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HomeMy WebLinkAboutDrainage Reports - 12/05/2003DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY SCHOOL SHOPS 4TH FILING C�7 NOV 13 2003 J-R ENGINEERING A Subsidiary of Westrin I t ' DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY SCHOOL SHOPS 4TH FILING 1 11 1 1 1 1 Prepared by JR ENGINEERING 2620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 (970)491-9888 Prepared for Miller Weingarten Realty, LLC 2 Inverness Drive East, Suite 200 Englewood, CO 80112 August 25, 2003 Revised October 3, 2003 Job Number 39347.00 ' September 30, 2003 ' Mr. Basil Hamdan City of Fort Collins Stormwater Utility ' 700 Wood Street Fort Collins, CO 80521 ' RE: Drainage and Erosion Control Report for Harmony School Shops 4"' Filing J•R ENGINEERING A Subsidiary of Westrian 1 Dear Basil, We are pleased to submit to you for your approval, this revised Drainage and Erosion Control Report for Harmony School Shops 41h Filing. Revisions have been made to incorporate the comments from the previous submittal dated May 14, 2003. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria dated May 1984, revised January 1997. We greatly appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, ' JR Engineering Prepared by, Erika Schneider Design Engineer attachments Revie ed b , Michael rake, P.E. Director of Operations �'Ppp0 R r '28262 "'Al AND P. \.•5�4 2620 Fast Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • w jrengineering.com I TABLE OF CONTENTS ' PAGE ' TABLE OF CONTENTS............................................................................................................... i 1. INTRODUCTION................................................................................................................ 1 1.1 Project Description..................................................................................................... 1 1.2 Master Drainage Basin & Other Drainage Reports .................................................... 1 1.3 Purpose and Scope of Report ..................................................................................... 1 ' 1.4 Design Criteria & Methods........................................................................................ 1 1.5 Vertical Datum........................................................................................................... 2 ' 2. HISTORIC DRAINAGE.......................................................................................................... 2 3. LOCAL HYDRAULIC ANALYSIS FOR DEVELOPED CONDITIONS ......................... 2 3.1 General Flow Routing................................................................................................ 2 3.2 Proposed Sub -basin Descriptions............................................................................... 2 3.3 Hydrologic Analysis of the Proposed Drainage Conditions ...................................... 6 ' 4. STORM WATER FACILITY DESIGN.............................................................................. 6 4.1 Curb Inlets.................................................................................................................. 6 ' 4.2 Storm Sewer Pipe....................................................................................................... 6 4.3 Water Quality............................................................................................................. 7 ' 5. EROSION CONTROL......................................................................................................... 7 5.1 Erosion and Sediment Control Measures................................................................... 7 5.2 Dust Abatement.......................................................................................................... 7 ' 5.3 Tracking Mud on City Streets.................................................................................... 8 5.4 Maintenance...............................................................................................................8 5.5 Permanent Stabilization............................................................................................. 8 7. REFERENCES.....................................................................................................................9 ' APPENDIX A MAPS AND FIGURES APPENDIX B HYDROLOGIC CALCULATIONS APPENDIX C INLET CALCULATIONS APPENDIX D STORM PIPE CALCULATIONS ' APPENDIX E EROSION CONTROL CALCULATIONS APPENDIX F WATER QUALITY CALCULATIONS APPENDIX G DETENTION POND DESIGN ' APPENDIX H EXCERPTS FROM OTHER REPORTS 1 Final Drainage and Erosion Control Report Harmony School Shops 41" Filing Page September 2003 I 1. INTRODUCTION 1.1 Project Description Harmony School Shops is a proposed commercial development located in a portion of the southwest quarter of Section 32, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Ft. Collins, Latimer County, Colorado. The site is bounded by Timberline Road to the west and Harmony Road to the South. Sunstone Village 7th Subdivision is to the north and the Poudre Valley Hospital South Campus is to the south of the site. A vicinity map is included in Appendix A. 1.2 Master Drainage Basin & Other Drainage Reports The Master Drainage Basin for Harmony School Shops is the Fox Meadows Basin. The "Fox Meadows Basin Drainage Master Plan" by Resource Consultants, Inc. dated February 1981 and the "Master Drainage Report for Timberline Farm P.U.D." by Engineering Professionals, Inc. dated November 1989 were both consulted during preparation of this report. ' 1.3 Purpose and Scope of Report This report describes the proposed drainage facilities for Harmony School Shops and includes consideration of all on -site and tributary off -site runoff. Design calculations are included for all drainage structures including detention facilities required for this Project ' Development Plan. LJ 1.4 Design Criteria & Methods This report and associated calculations were prepared to meet requirements established in the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984 and updated January 1997. The new rainfall criteria as amended by Ordinance 42.199 were used for the 10 and 100 year design storms. The stormwater drainage design for Harmony School Shops also takes into account guidelines set forth in the Timberline Farms P.U.D. Master Plan. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual' (UDFCD), developed by the Denver Regional Council of Governments, were also used. Local drainage facilities, including storm pipes and inlets, were designed to carry peak minor storm event flows from the 10-year storm event. Flows from the major storm Final Drainage and Erosion Control Report Harmony School Shops 4"' Filing Page 1 September 2003 event, the 100-year storm, are conveyed through the storm sewer system with overflows cascading downward towards the regional detention facility. The cascading runoff shall ' not cause any point in the parking area to be inundated more than 18 inches. The regional detention facility was evaluated under the 100-year storm event using MODSWMM. t1.5 Vertical Datum ' Two benchmarks were used as a basis for all elevations, these benchmarks being the City of Fort Collins vertical control benchmark #10-94 and benchmark #12-94. Benchmark ' #10-94 lays in the southeast corner of Timberline Road and Harmony Road on the north end of the west concrete headwall over the irrigation ditch. This benchmark elevation is ' 4966.81. Benchmark #12-94 lays on the south side of east Harmony Road, 300 feet west of Corbett Drive on the top of a concrete wall of an irrigation drop structure. This benchmark elevation is 4950.01. 1 ' 2. HISTORIC DRAINAGE The Harmony School Shops project site includes approximately 15.9 acres of land. The ' majority of the site is currently covered in native grasses. Generally, the site drains in a northeasterly direction with slopes from 0.5 to 5%. ' Soils on site are predominately Nunn Clay Loams (Soil number 74). These soils are characteristically known to have slow to medium runoff, slight wind erosion and ' moderate water erosion. These soils belong to the Hydrologic group C. ' 3. LOCAL HYDRAULIC ANALYSIS FOR DEVELOPED CONDITIONS ' 3.1 General Flow Routing The concept for the overall site drainage follows that outlined in the Conceptual Drainage Analysis dated March 14, 2002. This report routed flows to the regional detention pond in.the northeast portion of the site for detention and water quality. ' 3.2 Proposed Sub -basin Descriptions ' A summary of the drainage patterns within each sub -basin and at each design point is provided in the following discussion. Details of the drainage facility design are included in Section 4. Final Drainage and Erosion Control Report Page 2 Harmony School Shops 4" Filing September 2003 I t 1 1 Sub -basin 101 contains the area around the future building area number 6, the existing gas station and part of the Harmony School. The runoff generated from this area is conveyed to the area inlet at design point 1 via overland and gutter flow. From the inlet at design point 1, minor event flows are routed to the regional detention pond to the north. In the case of the 100-year event, flows will enter the pipe until the surcharge pushes water over the existing high point in the road behind the gas station. From here, flows will be conveyed to the low point in the Milestone Drive entrance to the site. The ponding depth available until the water tops the high point is 1.21 feet. Sub -basin 102 includes the portions of Building 5 and the parking lot west of Building 5. Runoff from the minor event in this basin is conveyed to the sump inlet at design point 2. These flows are routed to the regional detention pond to the north via pipe flow. The runoff from the 100-year event will be intercepted by the storm sewer system until the backwater in the pipe directs the runoff around the curb and into sub -basin 103. The ponding depth available before water escapes sub -basin 102 is 0.53 feet. Runoff from sub -basin 103 is conveyed via sheet and gutter flow to the sump inlet at design point 3. The flows from the minor event are then piped to the regional detention pond. The flows from the 100-year event are piped to the detention pond until the surcharge causes ponding around the inlet. The ponding depth available at design point 3 is 1.13 feet. At this point, the water will begin to spill into sub -basin 104. Runoff from sub -basin 104 is conveyed to design point 4 via sheet flow and gutter flow. The 10-year storm event runoff is captured in the sump inlet and piped to the regional detention pond. Flows from the 100-year storm event are captured the same way until the storm sewer system becomes pressurized and backwater causes ponding up to 1.30 feet deep. When the water depth becomes that deep at the sump inlet, runoff will top the curb and be conveyed to the inlet in sub -basin 105. Final Drainage and Erosion Control Report Harmony School Shops 4'" Filing Page 3 September 2003 I 11 1 1 Sub -basin 105 includes the area in front of the western portion of Building 9. The runoff from this area is conveyed to a sump inlet via sheet and gutter flow. The minor event runoff is then routed to the regional detention pond to the northeast. During the 100-year event, the water will surcharge in the pipe and water will begin to pond up to 0.55 feet deep, at which point the water will top the high point in the entrance and flow to sub -basin 107. Sub -basin 106 includes Milestone Drive and Building 8. This basin's runoff is conveyed via overland flow and gutter flow to design point 6 in the site entrance off Milestone Drive. The minor event flows are intercepted by an inlet and storm sewer and piped to the regional detention facility. The major event flows will flow to the inlet and backwater will cause the water to pond up to 0.30 feet deep at which point the water will overtop the crown of the entrance and enter sub -basin 107. The area in Sub -basin 107 includes the northeastern portion of the entrance off Milestone Drive. The runoff from this area will be conveyed to a sump inlet in ' the entrance at design point 7. During the major storm event, water will overtop the curb and sheet flow into the regional detention pond. The maximum ponding depth at this point is 0.62 feet before the water begins spilling into the pond. Sub -basin 108 includes the northern portion of Harmony Road, between Timberline Road and the site entrance on Harmony, as well as the entrance and parking area in front of Building 1. Flows from these areas are routed to the sump inlet in the parking area at design point 8. The minor flows are captured by the inlet and piped to the regional detention pond. The flows from the major event will cause backwater in the pipes and therefore ponding around the inlet. The ponding will continue until the depth of water reaches 1.23 feet and water begins to spill into sub -basin 109. Final