 0.25 0.66 102-A 3.09 2.06 0.95 0.68 0.95 0.34 0.25 0.87 102 2.96 1.42 0.95 0.70 0.95 0.84 0.25 0.75 103 0.43 0.43 0.95 0.00 0.95 0.00 0.25 0.95 104 0.43 0.43 0.95 0.00 0.95 0.00 0.25 0.95 105 1.83 0.17 0.95 0.00 0.95 1.66 0.25 0.32 0-1 1.73 1 1.73 0.95 0.00 0.95 0.00 0.25 0.95 0-2 1.68 1.68 0.95 0.00 0.95 0.00 0.25 0.95 0-3 0.13 0.13 0.95 0.00 0.95 0.00 0.25 0.95 Composite values Sub basin Area 101 5.73 ac. 102 6.05 ac. 917701FL2.XLS C 0.74 0.81 I LJ 1 Z 0 ' LL N Z K W ' LL o z K O O V LL Q 0 . co W [1 1 I Q .Fa ' a z O U U w LL �o'a o m J 0. c W U v m w a OwmO� ' YN N N N K tl p tl p a B 8 8 s f _Z z Z_ z Z_ z Z_ J m d W M O N O O m O W M O Il) LL m r O N N N m m d O N m UI CD G gv c J O th !� N tND O O Orl m N Yf W Sa N OR m W M d, 1� r 0) IN Pl 1� N 17 N O IA + u + m mTn mpo NN rp pp bpp NWOpo {D A CO m d E N O C- N 6 G C — N C N a N 0 0 0 Cdd LL it W m r m W m r r m 0 m 7 m m 0 0 M IT d O N d � m d � m m lV Pl lV IV N l7 N fV fV N lV fM lV l7 {V iV fV N fV QZ Um m m m m m m m m m m m m m m m m m m m m m m m m m m m m ' 0 rg Cc a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L m O r W m r m m O O M O m O W d m d m O N N O N 0 0 g m C N C Iq O G CV Ci N C G lV N N C lV O N lV N W N mm N pp ID COD pp N m� Cm`1 IIllil N pp W N N O pp N pO N m pp1(lo N N N O N N w YyJ ppp�{ r l7 ID N 4 �c J � C ^ l7 Ol tG d m O fV O N W {G W C m m O E W m d m d O d r 0 0 O O N O O N !7 lV Yj N CV N N NA L C' d M � 1�1 N N N Or N IA N N � v � J O = COO (Cpp ID A r m N ONl PNI � W ONl 11((ll 01 5 O O O O O O O O 0 0 O O O � U W > O O m (D f0 I7 r r m N r m N W N W N M N W N W N W N W J? f' •1, 2 W IfOo, m c m o v M, W ry N m dE' N N fV N l� fV tC O O in C Z� (n N M d N m r m O w n O a a z "' a O Q N O S N c N M O d d d y CO O a �o s W 1 $-2 I 11 z O LL N F Z m w Ili U 0 z C Q U LL G O N W ' LI rl I F ~ H {i q V z z W o W U U U z za z ' O z U C Ili m Cl m v � CA oz y c w U ' UJ w N n W O A O y N � Y p W D z Z J O O O C O G O 6 O G O C O O O G N N O O Y O m O O O LL m h O Ill N N m m v O N m p N O N N N ap 0 p m � r O Y� O Cl N O IA h N O N O O h WT' J_ ((pp Q 17 !� N tND Y O Onl m N YNI m + Fu l ... .... p C 'E A m lV Onl o p l7 O M m pp m n W G O N r 01 pp 1f) p S 0 N INp m w m O pp N N < pp O i N - PIT C N C N o N G w wi r IA - 6 LL D J m n m m m n n m O m m m 0 0l� O ,! O O N O r m -0:m 7 m Z d A - N M N- N" M N- CV - N A N h N 7 - N N- N N N U G m m m m m m m m m m m m m m m m m m m m m m m m m m m m c O E O O p O 00 0 0 0 0 0 0 0 0 0 C 0 0 0 0 w Fw mnm m m n O O m P m O N N 0 C CO Cm 1: N p m 1CR THRIOR wn c C E m m cD m o o a r o 0 0 0 N c C < J v p S m m S p O O S S S 88 S O Z 5 O O O r w O O m N r N IN N N N N N N .. m m n m r w m m n m m m m J« Q w U m O O O O G G O C G G O O O t Z W m m m r V O m m N O t7 < M V CJ m h N th n m m E N Q lV N N 101 m fV IG O G O O z w a Z N Q� o + o Z o 0 fM m Q O N m 13 -3 11 1 1 1 1 1 1 1 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: PRESTON CENTER DESIGN STORM: 10-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =46.2/ (10+tc) 0'786 0 = CC iA October 8, 1998 DIRECT RUNOFF REMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.00 tc (min) i (in/hr) Q (cfs) 1 101-A 2.66 0.80 0.80 7.6 4.89 10.43 101 2.81 0.66 0.66 7.4 1 4.91 9.12 2 101 + 101-A 5.47 0.73 0.73 9.9 4.44 17.70 3 102-A 3.09 0.87 0.87 5.3 5.45 14.70 102 2.96 0.75 0.75 5.0 5.53 12.29 4 102 + 102-A 6.05 0.81 0.81 7.2 4.96 24.41 5 103 0.43 0.95 0.95 5.0 5.53 2.26 6 104 0.43 0.95 0.95 5.0 5.53 2.26 7 105 1.83 0.32 0.32 12.8 1 3.98 2.29 8 101-B 0.25 0.95 0.95 5.0 5.53 1.34 0-1 1.73 0.95 0.95 14.9 3.71 6.10 0-2 1.68 0.95 0.95 15.3 3.67 5.86 0-3 .0.13 0.95 0.95 5.0 5.53 0.68 917701FL2.XLS 4 of 6 a- 141 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: PRESTON CENTER DESIGN STORM: 100-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =75/ (10+tc) 0.788 o = cr.. in April 21,1998 DIRECT RUNOFF IREMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.25 tc (min) i (in/hr) O (cfs) 1 101-A 2.66 0.80 1.00 10.0 7.12 18.99 101 2.81 0.66 0.82 10.0 7.12 16.52 2 101 + 101-A 5.47 0.73 0.91 10.0 7.12 35.50 3 102-A 3.09 0.87 1.00 10.0 7.12 22.00 102 2.96 1 0.75 0.94 10.0 7.12 19.79 4 102 + 102-A 6.05 0.81 1.00 10.0 7.12 43.05 5 103 0.43 0.95 1.00 10.0 7.12 3.06 6 104 0.43 0.95 1.00 10.0 7.12 3.06 7 105 1.83 0.32 0.39 12.2 6.57 4.74 8 101-B 0.25 0.95 1.00 10.0 7.12 1.81 0-1 1.73 0.95 1.00 14.4 6.09 10.53 0-2 1.68 0.95 1.00 14.8 6.02 10.11 0-3 0.13 0.95 1.00 10.0 7.12 0.93 917701FL2.XLS JREngineering, Ltd. CLIENT JOB NO. 9171,_o_I_ 1 PROJECT P L 7r __tt�.NTE�`— BY u -CHECK BY _DATE 8_i4=98 - 1 SUBJECT Y�-�Ll_STDJICA� SHEET NO. OF _2 -s I - Ay« y- yfay L4is IrrDI }� 1 1 1 1 1 1 1 1 1 1 1 1 i [] 1 Y�+R.. __I+t.sTi z1eA F_ww _ _ F,.�3.;n. scc ��x-fin,' �0. - . _ __ .._ __ .... t ARE _ - O S 1012 o 1 r I.N.ITtA / IAA _A FIDW.. _LA_W_.I.EN Y� 1 J. M71-4-1 �� " ! , ` J 4" 1 t i r Tt TP-- V Et_ -�-LAfE_(��ur_a� _ _oaQ_Grr►..�r__F�w)__ t '�_ _ _� IUu Uhx&( l.C.. C i I-TF....IEa.lAlie.._.. ,-1;JuA f }r7 _ 1 I 1 1 1 1 1 1 illEngineering, Ltd. CLIENT JOBNO. 91r17,DJ PROJECT _pp 5Tb t4_1u Kjj7 (ZBY L-AV CHECK BY DATE SUBJECT 100�_N IS_LD (ZLP�I�—T �w SHEET NO. Z OF rl i-- t I TL TI !- _ ._ t ! ; i H11,001 it _._. DL- -Q -6 z 12 c I _ _e_dP2'�Iow_ tlr►--- j 41Yi 4. "e-.SS.. i I 1 I 1 11 t 1 LEGEND ! Qj DESIGN POINT N BASIN CRITERIA 0.60 E RUNOFF COEFFICIENT NTS AREA IN ACRES �— FLOW DIRECTION ■ N U M M ■ HISTORICAL BASIN BOUNDARY - - - - - - - - - EXISTING PIPES — — — — EXISTING 5' CONTOUR - - - - - - - - EXISTING 1' CONTOUR —------------`'----------4yC1���}}' ly � ------ ---------- /' ---------------- i_ --_ ----- t — — — — — — — — HARMONY RO — _ �' - ° MANY Q,_.---�--_.._..--- ` - =T-- -- ------- ?DCD _� 9 msnmc€ttretRCP�r -- -- _♦_ -- r .. _.__.._—�c=—.—F— � ___fir.""______ •� � -�pp T 711 I' 1 1 II / 1 I uj1 W m U \- t- s"- - _ _ _ _ _ _ _ _ 1 _ _ _ 1 -i(IS TINC ACCESS MANHOLE �'gNN�__________._M __T�____� ____________________ EX/ST/NC GQNG_R�7__ 7_ _ _ _ _ _ _ - _ EXISTING Gfi�C. 30'WATER unlN `` _ _ _ _ _ _ _ -`_ _ _ _ _ _ + _ _ _ _ ` WPha �,_ _ _ _ /RR/CAT/ON D/TCH ��/_ ______________�________________ ram_____ ------- .y____________________µ\____________ 30- WATER MAIN EASEMENT_________------- /-________ - 3� — - - - - - - -� - - - - - - 1 , , Li/-Y- - ( W-------- \�' 4nNC GF' ` / -_ _ _ i\_ _ _ _ _ _ _ _�\ _ _ _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ CP'TEST STAT19N' _ F,'FY; �____ ___ _ _ _____ __ ___ ____ _ __ _ _ _ ___ _ \ ___ _S_ _ ____ ` l 1 PROTECT EXISTING 1 `\ r _ _ _ c\ _ _ _ _ _ _ _ _ _ _ _ �- _ _ _ _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ _(SEE NOTE 5)- _ _ 1 \\ ' ' 1 ` I I i , 1 1 1 1 l 1 ' t ( 1 \ \ I \ 1 1 1 � �\ \` EX/STING C6 RIIF,-F\DITCH a ------- —------- - -- I coA §� T •6 N ijt l rh , z$gill G X Go T 0 z J Z 4 J a f� 1i Z of Q W 0_ I-- o z J 41 a U U z Of O OEl)N = w a N 0 O N S a r Q H fA W J Q W r- f7 J 7 1^ I SHEET 1 OF 1 1 9177,011 0 I F i 1 1 1 1 1 1 1 1 1 1 0 i 1 1 1 APPENDIX C STREET CAPACITY CALCULATIONS 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 10/13/98 LOCATION: PRESTON CENTER ITEM: CHECK OF STREET CAPACITY COMPUTATIONS BY: ICY SUBMITTED BY: JR ENGINEERING, LTD. Note: Design flows and street capacities are given for one side of the street unless otherwise indicated Des. Street Name Roadway Slope 10 yr Design flow meets 100 yr Design flow meets Width (%) Capacity Q(10) criteria? Capacity Q(100) criteria? Point (ft) (cfs) (cfs) (cfs) (cfs) 5 GIFFORD COURT 36 1.4 13.84 2.26 yes 98.03 3.06 yes 6 GIFFORD COURT 36 1.4 13.84 2.26 yes 98.03 3.06 yes 9177stcp.xis C '!J JR Engineering. LTD 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 10/13/98 LOCATION: PRESTON CENTER ITEM: STREET CAPACITY CALCULATIONS - GIFFORD COURT COMPUTATIONS BY: ICY SUBMITTED BY: IR ENGINEERING, LTD. 10-year design storm - ►W.noY Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 36' Roadway, vertical curb and gutter - local street no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use revised Mannings eq. Allowable Gutter Flow: Q=0.56'Z/n"S12"yW3 Qall=F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (ft/ft) Qall = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Qc y = depth of Flow at face of gutter (ft) spr. A Z n ya S Q. 12 0.013 0.49 0.40aA 4.88 12 0.013 0.49 0.50% 5.45 12 0.013 0.49 0.60% 5.98 12 0.013 0.49 0.80% 6.90 12 0.013 0.49 1.00% 7.71 12 0.013 0.49 1.50% 9.45 12 0.013 0.49 2.00% 10.91 12 0.013 0.49 3.00% 13.36 12 0.013 0.49 4.00% 15.43 12 0.013 0.49 5.00% 17.25 12 0.013 0.49 6.00% 18.90 12 0.013 0.49 1 7.00% 1 20.41 Sec. B Z n Yb S Qb 12 0.013 0.33 0.40aA 1.70 12 0.013 0.33 0.50% 1.90 12 0.013 0.33 0.60% 2.08 12 0.013 0.33 0.80% 2.40 12 0.013 0.33 1.00% 2.69 12 0.013 0.33 1.50% 3.29 12 0.013 0.33 2.00% 3.80 12 0.013 0.33 3.00% 4.66 12 0.013 0.33 4.00% 5.38 12 0.013 0.33 5.00% 6.01 12 0.013 0.33 6.00% 6.59 12 0.013 0.33 7.00% 7.11 R., r` FL 2' 16, �BN`}^yp 1 B g tqg ,W Ya 1 �. �.- 2„ Yb=Yc= (16 ft)"(2%) = 0.33 ft Ya = 0.33 ft + (2 in)"(1 ft/12 in) = 0.49 ft Z. = 24"/2" = 12 Zb = 24"/2" = 12 Z.= 1/0.02= 50 Both sides (1 = !\n _ ill. i hr of etrnnl Z n yC S Q. Q F Qau Qan 50 0.016 0.33 0.40% 5.76 8.93 0.50 4.47 8.93 50 0.016 0.33 0.50% 6.44 9.99 0.65 6.49 12.99 50 0.016 0.33 0.60% 7.05 10.94 0.80 8.75 17.61 50 0.016 0.33 0.80% 8.14 12.64 0.80 10.11 20.22 50 0.016 0.33 1.00% 9.10 14.13 0.80 11.30 22.60 50 0.016 0.33 1.50% 11.15 17.30 0.80 13.84 27.68 50 0.016 0.33 2.00% 12.87 19.98 0.80 16.98 31.97 50 0.016 0.33 3.00% 15.76 24.47 0.72 17.62 35.24 50 0.016 0.33 4.00% 18.20 28.25 0.60 16.95 33.91 50 0.016 0.33 5.00% 20.35 31.59 0.48 15.16 30.33 50 0.016 0.33 6.00% 22.29 34.60 0.40 13.84 27.68 50 0.016 0.33 7.00% 24.08 37.38 0.34 12.71 25.42 9177step.xis JR Engineering, LTD 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 2111198 LOCATION: PRESTON CENTER ITEM: STREET CAPACITY CALCULATIONS - GIFFORD COURT COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 36' Roadway, vertical curb and gutter - local street depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n"Rm S12•A Qall =F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. Qall = allowable gutter capacity (cfs) R= Alp A = cross sectional area (ft) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A= 12.50 A= 6.25 P = 18.50 P = 25.50 R= 0.68 R= 0.25 n = 0.016 n = 0.035 Both sides ..a �t.vet $ Q. $ Qb Qtot F Qall Qall 0.40% 56.69 0.40% 6.59 63.28 0.50 31.64 63.28 0.50% 63.38 0.50% 7.37 70.75 0.65 45.99 91.97 0.60% 69.43 0.60% 8.07 77.50 0.80 62.00 124.00 0.80% 80.17 0.80% 9.32 89.49 0.80 71.59 143.19 1.00% 89.63 1.00% 10.42 100.05 0.80 80.04 160.09 1.50% 109.78 1.50% 12.76 122.54 0.80 98.03 196.07 2.00% 126.76 2.00% 14.74 141.50 0.80 113.20 226.40 3.00% 155.25 3.00% 18.05 173.30 0.72 124.78 249.55 4.00% 179.27 4.00% 20.84 200.11 0.60 120.06 240.13 5.00% 200.43 5.00% 23.30 223.73 0.48 107.39 214.78 6.00% 219.56 6.00% 25.53 245.08 0.40 98.03 196.07 7.00% 1 237.15 7.00% 27.57 264.72 0.34 1 90.00 180.01 FL q 0.5' 0.32' 0.17' Area A = (6")'(1/12")(18') + (2"/12)'(2')'(1/2) + (4"/12)"(2') + (4"/12)'(16')`(l/2) = 12.50 sq. ft. Area B = (25')'(6"/12)'(1/2) = 6.25 sq. ft. 9177step 11 1 1 1 1 1 APPENDIX D 1 INLET CALCULATIONS i d 1 1 1 1 1 1 1 1 1 1 -----------INLET-------------------------------------------- UDINLET: HYDARULICS AND SIZING DEVELOPED BY ------CIVIL ENG DEPT. U OF COLORADO AT DENVER ---SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------- ---------------------------------------- ------------- USER:JR ENGINEERS-DENVER CO .................................................. N DATE 02-10-1998 AT TIME 17:46:45 ** PROJECT TITLE: PRESTON CENTER 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: O5 SOU yr Sf6rr. SrLi.