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HomeMy WebLinkAboutDrainage Reports - 05/30/2007�. � • • � ��Ai"7t�� urL FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY SCHOOL SHOPS 6TH FILING (MAJOR AMENDMENT TO HARMONYSCHOOL SHOPS 4TH FILING) Prepared by JR ENGINEERING 2620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 ` (970)491-9888 Prepared for CFM Realty 209 S. 19'h Street, Suite 500 Omaha, NE 68102 May 21, 2007 Job Number 39347,12 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY SCHOOL SHOPS 6TH FILING (MAJOR AMENDMENT TO HARMONY SCHOOL SHOPS 4TH FILING) Prepared by JR ENGINEERING 2620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 Prepared for CFM Realty 209 S. 19`h Street, Suite 500 Omaha, NE 68102 May 21, 2007 Job Number 39347.12 May 21, 2007 Mr. Wes Lamarque City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 J•R ENGINEERING A Westrian Company RE: Final Drainage and Erosion Control Report for Harmony School Shops 6th Filing Dear Wes, We are pleased to submit to you for your approval, this Drainage and Erosion Control Report for Harmony School Shops 61h Filing. This report is a Major Amendment to Harmony School Shops 4th Filing. All comments from the Staff Project Review dated March 28, 2007 have been addressed. 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, 00 I`"L Mike Malvey Design Engineer attachments by, Sparone, P.E. Manager 2620 Fast Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • w Jrengineering.com CERTIFICATION I hereby certify that this report for the final drainage design of Harmony School Shops 6`h Filing was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Storm Drainage Criteria Manual for the owners thereof. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. TABLE OF CONTENTS PAGE TABLEOF CONTENTS................................................................................................................ i INTRODUCTION................................................................................................................ I 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...............................................................................3 3.3 Hydrologic Analysis of the Proposed Drainage Conditions ....................................... 5 4. STORM WATER FACILITY DESIGN............................................................................... 6 4.1 Inlet Sizing..................................................................................................................6 4.2 Storm Sewer Pipe....................................................................................................... 6 4.3 Water Quality ....... ....................................................................................... I .......... .... 7 4.4 UDSWMM Analysis and Regional Detention Pond Description .............................. 7 5. EROSION CONTROL.........................................................................................................8 5.1 Erosion and Sediment Control Measures................................................................... 8 5.2 Dust Abatement..........................................................................................................8 5.3 Tracking Mud on City Streets.................................................................................... 9 5.4 Maintenance............................................................................................................... 9 5.5 Permanent Stabilization.............................................................................................. 9 7. REFERENCES...................................................................................................................10 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 Final Drainage and Erosion Control Report Page i Harmony School Shops 6 h Filing May 2007 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, Larimer County, Colorado. The site is bounded by Timberline Road to the west and Harmony Road to the South. Sunstone Village 7`h 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 Major Amendment. 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 Page 1 Harmony School Shops 6rh Filing May 2007 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 12 inches. The regional detention facility was evaluated under the 100-year storm event using UDS WMM. With the development of this project, we are requesting a variance to the City of Fort Collins' standard of 4:1 minimum slopes in detention facilities to allow 3:1 side slopes along the eastern swale of the regional detention pond. Due to limited space on this infill project, it is necessary for us to tie into proposed and existing grades with 3:1 side slopes in order to maintain a swale that is deep enough for required volume. It is our contention that the increased slope is stable and will not pose any public safety hazards. 1.5 Vertical Datum Two benchmarks were used as a basis for all elevations, these benchmarks being the City of Fort Collins vertical control benchmark #402 and benchmark #12-94. Benchmark #402 lays in the southeast corner of Timberline Road and Harmony Road in the traffic signal base. This.benchmark elevation is 4966.32. 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. 