Drainage and Erosion Control Report Harmony School Shops 0 Filing Page 4 September 2003 ' Sub -basin 109 is that area north of sub -basin 108 and west of Building 1. The ' runoff from this area is conveyed to a sump inlet at design point 9 and then piped to the regional detention pond on the northern portion of the site. During the ' major storm event, runoff will surcharge the inlet until the ponding depth at the inlet reaches 1.53 feet and it begins to spill into sub -basin 110. ' Sub -basin 110 includes the parking area in front of Building 9. The flows from ' this area are conveyed via overland and gutter flow to a sump inlet at design point 10. These flows are then delivered to the regional detention pond. However, during the 100-year storm event, water will pond to a depth of 1.38 feet at the inlet due to backwater in the sewer system. When it reaches that depth water will ' spill into sub -basin 105 and subsequently into sub -basin 107 before it enters the detention pond. ' Sub -basin 111 includes the northern portion of Harmony Road from the site ' entrance to the eastern property line. The runoff from this area is conveyed to an on grade inlet at design point 11 that captures and then pipes flows to the regional ' detention pond. This inlet is designed to capture the 10-year flows from this basin and allow the flows from larger events to continue east along Harmony Road. Sub -basin 112 includes the area east of the entrance and south of building 1. The runoff from this area is conveyed via overland and gutter flow to the sump inlet at ' design point 12. These flows are piped to the north to the regional detention pond. During the major storm event, the pipes surcharge through this area and ' water ponds to a depth of 1.25 feet. At this depth runoff begins to spill into sub - basin 113. ' Sub -basin 113 is most of that area behind and including building 1. The runoff from this area is conveyed via overland, gutter flow, and loading dock pipe to a ' sump inlet at design point 13. When storm events exceed the 10-year event, water will pond at the inlet due to surcharging in the pipe system. This ponding will ' reach a depth of 1.20 feet before the water will spill into the detention pond to the north. Final Drainage and Erosion Control Report Page 5 Harmony School Shops 4'" Filing September 2003 u [I 1 Sub -basin 114 contains the dock area of Building 1. The runoff from this area will be captured in a sump inlet and piped into the regional detention pond. 3.3 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 sub -basin as specified in the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards". All hydrologic calculations associated with the sub -basins are included in Appendix B of this report. Since the storm water structures were designed to convey fully developed flows. 4. STORM WATER FACILITY DESIGN 4.1 Curb Inlets Curb inlets, curb cuts or sidewalk culverts are proposed where sump conditions exist. Inlet capacity reduction factors were used to account for inlet clogging. Inlets were sized using the computer program UDINLET developed by James C. Y. Guo of the University of Colorado at Denver. Results of UD11%= sizing is equivalent to using Figures 5-2 to 5-6 of the Fort Collins SDDCCS Manual. Computer output files for the inlet sizing are provided in Appendix C of this report. All inlet locations and sizes are shown on the Drainage Plan included in the pocket of this report. 4.2 Storm Sewer Pipe Storm sewer pipes are sized to convey the peak 10-year flows calculated using the Rational Method. The computer program StormCAD, developed by Haestad Methods, Inc., was used for the storm pipe design. StormCAD considers whether a culvert is under inlet or outlet control and if the flow is uniform, varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen -Williams etc). StormCAD has the capability to utilize the time of concentration and the runoff coefficient for each basin along with the IDF curves for Fort Collins to determine the maximum flows that a pipe will experience during a storm event. Therefore, the flows that are shown on the StormCAD printouts in Appendix D may not add up to the flows in the rational method calculations in Appendix B as the StormCAD flows will be routed. A flared end section and riprap is required at all storm sewer outfalls. Riprap is sized according to the pipe size and the flow conditions at the outlet. Guidelines from the Final Drainage and Erosion Control Report Harmony School Shops 4" Filing Page 6 September 2003 i ' "Urban Storm Drainage Criteria Manual' (UDFCD) were used to design the riprap outfalls. Calculations for storm pipe and riprap sizing can be found in Appendices D and ' E, respectively. ' 4.3 Water Quality Water quality improvements with extended detention water quality ponds will be ' provided for the proposed development. Required water quality capture volumes were calculated using methods outlined in the Urban Storm Drainage Criteria Manual. A drain time of the brim -full capture volume of 40 hours was used. The 100-yr flood will be detained above the water quality capture volume (WQCV) in the detention pond. Calculations for the water quality capture volumes and outlet sizing are included in ' Appendix F. ' S. EROSION CONTROL ' 5.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of inlet filters, straw bales, ' silt fences, and gravel construction entrances. (See the Drainage and Erosion Control Plans for details.) These measures are designed to limit the overall sediment yield ' increase due to construction as required by the City of Fort Collins. A construction schedule showing the overall period for construction activities is included in Appendix E ' and shown on the Drainage and Erosion Control Plans. Erosion control effectiveness calculations and cost estimates are also included in Appendix E. The required erosion control security deposit is $18,079.50. The proposed erosion control plan has an effectiveness of 92.4%, which is greater than the required rainfall performance standard of 77.8%. ' 5.2 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 furnish 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 i Final Drainage and Erosion Control Report Harmony School Shops 40' Filing Page 7 September 2003 ' 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. 5.3 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 in the Erosion Control details, with base material consisting of 6" coarse aggregate. The ' contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 5.4 Maintenance 1 n 1 1 Temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bales, inlet protection and 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. 5.5 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. Final Drainage and Erosion Control Report Harmony School Shops 41" Filing Page 8 September 2003 H 1] 1 1 C Fj 1 7. REFERENCES 1. Engineering Professionals, Inc., "Master Drainage Report for Timberline Farm P.U.D." November 1989. 2. Farnsworth Group, "Final Drainage and Erosion Control Study; Harmony School Shops Third Filing" July 31, 2001. 3. Resource Consultants, Inc., "Fox Meadows Basin (Basin H) Drainage Master Plan' February 1981. 4. Roberson, Cassidy & Chaudry, Hydraulic Engineering. Boston, MA. 1988. 5. Sear Brown Group, The, "Final Drainage and Erosion Control Study for Harmony Schools Shops P.U.D. Second Filing" June 1998. 6. "Storm Drainage Design Criteria and Construction Standards (SDDCCS)", May 1984, City of Fort Collins. 7. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September, 1992. Final Drainage and Erosion Control Report Harmony School Shops 4 h Filing Page 9 September 2003 1 ' APPENDIX A MAPS AND FIGURES F` I ' Final Drainage and Erosion Control Report May 2003 Harmony School Shops I 1 1 1 1 I 1 1 ' Soils Map Soil Survey of Larimer County Area, Colorado ' United States Department of Agriculture Soil Conservation Service and Forest Service December 1980 ' 42 SOIL SURVEY ' 4/3) moist; moderate medium and coarse 30 inches. Sand and gravel are below a depth of 40 prismatic structure parting to moderate inches in some profiles. Some profiles have substrata medium subangular blocky; very hard, with a redder hue. firm, very sticky and very plastic; thin 73—Nunn clay loam, 0 to 1 percent slopes. This nearly continuous clay films on peds; level soil is on high terraces and fans. This soil has a ' noncalcareous; mildly alkaline; clear profile similar to the one described as representative of smooth boundary. the series, but the combined thickness of the surface B3ca-24 to 29 inches; pale brown (10YR 6/3) layer and subsoil is about 35 inches. clay loam, brown (10YR 5/3) moist; Included with this soil in mapping are small areas ' weak medium subangular blocky struc- of soils that are more sloping. Also included are a few ture; very hard, firm, very plastic; few small areas of Satanta, Fort Collins, and Ulm soils and thin patchy films. on ped faces; visible a few small areas of soils that have a surface layer and calcium carbonate occurring as small subsoil of silty clay loam. ' nodules; calcareous; moderately alka- Runoff is slow, and the hazard of erosion is slight. line; gradual smooth boundary. If irrigated, this soil is suited to corn, sugar beets, Clca-29 to 47 inches; light yellowish brown beans, barley, wheat, and alfalfa. Under dryland (10YR 6/4) clay loam, dark yellowish management it is suited to wheat or barley. It is also ' brown (10YR 4/4) moist; massive; very suited to pasture and native grasses. Capability units hard, firm, sticky and plastic; visible Its-1, irrigated, and IIIc-1, dryland; Clayey Foothill calcium carbonate occurring as nodules, ange site; windbreak suitability group 1. ' thin seams, and streaks; calcareous moderately alkaline; gradual smooth j 74—Nunn clay loam, 1 to `3 percent slopes. This nearly level soil is on high terraces and fans. This soil boundary. has the profile described as representative of the C2ca-47 to 60 inches; light yellowish brown series. (2.5Y 6/3) clay loam, light olive brown Included with this soil in mapping are a few small ' (2.5Y 5/3) moist; massive; very hard, areas of soils that are more sloping or less sloping and firm, sticky and plastic; some visible a few small areas of soils that have a surface layer and calcium carbonate but less than in the subsoil of silty clay loam. Also included are small areas ' Clca horizon; calcareous; moderately alkaline. of Satanta, Fort Collins, and Ulm soils. Runoff is slow to medium, the hazard of wind erosion The A horizon is light clay loam or clay loam 10 to is slight, and the hazard of water erosion is moderate. 12 inches thick in cultivated areas. The combined thick- If irrigated, this soil is suited to corn, sugar beets, ness of the A and B horizons ranges from 16 to 40 beans, barley, alfalfa, and wheat. Under dryland ' inches. The 132t horizon is heavy clay loam or light management It is suited to wheat and barley. It is also clay. Depth to calcareous material ranges from 10 to well suited to pasture or native grasses (fig. 10). I 1 1 Figure 10.—Alfalfa bales on Nunn clay loam, 1 to 3 percent elopes. ' 132 SOIL SURVEY 1 1 1 TABLE 8.—Soil and water features —Continued Soil name and map symbol Hydro- logic group Flooding Depth to seasonal high water Bedrock Potential frost action Frequency Duration Months Depth Hardness table Feet 1whes Kirtley—Continued: *58: Kirtley part ________ C None ________ ______________ ______________ >6.0 2040 Rippable __ Moderate. Purner part ________ D None ________ ______________ ______________ >6.0 10-20 Hard _____ Low. LaPorte: •59: LaPorte part _______ C None ________ ______________ ______________ >6.0 10-20 Rippable __ Low. Rock outcrop part. Larim: 60 ------------------- A None -------- -------------- -------------- >6.0 >60 ----------- Low. Larimer: 61------------------- B None -------- -------------- -------------- >6.0 >60 ----------- Low. •62: Larimer part ------- B None -------- -------------- -------------- >6.0 >60 ----------- Low. Stoneham part _____ B None ________ ______________ ______________ >6.0 >60 ___________ Moderate. Longmont: 63 ___________________ C Common ____ Brief _______ March -July __ 2.0-2.5 >60 ___________ High. Loveland: 64 ___________________ C Common ____ Very brief ___ March- 1.5-2.5 >60 ___________ High. September. Midway: 65 ___________________ D None ________ ______________ ______________ >6.0 10-20 Rippable __ Moderate. Minnequa: 66------------------- B None -------- -------------- -------------- >6.0 20-40 Rippable __ Low. •67: Minnequa part _____ B None ________ ______________ ______________ >6.0 20-40 Rippable __ Low. LaPorte part _______ C None ________ ______________ ______________ >6.0 10-20 Rippable __ Low. Miracle: 68 ___________________ B None ________ -------------- ______________ >6.0 20-40 Hard _____ Moderate. Nam 69. 