-q INLET HYDRAULICS: IN A SUMP. J GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to STREET GEOMETRIES: STREET LONGITUDINAL STREET CROSS SLOPE STREET MANNING N GUTTER DEPRESSION GUTTER WIDTH SLOPE (%) = 1.35 (%) = 2.00 = 0.016 (inch)= 2.00 (ft) = 2.00 STREET FLOW HYDRAULICS: 4/ " y� ';e "S� le f flow depth. WATER SPREAD ON STREET (ft) = 8.75 GUTTER FLOW DEPTH (ft) = 0.34 FLOW VELOCITY ON STREET (fps)= 3.24 FLOW CROSS SECTION AREA (sq ft)= 0.93 GRATE CLOGGING FACTOR (%)= 20.00 CURB OPENNING CLOGGING FACTOR(°s)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs) = 6.40 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.04 — y FLOW INTERCEPTED (cfs)= 3.04 of DP6. CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.04 FLOW INTERCEPTED (cfs)= 3.04 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------- UNLET: INLET HYDARULICS AND SIZING DEVELOPED BY -----CIVIL ENG DEPT. U OF COLORADO AT DENVER ------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------- ------------- USER:JR ENGINEERS-DENVER CO .................................................. N DATE 02-10-1998 AT TIME 17:47:16 ** PROJECT TITLE: PRESTON CENTER *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 /00 a,_ S�o.M Sizv.3 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (o) STREET CROSS SLOPE (o) = 1.35 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 8.75 ' GUTTER FLOW DEPTH (ft) = 0.34 FLOW VELOCITY ON STREET (fps)= 3.24 FLOW CROSS SECTION AREA (sq ft)= 0.93 GRATE CLOGGING FACTOR (%)= 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.40 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 3.04 —109yr/off FLOW INTERCEPTED (Cfs)= 3.04 * DP0 a CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.04 FLOW INTERCEPTED (cfs)= 3.04 CARRY-OVER FLOW (cfs)= 0.00 1 D-2 -----------INLET-------------------------------------------- UDINLET: HYDARULICS AND SIZING DEVELOPED BY -CIVIL ENG DEPT. U OF COLORADO AT DENVER ------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---- -------------------------------------------------------- USER:JR ENGINEERS-DENVER CO .................................................. N DATE 04-22-1998 AT TIME 11:28:20 ** PROJECT TITLE: PRESTON CENTER I 1 11 1 [1 *** CURB OPENING INLET HYDRAULICS INLET ID NUMBER: INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: AND SIZING: jp T GIVEN CURB OPENING LENGTH (ft)= 5.00 Q 9 REQUIRED CURB OPENING LENGTH (ft)= 12.50 IDEAL CURB OPENNING EFFICIENCY = 0.60 �Iu ACTURAL CURB OPENNING EFFICIENCY = 0.50 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 2.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 5.28 GUTTER FLOW DEPTH (ft) = 0.27 FLOW VELOCITY ON STREET (fps)= 4.08 FLOW CROSS SECTION AREA (sq ft)= 0.45 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.08 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 1.80 FLOW INTERCEPTED (cfs)= 0.90 CARRY-OVER FLOW (cfs) = 0. 90 � Qar�d 30 1 ` -ham BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.80FLOW INTER CARRY-OVER CFLOWD �r ��ShJ (cfs)= 0.93 i5ccc a�lTb 1 o -3 ' 5' Sidewalk Culvert at Design Point 1 Worksheet for Rectangular Channel Project Description Project File x:\917701\drainage\outlet.fm2 Worksheet 4' Sidewalk Culvert Flow Element Rectangular Channel ' Method Manning's Formula Solve For Discharge ' Input Data Mannings Coefficient 0.013 Channel Slope 2.000000 % ' Depth 0.50 ft Bottom Width 5.00 ft ' Results Discharge 22.54 ft3/s ' Flow Area 2.50 ft' Wetted Perimeter 6.00 ft Top Width 5.00 ft ' Critical Depth 0.86 ft Critical Slope 0.3841 % Velocity 9.02 fUs ' Velocity Head 1.26 ft Specific Energy 1.76 ft Froude Number 2.25 ' Flow is supercritical. ' Notes: The 100 yr flow at Design Point 1 is 19.0 cfs. ' 22.54 cfs > 19.0 cfs so the culvert is large enough. 1 04/22/98 09:04:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 o-V J 2' Curb Cuts at Design Point 2 Worksheet for Rectangular Channel i 1 Project Description Project File x:\917701-preston center\drainage\outlet.fm2 Worksheet 2' Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge ' Input Data Mannings Coefficient 0.013 Channel Slope 2.000000 % Depth 6.00 in Bottom Width 2.00 ft ' Results Discharge 7.77 ft'/s ' Flow Area 1.00 ft2 Wetted Perimeter 3.00 ft Top Width 2.00 ft ' Critical Depth 0.78 ft Critical Slope 0.5766 % Velocity 7.77 flits ' Velocity Head 0.94 ft Specific Energy 1.44 ft Froude Number 1.94 ' Flow is supercritical. Notes: ' The 100 yr flow at Design Point 2 is 35.50 cfs. 5 - 2' Curb Cuts used to capture the flow. Capacity for 2' Curb Cut is 7.77 cfs. ' 38.85 cfs > 35.50 cfs so using five cuts provides more than enough capacity. 1 05/29/98 11:11:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 1 0-5 ' 5' Sidewalk Culvert at Design Point 3 Worksheet for Rectangular Channel Project Description ' Project File x:\917701\drainage\outlet.fm2 Worksheet 5' Sidewalk Culvert Flow Element Rectangular Channel Method Manning's Formula 1 Solve For Discharge ' Input Data Mannings Coefficient 0.013 Channel Slope 2.000000 % Depth 6.00 in Bottom. Width 5.00 ft ' Results Discharge 22,54 ft/s Flow Area 2.50 ft' Wetted Perimeter 6.00 ft Top Width 5.00 ft ' Critical Depth 0.86 ft Critical Slope 0.003841 ft/ft Velocity 9.02 ft/s ' Velocity Head 1.26 ft Specific Energy 1.76 ft Froude Number 2.25 Flow is supercritical. Notes: The 100 yr flow at Design Point 3 is 22.00 cfs. ' 5' Sidewalk culvert used to capture the flow. Capacity for 5' Sidewalk culvert is 22.54 cfs. 22.54 cfs > 22.00 cfs so using 5' culvert provides enough capacity. 1 I Feb 16, 1998 None 10:59:10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1b Page 1 of 1 ' 2' Curb Cuts at Design Point 4 Worksheet for Rectangular Channel 1 Project Description Project File x:\917701\drainage\outlet.fm2 Worksheet 2' Curb Cut Flow Element Rectangular Channel Method Manning's Formula ' Solve For Discharge ' Input Data Mannings Coefficient 0.013 Channel Slope Depth 2.000000 % 6.00 in Bottom Width 2.00 ft ' Results 1 1 1 1 1 1 1 1 1 1 Discharge 7.77 ft3/s Flow Area 1.00 ft2 Wetted Perimeter 3.00 ft Top Width 2.00 ft Critical Depth 0.78 ft Critical Slope 0.576572 % Velocity 7.77 ft/s Velocity Head 0.94 ft Specific Energy 1.44 ft Froude Number 1.94 Flow is supercritical. Notes: The 100 yr flow at Design Point 4 is 43.05 cfs. 6 - 2' Curb Cuts used to capture the flow. Capacity for 2' Curb Cut is 7.77 cfs. 46.62 cfs > 43.05 cfs so using six cuts provides more than enough capacity. Feb 12, 1998 None 08:10:06 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 b Page 1 of 1 1 0 I APPENDIX E 1 PIPE & SWALE CALCULATIONS I I 1 H 1 I I 1 1 1 1 i 1 1 1 1 1 i 1 i 1 1 1 1 1 1 1 oF- O N N Z > A zoa WQ W U Z G W m 7 .Q a S Vl N 0 m m IN 10 n 0 N 7 1D n to 0 U m n 17 OD C%4 OD ca a&; DOS}�� !0 w;f 0 It 0 # qk �)}-TIT cli D0- »\E § § \ LO§§ §§§ of Ie� cn/ §§§ k$ ƒ{ $£ /}0 \\\ m It 0 co j 2 § ) 2 & 7 & a.©\ §§r )[( Doc � § / § ( �-� �I i I O O LL 0 a U) d o rn o La O W l0 N LO W8� 0) 00 '-4 J nC7� rn rn rn ;x" vvv O O E rn � m J O O m Cl) N = CL C O) C v a v � ci (3 ^ cut N CN N U m o (o Q' o 0 m v n o N v O E N Ce) 0) m covro N N O c ;U E vr`Niv y > v N N y O v jU rl M N c Uo It m r o 0 of rn ID > m rn rn rn n�� vvv 5 w E o v c C N N y> m v __4) V) 0 0 o_W Ny U U 0 O O O co UUU t rn o Im (O O N _ Cl) Cl)a) = m U U N _ c c = N N N Q N Q d J o O Q3 N N m � 0. Qy O (L z K O O a a (L O H O Z O P u� m w a a O O O 1 E-3 m m C �Ol _ w a) N �O a m b LA M 0 N m n m 0 U JO � N A Z w 9 w m Z Z w .2 oo 2 M w E Z U o Z N CON 0 w ov a a m d9� nrn m n N O � N IL` x f (\ gt& . U> kCU / \k wa 2 cr aUE # k LU q �0os . / a a)« ■ G \ > A 4 D 00 co ( »osOD cli » . m � � »a)« �; «\E �� , - - ) c ~ /£ k ui °\ 0 ! 8 (a (nLO .§ o k co \ / CD k�! , ( 2 2 k //§ 2 : t5 CL /§§ f-41 ' 133 % OF 100 YR DISCHARGE FOR SWALE A -A Worksheet for Trapezoidal Channel 1 Project Description Project File x:\917701\drainage\outlet.fm2 Worksheet TEMPORARY SWALE A -A Flow Element Trapezoidal Channel Method Manning's Formula ' Solve For Channel Depth 1 .I F 1 III Input Data Mannings Coefficient 0.060 Channel Slope 1.000000 % Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 4.00 ft Discharge 13.46 f l/s Results Depth 0.95 ft Flow Area 7.42 ft' Wetted Perimeter 11.84 ft Top Width 11.61 ft Critical Depth 0.58 ft Critical Slope 0.071420 ft/ft Velocity 1.81 ft/s Velocity Head 0.05 ft Specific Energy 1.00 ft Froude Number 0.40 Flow is subcritical. ' Feb 16, 1998 10:55:40 None Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 b Page 1 of 1 1 Cross Section Cross Section for Trapezoidal Channel Project Description ' Project File x:\917701\drainage\outlet.fm2 Worksheet TEMPORARY SWALE A -A Flow Element Trapezoidal Channel ' Method Manning's Formula Solve For Channel Depth ' Section Data Mannings Coefficient 0.060 Channel Slope 1.000000 % ' Depth 0.95 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V ' Bottom Width 4.00 ft Discharge 13.46 ft3/s 0.95 ft ' 1 4.00 ft V H 1 ' NTS Feb 16, 1998 None FlowMaster v4.1b 10:55:48 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I 1 i 1 1 1 APPENDIX F 1 RIPRAP CALCULATIONS 1 1 1 1 1 1 1 11 1 1 1 li ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 10/20/98 LOCATION: PRESTON CENTER ' ITEM: RIPRAP CALCULATIONS FOR CONDUIT OUTLETS COMPUTATIONS BY: JCY ' SUBMITTED BY: JR ENGINEERING, LTD. From Urban Strom Drainage Criterial Manual, March 1969 ' (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft At= required area of flow at allowable velocity, ft2 V = allowable non -eroding velocity in the downstream channel, ft/s = 5.5 ft/s for erosive soils ' Pipe from DP 6 outlet to Future Detention Pond 24" Pipe Qtot = 10.12 cfs ' D= 24 in = 2 ft Yt= 2 ft V = 3.2 ftls ' Determine type of riprap, F = Qta/D48 = 1.79 Yt/ D = 1.0 ' From Figure 5-7, use Type L for a distance 3D downstream, L = 6 ft From Table 5-1, dso = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in ' Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 9 ft Use 9x65r18" Type L rfprap IJ Pipe from Detention Pond 301 outlet to Detention Pond 302 30" Pipe Qtot = 35.5 cfs D = 30 in = 2.5 ft Yt = 2 ft V = 6.8 ft/s Determine type of riprap, ' F = Qtot/D2.5 = 3.59 Yt/ D = 0.8 From Figure 5-7, use Type L for a distance 3D downstream, L = 7.5 ft From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 11 ft Use 11'x8W8" Type L rlprap 917701 rp.xls F-t ' A Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 Pipe from DP 8 on Corbett Drive to Detention Pond 301 ' 18" Pipe Qt t = 1.8 Cfs D = 18 in = 1.5 ft ' Yt = 0.5 ft V = 6.8 ft/s Determine type of riprap, ' F = Qt,t/D2,5 = 0.65 Yt/ D = 0.3 From Figure 5-7, use Type'L for a distance 3D downstream, L = ' From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 4.5 ft Use 55r55M" Type L rfprap 1 1 1 917701rp.xls F"z 4.5 ft 10/20/98 DRAINAGE CRITERIA MANUAL RIPRAP 1 1 1 1 1 1 1 1 1 MEM IMad 1100- .2 A Y /D .6 .8 .0 t Use Do instead of D whenever flow is supercritical in the barrel. ** Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDU IT OUTLET. 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT F-3 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-1.00 12 50-70 9 35-50 b 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 F"4 DRAINAGE CRITERIA MANUAL RIPRAP cm J W J_ l� Oo: a w o U \ O d _N t N v 0 o ; 0 o 11-15-82 URBAN DRAINAGE 5 FLOOD CONTROL DISTRICT F- S [I JREngineering, Ltd. CLIENT PROJECT _je9,S'Aer. Otin4g..- BY_,Ie—y/ CHECK BY "I SUBJECT C,�,_6 e".— 8a k JOB NO. _! / 77 O / DATE SHEET NO. OF i 1 I 1 J i hl / _t s _ _j i i u � f `a 1 4i� -- t ttt s 1 f E { � 1 F— ,Enkamats ' Erosion Control Matting Short Form Specification: Matting shall be three-dimensional ' geomatrix of heavy nylon monofilaments fused at their intersections. Ninety five percent of the geomatrix shall be open space available for soil ' and root interaction with filaments. Matting will have three-dimensional strength without laminated or stitched layers. Matting 'must also meet specific dimensions and physical properties listed below. 'Properties and Dimensions (All values are typical unless otherwise stated) 'ENKAMAT 7010 7020 7210* 7220* Material Nylon 6. ' Dimensions 7010 . 7020 7210* 7220* Weight (ozfyd2) 8.0 12.0 7.7 11.8 Weight (oz/yd2) MARV 1 7.3 11. I 7.1 10.9 Thickness (inches) .4 .72 .33 .66 Width (inches) 39 39 39 39 Roll Length (feet) 500 277 394 197 Area (yd2/roll) min. 180 100 142 71 Roll Gross Weight (lbs) 92 77 70 55 ' MARV = Minimum Avg. Roll Value which represents the industry standard 95%confidence level Physical Properties** 'Typical Tensile Strength — Length (lbs/ft) 180 245 130 180 Tensile Strength — Width (lbs/ft) 85 120 110 300 Tensile Elongation — Length (%) 65 85 80 75 ,Tensile Elongation — Width (%) 60 70 35 30 o ENKAMAT FLATBACK ENKAMAT 7210 and 7220 have.a two-dimensional flat pen nylon net thermally bonded to one side of the three dimensional ENKAMAT. ,Exposure (for 80% Strenoth Retention) —Temperature Range — 100*17 to 250*F �Ph Range 3 to 12 **ASTM 1681 strip test procedure modified to obtain filament bond strength used to indicate tensile properties of Enkamat matting. Typical physical properties are representative of the product in a full width application. However, due to the geometry and randomness ofthe roduct, some test results may be below the typical values stated. Minimum average lot values are available upon request. ' 8 CAkzo Nobel Geosynthetics Company. 2/96 EM-IR Enkamat Wide Widths All Enkamat products are available in multiple/widths up to 15.5 feet. Five different widths are available. Seams are heat bonded to insure uniform strengths. Available Widths for Enkamat Products i—Wide* 39 inches (3.25 ft.) 2—Wide** 76 inches (6.33 ft.) 3—Wide* 113 inches (9.42 ft.) 4—Wide** 150 inches (12.5 ft.) 5—Wide* 187 inches (15.58 ft.) *Stock Item ** Special Order Design and Installation Assistance This brochure is intended as a general infor- mation piece. For technical help, specific infor mation, or the name of our nearest distributor, please call or write: Akzo Nobel Geosynthetics Company, P.O. Box 1057, Enka, North Carolina 28728, (704) 665-5050 We believe the information contained herein to be reliable and accu- rate for applications of ENKAMA7m. Since conditions vary with eorh .site, however. Akin Nobel makes no guarantee of results and assumes no obligation or liability for such results. the suitability of the material or the information contained herein for the rise contemplated, unless specificalh• made in writing by Akzo Nobel. or for safely or other dam- ages occurring in connection with arts installation. Furthermore. Akzo Nobel's liability under anv claim shall be limited to the cost of the ENKAMAT materials or replacement thereof, at Akzn Nobel's option. This publication is not a license under which to operate and is not intended to suggest infringement upon use of any existing patens or trademarks. ENKAMAT is a registered trademark of Akzo Nobel Geosynthetics Company and is covered by a number of U.S. patents. Akzo Nobel Geosynthetics Company P.O. Box 1057 Enka, NC 28728 Telephone (704) 665-5050 Telefax (704) 665-5009 11 "OF I �72777" IM, i W7 I 4i 17 rr Ir Fop - . . . . . . . . . . . . . . . . . . ,Reinforced Vegetated Channels All waterways will produce a certain amount of shear stress on the channel lining. A simple §calculation of that shear stress can help to design he proper protective measures to guard against the erosion of the channel. ,cRight: Permissible shear stress of various hannel linings. Below: Performance data from actual proi- 'ects todetermine maximum shear stress for Enkamat products. [1 [1 J �J J Maximum Permissible Shear Stress 11 10 I A Acts,. i Channel Lining Type NOW ENam.l I.0.d rith wgetat1w Basic Formula to Determine Maximum Shear Stress of a Channel Unit Weight of Water (62.4 Ibs/cu. ft.) x Slope (ft/ft) x Depth (ft.) = Shear Stress (psf) Performance Data-Enkamat Matting 7010 7020 7220 Shhnar• V CASE Q A R D S B B/D B N 836 10 PENNDOT 7020 11.78 1.779 A26 .610. .225 2.57 6.7 3.94 .040 MEASURED EVENT W/OUT VEGETATION 7.22 15 PENNDOT 7020 9.86 .657 .370 .514 .225 2.41 8.8 4.09 .026 MEASUREDEVENT W/VEGETATION 6.90 10 FHWA, SIMONS + LJ 7.90 .790 N/A .790 .14 ' N/A N/A 7.90 .048 7010, FLOOD OVERTOPPING W/OUT SIG. VEG. 7.05 18 PENNDOT 7020 24.84 1.38 .361 .50 .225 2.76 5.5 9.00 .020 CALCULATED W/GRASS OR FULLY SILTED 10.43 9 CARRIBEAN7020 345.8 38.4 2089 2.%5 .08 1295 4.4 26.70 .030 AVG. CHANNEL W/UNDER- LAY•,10 YEAR FLOOD 8.50 17.2 WESTERN CANADA 56 .054 HYDRAULICS LAB " PRESSURE CONDUIT, BERMUDA SOD, 7020 8.21 3.5 MCAL.PINECREEK 2000 571.4 9.52 14 .03 34.0 2.4 58.82 .020 7010SIDESL.OPE 8/19/86 EVENT 2.40 5.8 GADOT 7010 36 6.2 .387 1.75 .022 - 3.55 20 10.14 .020 8.24 20.3 CIRIA 7220 24.18 1.191 .283 .33 .40 4.04 14.95 5.48 .020 FINAL TEST " (2 YR- INST) LEGEND V - velocity in ft. per second Q - quantity rate of Bow, cubic It, per second A - cross -sectional area of flow, square ft. R - hydraulic radius (manning), feet D - depth of flow, feet S - slope, feet per feet B - bottom width of equivalent rectangular channel, feet B/D - ratio, when + 5 use Q/B for discharge intensity B- discharge intensity, overland flow, cfs/ft 6 N - Manning roughness factor •Non WovenNeedlepunchedGEOTEXTILE < 4.0oz/yd' a T... - 7 DS where 7 - 62.4 Ibs/ft' D - depth, ft. S - slope. (ft/ft) All Enkamat Products are Available in Widths up to 15.5' 1 F-- q \ � J p•`i 1Y� �f t, r Y°Xt. r a '• r yrll rhr-s 's • J. <t rr <l.r'.Jiticy 4+' .j`j� t 1 Close up view of Enkamat S. 1 1ir � r f✓ \ > > ,ww +l� t _ T �nkamat®for Tbrf Enkamat can also revive areas of worn-out or eroded turf. The old sod is removed with a sod utter, then the soil is loosened and fertilized. The matting is rolled onto the soil, filled with appro- priate soil mix, and sod installed. Even in high traffic teas, such as golf courses and athletic fields, the resilient matting remains open, allowing oxygen and moisture to reach plant roots. Enkamat is packaged in rolls that are easy to hip, store, and install. No heavy equipment is needed for installation of matting; a roll can be andled by a single worker. itch Lining Direction of water now �C •.� . M.V. Mi.�.. ..... .,... w,-....... �I.k/1•I/I Ju.,nL•.wMw..�.", k'.,", ...._ .._ Upper •',-,,, �:. �\ 4''. - v `• `, `, Terminal Slots Ban- EuArunai to ' `•_ �• •. `:... — ` ..•.l�. vent "r nder/lo.... •'. f ti •' :w.,f s': ` (upperend) and "x'arerlall'Yloxrr • t e.a• i.. - _ ide Slope Shelf .. rakamat staked a(Y- S intervals Check Slot on 4" shell'Baek- �• 6%1T•deep lillandlampm transverse urneh prevent under Staking Pattern at ls' intervals. n'ashing. Water At Roll Terminal Sake at overlap nin-gllenrersonto When roll ternsi- and each Enka- Enkamot lining- nmes.itisstaked mar strip Center. not under it. averrhe ntn'mll /36'bverlapl Ground Overlap Fasteners 4"overlap staked -Minimum lo" at J'- 5'inrervals in Lengths TRIANGULAR %Lvot er- slakesengtn Lengths deter- minedoopesoil. For a typical 8-foot side -slope ditch, three widths of Enkamat are installed with a 4-inch overlap, as follows: ,1. Shape and compact ditch to specifications and dress site so that it is free of rocks, soil clumps, or vehicle imprints of any significant size that would prevent the Enkamat from lying flush to surface contours. Then cut side slope shelves and check slots as per the above drawing. 2. Starting downstream, cut terminal slot{see drawing) and align the initial roll along the ditch center -line, stake Enkamat into slot, then backfill. Roll the mat upstream over refilled terminal and stake as depicted. Then progress upstream with peaked side down, working across the check slots and pinning with temporary 'stakes to maintain tension and alignment. Then tuck mat into slots and stake. (Note: Stretch mat approximately 5% before staking; Enkamat edges should curl up.) 3. The side rolls should follow in staggered sequence behind the initial roll. Working outward from ditch center -line, overlap the first roll by 4" with another roll and lay it upslope onto the side slope shelf. 4. Proceeding upstream, stake overlaps and mat edges on side slope shelves at 3-foot intervals. 5. Repeat steps 3 & 4 with the remaining side slope roll. 6. If splicing a new roll is necessary, use 3-foot overlaps and shingle downstream. 7. Secure the upstream roll ends in a terminal slot. 8. Back -fill and tamp soil into check slots and both upper and lower terminal slots. 9. Distribute seed. Note: Please consult the Enkamat Erosion Control Instruction Manual for complete installation specifics. Upstream Terminal Slot Downstream Terminal Slot IJ Fl 1 .1 1 In 1 to 20 ft. per second. Concentrated lift and shear forces that would normally tear out grass clumps are instead distributed over the entire surface area of the ROOT REINFORCEMENT SYSTEM. In addition, fine eddy turbulences are prevented from isolating and uprooting of individual roots and clumps of vegetation. 02270/AKz BuyUne 4170 Anchors Slopes The RRS adds significantly to the tensile strength of root systems on slopes. In fact, under water -saturated conditions, as soil cohesion and root anchorage strengths approach minima, the geomatrix becomes almost the sole support of over -stressed vegetative stands. Superior Features of Enkamat • High Tensile Strength • Low Elongation • High Compression Resistance • Good Contact with Soil Enkamat will reinforce vegetation on slopes greater than I H. I V. • Available in 5 Widths • Thickness and High Porosity = • Large Area Holding Capacity t" (1) Area available For Soil and Root Interaction with Nylon Filaments Enkamat is strong, durable and able to survive rigorous installations. Enkamat Products are Available in Multiple Widths up to 151/2' 1 r- iz 3 Fnkamat ' Erosion Control Matting Enkamat: Function and Structure Enkamat is a lightweight, flexible alternative to ' rigid concrete, asphalt, and rip -rap systems for controlling erosion. It is designed for use on slopes, banks, ditches, channels, spillways, landfills, shorelines, and other vulnerable erosion -prone t C 1 1 areas. Structurally, Enkamat is a three-dimensional geomatrix of heavy nylon monofilaments fused at their intersections. Ninety percent ofthis geomatrix is open space. THE ROOT REINFORCING SYSTEM By providing open space for vegetative root growth, Enkamat supplements natures own erosion control system. It encourages and anchors heavy plant growth which, coupled with the strength of Enkamat, provides a tough,1natural ROOT REINFORCING SYSTEM (RRS) capable of enduring high flow velocities and depths. In effect, Enkamat increases the natural erosion resistance of vegetation, and the entire ROOT REINFORCING SYSTEM (RRS) acts to dissi- pate the energy of flowing water in an efficient and aesthetically pleasing way. The Solution That Disappears When installed properly, Enkamat replaces erosion scars with a uniform vegetative covering, even where slopes are steep or soil is poor. Unlike con- ventional rip -rap or concrete, the light -weight matting itself is buried beneath a natural plant covering. Enkamat has been used in all but the most arid climates worldwide and is approved for erosion control by the Transportation Departments of more than 30 states. *Note: for arid solutions, talk to us about Annater'" The use of Enkantat allows for creative Landscape designs. Before Vegetation Develops, Enkamat- - Protec > .0 c ground against erosion by wind and rain; - Prevents seed washout; - Acts as a dissipator of water energy by creating a myriad of near bottom eddies; - Causes silt to fill the geomatrix developing a media for root development. Stabilizes Channels The ROOT REINFORCEMENT SYSTEM (RRS) resists the hydraulic lift and shear forces created by high volume discharges and velocities up F-13 APPENDIX G EROSION CONTROL CALCULATIONS 1 7-, LI C 1 1 ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: PRESTON CENTER STANDARD FORM A COMPLETED BY:JCY DATE: 20-Oct-98 DEVELOPED ERODIBILITY Asb Lsb Ssb Ai • Li Ai • Si Lb Sb PS SUBBASIN(s) ZONE (AC) (FT) (%) (FT) (•/,) (%,) 101-A MODERATE 2.66 468 0.75 1244.9 2.0 101 2.81 310 2.25 871.1 6.3 102-A 3.09 445 1.00 1375.1 3.1 102 2.96 220 2.40 651.2 7.1 103 0.43 475 2.10 204.3 0.9 104 0.43 475 2.10 204.3 0.9 105 1.83 790 1.42 1445.7 2.6 Total 14.21 5996.43 22.92 422.0 1.6- 79.4%. Ash = Sub -basin area ' Lsb = Sub -basin flow path length Ssb = Sub -basin slope Lb = Average flow path length = sum(Ai Li)/sum(Ai) Sb = Average slope = sum(Ai Si)/Sum (Ai) ' PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain 79.4%of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. 1 1 91770ler.xls -404 C-7-1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: PRESTON CENTER STANDARD FORM B COMPLETED BY: JCY DATE: 20-Oct-98 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A. STRAW BARRIERS 1.00 0.80 EFF = (1-C'P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 101-A 2.66 ROADS/WALKS 1.46 Ac. ROUGHENED GR. 0.40 Ac. STRAW/MULCH 0.80 Ac. NET C-FACTOR 0.17 NET P-FACTOR 0.90 EFF = (I-C•P)• 100 = 84.5% 101 2.81 ROADS/WALKS 1.32 Ac. ROUGHENED GR. 0.33 Ac. STRAW/MULCH 1.17 Ac. STRAW BARRIER NET C-FACTOR 0.15 NET P-FACTOR 0.72 EFF = (I-C'P)• 100 = 89.4% 102-A 3.09 ROADS/WALKS 2.06 Ac. ROUGHENED GR. 0.68 Ac. STRAW/MULCH 0.34 Ac. NET C-FACTOR 0.23 NET P-FACTOR 0.90 EFF = (1-C•P)• 100 = 78.9% 917701 er.xls 2.25 `46fa 2.44 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 PROJECT: PRESTON CENTER STANDARD FORM B COMPLETED BY: JCY DATE: 20-Oct-98 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (1-C'P)• 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 102 2.96 ROADS/WALKS 1.42 Ac. ROUGHENED GR. 0.70 Ac. STRAW/MULCH 0.84 Ac. STRAW BARRIER R0.26 R E 0.72 �100= 81.4% 103 0.43 ROADS/WALKS 0.43 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.00 Ac. GRAVEL INLET FILTER NET C-FACTOR 0.01 NET P-FACTOR 0.72 EFF = (1-C'P)* 100 = 99.3% 104 0.43 ROADS/WALKS 0.43 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.00 Ac. GRAVEL INLET FILTER NET C-FACTOR 0.01 NET P-FACTOR 0.72 EFF = (I-C'P)" 100 = 99.3% 91770ler.xls -295f:9- 2.41 0.43 0.43 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 PROJECT: PRESTON CENTER STANDARD FORM B COMPLETED BY: JCY DATE: 20-Oct-98 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 105 1.83 ROADSIWALKS 0.17 Ac. - ROUGHENED GR. 0.00 Ac. STRAW/MULCH 1.66 Ac. SILT FENCE NET C-FACTOR 0.06 NET P-FACTOR 0.45 EFF = (1-C*P)* 100 = 97.5% TOTAL AREA = 14.21 ac TOTAL EFF = 86.2% _ (83.5%*2.42 ac. + .. +97.5%* 1.78 ac)/13.97 ac REQUIRED PS = 79.4% Since 86.0% > 79.4%, the proposed plan is o.k. EXAMPLE BASIN 105 C-Factor values for erosion control methods that prevent or minimize movement of soil particles. Depends on method used and the amount of area the method encompasses. NET C-FACTOR = (0.17 x .01 + 0.00 x 1.0 + 1.66 x 0.06) / 1.83 P-Factor values are for erosion control methods which remove soil particles from moving water. NET P-FACTOR = (0.90 x 0.50) 917701er.xls -5•ef2. G7 - y 1.78 12.25 JR Engineering, Ltd. 4121/98 2620 E. Prospect Rd, Ste. 190, Fort Collins, CO 80525 PRESTON CENTER EROSION CONTROL COST ESTIMATE JOB NO. 9177.01 COMPLETED BY: JCY EROSION CONTROL MEASURES ITEM DESCRIPTION UNITS I UNIT COST IQUANTITY I TOTAL COST 1 SILT FENCE LF $ 3.00 1,430 $ 4,290.00 2 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 2 $ 1,000.00 3 INLET PROTECTION EACH $ 250.00 2 $ 500.00 4 STRAW BALES LF $ 3.25 6 $ 19.50 5 SEDIMENT TRAP EACH $ 500.00 1 $ 500.00 COST $ 6,309.50 CITY RESEEDING COST ITEM DESCRIPTION UNITS I UNIT COST IQUANTITY I TOTAL COST 1 RESEED/MULCH I ACRE $ 500.00 12.4 $ 6,190.00 COST $ 6.190.00 TOTAL COST $ 6,309.50 TOTAL COST WITH FACTOR OF 150% $ 9,464.25 1 of 1 U_S [11 1 1 1 1 1 1 1 1 1 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: PRESTON CENTER FIRST FILING SEQUENCE FOR 1998 ONLY COMPLETED BY: JCY DATE: 6/1/98 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require resubmitting a new schedule for approval by the City Engineer. 