70---------------- A None -------- -------------- -------------- >6.0 >60 Hard ----- Moderate. Nelson: 71------------------- B None -------- -------------- -------------- >6.0 20-40 Rippable __ Low. Newfork: 72 ___________________ D Occasional ___ Brief _______ April -July _-_ 0.5-4.0 >60 ___________ Low. Vunn: 73. 74. 75 ------------- C None ------------------------------------ >6.0 >60 ----------- Moderate. 76------------------- C None -------- -------------- -------------- 1.5-2.5 >60 ----------- Moderate. )tero: 77, 78. 79------------- B None ------------------------------------ >6.0 >60 ----------- Low. •80: Otero part --------- B None -------- -------------- -------------- >6.0 >60 ----------- Low. Nelson part ________ B None ________ ______________ ______________ >6.0 20-40 Rippable __ Low. 'soli: 81 ___________________ B Rare ________ Very brief ___ May -June ___ >6.0 >60 ----------- Moderate. ?endergrass: *82: Pendergrass part -__ D None ________ ______________ ______________ >6.0 10-20 Hard _____ Low. Rock outcrop part. HORSETOOTH ROAD 00 HARMONY ROAD PROJECT.'. zt a SITE < 0 m p VICINITY MAP I El99D1011►V] HYDROLOGIC CALCULATIONS 1 1 1 J ' Final Drainage and Erosion Control Report Harmony School Shops May 2003 W `I 7 CQ G D CD W ' Q ' MZ Ii 0 N V M N O N O T O m 0 cV ch N 4 N co O d O G f M N N N O 0� aD M a0 M N M . v V V M M O I� N n Q O C O O LO o O O N O O o V O O E ui ui cn cn c0 N M ui u, N cn ui cn r O O C u7 M o o 00 O O O co O o E n c0 M u7 u) t� 1n M M ui N n r 1N G1 O O cn 01 O O f� M O O O N O O O M n 0 0 0) n 0) 0 0 M 0 0 0 c o co co LO 0 N N 0 1n o It co 00 an w co co 00 co n to rn co O 0n ao 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 U d -It Cl) LO CD n N 0) N O O N CD CD` V M V 0) i, N ^ c0 M W W W O a M O O O M o O C N O c Z co N W .- a a � F= N c � c co V cn u) N M C a I 1 I RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Timberline Village PROJECT NO: 39347.00 COMPUTATIONS BY: A. Kauffman DATE: 511412003 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt) Sidewalks (concrete) Roofs Lawns (flat <2%, sandy soil) Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.10 0 JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 8525 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.f) ROOF AREA (sq.ft) PAVED AREA (sq.tt) SIDEWALK AREA (s4.ft) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious 101 3.34 145,470 28,135 78,674 13,568 25,093 0.80 80 102 1.43 62,268 4,190 32,062 6,317 19,699 0.68 67 103 1.95 84,971 0 48,142 5,243 31,585 0.63 63 104 0.78 33,817 0 26,548 3,377 3,892 0.85 88 105 0.27 11,888 0 8,724 2,258 906 0.89 92 106 1.15 50,208 7,782 1 22,354 9,559 10,512 0.77 77 107 0.19 8,465 0 3,852 819 3,794 0.57 55 108 3.15 137,043 4,511 93,821 8,061 30,650 0.76 77 109 0.67 29,136 0 23,700 2,861 2,576 0.87 91 110 0.30 13,207 0 8,196 4,255 756 0.90 93 Ill 0.80 34,791 0 21,686 477 12,627 0.64 64 112 2.52 109,959 17,007 54,226 10,745 27,980 0.73 73 113 1.88 82,008 47,762 27,826 0 6,420 0.88 86 114 0.06 2,424 1,090 1,334 0 0 0.95 96 Equations - Calculated C coefficients & % Impervious are area weighted C=E(Ci Ai) /At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 39347FLOW.xIs 0 r Z O a 2 Z It It W LL Z 00 m U FC LL to N CW C H C r oa z O zz¢ 0 F- u C) paOQn o m Y Q W 6 N m O O m O m O O m m 0 0 J i h tC l7 6 H h ,6 N CV h h N « E IL6 LL 161,6 m N m m m m O m m m m m N q O CV .m O O N m 0 0 CV N N O m ti Y N n O t2 N m W W y� OD O tOU x m 9 x u 7 N m 7 O m m m O h m O N U # � N d N N N LL N m m m d N d m N N m N N It W 2 > Q '0 R O 00 0 0 0 0 0 0 0 0 0 0 0 0 0 Q W N G M- 2 G O O G O O O O O O C O O O O O O N m N m 7 7 N N N m N N N N N OR O 0 0 O N (% O u m co uj a F i > J m d m N O N N m 7 m m d d O N N F- .- O N O b 0 E O O O O O O O O O O O O O N N fV N fV fV N CV N CY CV N N � O O a'. N m N 0 0 0 0 0 O O N O QY< 4Z J y r R _o m m m m N m m m h m m W F D O O O O 0 O C a O O O O O O O O z� m o^ N �i vrn n6�Oi° m�i m6 O S O N 0 0 0 fV � O 0 z m N m g N m r m m o N N d Qm O O O O O O O O .- m m 2 Q � f O N m O d N m h m m O N N d 7 Q W a N � O Q r a u N E N II U m z Z ZZ Q ooa2H o ]a00< Y Q f 6 O O m O O m 0 O O O m d 0 0 N N 6 _ ~ E LL m m N m m m 0 m m m m N M � N � M O O N 0 U O O (V N lV O Z + m - � � E ma C « n o 8i8mrn m a WYN J no d N I� 08amDm gy m« « d d N m G N 7 ~ u Ol m m m« O d N« d N n �.-. a 6� �mMM �MvivO lqq O m N m N T N r O N N d N 0 m M Om i N Q y E 0 « m Ol O— m« O O— N e- C LL W z > W p O O O O O O O O O O O O O O O O m � CC� O Wt0�ttt000 m m m m« « Q m m m N N m N N m C7 N 2° m > m=F H Z cl N n IN m m m n m m n N m 0 E m O O O 0 0 0 0 0 O O O O O m 4 N fV fV M N N N N fV fV fV M O " N d gc a J ._. v 8 8 m n m 8 8 m m e 8 ZV c 0 «000 o o.- 5 m W O m m m N m m w m n m m n n 0 m m N n m m m a O J C O O O 0 0 0 0 0 O O O O O O W U m F � z_ F cvi a rn mNm_mm � m mvNimB 0 88 g0000 g'o� NN d m m z z H m y F w U (n O « O N w n N O rn J U U to Z O . + coo. ? 7 O II u it w -0 -� r. m O J IL d co 0) CO 1 i 1 I 1 1 1 1 1 1 1 1 i i 1 1 1 1 JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Timberline Village PROJECT NO: 39347.00 COMPUTATIONS BY: A. Kauffman DATE: 5/ 14/2003 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (in/hr) Q (10) (cfs) from Design Point Q (10) (cfs) 0(10)tot (cfs) 1 101 3.34 0.80 7.5 4.23 11.4 11.4 2 102 1.43 0.68 6.8 4.37 4.3 4.3 3 103 1.95 0.63 13.1 3.39 4.2 4.2 4 104 0.78 0.85 5.0 4.87 3.2 3.2 5 105 0.27 0.89 5.0 4.87 1.2 1.2 6 106 1.15 0.77 7.8 4.17 3.7 3.7 7 107 0.19 0.57 5.0 4.87 0.5 0.5 8 108 3.15 0.76 13.9 3.30 7.9 7.9 9 109 0.67 0.87 5.0 4.87 2.8 2.8 10 110 0.30 0.90 5.0 4.87 1.3 1.3 11 111 0.80 0.64 12.6 3.45 1.8 1.8 12 112 2.52 0.73 7.6 4.20 7.8 7.8 13 113 1.88 0.88 7.0 4.32 7.2 7.2 14 114 0.06 0.95 5.0 4.87 0.3 0.3 39347FLOW.xis Q=CtCiA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)077 JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Timberline Village PROJECT NO: 39347.00 COMPUTATIONS BY: A. Kauffman DATE: 5/14/2003 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL Des. Point Area Design. A (ac) C Cf tc (min) i (in/hr) Q (100) (cfs) from Design Point Q (100) (cfs) Q(100)tot (cfs) 1 101 3.34 1.00 5.0 9.95 33.2 33.2 2 102 1.43 0.85 5.0 9.95 12.1 12.1 3 103 1.95 0.79 11.5 7.34 11.3 2 7.9 19.2 4 104 0.78 1.00 5.0 9.95 7.7 3 15.0 22.7 5 105 0.27 1.00 5.0 9.95 2.7 4,10 37.9 40.6 6 106 1.15 0.97 6.5 9.04 10.1 1 21.9 31.9 7 107 0.19 0.71 5.0 9.95 1.4 5.6 67.6 69.0 8 108 3.15 0.95 13.0 6.95 20.8 20.8 9 109 0.67 1.00 5.0 9.95 6.7 8 12.9 19.5 10 110 0.30 1.00 5.0 9.95 3.0 9 16.7 19.7 11 111 0.80 0.80 12.6 7.06 4.5 4.5 12 112 2.52 0.92 5.4 9.54 22.1 22.1 13 113 1.88 1.00 5.0 9.95 18.7 12 14.3 33.0 14 114 0.06 1.00 5.0 9.95 0.6 0.6 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc)u-'y'0 39347FLOW.xis APPENDIX C INLET CALCULATIONS [1 [1 ' Final Drainage and Erosion Control Report Harmony School Shops May 2003 00 0 �n C O> N 1 1 r d1 C a ' 7 d l0 — E > c as E c m � 0 O 0 (n 0 N N ' Of E C\j 0) C H i T a) N °) is a M ' y 2 E c caZ0 G O U ' � U a) C _d C c O c O_ ( y N N N N N N N �' C N C C a) � C � G1 Y — (n EO A l` to of Q CIS(a t0 EO A a) a) a) --— — — F _C C_ c _c c_ - F- 0 C C E-C 0 C Nu) N u) u) c In 0 N(n cn N 0 co N N N C C C E C O C O C O .-;6 O N N N d N C N N C d C N N N C E 'E _C S.S (D c -0 N a) N NN 0-0 N N N.0C NO N %m0N0cafr 377a00(D00 O O Q)0a y 0 a m N N N N a _ a E c c c c c c c c c 000 C C C CC Cn CA 2n i0 U) y coce)'IT arnotodC-0 a) 00000Oa.❑0a a0 Laaaccn o o cn c C'C.U C NN CO � co NNMONNO 00 mr0roo o � CL mCO N� Nn(nbO2 CD rM�N O��7COC CO N MMNM 0a Nca m L � 3 O 3 00M � T � T u� r 0O=0) )n r in 0O0N0cTr) �n T )n )n 0fT7 )n 0aT000T )n 0 0LTO 0 0T00O0 )n 0 Q T r r T T T T T r LL ?i _y O M CM N O N N N W r n l0 M O O) a0 M CO('� n n rl n O) r N N LL U r d; a C6 r M O n NTT n n 0 0) 2 t _N d c o 0 o o o o o o o 0 o o o o 3 61616 61010 0 01010 0 0 o 0 _O Q LL i c p r N Ch N 0 n 00 01 0r r N a < o C 0 N O) dca C > c ' E E o=0 7 N c N N E N Y H m Q i ca E m`mam AID) m 3a`:; ' N 0 .� C Uca N E 'C L fl C N w O «' W 0 0 C 0 C 0 C 0 c 0 c 0 c 0 c a) 0 C 0 C a) 0 C 0 C C O. U > UJ C' N N N tll N N d N N N N W m N O N O N N N N N N N N N N N N O W �U O Cl) T T T T N T T T T M T T ca 42 N 0 0 0 O c N O 0 0 0 N 0 0 O. U O N N N N 't N N N O"t N O N 'm U N r r r T T N T T T N N T E O Ui m N T ?_ OOOOOc0 co (O OOOO�OO T (Q O c0 c0 c0 f-� co 6 6 6�rc0 O c60. c_U r(O � d m c c c o °7a�dd�°1m c o y a�ma�d c N ONNN_c y o NNC Na CN U C7N CN7 CN7 CN7 �C000a'N-- N N F- p —1.0 �—r- p — c 0) c c4 c t4 c to c fn r )n 00 c lA c U) c lA c N a, c cn c NarNV � �r I JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 Inlet Flow Calculation for the Minor Storm Event Project: Timberline Village Job Number: 39209.05 Calculations by: A. Kauffman Date : 5/14/2003 Objective: to find the maximum flow through a Type 16 Combination inlet for a maximum flow depth of 0.40 feet. for drive over curb. 2% Geometry at inlet A W SEL 0.571 0.50' Normal Pan 0.67' 2.0' Pan Grate Dimensions and information: Curb Opening Dimensions and information: Width (W): 1.87 feet Height (H): 0.5 feet Length (L): 3.25 feet Length (L): 3.21 feet Opening Ratio (R): 0.6 sq ft/sq ft Opening Ratio (R): 1 sq ft/sq ft ' Grate Flow: Use the orifice equation Oi = C'A'SQRT(2'g'H) to find the ideal inlet capacity.' 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value ' C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/S2 ' H = head on orifice centroid (0.50 feet) Then multiply by the reduction factor for the allowable capacity. OG = Oi ' (1-F) ' Single Grate Inlet A = W'L'R 3.65 fe Qi = C'A'SQRT(2'g'H) 13.86 cfs QG= Oi ' F 6.93 cfs 1 Double Grate Inlet A = 2'W'L'R 7.29 ftz Qi = C'A'SQRT(2'g'H) 27.73 cfs QG= Q;'F 13.86 cfs Triple Grate Inlet A = 3'W'L'R 10.94 ft2 Oi = C'A'SQRT(2'g'H) 41.59 cfs QG= Ci'F = 20.80 cfs ' Pagel of 3 I 1 1 1 JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 Inlet Flow Calculation for the Minor Storm Event Project: Timberline Village Job Number: 39209.05 Calculations by: A. Kauffman Date : 5/14/2003 Objective: to find the maximum flow through a Type 16 Combination inlet for a maximum flow depth of 0.40 feet. for drive over curb. 2% Geometry at inlet : WSEL 0.571 0.50' Normal Pan 0.67 2.0' Pan Grate Dimensions and information: Width (W): 1.87 feet Length (L): 3.25 feet Opening Ratio (R): 0.6 sq ft/sq ft Curb Flow: Curb Opening Dimensions and information: Height (H): 0.5 feet Length (L): 3.21 feet Opening Ratio (R): 1 sq ft/sq ft Use the orifice equation Q; = C`A'SQRT(2•g'H) to find the ideal inlet capacity 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) g = gravitational constant = 32.2 fyS2 H = head on orifice center (0.50 ft + 0.17ft - 0.25 ft = 0.42 ft) Then multiply by the reduction factor for the allowable capacity. Qc = Q; ' (1-F) ' Single Combination Inlet A= WL'R = 1.61 ft2 t Q; = C'A'SQRT(2'g'H) 5.59 cfs Qc = Q; ' F = 4.47 cfs ' Total Flow: Double Combination Inlet A = 2'W'L'R = 3.21 ft2 Q; = C'A'SQRT(2'g'H) 11.19 cfs Qc= Q;•F 8.95 cfs Triple Combination Inlet A = 3'W'L'R = 4.82 ft2 Q; = C'A'SQRT(2'g'H) 16.78 cfs Qc= Q;'F 14.26 cfs The total maximum flow through a combination inlet with a ponding depth of 0.67 feet from the flowline is the sum of the capacity for the grate and the capacity for the curb inlet. QT= Qo + QC Single Combination Inlet ' OT= Oo + OC QT= 11.41 Double Combination Inlet QT= QG + QC QT= 22.81 Triple Combination Inlet QT= Oc + QC QT= 35.06 ' Page2 of 3 I 1 Inlet Flow Calculation for the Minor Storm Event Project: Timberline Village Job Number: 39209.05 Calculations by: A. Kauffman Date : 5/14/2003 Objective: to find the maximum flow through a Type R inlet for a maximum flow depth of 0.40 feet. for drive over curb 2% Geometry at inlet AD A V WSEL TO. 0.50' Normal Pan 67' 2.0' Pan Curb ODenlna Dimensions and information: Height (H): 0.5 feet Length (L): 5 feet Opening Ratio (R): 1 sq fttsq ft Reduction Factor (F): Based on length JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 ' Curb Flow: Use the orifice equation Qi = C'A'SQRT(2'g'H) to find the ideal inlet capacity 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value ' C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) g = gravitational constant = 32.2 fUs2 H = head on orifice center (0.50 ft + 0.17ft - 0.25 ft = 0.42 ft) ' Then multiply by the reduction factor for the allowable capacity. Qc = Qi * (1-F) 5' Type R Inlet 10' Type R Inlet 15' Type R Inlet A = W'L'R R = 12% A = 2'W'L'R R = 8% A = 3'W'L'R R = 5% 2.50 ftz = 5.00 ftz = 7.50 ftz Qi = C'A•SQRT(2'g'H) Qi = C'A•SQRT(2•g'H) Qi = C'A`SORT(2'g'H) t = 8.71 cfs = 17.42 cfs = 26.13 cfs Qc = Qi - F Qc = Qi ' F Qc = Qi ' F 7.67 cfs = 16.03 cfs = 24.83 cfs 1 1 Page3 of 3 I 1 1 JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 Inlet Flow Calculation for the Major Storm Event Project: Timberline Village Job Number: 39209.05 Calculations by: A. Kauffman Date : 5/14/2003 Objective: to find the maximum flow through a Type 16 Combination inlet for a maximum flow depth of 0.67 feet. 2% WSEL Geometry at inlet : Normal Pan 0.84' 0.50' 0.67 IF Pan depression due to inlet 2.0' Pan Grate Dimensions and information Width (W): 1.87 feet Length (L): 3.25 feet Opening Ratio (R): 0.6 sq ft/sq It Reduction Factor (F): depends on length Curb Ooenina Dimensions and information Height (H): 0.5 feet Length (L): 3.21 feet Opening Ratio (R): 1 sq ft/sq ft Reduction Factor (F): depends on length Grate Flow: Use the orifice equation QI = C'A'SQRT(2'g'H) to find the ideal inlet capacity.' 