1998 MONTH JUNE JULY AUGUST SEPTEMBER OCTOBER NOVEMBER Grading Wind Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trop/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bogs Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other Vegetative: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other HOME CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: 6/98 APPROVED BY CITY OF FORT COLLINS ON: DEVELOPER 67- �0 PAGE z; 1 1 1 1 1 1 (I - CD U I O 1 0, C'% O C C ---------- I O I C C U) u) U) 1 U) I Co co co co co 1 I 1 G I CT co m C) C C O O C C 1 G 1 CCCCco U)U: U)U': U7 1 C I C-- C-- cocccoCCCCcoco I I I C I co Gn O cn C) (n C t. m 0T C• m 01 C-- C, I C C C C �d' C CCC C CC U) U) U: 1 C') I C CC CO co CCCC CO coC Co CoC CoCo 1 I 1 C 1 t\co co co C) Cn Cn cn Ot 01 O) C1 O• m CI'• CT ON C1 CT G1 1 1 , I O 1 C C C C C C C C C C C C C C C C C C C C I N I qq g co co coC Co coo co co co CC OGgq co g co 1 I 1 O 1 C M C U) 1.0to%0t0ncococo00coco 1 1 . 1 o I c c c c c c c C C c c C c c c c c C c c c c c c c ;Zr co co co co co co co co co co co C co C co co co co g co co co co coco I 1 I O 1 CNMCU)U)Lnkoto%0 tO%Ol0 r-r%l \ nr\ I-I(I- f�cococo I 01 1 M C C C C C C C C C C C C C c C C C C C C C C C C C I 1 cogcccocococogcococccocococococccococococococccoco I 1 I O 1 tO O N M C C U) U) Ln Ln tO to to t0 tC t0 tO tO to 1.0 1., 1-_ C- 1l� n n 1 co I M C C C C C t CCC C• C C �7. CCCC c. C c c C C v c C I co co co co co o co co o co coC g co q co co co q G"q coCO 1 I 1 O 1 C 1) —!N MMCCCCLn U) U) U. U)U)L.7 to U; to t0 t0 t0 to to 1l� I I-- I M M .0 C C C c C C C C C C C C -Cl, C C C C C C C C C C I I co co co co coco co CC co co co co cop C co co g q co co.cocogcoq 1 1 1 O 1 O t O q O.- .-- I N N C h M M M C C CC C C C C Ln. 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N N N N N N N N N N N N N N N N N N N N N I co CC co co co co co co co 00 co co co co co co co co co coco co co co co co I LA I U)U)CTN C+) C U) t0 l-, co co co 01 C) C) Q) CN a) O c OO I N I C % C CDe-•� rr .--I .--. .--I ..y ,..� '..y ,� .--I r-1 r•1 r.. •--i .� .,.., .--� N N N N N N I I"gaoCOcommCocoMMOOODCOCVCococo Coco Coco =COCom . 1 O I C U) O M LO tO co co C)'O O p 1- .--1 .--I .r N N N N M M M M M M • 1 N I co C) O O O O O O O .-t . ' .--I . * I rlr� co co co co co co co co co co co co co co co co co co co co co co co co U) 1 coNco 47 U) ^�co 0--C)O Or+. -I r+•"�."'I N NNMMMMM •--I I t0 co co CT Ct O) m C) CT 0; C) O 00 00 O C; O C; C; C; C O 00 1 1� f� f� fl- co co co co co co co co co co co co co coco I O 1 t0 MO dr., m CD --IN M M CC U)Ln U) U) t0 to tO tO 1l_ nt0 t0 t0 • 1 .•-I 1 Ct0 f_f�IT NCC co co co co co co co co co co co co co co co co co co I n^^ n n n n n n n n n t\ n n n n 1\ n f\ n n n I\ 1\ n I to 1 C) CD Ct0 f�co con l\n t0 t0 t0 U) CCMMN N O)tO :t cn to • 1 O I ONNN NNN"NN NNNNNNtV NN N •--1 r-1 r-1 r'100 1 ^ ^ ^ n n n n n ^ n n n n n n n n ^ n n t\ n n n ^ n — 1 3I---� I OOOOOOOOOO O O O O O O O O O O O O O O OO I O C.7 F- I O O o 0 0 0 0 0 0 0 0 0 00 00 0 0 00 o O C 0 0 0 1 J ZU- 1 .••tN M C U) to 1%l co ON .--I N MC Ln t01.- coC) O m OL.n O U)O I LL W v 1 r-I r-I N .--1 r-1 .� •--1 e-1 ,� ,� N N M MCC U) I J I TABLE 5.1 C-7 -� APPENDIX H DETENTION POND CALCULATIONS I 7 1 1 i I 1 1 1 DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=JR Engineering LTD -Ft Collins ........................................... EXECUTED ON 04-22-1998 AT TIME 20:50:17 PROJECT TITLE: PRESTON CENTER FIRST FILING +++' DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 101.00 BASIN AREA (acre)= 5.73 RUNOFF COEF 0.74 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 5.9 CPS OUTFLOW ADJUSTMENT FACTOR = .9 AVERAGE RELEASE RATE = 5.31 CPS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. •**** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -PT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.27 0.04 0.23 10.00 7.20 0.42 0.07 0.35 15.00 6.20 0.55 0.11 0.44 20.00 5.20 0.61 0.15 0.47 25.00 4.70 0.69 0.18 0.51 30.00 4.20 0.74 0.22 0.52 n d 3o I 35.00 3.85 0.79 0.26 J0.54 40.00 3.50 0.82 0.29 0.53 45.00 3.25 0.86 0.33 0.53 50.00 3.00 0.88 0.37 0.52 55.00 2.80 0.91 0.40 0.50 60.00 2.60 0.92 0.44 0.48 65.00 2.47 0.95 0.48 0.47 ------------------------------- THE REQUIRED POND SIZE _ .5375736 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 MINUTES l m 1 - DETENTION POND SIZING BY FAA METHOD = Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study tDenver Urban Drainage and Flood Control District, Colorado USER=JR Engineering LTD -Ft Collins ........................................... EXECUTED ON 02-11-1998 AT TIME 10:09:33 ' PROJECT TITLE: PRESTON CENTER AT WILDWOOD **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 102.00 BASIN AREA (acre)- 6.05 RUNOFF COEF 0.81 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) - 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 3.03 CFS OUTFLOW ADJUSTMENT FACTOR = .82 ' AVERAGE RELEASE RATE = 2.4846 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE 1 [I 1 ----------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0 00 0.00 0.00 0.00 0.00 5.00 9.00 0.31 0.02 0.29 10.00 7.20 0.49 0.03 0.46 15.00 6.19 0.63 0.05 0.58 20.00 5.18 0.71 0.07 0.64 25.00 4.68 0.80 0.09 0.71 30.00 4.17 0.85 0.10 0.75 35.00 3.84 0.91 0.12 0.79 40.00 3.50 0.95 0.14 0.82 45.00 3.25 1.00 0.15 0.84 50.00 3.00 1.02 0.17 0.85 55.00 2.80 1.05 0.19 0.86 60.00 2.61 1.07 0.21 0.86 65.00 2.47 1.09 0.22 0.87 70.00 2.34 1.11 0.24 0.87 o-- Pond 302- 75.00 2.20 1.12 0.26 0.87 80.00 2.06 1.12 0.27 0.85 85.00 1.97 1.14 0.29 0.85 90.00 1.88 1.15 0.31 0.84 o I1 cj� 95.00 1.79 1.16 0.33 0.83 100.00 1.70 1.16 0.34 0.81 -. Q 54 ---------------------------- THE REQUIRED POND SIZE _ .8729196 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MINUTES 1,4 1 30it3OZ o, 81 pond 301 outlet Worksheet for Circular Channel Project Description Project File x:\917701-preston center\drainage\outlet.fm2 Worksheet pond301 outlet Flow Element Circular Channel ' Method Manning's Formula Solve For Channel Depth I Input Data Mannings Coefficient 0.013 Channel Slope 0.010000ft/ft Diameter 2.50 ft '�p uK Discharge 42.50 ft3/s d �', 5 W w ° °d tl+ �yG Results YtodL 30> Depth 2.14 ft ' Flow Area 4.48 ft2 Wetted Perimeter 5.91 ft Top Width 1.75 ft ' Critical Depth 2.18 ft Percent Full 85.65 % Critical Slope 0.009764 ft/ft ' Velocity 9.50 ft/s Velocity Head 1.40 ft Specific Energy 3.54 ft ' Froude Number 1.05 Maximum Discharge 44.12 ft3/s mox. Full Flow Capacity 41.01 ft3/s Caf Full Flow Slope 0.010737 ft/ft Flow is supercritical. 1 r-� P o Y-)ds 30 P 0hck3 . �o PY2ssllt -CIouaN• 08/14/98 FlowMaster v5.15 04:42:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 k 2 � 0 0 \ \ � § - [ e A G ƒ ®;m;;; ] § I I I _� f \ § �v @ 3omo [e�,�o kk&$i66i / \ /kk�k� y\/§ /\k L cw® a•$ I ) m § § e \\/\ L ■ 0 C>0 6 G ��£6666 CL ■=£Locr� '§__coon m�■22ee k 2� gC£QEcoco 2§����� ■ fmcoU)tn d§B B le Im ` FGG nn ) �7/ 2�Fr c� k k CL %FmE � §�«LOCD 2c3cnG .t-N00LoLo <)kcq\§§ a� k nLonn r- o�IT :; LOaao � \E §27$ 7 2m// c k) �0�a2 � /`\ kk $/ _ƒ \\ / § u \t ] G ] CDCl)/ mm & ¥ \ [ R 4& 0 m(D k @ k ( r § f-§ /c ncm k k »� -0 Cc 2\ k„ mf] 2k k/ = m � /\/ // co< % \ / \ y C 3 C� t0 d 3 0 N a C O a C O c d A � Q m � d 3 A � O o > > O' E" d o c c E: U O U U P4 ^ N c p J-: To � W W U �l ¢ r C6 a) m z C7 Z� C7 y + ; C0 n 'C > V y W + II II II arn.; ¢>a¢ 'D M a) OE• Q O a O 0 C9 C + a cn O M C CL N O cn Ic c a° (d CO M O M r co InCO O U O N N U) +- r M O M N p Ca O O 00 T r T N N co r It n O M M 7 Cj E> OOOOTT'O1-0 COO000C5ooT U � O M O N N E? U O O O O a) o m 0ooC6C5C5o > c 4) U ^ O Lo CO n Co T CO T T M co CO O O O M Lo T O O T N Q T r N O O � CO r r r N N N c O N M M M M M� C O O M a) W W m (1) w W m > fn A? A N a O =3 o 0 n a) jE CO M M M I, r CO N U1 n E 7 Cj O N N Ui M O CC) W T E j v O C) C) cl O r r r r c� U o c am CD E x O O U7 O a0 t u) CO M N E 2 O O T O M M O V O M M a? o ro o000000000 U > v c U CC1 r M T CO h U7 M M CO W ^ ro M M M M M CO If) M O O CO h r M r M I- r ¢ v M r M M to W M r r N N M c O Cn M M M O > O M M Coco M M M 0 co w d w w 0 > 3c 3 >' O T O o T cli m C o0 00 II II T 0 M 11 II � y� C a) a �. E LL a > 'p G c H T d E O oc a Lo O aCi W al L T o O O w w COM _C (L q� a) Q LL 2 a�`v 1 o O W c Co N C Q Fp- E y O et H -S 8/14/98 1 1 1 1 Detention Pond Orifice Sizing (10 yr event) LOCATION: PRESTON CENTER AT WILDWOOD PROJECT NO: 9177.01 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Pond 302 Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice 01) Eo = greater of geometric center elevation of the orifice or downstream tailwater elev.(ft) h = water surface elevation (ft) Qo = 2.36 cfs (10 yr. Allowable release) Invert elev. = 30.23 ft (inv. "A" on outlet structure) Eo = 30.84 ft (downstream HGL for 10 yr flow - from StormCAD) h = 34.10 - 10 yr WSEL Co = 0.62 solve for effective area of orifice using the orifice equation A. = 0.262 ft' 37.8 in` req. orifice dia. = d = 6.93 in Use d = 6.875 in �:,2925 , *Z 917701 pd.xls,orifice - 10 yr A: ii f t A Y• f `o 8/14/98 Detention Pond Orifice Sizing (100 yr event) LOCATION: PRESTON CENTER AT WILDWOOD PROJECT NO: 9177.01 ' COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = COAO sgrt( 29(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice 04) Eo = greater of geometric center elevation of the orifice or downstream tailwater elev.(ft) ' h = water surface elevation (ft) Pond 302 Qo = 4.00 cfs ( less than allowable release of 5.89 cfs) outlet pipe dia = D = 18.0 in ' Invert elev. = 30.17 It (inv. "D" on outlet structure) Eo = 31.11 ft (downstream HGL for peak 100 yr flow - from StormCAD) h = 35.10 ft - 100 yr WSEL ' Co = 0.65 solve for effective area of orifice using the orifice equation ' Ao = 0.384 ft` 55.3 in` orifice dia. = d = 8.39 in 11 1 Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.47 kinematic viscosity, v = 1.22E-05 ftz/s Reynolds no. = Red = 4Q/(rzdv) = 5.97E+05 Co = (K in figure) = 0.65 check Use d = 8.375 in A o = 0.383 ft' Q = 3.99 cfs 917701 pd.xls ? -7 OVI 280 5 Closed Conduit Flow Re11 = V2—gIh d K to, 102 in` vN v . ui5 nn SNI�III�Nl�Nl�Nl�N loll 0.5 to to to too W Re,, _ a 7i[6 c Figure 5-21 Flow coefficient K and Rea/K versus the Reynolds number for orifices, nozzles, and venturi meters (20, 23) io^ top scale with the slanted lines to determine K for given values of d, D, Ali and v. With K, we can then solve for Q from Eq. (5-31). The literature on orifice flow contains many discussions concerning the optimum placement of pressure taps on both the upstream and downstream side of the orifice. The data given in Fig. 5-21 are for "corner taps." That is, on the upstream side, the pressure readings were taken immediately upstream of the plate orifice (at the corner of the orifice plate and the pipe wall), and the downstream tap was at a similar downstream location. However, pressure data from flange taps (1 in. upstream and 1 in. downstream) and from the taps shown in Fig. 5-19 all yield virtually the same values for K --the dif ercnces are no greater than the deviations involved in reading Fig.-21.