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 ' H = head on orifice centroid (1.5 feet = 18 inches) Then multiply by the reduction factor for the allowable capacity. QG = QI ` (1-F) Single Grate Inlet A = W'L'R = 3.65 ft2 Qi = C'A'SQRT(2'g'H) = 24.01 cfs QG= QI ' F = 12.01 cfs Double Grate Inlet A = 2'W'L'R 7.29 ft2 QI = C'A'SQRT(2'g'H) 48.03 cfs QG= Oi*F = 24.01 cfs Triple Grate Inlet A = 3'W'L'R 10.94 ft2 QI = C'A'SQRT(2'g'H) 72.04 cfs QG= Qi*F = 36.02 cfs ' Pagel of 3 I JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 Inlet Flow Calculation for the Major Storm Event Project: Timberline Village Job Number: 39209.05 Calculations by: A. Kauffman Date : 5/14/2003 Objective: to find the maximum flow through a Type 16 Combination inlet for a maximum flow depth of 0.67 feet. 20/W SEL Geometry at inlet : Normal Pan 0.84' 0.50' 0.67' IF Pan depression due to inlet ,1111 2.0' Pan Grate Dimensions and information Width (W): 1.87 feet Length (L): 3.25 feet Opening Ratio (R): 0.6 sq ft/sq It Reduction Factor (F): depends on length Curb ODenina Dimensions and information Height (H): 0.5 feet Length (L): 3.21 feet Opening Ratio (R): 1 sq ft/sq It Reduction Factor (F): depends on length ' Curb Flow: Use the orifice equation QI = C"A`SQRT(2`g•H) to find the ideal inlet capacity 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value ' C = Orifice discharge coefficient= 0.67 A = Orifice area (ftz) g = gravitational constant = 32.2 ft/s2 ' H = head on orifice center (1.5 ft + 0.17ft - 0.25 It = 1.42 ft) Then multiply by the reduction factor for the allowable capacity. Oc = Oi ` (1-F) ' Single Combination Inlet Double Combination Inlet Triple Combination Inlet A = W'L'R A = 2•W'L'R A = 3'W'L'R 1.61 ft' = 3.21 ft2 = 4.82 ftz Oi = C'A'SQRT(2•g`H) Qi = C'A'SQRT(2'g'H) Oi = C'A'SQRT(2'g'H) ' = 10.28 cfs = 20.57 cfs = 30.85 cfs Qc= Oi*F QC= Oi-F Qc= Q;'F 8.23 cfs = 16.45 cfs = 26.22 cfs ' Total Flow: The total maximum flow through a combination inlet with a ponding depth of 0.67 feet from the ' flowline is the sum of the capacity for the grate and the capacity for the curb inlet. QT= QG + Qc Single Combination Inlet Double Combination Inlet Triple Combination Inlet ' QT= QG + QC QT= QG + QC QT= QG + QC QT= 20.23 QT= 40.47 QT= .62.24 1 ' Page2 of 3 JR Engineering 2620 East Prospect Rd., Suite 190 ' Fort Collins, CO 80525 Inlet Flow Calculation for the Major Storm Event Project: Timberline Village ' Job Number: 39209.05 Calculations by: A. Kauffman Date: 5/14/2003 ' Objective: to find the maximum flow through a Type R inlet for a maximum flow depth of 0.67 feet. WSEL 2'�o Geometry at inlet : Normal Pan ' 0.84' 0.50' 0.67 Pan depression due to inlet ' 2.0' Pan00. Curb Opening Dimensions and information: Height (H): 0.5 feet Length (L): 5 feet ' Opening Ratio (R): 1 sq ft/sq ft Reduction Factor (F): Based on length ' Curb Flow: Use the orifice equation QI = C'A'SQRT(2'g•H) to find the ideal inlet capacity 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 ' A = Orifice area (ftz) g = gravitational constant = 32.2 fUs2 H = head on orifice center (0.67 It + 0.17ft - 0.25 ft = 0.59 ft) ' Then multiply by the reduction factor for the allowable capacity. QC = Qi ` (1-F) 5' Type R Inlet 10' Type R Inlet 15' Type R Inlet ' A = W'L'R R = 12% A = 2'W'L'R R = 8% A = 3`W'L'R R = 5% = 2.50 It' = 5.00 ft2 = 7.50 ft' Qi = C'A'SQRT(2'g'H) Qi = C'A'SQRT(2'g'H) QI = C'A'SQRT(2'g'H) ' = 10.32 cfs = 20.65 cfs = 30.97 cfs Qc = Qi ' F Qc = Qi ' F Qc = Qi ' F = 8.26 cfs = 17.55 cfs = 27.88 cfs 1 Page3 of 3 APPENDIX D STORM PIPE CALCULATIONS J 0 ' Final Drainage and Erosion Control Report Harmony School Shops May 2003 I a _ D a 1 1 1 cf) N a a D D IL a I I 1 1 L 61 1 1 1 m N (ND V O 0 0 (O O �� O U m Cl) 10 N 10 m O IT Cl) co OD O E roNmeee}} camcov N O O OD v N C(1 O N ro (O n 0 0 0 0 (O 0 m y J 0 0 N 0 N In 0 0 w 0 0 E E n m o a m m in U? vNi cNi m;^ fV N O N Cos 3 0 0 E C\! (I0)� cy�y o� aCR (I m 0 q q b co N N b N N LO N U) D N O 6 C C > W O 0 (WNaee N0E (0 N ( NW 0 m J_ 0 n (0 n (O (O 0 (0 0 0 z N O N N N O O W CL E n N N 0 W. 0 N� 0 0 N. 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E 19 0 �? m Y > co �Qa EU N O Ol CO C CD C W 8 Lb LO rn cu m po FOB =r- a 0 E 0m N FC(07 au� I 1 1 1 ' DP 1[ DP! 1 ' DP 1 1 POND Project Title: Timberline Village Project Engineer: Amber Kauffman x:t3930000.aIN3934700\stormcad\dp8-pond.stm JR Engineering Ltd StormCAD 0.5 [158] 05/09/03 04:20:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I I I I I I I I t 4 (D a k � ; w ID I I I I I I I I )f= ) t �0 k« e GGG 7§[ .a `� ca , |0 a § § m 3:- R a GGG \ §£ CL 0 IT co m� s \) \\j \>§ co \+ /)0 /® 3� §)§ )3/ )O/ S2A -09 \\a \ \£ E � / R« --- QL a.22 $ k g [1 1] [1 1 1 I Outlet J-1 P-1 Harmony (DP 11) Project Title: Timberline Village Project Engineer: Amber Kauffman x:\3930000.all\3934700\stormcad\dp1 1-pnd.stm JR Engineering Ltd StormCAD v1.5 (1581 O5/09/03 04:19:22 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 LJ It [I m (D co 0 CO (D (D (n cM M M m z. 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M co 0 0 a D 0 0 0 0 0 E C N CD (O 0 0 N C O 6 v M v M i 1n to In (n In NC v -W 00 a Il M o cca aavao IT (D co v o ca U N cm 0 ((0 CMv M m y n O N 0 N Q 7 (D (n N Q G) (n OD O (D Z cU$ d 0 . — m LO q n N U rn O Z 0 0 0 cU� — 0 (D O m m N n U m .-. 10 ` a� M M O V 00000 �(° 0 O O O O O L N N G M (M�/ (MD CM) (MO CO OD Itm J N N N .00 E .0 Z (%� c .00 O N U U U U U F (n (n N — — � N 41 a (�Mu�v darLda cEI E O o �m a = > N �aa �U d N (: C cC w 2 Lf) n N Q D O tnp O F U -0-2 J m 0 a3 V N a 0 W S R m 8 co n M E N C a 0 C 9 Swale Sizing Worksheet for Triangular Channel ' Project Description Project File x:\3930000.all\3934700\flowmaster\9347fm.fm2 Worksheet BASIN 111 SWALE ' Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 6.00 cfs Results Depth 0.92 ft Flow Area 3.41 ft2 Wetted Perimeter 7.62 ft Top Width 7.39 ft Critical Depth 0.67 ft Critical Slope 0.026700 ft/ft Velocity 1.76 ft/s Velocity Head 0.05 ft Specific Energy 0.97 ft Froude Number 0.46 Flow is subcritical. Notes: Swale along Harmony Road east of the site entrance Q=Q(100)-133% = 6.0 cfs 05111/03 02:50:22 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 n /:11» 1I11Z1130.14-M EROSION CONTROL CALCULATIONS 1] 1 11 E1 F ' Final Drainage and Erosion Control Report Harmony School Shops May 2003 .10 §§ gab§§ ak�m1� 2)c; �f ■)mBG (6w \ k£Eocom �E�wq® ƒ \ s 0 �$\�co0) a:%. cy 7 m a § § k §Zoom � . a&m-- wwh o w �/ Z §§�k ag ma =m . �d$§ -cc - zo 2« k§ \ /k� \a J �a.a£ 2g2 %■���a 0 0 mow. (�§} k76 /a)o2 �4�� �R; to 77]/)'\{ 30_�4§®® 2 (U lz 2 o 4) e c , • , . , , a cc « cc 2 2 'o :3 2© « �E §�)a- 0 ��Q§, R� �0o2 §�)§( Ek k §(J (E �QQo / 0- § § § 0 § � 0 a ) k 0 � \/ § k)�� u §) 2k §�7�y �£4_A � � � \ etow � � M )LO § ro /k coC5§ J 7k§§§ a eo■aewww ■�/�(6�6e ¢d » ©#_ 0 ))k222 q>> E .k ©�Rq C6 ) 0 Cd n o a \ 7 §\ 77 �f— \{ ]� >� c i 75 � �� � La ex \O 2 -- 0 SO) C2! G)a� LL ®*77#]a3 /55) ca :3: �m� ca �(�s R)\ �}\\ �o0� \ooz> ® z �2 0 \k � k\ § (f CdCd 1 1 1 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL (V. 1) TABLE MD-7 Classification and Gradation of Ordinary Riprap MAJOR DRAINAGE Riprap Designation % Smaller Than Intermediate Rock d5o (inches)' Given Size by Weight Dimensions inches Type VL 70-100 12 50-70 9 35-50 6 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 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 ' d5o = mean particle size (intermediate dimension) by weight. " Mix VL and L riprap with 30% (by volume) topsoil and bury it with 6+ inches of topsoil, all vibration compacted, and revegetate. TABLE MD-12 Thickness Requirements for Granular Bedding Riprap Designation Minimum Bedding Thickness inches Fine -Grained Soils Coarse -Grained Soils Type I Type 11 Type 11 VL dw=6in,L d5o=9in) 4 4 6 M d5o=12in) 4 4 6 H dw=18in) 4 6 8 VH d5o = 24 in 4 6 8 May substitute one 12-inch layer of Type II bedding. The substitution of one layer of Type II bedding shall not be permitted at drop structures. The use of a combination of filter fabric and Type II bedding at drop structures is acceptable. Fifty percent or more by weight retained on the # 40 sieve. The specifications for the T-V reverse filter relate the gradation of the protective layer (filter) to that of the bed material (base) by the following inequalities: Dis(!r«r) < 5d85(bWe) (MD-15) MIS(nwe) < Dis(!r«r) < 20d15(aa.e) (MD-16) Dso(fi,,er) <_ 25d50(b„e) (MD-17) 1 1 1 t 1 11 DRAINAGE CRITERIA MANUAL (V. 1) 6( o4( 0 2( MAJOR DRAINAGE EMESEMEMEM MENEM 00 r 'F! 0 'Ai,9999 FAIMAPArm ME MIN ■■ Appppp�- MWAPrEA00MOSECIME .2 .4 .6 .8 1.0 Yt/D Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE MD-21 Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D2.5 <_ 6.0 06/2001 Urban Drainage and Flood Control District MD-109 1 1 1 1 I DRAINAGE CRITERIA MANUAL (V. 1) P r• MAJOR DRAINAGE G = Expansion Angle mmmmmmmm m m rAd rAd Avg PAP 3- 0 0 mummmmmE ENESSENE Emmmommm mummmomm MENNEENE -1w m 4000 0 **"MENNEN --1 Im .1 .2 .3 A .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE MD-23 Expansion Factor for Circular Conduits ' 06/2001 MD-111 Urban Drainage and Flood Control District ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' RAINFALL PERFORMANCE STANDARD EVALUATION 1 PROJECT: TIMBERLINE VILLAGE STANDARD FORM A COMPLETED BY: A. KAUFFMAN DATE: 14-May-03 DEVELOPED ERODBD.ITY Asb Lsb Ssb At • Li At • Si Lb Sb PS SUBBASIN(s) ZONE (ALA (FT) 101 MODERATE 3.34 470 1.1 1569.6 3.7 102 1.43 271 1.5 387.4 2.1 103 2.13 710 1.0 1510.9 2.2 104 0.60 115 1.2 68.9 0.7 105 0.27 150 1.2 40.9 0.3 106 1.15 500 0.6 576.3 0.6 107 0.19 185 1.3 36.0 0.3 108 3.15 1130 0.6 3555.1 1.9 109 0.67 135 1.3 90.3 0.8 110 0.30 105 1.3 31.8 0.4 111 0.80 460 0.5 367.4 0.4 112 2.52 495 1.3 1249.5 3.3 113 1.88 391 1.1 736.1 2.1 114 0.06 0 0.0 0.0 0.0 Total 18.44 1 1 10220.20 1 18.97 1 554 1 1.0 1 77.8% ' 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. t An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. t Erosion.As ' JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 t t 1 �I EFFECTIVENESS CALCULATIONS PROJECT: TIMBERLINE VILLAGE STANDARD FORM B COMPLETED BY: A. KAUFFMAN DATE: 14-May-03 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 SEDIMENT TRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 8B STRAW BARRIERS 1.00 0.80 EFF = (I -C•P)• 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 101 3.34 ROADS/WALKS 2.12 Ac. ROUGHENED GR. 0.65 Ac. STRAW/MULCH 0.58 Ac. GRAVEL FILTER NET C-FACTOR 0.21 NET P-FACTOR 0.39 EFF = (I -C`P)t 100 = 91.8% 102 1.43 ROADS/WALKS 0.88 Ac. ROUGHENED GR. 0.10 Ac. STRAW/MULCH 0.45 Ac. GRAVEL FILTER NET C-FACTOR 0.09 NET P-FACTOR 0.79 EFF = (I-C*P)* 100 = 92.7% 103 2.13 ROADS/WALKS 1.38 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.75 Ac. GRAVEL FILTER NET C-FACTOR 0.03 NET P-FACTOR 0.80 EFF = (1-CsP)* 100 = 97.8% 104 0.60 ROADS/WALKS 0.53 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.07 Ac. GRAVEL FILTER NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (1-C'P)t 100 = 98.7% 39347EROSIONALS 1 1 JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: TIMBERLINE VILLAGE STANDARD FORM B COMPLETED BY: A. KAUFFMAN DATE: 14-May-03 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 SEDIvIENTTRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 813 STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 105 0.27 ROADS/WALKS 0.25 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.02 Ac. GRAVEL FILTER NET C-FACTOR 0.01 NET P-FACTOR 0.80 EFF = (1-C*P)* 100 = 98.9% 106 1.15 ROADS/WALKS 0.73 Ac. ROUGHENED GR. 0.18 Ac. STRAW/MULCH 0.24 Ac. GRAVEL FILTER, SILT FENCE NET C-FACTOR 0.17 NET P-FACTOR 0.39 EFF= (I-C*P)*100 = 93.2% 107 0.19 ROADS/WALKS 0.11 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.09 Ac. SILT FENCE NET C-FACTOR 0.03 NET P-FACTOR 0.50 EFF = (I-C*P)* 100 = 98.4% 108 3.15 ROADS/WALKS 2.34 Ac. ROUGHENED GR. 0.10 Ac. STRAW/MULCH 0.70 Ac. STRAW BALES, GRAVEL FILTER NET C-FACTOR 0.05 NET P-FACTOR 0.64 EFF = (I -C*P)* 100 = 96.6% ' 39347ER0SION.XLS ' JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: TIMBERLINE VILLAGE STANDARD FORM B COMPLETED BY: A. KAUFFMAN DATE: I4-May-03 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOB. 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 SEDIMENTTRAP 1.00 0.50 STRAW MULCH IS = 1-5%) 0.06 1.00 FROM TABLE 8B STRAW BARRIERS 1.00 0.80 EFF=(I-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 109 0.67 ROADS/WALKS 0.61 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.06 Ac. GRAVEL FILTER NET C-FACTOR 0.01 NET P-FACTOR 0.80 EFF = (1-C*P)* 100 = 98.8% 110 0.30 ROADS/WALKS 0.29 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.02 Ac. SEDIMENT TRAP NET C-FACTOR 0.01 NET P-FACTOR 0.50 EFF = (1-C*P)* 100 = 99.4% 111 0.80 ROADS/WALKS 0.51 Ac. ROUGHENED OR. 0.00 Ac. STRAW/MULCH 0.29 Ac. SILT FENCE NET C-FACTOR 0.03 NET P-FACTOR 0.50 EFF = (I-C*P)* 100 = 98.6% 112 2.52 ROADS/WALKS 1.49 Ac. ROUGHENED OR. 0.39 Ac. STRAW/MULCH 0.64 Ac. SILT FENCE NET C-FACTOR 0.18 NET P-FACTOR 0.49 EFF = (I -C*P)* 100 = 91.3% 39347EROSION.XLS 1 ' JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: TIMBERLINE VILLAGE STANDARD FORM B COMPLETED BY: A. KAUFFMAN DATE: 14-May-03 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 SEDIMENTTRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 8B STRAW BARRIERS 1.00 0.80 EFF= (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 113 1.88 ROADS/WALKS 0.64 Ac. ROUGHENED GR. 1.10 Ac. STRAW/MULCH 0.15 Ac. SILT FENCE NET C-FACTOR 0.59 NET P-FACTOR 0.47 EFF = (1-C*P)* 100 = 72.2% 114 0.06 ROADS/WALKS 0.03 Ac. ROUGHENED GR. 0.03 Ac. STRAWIMULCH 0.00 Ac. SILT FENCE NET C-FACTOR 0.46 NET P-FACTOR 0.48 EFF = (1-C*P)* 100 = 78.3% TOTAL AREA = 18.50 ac TOTAL EFF = 92.4% ( E (basin area * eff) / total area REQUIRED PS = 77.8% ' Since 92.4% > 77.8%, the proposed plan is o.k. 1 39347EROSION.XLS I 1 1 1 [1 [I 1 1] 1 O� O C C 1 1 I O I L") I C' V "; u'f Ln I co co co co co 1 C C ; 1 G I C' I Q Q Q C U: L; U': ll: if Lr) I g q q q q q q co q q I i c i CCC)0)0,0',C,C,C,O,LTO,c1c0c I ' I 1 G 1 I ;�a'�J,vcC•C-C-cC•vcLn, Lntr I ' I M I ggNq C'q O„"CJgq ggqCox ' i C ; rl, qM M 01mmm m0� Cl cn 0` mO• m0�Cl mC� c c cr C• C- c v c c c c v C- c c ' 1 N Io coggqNqqqqqqqqCZ) q cc; ggqqq I 1 I O 1 1 I Crn LO t0 110 t01�r�r�l�r�l�r� r\- r\1\�CO g cc q qq I I i I rr cc f V G' C' V C c C V C' c C C• 00 c o C C 1 g N q CO g q q co q q q q q q C q q q q q q q q q 1 I 1 c o I q q I I O C I . 1 g N M C'Ln U: U, tO LD LO tO LO LO n t n g q q I I I O I O'. I M C'C'C•C• C•zj'C *•cC V C. CY C•,:I' C I v. 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N MC•q p1 C).--IN M C' Ln lD r--q pl0 Ln O Ln C U'1CD ,' .-+ .•r .--I .-..-r C• Ln v I J 1 TABLE 5.1 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: TIMBERLINE VILLAGE COMPLETED BY: A. KAUFFMAN DATE: 14-May-03 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. MONTH 1 1 2 1 3 1 4 1 5 1 6 1 7 8 1 9 10 11 1 12 Demolition Grading Intl Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing AsphalVConcrete Paving Other Vegetative: Permanent Seed Planting Mulching/Sealant ism Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: APPROVED BY LARIMER COUNTY ON: 39347 E ROSION.XLS,5/9/2003 EROSION CONTROL COST ESTIMATE JOB NAME: TIMBERLINE VILLAGE JOB NO. 39347.00 EROSION CONTROL MFASURF.S COMPLETED BY: T. COLVIN DATE: 20-Oct-03 ITEM DESCRIPTION UNITS I UNIT COST lQUANTITY I TOTAL COST 1 TEMPORARY SEED & MULCH ACRE $ 655.00 2.8 $ 1,834.00 2 SILT FENCE LF $ 3.00 1,823 $ 5,469.00 3 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 2 $ 1,000.00 4 INLET PROTECTION EACH $ 250.00 13 $ 3,250.00 5 STRAW BALES LF $ 3.25 0 $ - 6 SEDIMENT TRAP EACH $ 500.00 1 $ 500.00 COST $ 12,053.00 CITY RESEEDING COST FOR TOTAL STTF. AREA ITEM DESCRIPTION UNITS I UNIT COST lQUANTITY I TOTAL COST 1 RESEED/MULCH ACRE $ 615.00 16.3 $ 10,024.50 Lt COST $ 10,024.50 SECURITY DEPOSIT i 1 I 1 1 WATER QUALITY CALCULATIONS t 11 1 I 1 Final Drainage and Erosion Control Report Harmony School Shops May 2003 t JR Engineering I WATER QUALITY CAPTURE VOLUME SUMMARY FOR EXTENDED DETENTION PROJECT NAME: TIMBERLINE VILLAGE JR PROJECT NO: 39347.00 COMPUTATIONS BY: A. Kauffman DATE: 5/14/2003 Guidelines from Urban Strom Drainage Criterial Manual, September 1999 (Referenced figures are attached at the end of this section) Use 40-hour brim -full volume drain time for extended detention basin Water quality Capture Volume, WQCV = 1.0' (0.91 ' i3 - 1.19' i2 + 0.78i) Design Volume: Vol = W0CV/12' Area' 1.2 MAJOR BASIN Trib. area (acres) Impervious Ratio, Is %Impervious I = Ia1100 WQCV (watershed Inches) Design Volume, Vol. (ac-ft) POND A 18.77 75 0.78 0.32 0.59 39347POND.xls,5/9/2003,4:28 PM I 1 1 1 1 1 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Project Name: TIMBERLINE VILLAGE Project Number: 39347.00 Company: JR Engineering Designer: A. Kauffman Date: 5/14/2003 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=IJ100) la = 75 % i = 0.75 B) Contributing Watershed Area (Area) A= 18.77 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.30 watershed inches (WQCV =1.0'(0.91'13-1.19'iz+0.78i)) D) Design Volume: Vol = WQCW12Area' 1.2 Vol. = 0.56 ac-ft 2. Outlet Works A) Outlet Type (Check One) x Orifice Plate B) Depth at Outlet Above Lowevst Perforations (H) C) Required Maxiumum Outlet Area per Row, (Ao) (Figure EDB-3) D) Perforation Dimensions (enter one only) i) Circular Perforation Diamter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 for Maximum) F) Actual Design Outlet Area per Row (Aa) G) Number of Rows (nr) H) Total outlet Area (At) 3. Trash Rack A) Needed Open Area: At = 0.5 ' (Figure 7 Value) ' Aot B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref: Figure 6a) 1) Width of Trash Rack and Concrete Opening (W, .)_ from Table 6a-1 ii) Height of Trash Rack Screen (HTR) = H - 2" for flange of top support iii) Type of Screen Based on Depth H) Describe if "other" iv) Screen Opening Slot Dimension, Describe if "other" v) Spacing of Support Rod (O.C.) Type and Size of Support rod (Ref: Table 6a-2) vi) Type and size of Holding Frame (Ref: Table 6a-2) Perforated Riser Pipe Other: H = 1.8 ft Ao = 1.5 square inches D = 1 318 inches, OR W = inches nc = 1 number Ao = 1.48 square inches nr = 5 number As = 7.4 square inches A, = 251.7 square inches x < 2" Diameter Round 2" High Rectangular Other: Wca � = 12 inches HTR = 20 inches x S.S. #93 VE Wire (US Filter) Other: x 0.139" (US Filter) Other: 3/4 inches #156 VEE 3/8" x 1.0" flat bar 1 No Text 1 DRAINAGE CRITERIA MANUAL (V.3) ' 1 1 Is 1 1 1 ' O.E ago 1 E 0.4 m � 0.2 U Q 2 0.11 0.0( 1 1 0.02 1. 1 0.010 1 STRUCTURAL BEST MANAGEMENT PRACTICES SOLUTION: Required Area er WQCV FFA ---- W.vv 1.0 Z.0 4.0 6.0 Required Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume Urban D Urban Drainage and Flood Control District S-43 I a c I i.ozo -,-- t 3 a 1 1.750 4 2.41 4.81 Z22 1 7 E 1.875 4 2.7E 5.52 8.2E 2 1 2.000 4 3.14 6.2E 9 42 n = Number of columns of perforotione Minimum steel .. 1/4 5/iE 3/8 plate thickness I Rectangular Perforation Sizing Only one column of rectangular perforations ol,lowec. Rectangular Height = 2 inches Req--red Area per Row (sq in; Rectangular Width (inches) _ Urban Drainage and Flood Control District Drainage Criteria Manual (v.3) ra.: V3-o U.t o.m+..a-c Rectangular Mir.. Steel' Hole Width Thickness 1 4 E" 1/4 --3- I a" 1 t /32 I 10" 3/8 .. >10" 1/2 Figure 5 WOCV Outlet Orifice Perforation Sizing I 1 1 1 1 1 Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (We.,.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Terms. Maximum Dia. of Circular Opening (inches) Width of Trash Rack Opening (N'ea e, Per Column of Holes as a Function of Water Depth H II ` H=2.0- H=3.0 H=4.6 H=5.0' I H=6.0' Maximum Number of Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0..50 3 in. 3 in. 1 3 in. 3 in. 3 in. 14 <_ 0.75 3 in. 1 6 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 12. in. 15 in. -a < I.50 12 in 15 in. 18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. I < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. US FilterTM Stainless Steel Well -Screen' (or equal) Trash Rack Design Specifications. .1 1 1 1 1 1 1 1 1 1 Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, Spacing Total Screen Thickness Carbon Steel Frame Type 9" 0.139 # 156 VEE I/." 0.3 1' '/,"x 1.0-flat bar 18" 0.139 TE .074"x.50" I" 0.65` I/." x 1.0 angle 24" 0.139 TE .074"x.75" I" 1.03" 1.0" x I''/•" angle 27" 0.139 TE .074"x.75" 1" 1.03" 1.0" x 1'/," angle 30" 0.139 1 TE .074"x 1.0" 1" 1.155" I V,"x 1'/I" angle 36" 0.139 TE .074"x 1.0" 1" I.155" I ':,"x 1'/." angle 42'. 0.139 TE .105"x 1.0" 1" 1.155" 1 '/,"x I /" angle US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-I with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W,.,, = 3.6 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18", or less, wide opening trash rack using US Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE .074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.655" and I/." x 1.0" welded carbon steel frame. A M. It Ik I r . r_ V LN 1 Sid Well Sceen Trash Rack.doc 11 APPENDIX G DETENTION POND DESIGN Final Drainage and Erosion Control Report Harmony School Shops May 2003 Pond Name Proposed Detention Pond - Stage/Storage LOCATION: HARMONY SCHOOL SHOPS PROJECT NO: 39347.00 COMPUTATIONS BY: A. Kauffman SUBMITTED BY: JR ENGINEERING DATE: 5/14/2003 revised 09/25/03 es V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour WOCV- 100-yr WSEL - top of berm - Stage (ft) Surface Area (ft`) Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage (ac-ft) 4951.05 0 4952 11668 0.08 0.08 0.00 4952.9 41968 0.52 0.61 0.00 4953 42549 0.59 0.67 0.59 4954 58151 1.26 1.87 1.84 4955 66275 1.43 3.29 3.27 4956 75028 1.62 4.91 4.89 4956.62 80357 1.11 6.02 6.00 4957 83724 0.72 6.73 6.71 4958 91366 2.01 8.74 8.72 Required Water Quality Capture Volume: 0.59 ac-ft Required 100-Yr Detention Volume (SWMM): 5.41 ac-ft Total Required Volume: 6.00 ac-ft Volume Provided: 6.00 ac-ft 39347PON D-revised09-25-03 7 U 0 W II y IICD W U T 3 — 0 L H FS Al W v 0 Ln to N cWj InN4(4(n COco r o G U r 0)to 0 a > z .. OC +. W � T+ II II 1�1 II It ao ov c > c Y k1 U d� m(D d Q �m j FMQavi � O � v O W m r W y 0 0 W O n O N h ouu F H „ 66606oi o'ce) G d (TO O1 3r� oo� p p O M N N I v U N C O1 � Q6 L 0V O In (O 6 C6 6�NN(7 OW O v r nTn(D(� aorn NC'1 V acn X N W an W m Ln 0 IN o m to m 10 W L Y d 0 p X N D1 q cocav M In ..p E " o 0 w U � Ol � 0W W O m 0 n N r(O cD L V O(O OjONMM V oq o 'o r Ex 000a)NU)CD gT C p p W 0 OOOO 0 0 0 CM O N N V'Io V fOm m E� 00)Mr 4t 0 Mr 7 p O O In(O OR N CD M n OR o W 0000-Mv CID CO � v m ' 1n 0 0 00 O ONO O 00 m 0000 (000 NL W aavvvvvvvvv In NN IO (n Ma IO In In(O(O IO IO 10 f�c6 IO (n � J C Ill O a � � o T On O ~ m U O a) O c O m (D 1 260 100 1 13 400 800 3 101 10 81 113 106 g 9 14 12 112 105 5 8 11 111 80 108 104 4 103 3 2 102 LEGEND 602 SWMM BASIN ID 63 CONVEYANCE ELEMENT SWMM SCHEMATIC TIMBERLINE VILLAGE O NODE JOB NO. 39347.00 MAY 14, 2003 SHEET 1 OF 1 80 DETENTION POND J•R ENGINEERING A 5061 "of WNW= 262D East RaspBcl Road 9A 190• Fat CzbA Cd 8025 9*-0-9B89• Fmc 970-4%-M-wwwnrdvwum ' L� ' SWMM DATA 1 1 Project Name: TIMBERLINE VILLAGE Project Number: 39347.00 Calculations By: A. Kauffman Submitted By: JR Engineering Date: 5/14/2003 SWMM Basin ID Rational Method Basin Conveyed To Basin Width Basin Area Percent Impervious Basin Slope 100 off site 1 750 3.3 80 0.01 200 off site 1 160 0.94 60 0.006 400 off site 3 140 0.85 60 0.006 101 101 10 1914 3.34 80 0.009 102 102 2 830 1.43 67 0.013 103 103 3 2060 1.95 63 0.010 104 104 4 2609 0.78 88 0.011 105 105 5 1189 0.27 92 0.011 106 106,107 6 2510 1.35 74 0.005 108 108, 109, 110 8 11040 4.12 80 0.007 111 111 11 2319 0.80 64 0.005 112 112 12 1692 2.52 73 0.012 113 113,114 14 453 1.94 87 0.012 800 Det. Pond 80 170 2.98 10 0.006 I 1 1 1 1 1 1 1 Timberline Village JR Engineering 2 1 1 2 3 4 WATERSHED TIMBERLINE VILLAGE DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) MODIFIED JR 5/03 FILE: TV-100 60 0 0 5.0 1 1.0 1 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 * * Basin information * Information for basins 100 and 200 have not been altered from the original model. * Connections for basins 400 and 800 have been altered but basin data has not. * Other basins are a result of the Timberline Village Project (5/14/03). -2 .016 .250 0.1 0.3 0.51 0.50 0.0018 1 100 1 750 3.33 80 .01 1 200 1 160 0.94 60 .006 1 400 40 140 0.85 60 .006 1 101 10 1914 3.34 80 .009 1 102 2 830 1.43 67 .013 1 103 3 2060 1.95 63 .010 1 104 4 2609 0.78 88 .011 1 105 5 1189 0.27 92 .011 1 106 6 2510 1.35 74 .005 1 108 811040 4.12 80 .007 1 ill 11 2319 0.80 64 .005 1 112 12 1692 2.52 73 .012 1 113 14 453 1.94 87 .012 1 800 81 170 2.98 10 .006 * * ############################ END OF WATERSHED DATA ####################### * 0 0 * * The following SWMM lines are unchanged from the original model. 0 1 13 0 3 1. 0 13 40 0 1 6 60 0.0050 0.0 0.0 0.013 1.0 * * The following SWMM lines have new ID's but no other new information. 0 40 9 0 3 1. 0 81 9 0 3 1. 0 9 80 0 3 1. * The rest of the connections are altered to reflect development in * Timberline Village. Overbanks are provided in order to model the * idea of capturing the 10-year flows in storm sewer and cascading the * 100-year flows overland to the detention pond (ID 80). * 0 2 3 0 5 1.5 115. 0.006 0. 0. 0.013 1.5 0. 200. 0.015 50. 50. 0.016 1. 0 3 4 0 5 1.75 132. 0.002 0. 0. 0.013 1.75 0.2 10 0.052 210 .174 0.035 0.15 0 4 5 0 5 2.0 72. 0.002 0. 0. 0.013 1. SWMM input file X:\3930000.all\3934700\SWMM\TV-100-IN.doc Page 1 of 2 May 14, 2003 Timberline Village JR Engineering I 0.2 10 0.013 0. 