• - for more precise values of K with specific types oft a ps, seethe ASME report on fluid meters (20). I EXAMPLE and a water -me the deflection o Assume the wa SOLUTION either enter Fig. in piezometric h the equation of Writing th( Ali =3 The kinematic compute dlv'2g d f2q t From Fig. 5-21 Q=0. =0. =0. = 0., Vem The or however, the h, ment in a pip( 4/22/98 [1 Overflow Spillway Sizing LOCATION: PRESTON CENTER AT WILDWOOD PROJECT NO: 9177.01 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. OVERFLOW SPILLWAY ' Size using the equation for flow over a weir Q = CLH� 1 where C = weir coefficient = 2.6 H = overflow height L = length of the weir I 1 [1 1 I � H 4 ♦_ L ---► aril elovdon 0 100yMEL The detention pond has a spill elevation 0.5 ft above the design maximum water surface elevation Spillways will be designed with 0.5 ft flow depth, thus H = 0.5 ft Size using peak flows calculated with the Rational Method since they are greater than SWMM results Pond 301 for Q (100) = 35.5 cfs (100-yr flow to design point 2 - assume outlet is fully clogged) Weir length required: L = 39 ft Use L = 40 ft V = 0.60 ft/s Pond 302 for Q (100) = 43.0 cfs (100-yr flow to design point 4 - assume outlet is fully clogged) Weir length required: L = 47 ft Use L = 50 ft V = 0.59 ft/s 917701 pd.xls,Spillway R-01 I pond 302 outlet pipe Rating Table for Circular Channel 1 1 1 1 1 1 Project Description Project File xA917701\drainage\outlet.fm2 Worksheet pond 302 outlet Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.013 Channel Slope 0.003000 ft/ft Diameter 18.00 in Input Data Minimum Maximum Increment Discharge 0.70 4.00 0.20 cfs Rating Table ' 04/22/98 02:20:27 PM Discharge Depth Velocity (cfs) (ft) (ft/s) 0.70 0.35 2.20 0.90 0.40 2.37 1.10 0.44 2.51 1.30 0.48 2.63 1.50 0.52 2.74 1.70 0.56 2.83 1.90 0.59 2.92 2.10 0.63 3.00 2.30 0.66 3.07 2.50 0.69 3.14 2.70 0.72 3.20 2.90 0.75 3.26 3.10 0.78 3.32 3.30 0.81 3.37 3.50 0.84 3.41 3.70 0.87 3.46 3.90 0.91 3.50 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 1 M 1 1 1 O � N II II J U T a y a7 U y M CO CS N O ad o 0 -,t II II II II d��mo m U 2 O O — O T 0 Cd 0 y C k-- � U O N M LO LO c) O c;F) N II IIy II II cd Q N O C O � m w U O Y 7 w 0 O U a > `O >`1 O O .n- O M >» c c c lR m m RI N y co N co O 0) N 17) O a N �L►. O aD O OlOO N M'7OON N (NiM 4 O F. ,mom, _N 0 m cu OI l0 y aM0 O cli O - M Ny O m O1 Qtw )O 0)O O IT NM a) C) O M, M V sf cmi m Im 0 OL'y CO au.4NOMa N M O O) N O O NN N TN ov J I- CO O CO V )O a0 M M )O U)cer- -a0a0000� y 6 6 0 0 6 0 Mmm co MM en co a7 m L a m� vLgLcq gInmmrnrnrnrn 000000a000 ; m Orw N N N O LO(D fD O y O 'O m m o � ca d) O L •- s{ M N N s� f0 � to to LO ` 0 0 O CV N CV O p m m 6 00 0 E O N N InO m W N r R 0 0 0 N N M d � G m U) M M M C'9 M M M M M y N 0 O m m 0 i0 m m m 0)c`o L m 0 N ID 'a x t 0 0 a u m j JC m > L m m 'rn dm LLf 0 3 cm 5 O 'm a,= F mCD -0 0 4 c m + 7 2 r> m 0- m o LL 7 m E o m y O II U U J M U 7 x U :C O y .— O L O O m O p Q y a U GQ Q Q O rz 0A I I I I I I I I I / 11 I I I I I I I I a � 4- 7 k k 0-1 2 qj U) I o � z / w U. a O $ R e � $ w � § 3 Q § _ kui § k a / i / § $§°\7 /}\\§ § / $ CO \ - k/./2 j/////E \ @ 2 @ @ @ @ / o e e o CN 0 = 2 / £ Q 0cam ca &2])%m$ \k\ kkk Qme $=2 0 f Eck / \ / j f ■ 0 qC$g a c ■ ® � rl m m� //�Q �� a�- ®moo «■� §§22 2C R CV) co r$ƒ¢� ge «a � w \04 - CNIT IE °C)2$ kk/� J 0 1©Sf ■2E §(GE a-- o� \� nnoc 3 #f5r oorco A «E " � //m$ 7� //)/ e k k� ]/ƒ/ � Q { + § $ \ k \ k C\ "e\CO: ems§ EB» 2e=2 [2 § \¢2 C \, m 42 0 =\GC� §Z6§ 0-e„ /}06 /a Ca � o 3 f § 2 &0-0 § ,2- ` r- M§ma§k - a)e« _2c jv / / § ,yA q 0. � ro o c C w N 0 LA l0 N N lCl 'O N Cl O n n o C n rn rn IT v II II d to 11 II II a D ° U O d > C C U O O 7 V= O O 'C < O f0 a C C�6 = 4= 0o O CO n It 00 N N co < O 0) CD u u u u u r 0 > C U d c d U U N d O w ° o 0 C C R Od L LCvv�� 'Cf co rn co a�M� F N.Vr <LV CM Mtn a< -COD C d �0 El 3 L L O N 0 .. CD d 0 4 �CD�0) U .V.. LL1 < < N < Cn < _N O � < k Ef 0 (5 _ 0 ,_ JL M v, n a0 < CA In CO T N (Ni 074 ov < -C �i In In 0 It 0 nCAO<nnnn _ OO«Ch CO M CM N N N N N N N N N y'OV' VO' v 0 ccoonGo N E V o 0 0 0 � o � d w rn 'C 0 �1 n N CM < O ar O CO L a. U U G y 00 < < N < N C7 N O < d d o � co Q a Y{ 'r-N lo: O d 0 O O N CD O< n t0 In U « N O O O O<<<< N O a)_ O ClO O O O O O O M O 000 <N Vi co C-i OCD O y L 0) W 0) m ONl ONE ON1 v v v v IV v a v v J '__ J W 3 N >1 T 0 0 O 0 < i � J d x 2 y U II N j � d 1 r CD c L y d � o 3 3 c O C 'a + y f � 1 Q d U > c c N 01 { E O m j O II U JMA o U t O d O �0 '0 7 L CL L1 t5 v Q 0 [1 1 1 t 11 1 APPENDIXI SWMM INPUT AND OUTPUT w w O w z v a Z Z Z n i G a z ' (' N U ZLLJ O J ' o Yj N O^ N M 2 X 0 Z O a >o zz ''Q :L- 1 ma'b s aw Yeas 3 li wrl/w n•a ro -t a iota ' � r� Col/ins De5;5n Sformj ' SWMM hyetograph -- 100-yr event -- 2-minute intervals: 60 2. .60 .74 .89 1.06 1.25 1.44 1.54 1.63 1.94 2.47 3.00 3.96 4.92 6.12 7.56 9.00 6.89 4.78 3.41 2.78 2.16 1.92 1.68 1.49 1.34 1.20 1.06 .91 .79 .70 ' .60 .24 .55 .24 .50 .24 .46 .24 .41 .36 .36 .36 .34 .29 .24 .24 .24 .22 .24 .17 .24 .12 .24 .12 .24 .12 .24 .10 .24 .05 ' SWM hyetograph --'100-yr event, minute intervals: 25 S. ' .60 1.20 .96 .84 1.44 1.68 3.00 5 40,9.00 3.72 2.16 1.56 .24 .24 .60 .12 .48 .12 .36 0.0 .36 .24 .24 .24 .24 ' SWMM hyetograph -- 2-yr event -- 5-minute intervals: 25 5.0 .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .48 ' .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .12 .12 0.0 SWMM hyetograph -- 5-yr event -- 5-minute intervals: 25 5.0 .48 .48 .60 .84 1.56 2.52 4.68 2.04 1.08 .72 ',�►. .60 .48 .36 .36 .36 .24 .24 .24 .12 .12 .12 .12 .12 .12 0.0 1 SWMM hyetograph -- 10-yr event -- 5-minute intervals: 25 5.0 .48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 t .72 .60 .60 .48 Cl.. .24 .12 .12 .12 :12 .12 .12 0.0 p ' 20911, SWMM hyetograph -- 25-yr event -- 5-minute intervals: 25 5.0 ' .48 .72 .96 1.32 2.28 3.72 6.84 2.88 1.56 1.08 .84 .72 .72 .48 .36 .36 .36 .36 .24 .12 .12 .12 .12 .12 0.0 ' SWMM hyetograph -- 50-yr event -- 5-minute intervals: 25 5.0 ' .60 .84 1.08 1.68 2.40 4.44 7.92 3.24 2.04 1.44 .96 .72 .72 .48 .36 '.36 .24 .24 .24 .24 .24 .12 .12 .12 0.0 Z- 2 9194TILIN Page 1 of 2 I 1 I 1 2 1 1 2 3 4 WATERSHED PRESTON CENTER MASTER SWMM, FILE: 9194Tll.IN, revised 10/20/98 10-YEAR Rainfall Event 180 0 0 2. 1 1. 1 25 5. 0.48 0.60 0.72 0.96 2.16 3.12 5.64 2.28 1.12 0.84 0.72 0.60 0.60 0.48 0.36 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.0 " subcatchmet data 1 101 301 1745 5.73 62.3 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 102 501 1386 6.05 75.8 .015 .016 .25 .1 .3 .51 0.5 0.0018 P CM-'W 1 103 203 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 re-%t'd%1 �* 1 104 204 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 P.Vivjt 6CWA,#,4 1 105 224 929 3.20 65.0 .018 .016 .25 .1 .3 .51 0.5 0.0018 1 115 504 2428 8.36 42.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 106 226 2439 1.73 99.5 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 107 227 2853 2.57 64.0 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 108 238 2339 8.59 57.0 .02 .016 .25 .1 .3 .51 0.5 0.0016 * ############################ END OF WATERSHED DATA ####################### * 0 0 " The k following SWMM lines simulate a direct connection (no routing) 1 301 302 0 3 * The * following SWMM lines simulate a direct connection (no routing) 1 501 302 0 3 * The * following SWMM line is detention pond 302 - ST*SB STORAGE - bjVCAif PGE 0 302 202 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.06 0.88 0.23 1.42 0.29 1.53 0.59 2.00 1.11 2.39 1.18 2.42 1.95 3.95 * 2.06 4.00 2.64 4.24 3.20 37.3 * Pond 302 outlet - 18* dia. pipe 1 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50 * West * gutter of Gifford Court 1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5 18. 500. 0.021 0. 10. 0.020 2. * East gutter of Gifford Court 1 204 502 0 4 1.0 500. 0.021 50. 0. 0.016 .5 18. 500. 0.021 10. 0. 0.020 2. * The * following SWMM lines simulate a direct connection (no routing) 1 502 205 0 3 * Pipe from Inlet in Gifford Court to inlets on south side of lots 1 a 205 224 0 2 2.00 190.0 0.003 0. 0. 0.016 2.00 ' Pipe from Inlet on south side of lot to pond 304 1 224 504 0 5 4.00 293.5 0.003 0. 0. 0.016 4.00 6.00 293.5 0.003 4. 4. 0.035 2.00 * The following SWMM lines simulate a direct connection (no routing) ereswvl t $.i. pet �d�,d . 1 -17- 3 9194TILIN Page 2 of 2 1 504 304 0 3 * The following SWMM line is detention pond 304 - S� STORAGE- A5C )%U=& 0 304 225 8 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.02 1.43 0.21 2.87 0.61 3.91 1.11 4.65 1.79 11.92 1.87 12.34 2.59 80.96 * Pond 304 Outlet * - 21" dia. pipe 1 * 225 505 0 2 1.75 263.5 0.0083 0. 0. 0.016 1.75 * The * following SWMM lines simulate a direct connection (no routing) 1 505 305 0 3 * North gutter * of Timberwood Drive 1 226 506 0 4 1.0 1200. 0.010 0. 50. 0.016 .5 * 25. 1200. 0.010 0. 10. 0.020 2. * South gutter * of Timberwood Drive 1 227 506 0 4 1.0 1200. 0.010 50. 0. 0.016 .5 25. 1200. 0.010 10. 0. 0.020 2. * The * following SWMM lines simulate a direct connection (no routing) 1 * 506 228 0 3 * 10' * Type "R" inlet (Timberwood Drive) - 24" dia. pipe 1 228 305 0 5 4.0 43.5 0.0101 0. 0. 0.016 4.0 6.0 43.5 0.0100 4. 4. 0.035 2.0 * South gutter Country Ranch parking lot * 1 238 239 0 4 1.0 200. 0.010 50. 0. 0.016 .5 * 20. 200. 0.021 10. 0. 0.020 2. * Swale on south side of Country Ranch 1 * 239 507 0 1 5.0 640. 0.010 4. 4.. 0.035 3.0 * The following SWMM lines simulate a direct connection (no routing) 1 507 305 0 3 * The * following SWMM line is Country Ranch det. pond 305 0 305 240 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.08 2.40 0.23 3.85 0.42 4.96 0.64 5.91 0.90 6.71 1.18 7.36 1.21 15.23 * 1.56 16.88 1.96 18.21 2.00 18.34 2.44 82.73 * Pond * 305 Outlet - 30" dia. pipe 1 240 508 0 2 2.50 40.0 0.003 0. 0. 0.016 2.50 * The following SWMM lines simulate a direct connection (no routing) 1 508 0 3 * ############################ END OF CONVEYANCE DATA ###################### 0 9 1 301 302 502 504 304 228 305 507 240 � o\ / \ ) ) q § § P4 § , 44 § \ § \ § \ e § § / m § 0 � o \ * , m , ! 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W O N d' IO W O N 10 W O N V IO W O N C IO W ' O O O O O O O O O O O O O O O O O O O O O O O O O O T I r -------------------------- o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .. V. ..... d. ..i O m . l!l O N O Ol O ID 0 V� ONO 0 0 W O r O Vl O V O M O N O .i 0 0 0 0 0 01 0 01 0 01 0 W 1 ✓1 s v v M M M N O O O O O O O O O O O O O O O O O O O O O O O O O O 10 O N O m O O m 0 tll 0 0 0 10 O rl O 1p O M O .-I O O O r 0 d� O N 0 0 0 01 O m O W O r O n 0 ID O 1O O 1p O Ill O rn rn m W r n r �o In In In In ui .r a� � .r � c � ri � M � M � M � ri � In � O O O O O O O O O O O O O O O O O O O O O O O O O O ' momornorno W o mo mo m o noronoln olno�o to o 10 o ul o In oln oln oln oln oln o In C v lno N N N N N N N N N N N N N N N N N N N N N N N N N N m m VI m m m !A m W W U1 m N m m m m m m m !A m V1 VI m m d� IO r Ol O �-1 N M C V� 111 111 .Ill IO l0 1p 1p Ifl 111 111 Ifl [T V' V� M M O O '-I O I-1 O N O N 'i N �-1 N e-1 M rl M rl M •-I M .i M '-I M .-I M N M •-I M .-1 M rl M rl M �-1 M •-I M '-I M .-i M rl M rl M e-1 M rl y m m � m cn m vi y in ti cn cn y m m y � m m in m y vi m cn M Ol � Oo sT Ol V' C' l Ul Ol Ifl Ol Vl Ol � 01 Vl O Ifl O Il1 O N O IIf O �() O Ill O In O Ill O Ill O Ul O Ul O tll O Ill O Ul O Ill O Ill O Ifl 01 V1 Ol VI VI m [q m m m m N !n �� N m VI V1 m m m m m VI m V1 m m M d' W � r m Ol Ol O\ O O O O O O O Ol Ol Ol Ol m W m r r n Mocomococ000coa�ocoe�,-�c.i e�.-ia,r ,..1c ,1 �r ,ticomocoa�ococoa�oaoa�oco M O �-1 O O O m 0 itl O C O N O Ol O n 0 If1 O M O M ONO .i O 01 O W O r O n 0 10 O IO O IO O IO O 1p O IO O vl O Vl O ' m W Ol Ol 1\ 01 Ol O O O O O O O O O O O O O O O O O O O N N O N O M .-1 M rl M 11 M ri M e-I M rl M r-1 M '-I M .-I M .i M �-1 M .-1 M ti M -1 M rl M .-1 M r-1 M •-I M .-1 -------------------------- W l0 Ill M N O 01 r l0 C M N O O m n N Ill M M N rl •-I O O O 1p V� M [T ey V� W V� n v Ifl � sp M rl M O M m M �O M Vl M V� M M M N N e-I N Ol N Ol N W N n N n N ID N IO N IO N 10 N Ifl N M M M N N N N N N .i ei rl •-I e-I .-1 f-I -------------------------- 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 0 0 Ol O W O W O W O W O W O n O r 0 IO O Ill O N O V! O sT O M O m O M O N O N 0 fV O N O N O .i O 1� O -! O .-1 O i O O O O O O O O O O O O O O O O O O O O O O O O O O O N O Ill O I!1 O d� O d� O M O .i O Ol O W O W O n 0 l0 O 1p O l0 O Ill O Ifl O Vl O Vl O V� O cv O C O d' O C O V' O V� O M O M M M M M M M N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O ul o In o In o In o In o In o c o w o c o v o c o a� o 0 o M o M o M o m o M o M o M o M o M o M o M o M o M o N N N N N N N N N N N N N N N N N N N N N N N N N N VI VI W W N W VI U] VI W Vl UI UI W N V] V1 W fn W W fA fA VI fA VI m N N .-I '-I rl O O � Ol W W n r IO 111 Ill C m M N .-� rl O Ol Ol N.1 N.I N rl N.-1 N.-I N.i N.i N.i N O N ON O.-1 O N O.i O rl O ri O.-1 OOOOOOOOOOOOOOOOI OI O10i UI W W to to to VJ VI VI Vl Ul N VI VI W W V] W N VI to V] fA VI fA W Ol W W W W n n l0 l0 IO Ill IIl � � M m N N rl O O 01 Ol W W r IIl 01 111 Ol Ill Ol 111 Ol Ill Ol Ill 01 Ill Ot V� Ol C� Ol C Ol V� Q� d� Ol C 01 d' 01 V� 01 C� Ol V� Ol d� Ol V� 01 C Ol d� 01 M W M W M W M W M W W W W W W W VI VI V] UI VI VI VI U] VI W VI VI VI W W W VI W VI VI 1p lD 1p Ifl Ill IP C� V' m M N N .-1 O O 01 01 W n n l0 l0 Ifl � V� M d� O d� O d� O d� O d� O V� O� O M O m O M 0 MOM O m O m O M O M 01 M 01 M 01 M Ol M Ol M Ot M 01 m Ol M 01 m 01 M 01 N .