50. 0.016 0.47 0 5 6 0 5 2.0 138. 0.003 0. 0. 0.013 2.0 0.2 115 0.013 0. 50. 0.016 0.56 0 6 9 0 5 2.5 72. 0.0036 0. 0. 0.013 2.5 10. 50. 0.020 15. 15. 0.035 0.76 0 10 6 0 5 1.5 313. 0.0051 0. 0. 0.013 1.5 0.2 480. 0.006 0. 50. 0.016 0.54 0 11 12 0 2 1.25 323.7 0.0093 0. 0. 0.013 1.25 0 12 14 0 5 1.5 132. 0.0038 0. 0. 0.013 1.5 0.2 170 0.0150 0. 50. 0.016 0.4 0 14 9 0 5 2.0 141. 0.0047 0. 0. 0.013 2.0 12. 30. 0.020 0. 0. 0.016 0.3 0 8 9 0 5 1.5 203. .0050 0. 0. 0.013 1.5 1. 360 0.015 0. 50. 0.016 0.7 * The next line is the regional detention pond revised with Timberline Village. 0 80 0 8 2 0.1 1. 0.0060 0 0 0.013 0.1 0.00 0 0.90 5.9 1.22 8.0 2.65 9.7 4.28 11.1 5.41 12.0 6.14 15.5 8.22 34.7 * ############################ END OF CONVEYANCE DATA ###################### * 1 80 1 80 ENDPROGRAM SWMM input file X:13930000.all\3934700\SWMM\TV-100-IN.doc Page 2 of 2 May 14, 2003 1 1 1 1 1 H Q 0 I 0 o F5i 0 � o o h m o rn � o eo o m � o o 7y 0 o Z o � o o Z o Ln � o h M O M_ O S�aJ7 N � N_ F] HJ FD O 0 M O LO O x Q W � U2 J [tx+� Nz O H x x x O o r-1 ►7 I 0sG N [-� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' � �oomo0owa0000ommmoomoo .--I C, fi C. 0 CD C> ri H H a H C> 0 C> O O O o 0 0 0 0 0 0 0 0 0 0 0 �+ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 in in in in in in Ln in in Ln ui In In in In E io in un in in Ln in m m in in in in in In in In r. . . ' ! o 0 0 0 0 0 0 o 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m r W M M M M M M M M M M M M M M M N iLL 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 WWW O O O O C. O O O Cl Cl Cl O O O O C9.-. c-. .--I .--I .--I r-. r. .--I .-. Ix o 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 an In vi In In Ln in in in in In In Ln in In ' ON1 -V N N N N N N N N N N N N N N N 01 (sa I kD� W W I W� W W W W kD W kO W O � H Cl CD O O O O O O O CD CD O C. C. O Ln ' N F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C. zgLo O O w 10 m M O .--1 .--I In (- In " (V w O v 'i O M .--I O O O r-I 11 .-1 .-i O O O H .--I O �y mmo �.000000000000000 W ^ N HO O Ln Ln a w w LWV N O0, lr0 ((((xr]]]] [[[WWWWWW���jjj 0 p£, W kO w OD l0 \O co m h OD 10 l, N rl l0 l0 H U l�s N O H M O Mzz FI O M m OD M O M •--I d� O N rl O R O O. aU2-�000000000�00000 O O O -�v O O o) Ol 0 0 o) N M O In w -Izp li M to O 00 ri Nv H 0) In r- H N N H Nr-I 5 O -i H c c N M d' to %D W .H .Ni -1 O a. M In O N M F+a O q ' N O N r- 0 2] H O r-1 ri O O oo ,��pp£y77I I N 0 0 N � 0 '1 Mm w W H N M O {R[�J� �F[�J� � I H N C� O O al14 .-i H H H H I-1 W CD '.m 000Ooo 0 o O o 0 00 0$ Ea a� F' 00000Ootntnot-O'DOkDo� tnoO F O O O O O If! O l� r i O 1� O to 1f [� L l Uf N U( cr ' Q O ri O O O fi 1-4 1-1 N N N 1-4 1-4 .� A H -i M t0 M to M %o M D m Ln m to m M to O 11 O O O H1-1 H m ri 1-4 1-1 H r1 m .-I H .--I H H O O O O CD 0 0 0 0 Uj O O O O O O O O O O O O O O O O O O O O O d- O o to O O N l71 `-I In to ' a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C. CD to � lIl N r-1 O O O O O O O O O k0 10 N -A M 'n N O W W .-I t!'7 .--I .--I H D m N w N dl m m M In to M of m m Q\ O O O O O O O O N O r-I 0 0 CCCC0 0 0 �UU--]]II FFWWWWWW++ O O O O O O O O O O O O O O O O O O O O F .-1 O .--I rl c-I lfl O N O N O 00 lfl N O M. O C. 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O O O O O O O O O O O O O O O N O d l( ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O r O O O O O O O O O O O O O O O O T ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N In N kO O N O N O O O m O O O O O 10 O N M -zzP to l0 C) O CD .-i N O M 0 0 0 N H O-4 `O-1 O O O O 'H-1 -1 H� 00 O M O fi Cl dl M O ko H N M 00 ' O O 0 C. 0 0 0 0 0 0 0 0 0 O O O O O O O O lfl O .-i Ncl O O I i O O O O O O O O O O O O O O O O a r� 0) r o 0 0 0 0 00 0 00 0 0 0 0 0 0 p O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H o" o o ' LL Oh N O O C. O O O O O O O O O O O O O In H in z � � w Q Ln to N H (W] w O CD O CD O CD O N O O O CD O O O F{ O In H H n o H UJ a o 0 0 0 0 0 0 <r O o O O o 0 0 0 H �ooOo00oio00oOooOo _ O CD of C)CD w w �G Oo00o00H0000000o Q [� O O N M d1 to O O O O H .-i N M m O W A rn rn O G H N M lzv m w w m O .-i N M -IV O O H O H 11 1-1 H 'Zit W co co G�Sy7 coCD co R H 5C of wy 0 v 0 0 0 CD O in m in cn m m m in cn in in m cn m cn � O N Ol W d� O Ol h (� O h O OCb O O rf O �O O l0 N .-q d' In N N dT m m n d' m N N N d� l0 l� W m O L� O ri 00* 1 i 01 CV 01 N A M C`- M O M O M d' CD y M P� IA O lfl O to O to O l71 O Lr) O In O lfl 7 p N N t o In O O O O O C. O O O O O r-I r-I rl ri Zn X O 8 U7 [!) W W cn N !n W V) VI W W W UI VI VI W 47 VI V] VI [� l0 r 1� N M M N i(1 W [� O W N 01 M. O O CM O V� O M 01 M A N W .-1 W rl r 9 !� C1 l0 01 Ill W 1f1 � VI 1O V u n W 6 O I(1 O to O N O N O N Olfl. o 111 O Ifl O Ill O 111 N N M M d' d' If1 Lf1 .-I .-1 N N M M d' �T If1 1f1 C 8p ti X 7 O O O .� fln 10 O1 N lf1 h O M 10 O1 N lfl h O M l� O M CO 01 .3 M LM -zv N M .-i M .--I N O ri O -1 Ol O 00 O1 W N h W l0 h l0 10 lf) 'O lfl II) 'T M <M M M N N N ri � O M O M O M O M O M O M O M O M O M O CC 0 M O M O v V M w Il) O In O In O Ln O lf7 O O lfI O lf) O ll1 O 111 O In P� M M V� d� lfl if1 . .-i .--I N N M M O O M M M M co M M M M M En 1 CID u � oo M LU 0 N G � ' a # # x O C. uio0oUr oinV;UiUr Ur Ur oLnLno T m-zv M*-;:p M -IT M-4 M-zr M dV M O O O O O O O O O O O O O N O en CN oo H Ln En omcgwm caWW ncn q o� o� 00 F O rl lfl %D 00 lr- lfl M d� O M H� ri O _ W O �'7 Fy�� O M H W U O co l- O M �O 00 01 00 z !- O l0 dv N d� O O M O N vJ CL M r-I rl N O) �N O 1-4 O M•� M to n n In n M nNri n C llC2 12 N M OC�Maa pp I;r 11 0 OO dv -Izr In T ' APPENDIX H I EXCERPTS FROM OTHER REPORTS 1 I Final Drainage and Erosion Control Report Harmony School Shops May 2003 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR HARMONY SCHOOL SHOPS FIRST FILING FORT COLLINS, COLORADO JANUARY I997 THE SEAR -BROWN GROUP Standards in Excellence ' IV. DRAINAGE FACILITY DESIGN ' A. General Concept ' Harmony School Shops First Filing is intended to develop in accordance with the general concept described in the Preliminary Drainage and Erosion Control Study for the Harmony School Shops P.U.D., by RBD Inc., October, 1995. Ultimately ' the majority of the runoff from this site will be detained in the regional detention pond located on the northeast corner of the Harmony School Shops P.U.D. site. ' For the purpose of obtaining approvals on the First Filing, without incumbering the developer with unnecessary off -site improvements, the basic drainage concept is to provide a temporary retention pond/sediment trap to contain developed flows from ' sub -basins 1-3. The temporary retention pond will be contained in a temporary drainage easement and is sized to store the volume of two 100-yr storm events. Final design of the regional pond will be deferred to future final filings of the Harmony School Shops, P.U.D. as the need for utilizing the space arise. ' B. Specific Details Sub -basin 1 is located on the south side of the Old Harmony School and the new addition to the school. This basin is mostly playground and landscaped area. It drains from west to east in small swale which outfalls into the southwest comer of the parking lot on the east side of the old school. This parking lot and the remaining landscaped area adjacent and to the south are contained in sub -basin 3. Flows from sub -basin 1 will be conveyed through sub -basin 3 to the temporary retention pond either as sheet flow across the pavement or gutter flow. Sub -basin ' 3 also contains a small offsite area to the east and the temporary retention pond just north of the access road. ' Sub -basin 2 contains the balance of the playground and the landscaped area on the west and north side of the site. It also captures all the roof area runoff from both structures. Flow is conveyed by a grassy swale originating at the southwest corner of the site then turning east at the northwest corner of the new addition. Sub -basin 4 contains Harmony Road and a small amount of landscaped area ' fronting the road. Flow quantity and pattern from this basin will remain unchanged. Storm waters are conveyed by curb and gutter to the east and outfall onto the Harmony School Shops site where the curb and gutter ends just east of ' the subject site. Runoff from this basin will be addressed and accommodated into the overall site drainage plan when the south access road for Harmony School Shops site is constructed. ' 3 1 I Report. r�jd( Dat.7-/Z , FINAL. DRAINAGE AND EROSION CONTROL STUDY FOR HARMONY SCHOOL SHOPS P.U.D. SECOND FILING FORT COLLINS, COLORADO DUNE, 1998 THE SEAR -BROWN GROUP Standards in Excellence ' Control Plan in the back of this report. DRAINAGE DESIGN CRITERIA ' A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being -used for the subject site. ' B. Development Criteria Reference and Constraints The Fox Meadows Master Drainage Plan, Timberline Farm P.U.D. and Sunstone tVillage 7th and 8th Subdivision P.U.D. Preliminary and Final Storm Drainage Reports are the governing drainage criteria for Harmony School Shops P.U.D. site development. ' C. Hydrological Criteria ' The Rational Method for determining surface runoff is used for the project site. The 2-year, 10-year, and 100-year storm event criteria, obtained from the City of Fort Collins, is used to determine the design rainfall and resulting runoff values. The detention pond was sized using the Storm Water Management Model (SVRAK. These calculations are included in the Appendix of this report. ' D. Hydraulic Criteria ' All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. ' E. Variance from Criteria ' We are requesting a variance from the erosion control performance standards. During construction, the calculated effectiveness value is 1.6% lower then the performance standard, however, a sediment trap with a gravel filter at the outlet ' pipe of the detention pond is proposed in order to compensate for this lower value for the whole site. 'IV. DRAINAGE FACILITY DESIGN ' A. General Concept 2 Harmony School Shops Second Filing is intended to develop in accordance with the general concept described in the Preliminary Drainage and Erosion Control ' Study for the Harmony School Shops P.U.D., by RBD Inc., October, 1995. The majority of the runoff from this site will be detained in the regional detention pond located on the north side of the Harmony School Shops Second Filing site. This pond is being sized with this filing to provide detention for the entire Harmony School Shops site, the Timberline Farms Comerstore P.U.D. (Diamond Shamrock), and portions of the Sunstone Village P.U.D. Calculations to size this detention pond utilize the SWMModel. r' B. Specific Details II Sub -basin 1 is located south of the actual platted Second Filing. This area includes two future pad sites, the proposed landscaped area along Harmony Road and the north half of Harmony Road for approximately 490 feet. Runoff from this area will be released to the Lot 1 east parking area and then conveyed to the detention pond in a pipe. Sub -basin 2 contains a portion of the building roof area, the access road along the ' south boundary of the site and the parking area on the south and southeast sides of the building. Flow is collected in a curb inlet (Inlet 20), combined with the flow ' from sub -basin 1 and conveyed to the detention area in a pipe. Sub -basin 3 contains a portion of the building roof area and the parking on the ' northeast side of the building. This runoff flows to a curb inlet (Inlet 30) in the northeast comer of the parking lot and is discharged into the detention area. Sub -basin 4 includes the west portion of the building and the truck loading dock ' area. Flows from this sub -basin are collected in an area inlet (Inlet 40) and conveyed to the detention area in a pipe. Sub -basin 5 contains the remaining building area and the remaining parking area. Runoff from this area flows to a curb inlet (Inlet 50), combined with flows from sub -basin 4 and conveyed north to the detention area. The off site basin 0-1 contains a small area along the east property line. Runoff ' from this area cannot flow into the parking lot because of the requirement of a six- foot screen. wall along the. east side of the parking lot. This area will drain to the east and through the Harmony Road Mobile Home Park. The 100-year runoff ' from basin 0-1 is 0.3 cfs, which will have very minor effects on the downstream conveyances. ' Basin 0-2 includes the detention area that serves all of Harmony School Shops, Timberline Farms Comerstore, and portions of Sunstone Village Seventh Filing. L J ' CLIENT JOBytlN�,O.-P1Z007 T3D,NC. PROJECT CALCULATIONS FOR.�N"� EOgiOee71Og Consultants MADE BY _]&O&ATE CHECKED BY --DATE SHEET _L OF L A division of 75t Ss -Brown Group ,SGJl•G(NL-SGM�-rulYiJ�. OCD�gI �lTl� SIN / �3 Co^�V16`/kJCE ��TeYJ r iO •J ��� W0 a OWN J -- 0 IN, q. IF 14 Ik NO Ilk ♦ 4 2 giop a I 41ft; Aff r L . It IVA,. 