--I N '-I N �-1 N •-1 N •-I N .-I N rl N r-1 N •-I N e-1 N .-1 N �-1 N e-I N .-1 N fi N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O 01 Ol Ol Ol W 01 01 Ol 01 01 Ol W W W W W W W W n r r n r r N .i NON O N O N O N O N r.i rtintinrl r,-Irtin.�r.1r.-�n.ir.-ln.-�r.tir.-�r.-�rtir.�r.ti r,-+r,ti r.ti r.rrtintiln .�ln ,r Ill ei tt) '-I N •-1 In rl Ill N Ifl N C '-1 •-I M .-i M .-1 M ti N •-I N �-1 N rl N .-1 N •-1 .-1 r-i �-1 rl N '-1 rl O .--I O .-1 O rV O fi O e-1 O •-I O . . . . . . . . . . . . . . . . . . . . . Ifl Ill tl1 V1 e-1 .-1 �-1 rl .-1 N N N N N M M M M M C sT .-i f-I •-I N N N N N N N N N N N N N N N N N N N N N N N S- I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .tio.tio.ao.+o.-io.-�o.ao.a0000000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M O M O M O M O M O M O M O M O M O M O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O . . . N N N N N N N N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O M O M O M O M O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N N N N N N N N N N N N N N N N N N N N N N N N N N VI ul m m V1 N m u) m m VI m N u) m m ul m m N m m VI VI N m OI OI O\O11 O0 O\ a\ m O\ m O� m O\ m Ol m O� m O� m O1r O1 Olr mr mn m 19 m 1O m 1O m 1O m� \p m Vlm 1( m11 m �()m �(1m � � m m U) U) m m m m m !q u) V) VI N N m m m m u) N m m m U) m M mMmMm M mM m M m M m N m N m N m N m N m N mNmNrN nN r N r N r N 1rrr ti 1 . 1r m m m m m m m m m m w m m o m m ur m m m m m m m m m M N rl •-1 O O 01 m m r n �O tl1 ifl d� <M M N N 'i rl O 01 01 m m M C 1 M Ol M O\ M O� 1V Ot N Ol N m N m N m N m N m N m N m N m N m N m N m N m N m N m N m N m N r N r N n N n N N N N N N N N N N N N N N N N N N N N N N N N N N — O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ! 1p lD N I(1 1l1 N IP sT C d� d� V� M M M M M rn ornornornomomomomomomomonororonoroino o�oo o�00�n oino u. .�noin . m O N C N N N N N N N N M M M M M M M M M M M M M M M M M M -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000000000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N N N N N N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O N N N N N N N N N N N N N N N N N N N N N N N N N N (A fn fq UI VI V] Vl to VI V1 VI VI u) ul U1 N O N y u) N N N y N O d� O) N r �O l0 �O lO �O �O �O l0 1p l0 l0 1p l0 �O 10 1p l0 �O l0 1p l0 lO �O �O l0 �p !A V] N V1 fA V] fn u) VI N V1 y v! y U) y y N O u) V! u) V) y V) N .-�r.-+r �r.1r�r.ar o�oo�o�oo�o�o�o�no�o ono o�oo�o o�oo�rn�orn�om�rn�rn�m�orn� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . u) N ul y U) y V1 N O N V! N to y N UI VI VI fA VI VI VI VI VI V] VI r � in ui �n w m m N N ,-� ti o rn m m m r r io ui ui c a m m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N N N N N N N N N N N N N N N N N N N N N N N N N — — — — — — — — O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m N N N N N N .-1 ti � .i rV �-1 O O O O O O O\ 01 Ol O1 Ol O1 dp O Ol O O\ O 01 �O ei �O 'i �O N l0 N l0 N l0 N l0 ti � •-I � ri lO '-I l0 e-I l0 .-1 �O �-1 lO N lD •-I � e-1 � .� l0 ri �O r-1 �O tp �O lD �D �O �O M m m m M m m m M m m m N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m m m m m m m m m m m c v c c a c c a a v c c c v S-�3 ---------------------- 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000000000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000000000000orno m o m o 1,o C1001001ornorno O1 O mo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N N N N N N N N N N N N N N rl rl .-1 'i •-I rl rl rl ei �-1 rl O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 O 1 90.1 O1 0 O 1 0 01 90.1 0 O t O 1 1 0 O 1 0 O 1 0 O 1 0 01 0 N N N N N N N N N N N N N N rl 'i .i rl rl .-� .-� ti • '-I rl rl rl W u) U) N V! U) VI V] !A W V! N W Vl VI W y N U] VJ W ul W W N W N 1n � M m N N ei •-I O 01 O1 W W l� !` l0 1O 11/ U1 d� d' M M N N O 10 01 1O O1 1O O1 10 O1 1p W 1O W 1O W 10 W 1O W 1O r� Ul r� to r !` 1O UI 10 1n 10 10 W W N Ul 1f1 1fl 1l1 1fl 1fl V� tl1 C N V� W Wy) N W Vl u) W V1 V) N U) N u) u) U) N y U) u) W N u) N N !n W 1\ 01 U1 O1 V1 W 1f1 W 111 W 111 W 1(1 W 19 W 1(1 W U1 W n W !` 1(1 !` N l� to r tll b t(1 1p V1 1p V� 1p V� 1O V� 1p d� tO C tp V� m m m M M m m M m m M m m m M M m m M m m M M m M m V] V] VI u) W VI W W V! W N W V] u) ul N VI W N N W W VI u) U) W O lO O 10 O 1p O lO O lO O 1(1 O l(1 O 1(1 O 1l1 O 1n O 1(1 O 11/ O 111 01 V1 O1 1fl O1 1n O1 111 01 111 O1 1f1 11 1l1 O1 1h O1 O( O1 ill O1 Ifl 01 c1. 01 V� N N N N N N N N N N N N N rl •i '-I '-I .-/ ry rl .-1 .-I .-I rl rl .y • O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m11 O1 O1 m m of mm W rn W 1, Wm W m W mrmrmrm�rnlo rnlo mlo rnlo rnln min min rnln minmvm�mcrn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 111 U1 Ul 1fl 1(1 1I1 1l1 Ifl N ul 1f1 1(1 1I1 111 1(1 1(1 1f1 N tll lfl 111 1(1 N 1l1 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W O N C 1O W O N d� 1p W O N C 1O W O N C 1p W O N V� l0 W c v a a o c c a c c v a v c c c i 1 1 1 m 1 v 1 1 m Z-14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m o m o m o m o m o m o m o m o m o m O m o Co o m o m O n o r o r o r o r o r o r o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — — — — — — — — — — — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m o mom O m o m o m o m o m o m o m o m o m o m o r o r o r o r o r o n o n o n o m m VI V] V] VI m N m (A VI VI (A Vl N VI m m m m m .-1 rl O O Ol O\ m m n r IO 1p Ifl I11 � � M m 'M N N N N m m m m m V) VI V] m V1 m VI UI N N N y !n m [A n lO l0 Ill Ill � � m M N N �--1 N •-I O O O1 O1 m m r M M M M m m M M m M M m M M M M M M m m M \ O N� O H VI fA m [A m V] VI VI VI m m VI m VI m Vl VI m m N VJ m aim aC c mamcmcmvmcmcmcm�m air cr a�rcr�rror<rrMnMnM rn Q � U O O O O O O O O O O O O O O O O O O O O O H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U H H F ppp� rn > z0 V� Ot M Ol M O1 m Ol m O1 m O1 N 01 N Ol N O1 N O\ N Cl O1 ri 01 H Ot rl 01 H Ol O C 1 O C 1 O m O m O m F a W agaH ul zw a`l' E+ > 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F4 cn c vI ro U � Ll w IN 3 a o U �m O >t F O N V� IO m O N C lD m O N C lD m O N C� IO m O .3 E+ N N N N N M M M M M C V� C C V� 111 Ul N Vl Ill 0 W H r7 En W 111 lP IIl Ill Ill t1) Il1 Ifl Ifl Ifl Ill IP Ifl IA Ifl if1 an to tt'1 Ill l0 X � m N W O F y O -T' 1 h J 11 1 H a ' a w � o S / + w ' E W A a w H Incc�ocm��o locio ma�<r ovo�r m io�m 2H Fc>: a i WE Q .� H— — 31 ...• .-.., �— 9 a .0707.070a00 ww w wwwu.u.ww O El A U U U U U U U w O C7 W F C7 E m N N H Ill m M M 01 Ill O H H .--1 H H H H H H H H a m m a � �a EW W N N 01 o II1 V� o o tl1 M M O C� Ifl t"1 cT M 01 Ill V� M M u VI H W U N N N IP 01 C 10 m a z a w H U x Q H ' W O fL W N M C Ifl dI Ill ID h m m Ol O H N aT N •-1 N C Il) IO h m Ej 2: OW N N N N N N N N N N N N M M M IP Vl tll Ifl Ifl Ill I(1 (;' « + U W a « o x + U z ,Lo ' 9194H1O.IN Page 1 of 2 2 1 1 2 3 4 WATERSHED PRESTON CENTER MASTER SWMM, FILE 9194H8.IN, updated 8/14/98 100-YEAR Rainfall Event ' 180 0 0 2. 1 1. 1 24 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 ' 1.20 0.24 0.84 0.60 0.24 0.12 0.48 0.36 0.36 0.24 0.12 0.24 0.24 0.24 ' subcatchmet data 1 101 301 1745 5.73 62.3 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 102 501 1386 6.05 75.8 .015 .016 .25 .1 .3 .51 0.5 0.0018 _ P${Ova Isf ' 1 103 203 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 pf�C 1 104 204 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 Tx..Sjv15 1 105 224 929 3.20 65.0 .018 .016 .25 .1 .3 .51 0.5 0.0018 1 115 504 2428 8.36 42.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 ' 1 106 226 2439 1.73 99.5 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 107 227 2853 2.57 64.0 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 108 238 2339 8.59 57.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 ' ############################ END OF WATERSHED DATA ####################### 0 0 * ' * The following SWMM lines simulate a direct connection (no routing) 1 301 302 0 3 ' * The following SWMM lines simulate a direct connection (no routing) 1 501 302 0 3 ' * The following SWMM line is detention pond 302 - Fi43h9B STORAGE-D%SG1iAZ6'E: * 0 302 202 0 11 2 0.1 1000. 0 0,06 .025 0,88 0. 0.23 0. 1.42 0.013 1.00 ' 0.59 2.06 2.00 1.11 4.00 2.64 2.39 4.24 1.18 3.20 2.42 0.29 1.95 1.53 3.95 Q/�� /q a `7 1 37.3 * Pond 302 outlet - 18' dia. pipe * ' 1 « 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50 * West gutter of Gifford Court . ' * 1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5 18. 500. 0.021 0. 10. 0.020 2. * East gutter of Gifford Court ' « 1 204 502 0 4 1.0 500. 0.021 50. 0. 0.016 .5 18. 500. 0.021 10. 0. 0.020 2. ' The * 1 following 502 205 SWMM lines simulate 0 3 a direct connection (no routing) * * Pipe from Inlet in Gifford Court to inlets on south side of lots * 1 205 224 0 2 2.00 190.0 0.003 0. 0. 0.016 2.00 * Pipe from Inlet on south side of lot to pond 304 1 224 504 0 5 4.00 293.5 0.003 0. 0. 0.016 4.00 6.00 293.5 0.003 4. 4. 0.035 2.00 * The following SWMM lines simulate a direct connection (no routing) 1 t 1 1 1 1 9194H10.IN Page 2 of 2 1 504 304 0 3 * * The * following SWMM line is detention pond 304 - S4+AEEB, STORAGE 0 304 225 8 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.02 1.43 0.21 2.87 0.61 3.91 1.11 4.65 1.79 11.92 1.87 12.34 2.59 80.96 * Pond 304 Outlet - 21" dia. pipe * 1 225 505 0 2 1.75 263.5 0.0083 0. 0. 0.016 1.75 * The * following SWMM lines simulate a direct connection (no routing) 1 505 305 0 3 * North * gutter of Timberwood Drive 1 226 506 0 4 1.0 1200. 0.010 0. 50. 0.016 .5 25. 1200. 0.010 0. 10. 0.020 2. * South gutter of Timberwood Drive * 1 227 506 0 4 1.0 1200. 0.010 50. 0. 0.016 .5 25. 1200. 0.010 10. 0. 0.020 2. * The following SWMM lines simulate a direct connection (no routing) 1 506 228 0 3 * 10, * Type "R" inlet (Timberwood Drive) - 24" dia. pipe 1 228 305 0 5 4.0 43.5 0.0101 0. 0. 0.016 4.0 * 6.0 43.5 0.0100 4. 4. 0.035 2.0 * South gutter Country Ranch parking lot 1 238 239 0 4 1.0 200. 0.010 50. 0. 0.016 .5 * 20. 200. 0.021 10. 0. 0.020 2. * Swale on south side of Country Ranch 1 239 507 0 1 5.0 640. 0.010 4. 4. 0.035 3.0 * The following SWMM lines simulate a direct connection (no routing) 1 * 507 305 0 3 * The * following SWMM line is Country Ranch det. pond 305 0 305 240 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.08 2.40 0.23 3.85 0.42 4.96 0.64 5.91 0.90 6.71 1.18 7.36 1.21 15.23 * 1.56 16.88 1.96 18.21 2.00 18.34 2.44 82.73 * Pond 305 Outlet - 30" dia. pipe * 1 240 508 0 2 2.50 40.0 0.003 0. 0. 0.016 2.50 * The following SWMM lines simulate a direct connection (no routing) 1 508 0 3 * ############################ END OF CONVEYANCE DATA ###################### 0 9 1 301 302 502 504 304 228 305 507 240 H u a O a 0 r a � W rn W m z H v a i u v 0 o H w a o O w L) z WZW c7 a q q H v O H H a H U HU zCz9 O W O11 W 1-1 A 2 µ, Vl w H H ri A o o w a + ElfOb E H Cz7 w w0.' vl o Ha W (ui N a a -s- \9 d' b v 1 b a 2 0 H o m N x w w a H � w £ O r w V u W C W H c7 F m vE W o a w E Z F F o ❑ >. w H od OE [7a E w 0 3 # H I 5N Oo N xoou W O a a ^. w pl F o 0 0 0 0 0 0 0 0 aa�mmmmmmmmm ' H0 90 0 0 0 0 90 W W F A O ui v,N u, v, in in 2�in F H 1p C H �-1 ry •i '-I •-I rl N H •-I jy H N N U1 �(1 �Il ill �(1 �(1 V1 NN 7r i5 v a o 0 0 0 0 0 0 0 0 N a m m M m m m M m m .mI W O N Q O ' m a o 0 0 0 0 0 0 0 0 ' • m � H m a>000000000 O d' E W N N N N N N N N N O N U . . . 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Q O W U H a a a O zo o I O o h w ^-I I- as N lD U O o a w 000 I. v. r n Ino w .ln000000o . . .u. . . . . . � W �- OOH H .i N NON V�NOH W HO N NO V'N NmOH m NO ' .•1 .y aZ 0 OU z H.-Im �eolooHlo to In .tim �n.-i�o�o.-1��n �n o�n ,-gym �o .� H OOH OmHHNH NOHHmO.-1 r HO.-1N HN O.i M.-1 Nm0 H mmHO '%� 000 0000 0000000 00000000 00000 O 00 N r . . . . . . . . . . . C . . . . . . . . . . . . . . N W m H w N H O V7 O O O m 0 0 0 0 0 0 0 0 0 0 0 H O O O O O O O O O O O O O O N O O aw . . . . . . 00 N wVa 000 . . . 00000000000 . . . . . . . . 00000000000000 . . 00 . InO It1N pl m V1004 ON �O 00 w x ' w F F W W 000 0000000000o ml. H m0m0 vl � moo0000.-i.-�00000 m.I0000H0000 o H In 00 aom.-I C. O OON OON • O00 NN 00000 N N W a F O O O N O O O O O O O O O O O O O O O O O O O O O O O O O N O O H x . . . . 0 E o 0 o c o M O o 0 0 0 o v w O O m c o o O o 0 o c c o 0 0 0 o m m o 0 O W O O O O O V� W O $H VI ul 111 N In HN N O 3N N NN NN NNlO 03 ml ON e-I ON O N 1p O O -1 1 f 1 0 0 0 O O O O O O .-- I W O O O O O O O O O O O O •-- I V l O N •-I [Ec� .-I .-i OD •-i W N V� �O 3 Q .-1 .--I 111 .-I Ifl d� l0 .--I O ll1 Q (V Q N N N 3 30V ' C H H H a a W O N ul O O w O O O O N� ro > C a a a > H a a a a > N WW'aa WW' m a�aa WW' WW'a WW'a El F E wr4 ww po ww w p, ww a o o wn.o aw a o o wo o ww a H H O H x x H H H I O lD H x x H x x H H N H W Wx W U U W W W Wx W U U W U U a w a N N a H 2 Q m z z z z x H H H .-I C�oa C'J om (7oc m 0 N O r N OEl a E- ' H V7 V !n w x w a w W H O N H O m H O N w Q O O O O O O O O O aD O O O O O O O O O 00 H Z m w w w a t c In w to m w x a a w F cn z o H a H IO W El E U N N N "N N I Ill N b b of Ul m r O C7 m 0 ry; W W � O O O m m N O O O O N N 0 O N N ul ifl ifl N N ill MN O O O O N O M O 0 VI Ul m l(1 ul N m N In m N O �(1 0 � w au w u m ' F F W H .� N N m C N Ill C C V� IIl Vl 1p r t0 QO 00 m r Ifl O N w O [ £ O O O O O O O O N O O N O N N a" m m 0 0 v O E W O m Il1 m N" N I N N Ill m N N N Ill N N NI m N M O Za o 1 =,21 N Uma c to mN r to M In to .-ImNH Q yy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a 000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000 0 0 o o o o 4 vQi o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w H a F OMv�o lno�rom00000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m m o 0 0 0 0 0 0 0 0 0 0 0 0 0 o rn m o 0 0 0 0 0 0 0 0 0 0 0 0 0 o m ro ro v v lJ b o 0 0 0 0 0 0 0 0 0 0 0 0 0 o b a a m � W w o00000000000000 H z a w rn m F w rn H H rn a m H H w w al � rt00000000000o,-lom Fn a, W E uoi N CD > ro W > F W RC H El w ril U a N O O N 111 C O O l0 O m ill H d� Ifl M ri a M lf1 N M 111 N M U1 ro � M Ifl .-1 W a w° C W C 0 O Id ro a a U F U wWt �E+ N M C Ul V� ill l0 r m m 01 O N C� Ill Q W O C9 N N N N N N ...... M M M E Q F m > I a o F4 a o a o ti H H 0 0 0 r o00000 3 O a O o 0 0 c o 0 0 0 0 0 a a H m o 0 0 W N O O O O O O a a � z� 0.0 S o 0 0 5C 3 a o 000000 Un OF M o�Z�aa H ( W W x o 0 0 Qw F a� o00000 2 U X W m O W O 0 H a a m w •• W W W F O W W 'A W W a U H a UI> a o O00000 O w H 0 M C7F G.UQ W m O w H U w z+ w o H, W H O 0 0 0 0 0 0 W CQ H C7 r Q W E 0 F cm)xowo mo cUil W q&Ic�gm Q o m m m m m o o O o 0 0 0 m m F F F F F N H H o 22 0 0 0 rl H N a s N O O O O O O ] 0 F F N C 0 a m H o 0 0 F O v�l .r d �a a 1 O O O O N O O O h O N 0 0 0 1p O O O D\ O O O Cl O m W 0 W O .i N VI l0 l� O m O Ill m Ill N l0 W m W V� O h Ill d� N .i O O h 0 VI O II1 O Cl O h O Ill 0 W O Ill O O O W m m N •-1 � N C 1� N W lD M •-I O\ h O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 rl O Ill O '-I O W O rV O dI O O1 O \O O 1 0 O r� O Cl O 10 O C 1 0 Ill O O d� 01 O Ill O m 0 .-1 O •-I 0 0 0 01 o W o r o � ul � � � � V] VI Vl (A V1 W VI W y N y N N W W U] fA W U] N W N W W ' O O O rl N m l0 at N l� C m Ifl .-i O O W N m N O t0 N lD O M O O O O O O N O N O 0 0 l� O Ill O W y W In W W N M to N N W W U] U] W VI O O e-I O l0 O Ill O l0 O W O O O N .-I tp rl C 1 N N M Ill C Cl Ul N W I11 O\ O .-1 M N Ill m d' d� .-i I11 t` Ill r1 10 ll1 10 Ol l0 .-I I� m l . .-I rl •-I .-I ri V] W W W N N V) W V] VI V1 V1 N V] V] V] VI V] V] W U] W W U] V) Ul O O ey M l0 O1 N h N rl N Ill N l� � O N N O �O ri l0 O m �O W rl N .--1 N m rl m rl m M rl m rl O O VI O O O h 0 0\ O l0 O O\ O l0 O .-1 O Ill O O O N O sT O N O Ill O C O lIl O O O N O W O O\ O 01 O 01 O W O W O W O N m V� N Ifl l� O C O N .-1 N C C N Ol Ill N O T N h �O 1l1 •-I .i N N M C m N N .-I .-1 rl N O O O O O O e-1 ri V. N .... r-. N O O O l0 l0 h N W W W Ill Ol •-. O N O O O . W 0. Ol 0. O\ M 01 . O. 1. O. l0 O\ W O O O O O M r-1 O N Ill M M M O VI W If..-1O[. Ol OI h 0 lD rl !` N l0 N C r-i .i O l0 O N O\ rV W II1 W m h N h M lD c)r l0 Cl CO h l0 ' W O N d� t0 W O N V� l0 W O N V� l0 W O N C tp W O N dI l0 W .-1 r-1 '-I rl N N N N N N m M m M M � sM C V� C� Ul Ifl 111 Ill Ill O O O O O O O O O O O O O O O O O O O O O O O O O O - _ _ _ _ _ _ - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r o to o In o n o m o M o r o N o m o In O N o 0 o n o In o M o rI o 0 o m o m o n o r o o In o �o o In o In o 01 m n l0 Ill Ill dVM M M M N N N N N .-1 .-1 rl rl rl .-I rl e-I '-I O O O O O O O O O O O O O O O O O O O O O O O O O O Ol O Ill O N 0 0 0 m 0 10 O Ill O C O M O N O N O .-1 O O O O O O O Ol O 111 VI M N rl O 01 01 m W m n n n l0 IO l0 1p IO l0 IO IO 1p 10 �O Ill O O O O O O O O O O O O O O O O O O O O O O O O O O n 0 �O O IO O� Ifl O Ill O VI O dI O C� O M O M O M O M O N ONO N O N O N O N O '-I O .-1 O .-1 O .-1 O .-I O .-1 O .i O .-1 O � � N W (!) y N W N m m m Vl W N V] W !n W W VI m VI VI VI VI VI W 131 C rnmomornm .a.�m,-gym,-Imam.-Im.-im.-gym.-Irn.-gym.-�momomomrn Wrnmmmmmmm�mion�on ulr r.-gym.-gym,-� W.1m.-�m.-�mtim.-Im.am�-am,lm,lm.ymtim.Im.Im �-Ir.-�r.-Ir.-Ir.1 n.�n.�n.an.a r.-I ' W m m m V1 VI VJ VI m m VI W VI VI VI W W N m W W VI fA VI VJ u) d� Vl l0 IO �O Itl Ill dI VI M N rl O 01 W n IO d� M N rl O O\ m n IO orIn rion�orIo r�onIn naIn rMrNr,-InOnm�onto ul i. aI . MIn ,1 io Oro rnio mvl .vlNI. .-i �-1 rl 'i r-I .-i fi ei rl ri �-1 e-1 �-1 rV .� 'i �-1 .-1 .-{ �.-I .-I rl fi rl N O e-1 O '-I O .-1 O •-I O �-1 O .--I O rl O rl 01 r-i 01 e-1 O\ e-1 Ol ti O\ e-I ' m In m In in in In y � � m in in m in y in vl � m y m m m m cn O N M V� Ill II1 l0 t0 IO ID lD l0 If1 Ill N C C M M N N N .-1 rl O O\ 01 01 Ol O\ 01 01 O\ O O\ O O\ O O\ O 01 O 01 O O1 O\ O O\ O Ot O 01 O 01 O O\ O\ O\ 01 O\ 01 Ol Ot 01 O\ Ol 01 01 O\ O\ W O\ O1 01 O\ O\ ' M 'i M •-I M e-i M .-1 d� .-1 d' .-I VI .-1 tT .-1 VI •-i d� �-1 V� e-1 d� '-I V� .-1 � `-I � .-1 VI ri M �-1 M '-1 M N M '-I M .-1 M �-1 M .-1 M .--I M .--I M rl ■ O O O O O O O O O O O O O O O O O O O O O O O O O O N O IO O O O 111 O O O m 0 Ill O N 0 0 0 a\ O W O r o 111 O M O M O N ONO .-1 O .-1 O rl O rl 0 0 0 0 0 0 0 0 0 0 0 Ill v d M M " N " N r f . r � f • r .-I e . . � r • ' r O 01 0O. . O. . m . m 0. . 0. . O. I . O. � . 0. . 0. n N m N W N W N W N m N W N W N m N m N m N m N W N W N W N W N W N n N r N r N r .-1 �-1 '-1 e-I rl .-1 .-I ei .i .-I ri .-i �-1 rl N N `-I r-I '-I •-1 .-1 fi .-i .-i rl .-I rl O l0 M O W Ill M rl O\ r l0 ll1 C N 'i O m W r r �O 1p IO Ifl Ill N r IO O Ill Ifl . 11. Ill . .-. VI . . .-. . . . . . . .Ill M .•-. . .-. N . . . N O. N 0. N 0. N 0. N O N C l0 m O N C l0 W O N C IO W O N VI t0 W O N VI �O W O ' rl rl e-I .-I .-1 .-1 '-I .i .i r1 ri �-1 .-1 .-i rV rl .i rl .i .-1 e-I �-V ti r1 rV •-1 A-2`1 J r 1 1 -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O� O NON O O O O O O O O O O O O O O O O O O O O O O O O O O 1� O 11 O W O W O r O n O n 0 1O O 11) Ifl In Ifl V1 C p d' � a C C d' M M M M M M M M M M M M M — — — — — O O O O O O O O O O O O O O O O O O O O O O O O O O .�0000000m9mo1 oWo m o m o n on O r o r o in omoOoeo�n o�n oinoin o ui o �noco c sT v� c r+t m m m r�t rn rn ri m m ni m ni m m Sri r+t Sri m ern rv1 nl � IA 5i W @ @ @ [q W V) UI V1 W V] W m m W W W m W VI to W W m [A �I) n m r d� r M \O M �O N lD rl ti b O N 01 M 01 l(1 W N n �I1 Ifl d� C C M aT 7 O M Ol M W M r M � N m m m m m m cn in m m m in m m in m in m in in in in in m Uf C M N �-1 O 01 r �O N C M N rl O 01 W r �O �fl C M N ri O Ol In M Ul rl Ifl O In 0m. �n InC. . C..-. d. ..... m � m .ti rn� rn ra m ow � m .1 m ,1 m .-i � r " r .1 r .1 n .-; n r ti n ti1� � ti m m m W W N W VI VI m V] Vl VI V1 m m m m m W W W VI W W W O C1 rn. . . . mmmmmmm W W W W W W W W rmrmrmrmnmmnw inr innvmv . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M r-i M rl M rl M .-1 M �-1 M .-I M '-I M •-I M .-1 M .i M .-i M 'i M �-i M N M r-1 M rl M rl M rl M .-1 M .-1 M .-1 M '-I M e-I M M M N M e-1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C o W ono�o�o�no a�oMONONONo,yo.io.+o .a o,ti o.i o.i o.-i000000000000000 ' Z \O �Il i i i N N '-I O O m n �O �n [M M N .-I O Ol W r ZO to 1I c C 01 C Oi M M 1V rl li -I 01 O OO01 c OW in c M N N ,1 o rn m r �o �n c M M N .-i ti o o rn rn m m m m . . C. .-. M r. . .1 . r. . •-. N r. . r. N •-. . �-. r. r. ry ti ri . r. . r. . r-. . r-. 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H W£W£ O O O O O O O O O O O O O O O O O O O O O H O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O a U m 2 � x Cl z m rl H H H O O O O O O O 01 O\ 01 O\ O\ Ot 01 OJ W OJ �Z O <C H m O m O N O N O N 0 CV O N O N O rl O N O H O H C1 H C\ Ol O C\ O Ol O C\ O Cl O Ol C1 P. a H W a`� w rn u El x 4 El ���rywij. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 cn m H ti a q a w O W ti C v] .z,woa 3 H U Oa m O N C IO N O N C 1p OJ O N C lO N O [� z N N N N N M m M m m C C C C C Ifl Ill Vl I(1 N a H a O W H a VI N H O p1 1 Ill IIl Vl N Ill Ill IA Ifl t11 tll I(t N N Ifl IA IIl IP Ill Ifl N lO W U C fk O N a o F vE O t N O o O_ N_ ' xi N rn t r F H a H ' W � 1 z o ' H •_ c�LL'1• Q « w of v H E-F W W H z Qa wH mccc miocaca��a��o �n w ' X .-+0000,-l00000,-�o,-�.i ,�000tioo.-i Q rj) •• a F Wo 0 Corn O U N H.i— ww FPS — .- •- — — — 3 33S3S33 oW �- o oosaoao ww w wwWwWwW U U U U U U kw] H H H H H H H y F W W VI H W U vT m m rn m H H ifl Ul H N W N H w !` rn Lf H tl1 N QO ' H 3 W n w F x [OWE 4 r1 �7-+� N C! N L2 N 7 V! T 1- N M N N N M M m M M M M W O O O O N N N ,Z a N N m m C O O O O O O O O O O O N N N N N N N N N N N N M M M M ill Ifl N Ifl �f1 �f1 V1 «« U « k k k W APPENDIX J EXCERPTS FROM OTHER REPORTS F,a„ "laee-lim;1 c7 Dra,nar: . Pv �'cir YAe C.'end e'r-' E. Variances from Criteria at Wi /d w o 0 01 " k-7 Nov. � /995- No variances from City of Fort Collins Storm Drainage Criteria are being sought for this project. ]IV. DRAINAGE FACILITY DESIGN A. General Concept The majority of the on -site runoff produced by the proposed Preston Center development will flow into on -site detention ponds and will be released at a predetermined rate into the existing storm sewer along the west side of County Road 9. The released storm water will flow south in this storm sewer for approximately 1350' and then east under County Road 9 and into the McClellands Drainageway. A small portion of the site drains onto Corbett Drive (on the west side of the site) or into the irrigation ditch on the north side of the site. The proposed drainage and grading plan is included in the back pocket of this report. B. Specific Details The Preston Center development has been broken down into 10 on site basins and 2 off site basins. Basins 1, 2, 3, and 8 each have a detention pond that will be sized to accommodate the flows from the respective basins. Flows from detention pond 1 will be released at 0.5 cfs/acre (1.48 cfs) into detention pond 2, which will in turn release flows into detention pond 3 at 0.5 cfs/acre (5.94 cfs). Detention pond 3 will release at 8.83 cfs into detention pond 9. Detention pond 8 will release at 8.83 cfs (0.5 cfs/acre) into detention pond 9. Detention pond 9 provides detention for basins 4, 5, 6, 7, and 9. Flows from basins 4, 5, 6, and 7 will be collected in inlets and conveyed into detention pond 9 via storm piping. Runoff from basin 9 flows via curb and gutter to detention pond 9. The total allowable release from detention pond 9 into the existing storm sewer is 16.81 cfs based on a 100 year release rate of 0.5 cfs/acre. The existing inlet and pipe that will accept these flows have been sized to accommodate 32 cfs per the drainage design for Wildwood Farms, Second Filing. Basin 10 contains the irrigation lateral along the north side of the site. A small portion of the site historically drains into this ditch and will continue to do so after the development of this site. The amount of flow into the ditch will not 3 ' =I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE SOUTHEAST JUNIOR HIGH SCHOOL SITE FORT COLLINS, COLORADO April 9, 1993 Prepared for: Client: The Architects' Studio 117 E. Mountain Avenue Suite 100 Fort Collins, Colorado 80524 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80525 (303) 482-5922 RBD Job No. 330-003 L,' S=- Z ,1 Basins B, D, G, H, .I, and J represent the remainder of the site and are composed of open space, access roads and parking lots, sports fields (permeable and impermeable surfaces), concrete sidewalks, and the detention pond. Developed runoff from these basins is conveyed to the Detention Pond by any combination of overland flows, open channels, curb and gutter, or storm sewer systems. Offsite Basin 0-1 represents the drainage basin containing the Charter Hospital Site and the parcel immediately south of the Charter Hospital and north of Preston Parkway. Detained flows (0:2 cfs/acre for the 10 year storm event and 0.5 cfs/acre for the 100 year event) will be released onto Corbett Drive and conveyed south by curb and gutter to the curb inlets at the southeast corner of the site, and bypassed through the Junior High School Detention Pond, once the property is built out. Offsite Basins 0-2 and 0-3 represent the future Elementary School site and the Future City Park. No construction is proposed on these parcels at this time. The Detention Pond associated with this project will detain developed flows from these two areas. Runoff from these undisturbed areas will be routed to the Detention Pond. ff jte Basin 0-4 and O-5 r present Corbett Drive and Preston Parkway. Developed runoff from these two public roads will be detained in the detention pond associated with this project. The detention pond to be built for this project will contain approximately 7.72 ac.ft. of storage capacity. Only 4.22 ac.ft. of storage is required for detention; the additional 3.5 ac. ft. of volume is being provided for the future storage of irrigation water for the school. A staged release, outlet structure will be built in phase 2 construction, possibly in April 1993, with a calculated release rate of 0.2 cfs/acre for the 10 year and 0.5 cfs/acre for the 100 year events. An emergency overflow structure will also be built into the pond. irrigation water will be provided for by a lateral from Harmony Road that use to supply irrigation water for this area. A pipe and headwall will be built on the lateral and the irrigation water will be piped to the swale which runs from the softball fields to the detention pond. A backup water supply tap has been included in the domestic water supply system. Phase. 