1 .7 c `ANCHOR A 0 0 ANCHOR ANCHOR B-2 B-1 -U 3 ETAJ 0 0 &= cl 0 D -'Ea 0 • 150, c� 962- 7 Tt 4W 4 �K3 DRADO H"ONY-ROAD (COLORADO N Alf NO. 68) aa THE SEAR -BROWN GROUP Project: - :21J4 'A.. -I rx". Project No. -(u� By: Tr'.A(J Checked: Date: lLnk Sheet of )13VCPT = S)• 00 L✓(o 7 i4 L- 71'US mAx U.S Cuv _ 5(,, b9 f4 prk dls x„ A r,t_O ':JOLT. ;ix d_m )5.)y nch�s A ° 1.2.s �+ C = 0. (ID Y 1CCu�rt S - GK a": ti�(t c_ )AT/C0 lti= 4.0 2 'ri V )Z, O CF-S — paow-Kew i rul y�c e cr v RBD, Inc., Engineering Consultants Harmony School Shops - Second Filing Detention Pond Rating Curve Elev (ft) Area - (U) Area (ac)� 4951.0 0 0.00 4952.0 0 0.00 4952.7 0 0.00 4953.0 21,400 0.49 4954.0 38,640 0.89 4955.0 52,110 1.20 4956.0 66,470 1.53 4957.0 74,580 1.71 4958.0 83,530 1.92 Orifice Equation: Qo = C Ac (2gH)^0.5 765-001 Cumulative Outflow Storage (ac-ft) Storage (ac-ft) (Cfs) 'd __ --0.00 -- ---- -- OF 19= 2-,(O7 FT !tJ 7}- D/S 0.00 0-, \ PC �' �) TH c S7u Ft E A ' ul n`re 0.00 0.00 0.00 0.00 0.00 0.00 J 0.05 0.05 3.46 _.e 0.67 0.73 6.94 1.03 1.75 9.19 1.34 3)0 10.98 1.60 4.70 12.52 Wa,Et - r_Pr\cE 1.80 6.50 13.90 V=1/3d(A+B+(AB)n.5) -�i 7Hc o )� cc E, tf; cF ),Zr, �Ci 2- 15 Orifice Area = 1.25 ft^2 - QCPuK Gr `i IL 70 NFcE /� C = 0.6 1 G-S Area -Capacity Curve rr�•'7`�'''�i''F VS, CuTFLC...` Fq�, ')a TH E rc ,a, , rti (a-rarv� 4961 4952 4953 4954 4955 4956 4957 4958 5149e (11 M) Y 03-Jun-98 ' SWMM input file 226067S4.DAT: .13 r. 1 1 2 4 1 ED 0 RMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION O- EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 I 60 0 0 5.0 1 1.0 5 1 I .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 .20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 24 0.12 0.12 0.00 -2 016 .250 0.1 0.3 0.51 0.5 .0018 100 1 750 3.33 80 .01 1 200 1 160 0.94 60 .006 1 300 33 610 0.42 90 .006 00 3 140 0.85 60 .006 00 5 740 1.19 90 .015 600 6 1210 11.1 85 .006 1 700 7 1420 6.50 82 .006 r0 8 170 2.98 10 .006 0 n 1 13 0 3 1. 13 3 0 1 6 60 0.005 0 0 0.013 1.0 3 9 0 3 1_ 0 33 3 0 1 0 610 0.006 50 0 0.016 0.5 0 5 56 0 1 0 740 0.012 0 50 0.016 0.5 56 6 0 1 0 920 0.006 50 0 0.016 1.5 -'6 9 03 1. 7 9 0 3 1. 0 8 9 0 3 1. 9 80 0 3 1_ 0 7 2 0.1 1. 0.006 0.013 0.1 too 0 0.05 3.46 0.73 6.94 1.75 9.19 10.98 4.70 12.52 6.50 13.90 Y i� June 3, 1998 SWAM output file 226067S4.OUT: �t ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF t EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) I' UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) June 3, 1998 HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS C, MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ISHED PROGRAM CALLED "• ENTRY MADE TO RUNOFF MODEL *•• 11Y SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 ■ k F TIME STEPS 60 TION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH J25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES INGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .00 SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067SI 1 5 GUTTER WIDTH AREA OR MANHOLE PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 00 1 750.0 3.3 80.0 .0100 .016 .250 .100 1 160.0 .9 60.0 .0060 .016 .250 .100 .300 .300 33 610.0 .4 90.0 .0060 016 .250 .100 .300 3 140.0 .8 60.0 .0060 .016 .250 .100 .300 i00 5 740.0 1.2 90.0 .0150 .016 .250 .100 .300 �0^ 6 1210.0 11.1 85.0 .0060 .016 .250 .100 .300 ( 7 1420.0 6.5 82.0 .0060 .016 .250 .100 J 8 170.0 3.0 10.0 .0060 .016 .250 .100 .300 .300 iTAL NUMBER OF SUBCATCHMENTS, 8 ITAL TRIBUTARY AREA (ACRES), 27.31 RMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION 0-vf EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 • CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ••' T_LD AREA (ACRES) 27.310 1.56 .24 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 14TAL RAINFALL (INCHES) 2.890 -% AL INFILTRATION (INCHES) .222 �F AL WATERSHED OUTFLOW (INCHES) 2.490 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .178 ItOR 1N CONTINUITY, PERCENTAGE OF RAINFALL .001 MONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION -YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 WIDTH INVERT SIDE SLOPES TER GUTTER MOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT NUMBER CONNECTION (FT) (FT) (FT/FT) L R '1 13 0 3 .0 1. 3 3 0 1 CHANNEL 6.0 60. 3 9 0 3 .0 1. 33 3 0 1 CHANNEL .0 610. 5 56 0 1 CHANNEL .0 740. 6 1 6 0 1 CHANNEL .0 920. 6 9 0 3 .0 1. 7 9 0 3 .0 1. 9 0 3 .0 1. ' 80 0 3 .0 1. 0 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 3.5 .7 6.9 6.5 13.9 L NUMBER OF GUTTERS/PIPES, 11 OVERBANK/SURCHARGE MANNING DEPTH JK N (FT) .0010 .0 .0 .001 10.00 .0050 .0 .0 .013 1.00 .0010 .0 .0 .001 10.00 .0060 50.0 .0 .016 .50 .0120 .0 50.0 .016 .50 .0060 50.0 .0 .016 1.50 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 10.00 .0010 .0 .0 .001 10.00 .0060 .0 .0 .013 .10 1.8 9.2 3.1 11.0 4.7 12.5 ONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 r&GEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 100 200 0 0 0 0 0 0 0 0 4.3 3 13 33 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 5.5 5 0 0 0 0 0 0 0 0 0 0 500 0 0 0 0 0 0 0 0 0 1.2 6 56 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 12.3 7 8 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 700 800 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 3.0 9 3 6 7 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.3 13 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3 33 0 0 0 0 0 0 0 0 0 0, 300 0 0 0 0 0 0 0 0 0 .4 56 5 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 1.2 80 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.3 OGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS 80 IALY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1 I' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. ' (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER OKE(MR/Nlk) 80 0 5. .O7 .00(S) 0 10. .02 .00(S) 0 15. 2.36 .03(S) 0 20. 3.94 14(S) 0 25. 5.07 36(S) 30. 7.16 .83(S) 35. 9.23 1.78(S) ' 40. 10.51 2.74(S) 45. 11.14 3.26(S) 50. 11.46 3.59(S) 55. 11.68 3.82(S) 1 0. 11.83 ' 3.98(S) 5. 11.92 4.07(S) 1 10. 11.97 4.13(S) 15. 12.00 4.15(S) 20. 12.01 4.16(S) 25. 12.00 4.15(S) 30. 11.98 4.13(S) ' 35. 11.96 4.11(S) 40. 11.93 4.08(S) 1 45. 11.90 4.04(S) 50. 11.86 4.01(S) 1 55. 11.82 3.97(S) 0. 11.78 3.92(S) 2 5. 11.73 r 3.87(S) 10. 11. 3.81(S) 15. 11.61 3.75(S) 7 20. 11.55 3.69(S) 25. 11.49 3.62(S) 2 30. 11.42 3.55(S) : 5. 11.36 3.48(S) 2 40. 11.29 3.41(S) 5. 11.22 3.34(S) 2 0. 11.15 3.27(S) 15. 11.09 3.20(S) 3 0. 11.02 3.13(S) 3 5• 10.94 3.06(S) 3 0• 10.84 2.99(S) 11 15. 10.75 2.92(S) 20. 10.66 2.85(S) 25. 10.57 2.78(S) 3 30. 10.47 2.71(S) 35. 10.38 2.65(S) 3 40. 10.29 2.58(S) 45. 10.20 2.51(S) 50. 10.11 2.44(S) 55. 10.03 2.38(S) 0. 9.94 2.31(S) 5. 9.85 224(S) 10. 9.76 2.18(S) 4 15. 9.68 2.11(S) ' 20. 9.59 2.05(S) 4 25. 9.51 0 1.99(s) 30. 9.43 1.92(S) 35. 9.34 1.86(s) 40. 9.26 1.80(S) 45. 9.16 ,.74(S) 4 50. 9.03 1.67(S) 55. 8.90 1.61(S) 15 0. 8.77 5]t.ss(s) OLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL S.. LITY PROBLEMS THAT LEAD TO HYDRAULIC ISCILLLATIONS DURING THE SIMULATION. Ili Bo VRMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 22606751 KFLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ••* ENT KFLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ••* (CFS) 1 36.3 ' 3 44.3 5 9.0 6 89.2 7 56.3 8 4.5 9 194.3 13 35.7 33 2.9 ■56 6.8 80 12.0 ARAM i STAGE ARAM i STAGE STORAGE TIME (FT) (AC -FT) (HR/MIN) (DIRECT FLOW) 0 35. (DIRECT FLOW) 0 35. .3 0 35. (DIRECT FLOW) 0 35. (DIRECT FLOW) 0 35. (DIRECT FLOW) 0 35. (DIRECT FLOW) 0 35. .9 0 35. .3 0 35. .4 0 40. .1 4.2 1 20. C�) j17E PROGRAM CALLED C,FS Z_1 Fin Report VL 6 FINAL DRAINAGE AND EROSION CONTROL STUDY Harmony School Shops Third Filing Timberline Road at Milestone Drive Fort Collins, Colorado 10 10 Final Drainage and Erosion Control Study July 31, 2001 3.0 DRAINAGE DESIGN CRITERIA 3.1 Regulations Harmony School Shops Third Filing The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. 3.2 Development Criteria Reference and Constraints The Fox Meadows Master Drainage Plan, Timberline Farm P.U.D. and Sunstone Village 7"' and 8'�' Subdivision P.U.D. Preliminary and Final Storm Drainage Reports are the governing drainage criteria for Harmony School Shops Third Filing site development. 3.3 Hydrologic Criteria The Rational Method for determining surface runoff is used for the project site. The 10- year and 100-year storm event criteria, obtained from the City of Fort Collins, is used to determine the design rainfall and resulting runoff values. An allowable release rate through the existing box culvert under Milestone Drive of 15.10 c.f.s. was provided by the City of Fort Collins Stormwater Utility. The water quality control volume provided in existing Detention Pond #1 was determined using methods presented in the Urban Storm Drainage Criteria Manual. These calculations are included in the Appendix of this report. 3.4 Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria and are also included in the Appendix. 3.5 Variance from Criteria No variances are being sought for the subject site. 4.0 DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the increased runoff from the subject site will be routed to the existing Detention Pond Number 1 located at the north end of the overall Harmony School Shops development. Since the allowable site runoff of 15.10 c.f.s. is being met, the existing detention pond will be enlarged only to meet the water quality requirements determined in this report in order to support the existing conditions and new construction on the subject site. The detention pond will have to be resized to support Farnsworth Group Page 2 Final Drainage and Harmony School Shops Third Filing Erosion Control Study July 31, 2001 P' any future construction on the southern tract of the Harmony School Shops overall 33 development. 4.2 Specific Details ' Sub -basin 1 contains the majority of the subject site. This area includes three future pad sites, the proposed parking lot and driveway, and the proposed landscape area ' along the north side of the subject site. Runoff from this area will be released to the proposed concrete trickle pan along the north and east side of the site and then conveyed to Detention Pond Number 1 through a new storm sewer system and the r' existing box culvert which runs under Milestone Drive. Sub -basin 2 contains a portion of a proposed building roof area, a portion of the proposed driveway entrance, the proposed landscape area along the site's Milestone Drive frontage, half of the existing Milestone Drive, and a portion of residential area along the southwest side of Winterstone Drive. Flow is collected in the existing street I , gutter and runs to an existing inlet on the north side of Milestone Drive where it enters the existing box culvert and is combined with the runoff from sub -basin 1 and runs to Detention Pond Number 1. Sub -basin 3 contains the southern half of Milestone Drive and a portion of the residential area on the southwest side of Stoney Creek Drive. This runoff is also collected in the existing street gutter where it runs to an existing inlet on the south side ' of Milestone Drive, enters the existing box culvert, and is combined with the flows from both sub -basin 1 and sub -basin 2 before entering Detention Pond Number 1. Sub -basin 4 includes the existing developments along Timberline Road, the large ' vacant area that make up the remainder of the overall Harmony School Shops development, and existing Detention Pond Number 1. In addition, flow from the north half of Harmony Road also routes through this sub -basin. Runoff flows along the north ' street gutter of Harmony Road and enters the vacant area where it flows overland north to Detention Pond Number 1. ' Detention Pond Number 1 will continue to release to the north through a 24" pipe at the predetermined rate of 18.80 cfs per the City of Fort Collins Stormwater Utility. It was assumed that Detention Pond #1 has the required volume for storm water quantity as ' long as the predetermined allowable release rate of 15.10 c.f.s. from the proposed site is met. A new outlet structure will be provided upstream of the existing 24" outlet pipe to meet the water quality requirements of a 40-hour extended detention basin. In addition, Detention Pond Number 1 will be resized to accommodate the increased ' volume needed for the water quality control volume. The existing concrete trickle pan within the detention pond and the existing 24" outlet pipe will remain without any adjustments. Detention Pond Number 1 will have to be reevaluated if and when any ' further development tributary to it occurs. Detention Pond Number 1 releases to the north to Detention Pond Number 2 (as identified in Timberline Farms P.U.D. Master Drainage Plan). The downstream detention pond dynamics, backwater timing, and the ' Farnsworth Group Page 3 Final Drainage and Harmony School Shops Third Filing Erosion Control Study ' July 31, 2001 hydrologic peaks associated with this pond are unknown at this time. It was assumed that the existing storm sewer system is adequate to convey the detention pond discharge to Detention Pond 2 as long as the predetermined allowable release rate is ' met. 1 Sub -basin 5 encompasses the small remaining proposed landscape area along the west side of the subject site. Runoff from this sub -basin discharges into the east flow ' line of Timberline Road. Sub -basin 6 contains the residential area on the northeast side of Winterstone Drive I' and Stoney Creek Drive. This runoff is collected in the existing street gutter where it runs to an existing inlet on the northeast side of Winterstone Drive. The runoff flows through an existing storm sewer line directly into Detention Pond Number 1. I' 5.0 STORM WATER QUALITY 5.1 General Concept The State of Colorado requires Stormwater Management Plans as a part of their permitting process. Therefore this design includes various Best Management ' Practices for the treatment of storm water runoff which will be implemented during the construction phase of this project. ' 5.2 Specific Details The Best Management Practices (BMP's) for this site include the resizing of the ' existing detention pond to handle the required water quality control volume, installation of a new outlet structure to provide a 40-hour extended detention basin, installation of a temporary sediment trap during construction, and the use of hay or straw dry mulch over exposed areas to impede erosion during the construction process. The existing Detention Pond Number 1 will provide an offsite water quality outlet control structure which will be maintained by the overall developer: ' Western VII Investment, LLC c/o Western Property Advisors, Inc. 3555 Stanford Road, Suite 201 ' Fort Collins, CO 80525 All construction activities must comply with the State of Colorado permitting process for ' Storm Water Discharges associated with Construction Activity. A Colorado Department of Health NPDES permit will be required before any construction grading can begin. ' 6.0 EROSION CONTROL 6.1 General Concept ' Farnsworth Group Page 4 II I I \ 1 kf VEEN �a ! I I I �I� I 1 "III I 96T I � I ]]il6 d I' I � III 1 � I I'l�l� 11 II Il ,1� '1 iJi m — •-F---rdw �/ / wa e'aa• oP 111E i II MILESTONE DRIVE ___ ___ _ CAPWA I i V'r g mA�acsme A1w �� A I \l I RECEPTION N07 a0070BO JI \ I \ FF=4961.50 \ w; fill FF F\\ I \\ �=4965.00 a e 6 � I I MMCN 7/OY � [l 1 _G \�� F. / AV oIN Nc J ✓ / .6 ^�r u x,eo-xezcv� C� I/I� 71� Cyd HABNONY SCHOOL SHOPS I I� �l �IV FIRST TILING_— l I;00 96� 4968 ® ® i E HONE 1e Ef41m n1050-- 97 4 s 2v DP •1 I rJ _c= _4966 .15 J6 HARMONY ROAD 1------------------ __ ---�� ii WATER WAOTY �C44 �WWZ REWIRED (AC Deldir "a mbOaq BRBLNN1n Ar.a Iwl c0% c0m WOO Nnen) W010) I IRI a1111fi9L IAHq 00"Ifixod (CAN) 101 334 MOO I w 7.5 5 u 114 33.2 2 102 143 Is 005 69 50 4.3 121 3 103 1.95 a 63 079 131 115 42 19,2 n 1W 079 On I w 50 32 y7 5 105 027 0.." 1 w 50 50 1.2 Xs 6 1 05 7 79 65 37 319 7 107 0.19 GS7 a7l 50 50 05 E0.B e 1M 315 OJB 0.95 13,9 130 7 9 me B 1 IDS O677 50 50 9 19.5 10 I10 O OHO - 1N 1p 50 50 13 197 0.99 0. On 1206 26 L0 s5 12 112 252 0. 3 O92 .6 Sd 7,B 221 13 111] IPA 0.B9 N 1p 50 ].2 310 14 11 Im 1 SO 50 1 03 1 Oe NOTES 1 UNESCO CON1N0. LEOJ9 CAN OF FOUND CO THE COVER SHEET t ER09C11 CROW% NOTES GW NO F01110 COY GENERAL NOTE SHEET 2 6a 52KJ3 ZV�KW— 0Z S dim<�'WSW< �w OpZZaYf J4<< <006 m 'a II < z \ O s a z a vIRPIAm UNUM THE N !CT aPUMIS N V a a 6 W 2 > w a En z 0 0 (' Z J 0 w J 0 Z 0 J 0 Z OL J City of Fort Collins, Colorado UTILITY PLAN APPROVAL U w Q 0 to w 1— D: an, En~ wte } 0 Z Z BY: Z U 10 a "ta t. tnq MOO 0 Q BY: S wts utifty Oeb Q 0 BY: vsN. N R.vw1m on. BY: TerEEnBr.ew mte SHEET 13 OF 27 Br: JOB Na. 39347.00 I mw ww a pi EN 55=5% Pz€ w- q �g0 �ErywY arc -V-� FwM1Rw0E>w� - -O -�MAY Jw J�<6<¢O[Vrt a a a g 2' NMGiEIE TPoOOE PNi wAllit/ �40 20 0 40 w / sEBuc QUALITYQUALITY DEIML SHEET of 4956 DETNL E (SEE EET 26) SCALE: 1' = 40' O o 9 z > e kp 49 ,`36� ED 49m a 02 of 0_ v 4957 2• CONCRETE PAN 1RICON PAN m A95 sane THE FF=4960.50 L 60M IefRM Li 8 T �----- -\-- 30 .90 / — nAa'KIC - -INN -- - --- W N I La LLI�� g 0El j a k 113 g 9 n I y 1�6'TWRe �iN ET�n ! F / EE=4961.00 THE to 1HE to 109 / CRATED aEET TED I .67 .87 I ,. ni v ,r DP I - -- - - 1 i 13 — — — 114 ¢06 SWALE CROSS SECTION A -A DHYUF " I F a \ 0 - 4.5 CIS TYPE 16 mm I I / D - 0.92 MET EaEF J ,o I Qf'---------ag6j g / — / 108 Y 12 c ~ 3.15 76 / 1 FF=4960.33 - - - SPILLWAY CROSS SECTION B-B l _ _ SIMH-3 0 147 MET TCe OF LEAN VZ \ MV-49W C0 WS i i CdIB91A 1 O � T EPLLL ELEVI.1NMh4056.68 _ W 2 a \ n z a a / / o fee m PRP.1R0 IIIYfIt 11E pSC! MP,O'.l1 6 NOTES / I EP0 ON CONTROL IFf£M CAN BE RWRD M ME COVER SHEET a Q w N 11 ^ 2. EROSM CONTROC NOMS CAN RE FOUND GN GENERAL ROM SHUT 2 i o / L .52 j ( cn w FF=j963.00 1 FF=4300 -� FF=4960.75 b I O O / x w I i ry ¢ -i o z 9� 0 z 9e l`,vN GEN I O Z W a ' 14 City of Fort Collins, Colorado = Z -1 _ — _ — _- A UTILITY PLAN APPROVAL N Q 0 _ 9E 1a y W GRAB b APPROKO: cNy E,.gN.e„ MT, i9 Z nxEr z Q O CHECKED BY: O Z C -.... ., - - — - WaHr a Wan..ul„ U111Y Me — __ achcGTEA `=a ,.-166CH __ _____ 111 -- 14 - _____ _ --__�- CHECKED er. a H m1 mT Q sac Fokf - E xmcn E -4966- - > -,,- HARMONY ROAD 962....._ .80 .64 A � CHECKED BY: / ' -•_ , 96? _ Pod, A R, ,,Um Date t� _ __ CHECKED BY.— Troffm _ n9N SHEET 14 OF 27 —---r----- _ - _- —_ __ --_ _ _ _ - _ _ -. _ _ ---. _ - - =- cnECKED BY: d08 x0. 39347.00 — `COXBTXYCTOX SEQUENCE rt �•� ev�N•«N•��ebubmnN4N4NP� m� . r N.b, RN•Ne Pines Err^ ae i� ,..troy (At /3-Me) Ner. led We sv.er PLAN VIEW IT \" •3 RN SIW `[we Ion SECTION A -A Q '.w4 Troy ^• "low, etot��7"�we CURB INLET FILTER we or, for ATVie. To GRAVEL - ICITY OF FORT COLLINS. COLO �w4i arc .,no..e non eyesmterays ^Foxe STORM WATER ViILI TTTy ,• EereMLm,�Lrc�eLer,r` 0 rv^1WrJTT0N ENTRANCE { .woe Not Md Tn.a t/ fw Miami Two Y N PI �Msr.Nde 4Y4• Tr�N SECTION NEW I'e"nxs'riter iw'r so, eTr OLT FDIC! z eon e.i .��� n Hwe hot 19 Wey solid m e- r.w key CITY OF FORT COLLINS, 0 ORADO own M Mott R Ted ••s'"nt Ns SiORMWATER UTILCITY beaneq^ e�-vq 1,a PAM D-28 .f ill �spill SF `— oil DO STEEL PERFORATED RI56 WEE STAINLESS STEEL FLOW CONTROL SUPPORT BARS - 3/4'O.C� BARS-53 -... rr-- ~ PLATH N0, 93LE 44 STEEL (U.S. RLTER• M 18'—) EQUAL) M1RE5 6.J ZFIbaraT uln.we sweetie To towse STASH RACK ATTACHEDBY INIERMITIEHT WELDNG ALL MWW CRORAR EPEIflLS OLT FirR I VALUE se (NET OPEN AREA)/ Tr I (QROA ROCI( AREA) - 0.60 CQ PLANit sr Lrj L- SECYm x-x END NE.W END SECTION FOR REINFORCED CMCREM CRCULAR PIPE CMCRETE .PINT FASTENER L PLAN L� F'or.mw.as PUN riA SECTOx f-f ExD EW I ... SECTION f-f END NEW END SECTION FOR REINFORCED CONCRETE ELLIPTICAL PIPE END SECTION FOR REWMF D GENERAL NOTES CONCRETE MEN PIPE CONCRETE END SECTIONS m saw:.o wr sera e.v. CITY BE FORCT COLIUMS. COLMADO WFm HmQ TO WAR, WLB xIXGE TO SECTION E-B - PLAN NEW mOU I OROULAR OPENINGS ONLY LIMITS FOR THIS STANDARDIZED DESIGN: 1, ALL CUTLET PLATE OPENINGS ARE CIRCULAR. ON:R'LOW TRASH RACKS: 2. DIAMETER OF OPENING - 1 3/8 INCHES. forT rslm H[�ImNB �E 1. ALL WASN RACKS A1ALL BE MWxIED USING STAINLESS 'US. FILTER. STPgUL m MINNESOTq, USA T J CENTERS.xFJnm mS STEEL HARDWARE AND PRO IDED WITH HINGED AND Ltt%ANE 1 o/e• a ZG BARS SPA® OR 9ttTABLE ACCESS PANELS 4Y maExS. 3. STEEL RACKS SHALL RA STASHES$ STEEL, DIP GALV IZ AND M STEEL WASH RACKS ARNM A HOT DIP GALVANIZED AND MAY BE XDL POYGip PENNED AFTER GALVAXIIIHC. N.T.S. s' PLAN MEVI-OVTRRENf MAW N.T.S I'..CR e CON I AN DRUL Ale xd Ill' Wgvy^ Wes,♦ g• Mn. steel male 1R'^l rthwa - 1/4' LM We - ROW CONTROL PLATE DETAIL Removable and Lockable Wafer Surfa 1W Overflow Grate -YR ce Elay. - 4958.82 MOLV Water Surface se 4952.90 Fla Cantrd Plata i5.e aHRY) bed 1.8 it. Trash Rock (See adds) -4951.05 WI S Mm 2 shmst sIM Buts s: HmI , Flw:'G-a AI ERE Nx WBF Ns m1m1 swmH saMl U MNG SLOT gENa[x -OINDUS FILTER) 34 TRASH RACK DETAIL rSM. PEWMAM call I R so . All eR / ROW OYNTRW FATE MEW rn!Ar� Finished Oade i(DRJFLOWN,JsLz'aro1 14 e 4' IW-YR Covet orificeNote Diameter - 14.35 klchee RACK ATTACNFP TERMITTENT — — I MELDING ALL AROUND 24' HERE Outat Pipe PLAN NEW N xOCP AndAq PWE atlNc _ REOTANrAE OPE111Nfi8 ONLY LIMITS FOR THIS STANDARDIZED DESIGN 1. ALL Off FATE OPENINGS ARE CIRCULAR 2. DIAMETER OF OPENING - 1 3/8 INCHES. 'LL5. FILTER, ST.PAUL, MINNESOTA, USA SHALL READ'WMNNG-UNAUTNMIM MWRF MM IS A CODE NaATM- SFIALL BE POSTED M A SIM Keith MINIMUM AREA M 0.75 SQUARE FEET M M NEAR WR£T DROP BOX DETENTION POND - 195105 POND IW. A =' OURIT PIPE INV.- WON eEV. (m - WO POND 1 4951,05 4951.00 4952.20 BRING 1.8 WO PATE EIOIE SIZE O we 1 3 Ma FATE N0. OF RMS we 5 WO PATE. NO.9EA111 - ----A YID REWIRED G (ARI - 0.59 MV tO1lAE PWpM ED IAc-M - ON SECTION D-D O VANGWALL N. TS. WOCV Trash Racks: I Wdl-xreen troN r sm all all be Hamilton; steel and Thal be oth,heal by innn leiltanl .ales dung the edge o1 the mounting Immo. $. Bar Tate trash rocks NNI be aluminum and Nall be Not using stoinlns steel hardware. 3. Trash Rack widths are for specified bash rack maleridnw well-scrw or mesh e:z than specified is Acceptable, however, trash rack dimensions need to bfaire adjusted fair mossids having a different men area/gross area ratio (R value) 4. Structural uraldowdesign off tr CrUdk Mall be based an Poll hybM[atic head sIm zero lose PAMMEIII xr Dist . I/2- 26 TRICKI£ PAN CROSS SECTION NOT i0 SCALE >I> 150I10 ME.Y M v0.'r MIG\EMI V V N Q�� In 0 = V) N a J Tj• ra xo w swxr ra w wamra O = J WO City Of FDA Collins. Colorado UTILITY PLAN APPROVAL L) [1:UJ gPPROKD: � Z City Fngklsw bete CHECKED BY: O � Wet. N "tooter UGLY Date 7 0 Of CHECKED BY. SlamMv utiitY Oele CHECKED BY: Pots is Rw< Data CHECKED BY: TmMa Engnsw DAe SHEET 26 OF 27 CHECKED BY: me JOB No, 39347.00 OS. nr[ ALL YYLR NLLT3, x - 5 II!]R, x 5 3' pAo'p. 9. 1}M:Ix 6'11 p 1Eeb..flCM pR09 LLMLA is r r-u x-z r ••-tv r-]r vz r-zr-zr-ar ,!d - !T ] uY• i •'-aY f r-xY • '-xY • - 3 r-Y rd :n z!-x I•'-xr '° r-.• r-.- r-e• r-A• is rY• 3'd ] e *-I - r-re0-11 ass ALE omataMEN b."::, la w.,, ,..w pw. KwI TARIF TWO , RARC ANn OIIANTITIFS VARIARIF WITH -H" [7 No 44 at a a 14 -e—T-j Ift &7 as In is tion Be TO an K. T TYPICAL MANHOLE COVER in 4xmNM3: IIYI'11(/, \l1�IM'�L �w Ross Wis. a°a p1.AL\s: 101111. wexmm n a°Y�°iAa wiRg�� I Tr MANHOLE RING ST6L r[Nxxa DO NETTYPICAL "Dool s]W1.*1RAL 516E a . ,x3 w Fn115 m'd' AIK .'xW VIE TYPE II ME III TYPE N IN V TYPE A TTYYP II TYPE III F1 a 30x L e03 •]B L� L0�1 u 1--! L I-ru-1 L W-I BAR BENDING DIAGRAMS (Dlmea]wa• an w\-la-w of An) ormypw Nissan ART in 112% ro/r __� 5 .-4r p. TIFKIL SFL'Ipx Q MpF M' > wav1w x r Via 11 an'p6 r-x x xIV Mad,K)INN re I x svr a T TV - CHANNEL LAYOUT DETAILS \ �S•eD� -O ve� a ° ` A- M rd I1W fM Pa A M.O 1 - w] I aq i �r'xA 11 • x'KM -6 e e- �I • s an. ram! ml�w R]w nt I w nR anTm ONALABLE I. nu ` °' lK •r 1 ' TRANSITION CURB r am Its rBII . �3 man NET TYPICAL PLAN VIEW wr' ,a Sae Ommel LoeYI an Wh°°l x r °AS a INIis- V PAY LUMETH An x3 w a] r it Ts r Ing •`_+ _?]A^_ wm1_'.,,. L=z_B'-0� L•I T rw LI rJT'w •!Mti Y a u AN". tl1N at a—iJ i� r 2:11 MIAMI �V �w lAil Walra sw,NiE R L=3'../:M N r Lx0' 3' ]�' l r \3'-MZ S' —F w T L� WIN p 4"1{ J_ at ear� �.. 'd w —all � son TMAI °!sd �r r !AJMN 1,East ] n. dMoss SECTION A -A REGULAR INLET SECTION MCURS FACE ASSEMBLY, sccusx B-e vxecE FIIIIRE ASSENBLY KIM TYPICAL END VIEW ' ItID•-o• L.xs'-o• IDURNG CONCRETE -1 r I `-I� Ck ! rNR0 Ea p • a 403 er OFT as ' DO ] NT OF DEPARTMENT OF TRANSroRTAl10N x>r e,] �� —i OJ RJw ereJ CURB INLET 1 4 TYPE R 111 m r a. 13 �1ARE N a -a) (DOTTED ION ATe H sS: mlm R SfA —60 —1 11D ®G �I M-60I 2 SECTION A -A INLET WITH DROP BOX - H>5' d SECTIONS a-c t d-d wt OF oE6:NOV.1 1992 SNEEi 1 a 2 un; OTs ? an LIMA N in w.v m B B vaw ]aT uwn was mVINA1, am PLAN SECTION THRU CENTER OF MULTIPLE INLETS .ems `p o : a A i>�Fr Ivr-11 T Alm 13aw, PLAN SECTION A -A rrs aa ,w wa.w::a. A3 — �Y: .-. Wk It w na SECTION B-B AI a.. oe.....-,... SECTION 1HRU LENGTH SECTION THRU MOTH Tair AN em ory uo wry o m:v PAWN, m sa,va.v iagxe TNaYtepq TYPE IS COMBINATION INLET CLASS A BEDDING CLASS B BEDDINC who Sawaft e� + °i'......` t —fie CLASS C BEDDING ROCK EXCAVATION + t . UNS�TAABLEE SUBGRADE SUBDRAIN DETAIL r °nanm .:r .r n ow n S o. "MAN �IAV `AA o; nIIT _ - ..A ,ViA In ". 1.1 ,e..PwR HEDDING REQUIREMENTS x. ea.cw\lae PVe orr.. G OF FORT COLLINS, COLORADO EN INEERING SERVICES UNIT x RArw in .. \xaae nom, aalpa . mews .m\wn Is CAM VWE PIPE OZ. ORIFICE DETAIL NOT TO SCALE City of Fort Collins, Colorado UTILITY PLAN APPROVAL wvAUR A•!R n! a!n 31•YMvw a APPROVED: OIY Enarm. R 20 rmw a rw\e.Rlw ulmb WAS CHECKED 6Y: 5\nmMw VIINY INTO 0 Liz zm w Id ow wwwa_ CHECKED BY: - Pars AT Nww\m Cal. a ►.I CHECKED BT: ]nl! [ng'naw Dw SHEET 27 CF 27 CHECKED BY: wl. doe No. 39347.00 VWE PIPE OZ. ORIFICE DETAIL NOT TO SCALE City of Fort Collins, Colorado UTILITY PLAN APPROVAL wvAUR A•!R n! a!n 31•YMvw a APPROVED: OIY Enarm. R 20 rmw a rw\e.Rlw ulmb WAS CHECKED 6Y: 5\nmMw VIINY INTO 0 Liz zm w Id ow wwwa_ CHECKED BY: - Pars AT Nww\m Cal. a ►.I CHECKED BT: ]nl! [ng'naw Dw SHEET 27 CF 27 CHECKED BY: wl. doe No. 39347.00