1 construction will consist of overlot grading, the construction of Corbett Drive and Preston Parkway, the installation of the water and sanitary sewer, and the storm sewer and curb inlets at the south end of Corbett Drive. Prior to overlot grading, the detention pond as shown will be constructed to act as a temporary siltation basin. During the overlot grading process, the entire 7.72 ac.ft. of volume will be excavated, and the pond will t( 13 ,1-73 t FINAL DRAINAGE & EROSION CONTROL STUDY TIMBERWOOD DRIVE 1 1 ' Prepared for: L.G.T. Real Estate Advisors, Inc. ' Stanford Plaza, Suite 100 3555 Stanford Road ' Fort Collins, Colorado 80521 ' Prepared by: JR ENGINEERING, LTD. ' 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 ' (970) 491-9888 January 27, 1998 ' Revised April 10, 1998 Revised May 18, 1998 tJob Number 9177.00 1 J � 3.10 Swales Swale A -A runs along the north right-of-way of Timberwood Drive. Swale A -A was designed to take flows from Sub -basin OS-1 to Detention Pond 304. 3.11 Detention Pond Design Detention is required and will be provided for the property. The detention pond (Pond 304) north of Timberwood Drive was sized to detain the 100-year existing flows of Sub - basin OS-1. Pond 304 will be reconfigured when Sub -basin OS-1 is developed. The orifice plates have been sized for future development. The detention pond (Pond 305) south of Timberwood Drive was sized to detain the 100-year developed flows from Sub - basins OS-4, OS-3, OS-2, Timberwood Drive and Detention Pond 304. Pond 305 was sized for developed flows therefore the outlet structure and orifices will not change with future development. The required detention volume for Timberwood Drive was calculated using the Rational Volumetric (FAA) Method. When future development is proposed for offsite sub -basins the required detention volume will be determined using a regional hydrologic analysis and MODSWMM. The outlet structures are designed to accommodate flows from future developments so they will not need to be replaced. The area north of Timberwood Drive consists of 24.0 acres, therefore a release rate of 12 cfs was used for pond 304. The entire Preston Center consisted of 36.88 acres, therefore a release rate of 18.44 cfs was used for detention pond 305. See Appendix F for detention pond volumes and water surface elevations. MISCELLANEOUS 4.1 Variances There are no variances requested with the drainage of Timberwood Drive. EROSION CONTROL 5.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of inlet filters, silt fences, 8 7- S I 11 1 1 1 1 1 1 1 H 1 1 i 1 1 1 i IE n u�'i I I I I I I I Ilkri I n i\\ v -ail iiiii iia� i iii iTu Jury, QARQ EROSION CONTRM CONSTRUCTION P AN NO" t99a Ina City al Fort fgfne slwmN« lm Utility t . Rona. inWel ^e ..,dbe et ,.. Wn nwive 1. -1 »nevuclian m ,onMw mu vile. All I.,. p«imam WI Una, anal w ion ONION to my Iwo 6ewreb9 di Yy (etWrpiin9. diOWrG Vbdm, elo). NI eNmdw reauiva m m mrlyd eneaYrw Y:M ee b.m1. al Inv eprer t. I.. in Inv am .adim »soon.» aai.tm in 0e beak.. p^ject .. ,. emelrucllen 0. ana aanm emlra neon. Pre-.Tnu..a. Yo,o .an enk, be protect. na relines Ylron. bkdytbb. R., w Oetumance of exLmlng vegetation %,w ee twift l0 lne w. .died rw m,b isle c.atruction ap.at;-. a for IF. Mart.., -,al pmi. 01 lime At voYI e.- .,in IMa aYlureingro activity (Suippinq, groom,, uIeity Inetatatims, doe kpai'g Alin^ .1.) 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PI it a .room a l«.ie, .o be not to - neY rdea.e rote any ooina9.voy, No »e .t.ckpile Hal b. ton (11t) Ixl in ne:gnt, At vi .Iwlyee dr. be Protected from ..ime,t v.eart by .nrac° raugnening beta01 and perim.tm III fenang, Any be .1P.I. rwnaWn, aria 30 ad, maI e. ».e ma mulon. City dainance wana , lne ,Tasting. or -in- w a..il'mg 01 eta w any atom motmiol onto Cityn�ee.le ey w Irom any .Milo.. My inodYbru R o.P.it. malald mall » deanke m°aimay ey In. -1-to, . cn. xan a - n1. Son- O 2Y4 war s1w nil. brr Gew fat. PLAN MEW a..I- n1.m Wan F., RAN w n SECTION A -A w me' ^'^ •"' m°' CURB INLET FILTER w r _ l«�ir°.r.ea�«.t� GRAVEL war « mar vanmr I. .Tens'- CITY OF FORT COLLINS, COLORADO °r"� •'non mr'"•»'r� STORMWATER UIILITY 2. 1. new n1d M:mwbur Fen Y.wr mr«.sea Arr.aW WY D-25 CE CONSTRUCTION ENTRANCE a• DRAINAGE SUMMARY TABLE DETENTION POND SUMMARY AREA cwposTE 1c (:) rc (1m) o (2 D ODD) DETENTION 10 YEAR Ion xu+ too YEAR 1m xu IXES C VALUE YIN MIN CES CFS POND RELEASE flCLCASE W M, HEAD HWEL t.21 O.DS 15.0 t<.5 142 t0.]t ]O4 4.60 CT. e2.m el. 0.296 4921.65 t.6B O.DS M. ta,B 13] 10.09 30] FSIB cfa 164a cM1 O.BSt 1 4917.90 DESIGN POINT AREA OEAG A MIS M95 5.0 too 0.39 0.93 1].63 0.25 20.1 90.1 6,05 264a I a." 0.95 10 10.0 0.]] 0.16 0.4J 0.64 10 .000.61 2.45 a." 666 5.0 ;..a OAS 2.I) 2 3.9 2v 0IS. 1.6 441 15.41 ]..2 0.25 1].2 11.2 LEMON CONTROL CIENFRAI NOTES 1. nek., .4eM WARL'In. ARx 1. SIWr EVENT. M...,kI O:Ix wl x mE mll It aPM .. de. MLw W. ¢PMmI sl IkPab... 4x AW. 1Ni1IMY la A ...ENT ... Ob .. MRRYc .I., Y L.9d tly11111 YAxFNNR l5 1-1 rCwa199u1Y OF IOU RLCLFR.. 1. EYCawte Trench, 2. PIOCW one Stake 4- Minimum Dean Stroh Boleti wbok4.. seine« So. M_r.. 3. Bockrin and Compact E.cmmted Sall 91>. Slre. BW. a.nra.w Reveal r:N;lll CROSS-SECTION MEW c.r. x.1m ' W'^ "m° ^ ° r^'"""• STRAW BALE DIKE 1m4..bne"bone -1. GENERAL INSTALLATION CITY OF FORT COLLINS. COLOR: P YI w at.. slim ever STORMWATER UTILITY Storm-ynrry..11. 12 IFFAIII of. N a«1M ey w Ep'nrirq OMdar I. mr.. "e. D- 16TIN0 IINOEWLOiED CONOITIM LTURE DEKLCPED CONDITION EMERGENCY OVERFLOW ISO =25.44 US 133-12.52 US 5-D.5x V-1.95 FT/i D w -2.15 S'P - SWALE A -A N.T.S. I... ber It. .:u 2 1.. r. by. eWt A Y }xbr, r _ e SECTION A -A 1 d; PLAN MEW 11w PROFILE MEW ones am are rwm. AW BALE ' "r :.nee�i'1m aw..n. a Son DIKE CHANNEL APPLICATION lbr 9. a r Tres dt. 1q L FORT OOLLINs :` mmerm N mmlr.r d Y of . caoR w Em•� tlMdw 4 u morn. mqe » i RFNV W Swnar Itt P - to vent N wL WOae1r 9ewnl ra.rdr SECTION MEW Cana Wta ,.ear aa.lar «« :.limit. 1' �. az> min r 1m rr ear 1mr SILT FENCE 2 x.4mt.,onat, R�im.rrr.d", �rl°.,n her dw�'mr diV OF FORT COLLINS, rd�a^hn« vibeekn. N ear eon 1 ,ey tea . STORMWATER UTII 1 ew'nr. at... i � If" t � D II 0.11 0.95 1 I ,N 'JER'.ENCY II FWRiL `TWA II I 60 30 0 60 120 \ I I r I SCALE: 1" 60' 2 ce � �1 1 11 PRELIMINARY ¢' I NOT FOP CONSIFUCAON JULY 24,1998 1 I I I gll ) 1NiEPAREO UNDER ME pRECT 91PERN9W OF E IC Nc 0 FLOW WAY .1 / 4 _ I RCF_ �T 1111E 1I�en � Rv ip.� tllllt I 1 LEGEND PROPOSED Y'CONTOURS - 5750 - PROPOSED S' CONTOURS EXISTING Y, CONTOURS EXISTING 5' CONTOURS PROPOSED STD4M SEWER EXISTING STORM SEWER BASIN NAME (t),_ STORM RUNOFF' COEFFICENT BASIN AREA (ACRES) QDESIGN POINT -- FLOW ARROW ROB.O SPOT ELEVATION BASIN BOUNDARY IP INLET PROTECT,ON © CONSTRUCTION ENTRANCE FOR Iwo ON BEHALF OF A ENONEEFbNG LTD. City of Fort Collins, Colorodo UTILITY PLAN APPROVAL APPROVED: Dirmtw al Engina«nq 0... CHECKED BY: Wol« k Woate.at« Utility Oela CHECKED BY: Stomata Utility Oat° CHECKED By: Poll, k R-.stun Do'. CHECKED BY: Dar. CHECKED By: - Dole __0 Sli FENCE (@/--, STRAW BALE BARRIER CONSTRUCTION SEQUENCE nw^ r ,.Lamm. tS r.: Amrr oven:. " L -r ».rY4.ar i c&bkAw,.. bbmW�« Y.w.«�.Im.�«r eve n. I 0 Z W Z Q % Q J O O Z 3 0-00 Z W Z m Z En O 0O K Of U w I SHEET 2 OF 11 1 r 0 I nfar I SCALE VIM' TOP al 1iyl 3: 66 iii 4 I. 9�A SECTION C-C 3.35 PL I NI aUo nu a AWar r.. re..,. a,, "I cam Car nail.... n Kill'.. lateral 11.1pi qem Yu,r... Karl. . n,N.e II www wr w1yrN,ewl'• award h.e M,Naex "Kill Wei,Y,Ilriw At f a lowwef .N. �' mak der qww. wa ,rover vY w Tn . ur W PA w 4..s - 1 w a I...Paw L9.,nwant Y" u wi+i. w.r Pares All of nel pill" n Lat s brw ei i ip is billy, Ift inrri. �� �~ oen.}i Ili as %ft �1 M bYeea w�e ��.e 11 �`I• aftinityl Uppsala urs I,A.w N yim" al A w.e ores ft Pill nL.. t_w )i; [�; jjo"i to Pact Y1.Y.P.YI _7 r vwM1T��w a In. .Mra Y I39 May Ij Yfe Yee 'II �)w.ee,...aroee. a MI.�t pan settle I,e,• ii:i at a Yn eeaiw� iII IN re -Me IN INK Owe wr.., e,r w,eeY.aM M�Yew M. wr a e,..i sw r by 4ru Is I:I r ran r^e e,. pac; :,l"`�"rrrr..wr w +e+. warar r�rnWrl.rANrwwrr � MW. I TEMP. CRANAGE SWAIES , III ,E (BID PACKAGE 1 CONST. ONLY) GRADE 0 IX MIN. Ft try N � .49Al .. 41_. > pp 2 J Ali 49 Ae - 1 e, .. c . a9 4eo�--- 943 �. J _ L<uN¢ .. I/9 yDy. _. $ -.'•ji NP eWALE _ J V 4935. 1 _. .. h _. Vo ai0 OkAIN �Jy �,, 1 ^BASIN 9 Cis tib !1. (BID PAptA BE & 1 O) r B' .( 2 CANST. IXILY) 3aNai- T- 275' F i E q LN -( r n ' FA H 4Jp Lf.12 A0� �"�..8 0 IN Kill JC I -•q3 • Dw. 1414 Cis ! \ / 0m- SB 60 tie ,.e y ..e.,r � .e nH.e.• 1... r. m..wAY, erw r ..Mrr.Me r- oee +ill �b PYea.0^ C¢ Kai 1.1 lul.le I I Aftal w w call "for w.wA afa a+ Law eattLykary Wre I'll 4rn' rater. car ry way, a "Kill Artery is artaft I,sAr .�.. «..w u�� sn..r,.rr ..• mears sk yaltylark ftea e,s' "I etr� wBewwvu. ,1<n 1,1all Cray matiefty" 40 n w.eM1.u„e. aT ..� �.lateral Ir ,.A �. w...wall ,..w..u� ..e... � •Y•^• A'4 �mM W s DO,, City City -win EXISTING SITE HYDROLOGY " Alaw-AL aft y p. y A total Area : Indutlm Future OIIPile CiIY Park.r m_ r W + M future EMa.r,two Stood Ste k PaNWeter Raaa> - 49.53 ft. Rotiot 4C'' 0.45 (DeYMoaed) Told floes to Deteitora Pond: Drum 49.03 cis (DNwleped) Oioo - 105.40 cis (Developed) EROSION CONTROL NOTES BEFORE OARLOT GRADING. THE PERMANENT DETEN➢ON POND SHALL BE INITIALLY CONSTRUCTED SUCH THAT IT Wit FUNCTION AS A SEDIMENT BASIN, THE NIRAL DETEI1T10N POND, FOR % MIENT COULECTION. MUST CONTAIN AT LEAST I.72 ACRE FEET VOLUME. AND AN EMERGENCY SPILLWAY PER THE DETAIL ON SHEET 4. AFTER OVERLOT GRADING At INSTALLATION OF THE TEMPORARY VEGETATION SEED k MULCH IN ALL OPEN SPACES AND THE SOCCER HEW (AT LEAST 16.25 ACRES OF THE DISTURBED SITE AREA), THE DETENTION PAID CAN BE CONVTJRKD INTO A _= TEMPORARY RETENTION POND CONTAINING AT LEAST 7J2 AC. FT. TEMPORARY SEED is MULCH IS NOT REQUIRED W NUPE PARKING k ROADWAY AREAS, BUILDING AREA, FOOTBALL As PACK �4 AREAS. TENNIS COURTS. BASKETBALL COURTS, CA SOFTBALL FIELDS. APPLY TEMPORARY SEED k MULCH IN ALL OTHER OPEN 1.88 SPACES AND SOCCER FIELD (AT LEAST 16.25 ACRES OF THE TOTAL DISTURBED AREA) LEGEND e BASINS A C, E k F ARE 1 R all , UNNNED Br NINE DHOW 11 ENSDIA, 4VNIMM9•' �- SYSTEM. SEE SHEET 10 FOR 29�\ ROOF DRAIN LOCATIONS VNCPOSED CWHPAR - - PROPUSED STORRM MILE �'.�-�•yal NOARr BASIN BOU - Oa- 2.64 cCisD-4T BASIN NUMBER Clm= 5.42 cis 1.88 BASIN AREA N ACRES -' DIRECTION OF FLOW OCURB/AREA INLET G114AL FILTER --' TEMP. SWALE TO STRAW BALE CHLOR PAM GRAIN BASIN C (BID PACKAGE I CGNSE) Qj CONTROL PONT AREA SUBJECT 0 IIXI IN. 5 nix Fl_ STORM IUBJECT "W OVo = 3.82 cis Qm- 952 cis 04MIC44t PREP C1 r. al4.,CD caper GO Y� CIAO wi MATCH EMST. C<rUNO ELEV. 11PFTRr a as Me us a c. LIMITS OF CONSTRUCTgN Get - 3.84 cis O,m- 15.89 cis !!- O,e=T43 cis Gin- 22 3U cis'allyald al 13 I a - i 8' of... X -Qv= 286 cis I.y ON 2.2' MW. ♦./ AA 2. B' MIN. arm. 1000 cis SCOPE - O.B3 T _4_.OPE - J.59: I < SECTION A -A SECTION a h >_ CURB NIEI AF(EA INLET O 0 TYPE R' ' GRAVEL FILTER-� r 50' OFFS TE I U I I DRAINAGE CASDIEN' llk m - 1 IPPBiFE R _ - -.SEE SHEETSB A:9-•,.. DETAIL ESHT.BE I �I•Ii FOR CFFSTE DRAINAGE Mx. SEE 2'* - QASs 6 RFRw _ - - � J S v O,o= (Dui OF rONO) II.BA cls II E FUND OUTLET STRUCTURE - O,m- Wi OF POND) 33.6) cb SEE DETAIL SHi. B DETENTION POND AREA BILL BID PACKAGE 1 CONSTRUCTION GEM IRRIGATION10V.ST STORAGE OUSEL - 20.I0 GRAVEL FILTER 10 V. STORM FUSEL - 22.56 RETENTION POND e/ OVERFLOW WEIR PIR.ME STOW OUSEL 23.I0 VOLUME - 7.72 AGFT. VOLUME - TJ2 . WIL 32' WIDE EMERGENCY--1 EIN - 1.7 SEDIMENT BASIN - 1.I2 A0.f I. MIN. UKAFLOW WEIR INCLUDEDNO BIDUCTURE P PACKAGE I CONSIHUCIION) 42' RCP iKi I 1p a OK � � r I Indicates Floe Fn 2 yea Storm EHvlt DETENTION SUMMARY B e Copies: 0-2 INroP9N 0 5, A Through J Orleans Bry wo Tmau9N Pmd 0 1 MAX,ai Reflose Hotel 10 Y. 02 els/be (13.84 cis) IDo Yr us cisti (395B CIS) Pawed vd„me. Imi9atwa 35 Ali Ft. 10 Fr. - 2.31 Alift. POD Yr. ♦ 22 Ai It, Irritated volomf. 7.72 Ac. Ft. (Irrgatedy a I00 W.) SOUTHEAST JUNIOR HIGH SCHOOL FORT COLLINS, COLORADO DRAINAGE IS EROSION CONTROL PLAN