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 Harmony School Shops 4ch Filing Conceptual Drainage Analysis dated March 14, 2002. This report routed Final Drainage and Erosion Control Report Page 2 Harmony School Shops 6t" Filing May 2007 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. Sub -basin 101 contains the area from the Harmony School Shops 5th Filing Lot 8 Minor Amendment. Runoff sheet flows to existing type 16 inlets where it is collected and conveyed via an existing 21" RCP to the north. This flow eventually outlets into the detention pond. Runoff from sub -basin 102 is conveyed via sheet and gutter flow to the sump inlet at design point 2. The flows are then piped north to the regional detention pond. Sub -basin 103 includes the parking area to the west of Lot 2. Runoff in this basin is conveyed to the sump area inlet at design point 3. These flows are routed to the regional detention pond to the north via pipe flow. Runoff from sub -basin 104 is ultimately conveyed to the sump area inlet at design point 3 via gutter flow across the 2-foot concrete trickle pan. Sub -basin 105 contains the area around the existing gas station and part of the Harmony School. The runoff generated from this area is conveyed to the 2-foot curb cut inlet at design point 5 and then gutter flows via 2-foot concrete trickle pan to the sump area inlet at design point 3. From the inlet at design point 5, flows are routed to the regional detention pond to the northeast. Sub -basin 106 includes Milestone Drive. This basin's runoff is conveyed via overland flow and gutter flow to the double type 16 inlet at design point 6 in the Final Drainage and Erosion Control Report Page 3 Harmony School Shops 6'" Filing May 2007 site entrance off Milestone Drive. The flows are intercepted by an inlet and storm sewer and piped north to the regional detention facility. The area in Sub -basin 107 includes the southwestern portion of the entrance off Harmony Road. The runoff from this area will be conveyed to a sump single type 16 inlet at design point 7. Sub -basin 108 includes the parking lot area to the south of Lot 2 and 3. Flows from these areas are routed to the sump area inlet in the parking area at design point 8. Sub -basin 109 includes the parking lot area to the south of Lot 4. Flows from these areas are routed to the sump area inlet in the parking area at design point 9. Sub -basin 110 includes a portion of the drive aisle. The flows from this area are conveyed via overland and gutter flow to a sump single type 16 inlet at design point 10. These flows are then delivered to the regional 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 existing on grade inlet at design point 11 that captures and then pipes flows to the regional detention pond. Sub -basin 112 includes the area east of the Harmony Road entrance and includes the Walgreen's site and a portion of the drive aisle and parking area south of Lot 5. The runoff from this area is conveyed via overland and gutter flow to the sump inlet at design point 12. Sub -basin 113 is most of the parking area west of the Walgreen's building. The runoff from this area is conveyed via overland to an existing sump inlet at design point 13. Final Drainage and Erosion Control Report Page 4 Harmony School Shops 6t" Filing May 2007 Sub -basin 114 contains the parking area of Lot 5. The runoff from. this area will be captured in a 2-foot curb cut in the northeast corner of the basin and will drain into the regional detention pond. Sub -basin 115 contains the parking area east of Lot 4. The runoff from this area will be captured in a sump type 16 inlet and piped into the regional detention pond. Sub -basin 116 contains the parking area east of basin 115. The runoff from this area will be captured in a 2-foot curb cut and drain into the regional detention pond. Sub -basin 117 contains the Lot 2 roof drains and a portion of the dock area of Lot 2. The runoff from this area will be captured in a 2-foot curb cut and will flow into the regional detention pond. Sub -basin 118 contains the Lot 3 roof drains and a portion of the dock area of Lot 3. • The runoff from this area will be captured in a 2-foot curb cut and will flow into the regional detention pond. Sub -basin 119 contains the regional detention pond. 3.3 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine the 10-year and 100-year peak runoff values for each sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is given by: Q = CtCIA (1) where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The frequency adjustment factor, Cf, is 1.0 for the initial 2-year and 10-year storm and 1.25 for the major 100-year storm. The runoff coefficient is dependent on land use or surface characteristics. Final Drainage and Erosion Control Report Page 5 Harmony School Shops 6" Filing May 2007 The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The following equation is used to determine the time of concentration t' = ti + tt (2) where tc is the time of concentration in minutes, ti is the initial or overland flow time in minutes, and tt is the conveyance travel time in minutes. The initial or overland flow time is calculated with the SDDCCS Manual equation: ti = [1.87(1.1 - CCf)LO.5i/(S)o.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cf are as defined previously. All hydrologic calculations associated with the sub -basins shown on the attached drainage plan are included in Appendix B of this report. 4. STORM WATER FACILITY DESIGN 4.1 Inlet Sizing Inlets were sized using the computer program UDINLET Version 1.06a that was developed by James C. Y. Guo of the University of Colorado at Denver and the Urban Drainage and Flood Control District released February 2005. All inlets were designed to intercept the 100-year peak flows. The runoff shall not cause any point in the parking area to be inundated more than 12 inches nor shall it inundate more than 6 inches above the crown at any point on the local street. plans for the construction of this project. Appendix C. 4.2 Storm Sewer Pipe All inlet locations are shown on the utility Inlet sizing calculations are located in Storm sewer pipes were sized to convey the peak 10-year flows and surcharge the 100- year flows but not exceed 12" maximum ponding depth in the parking lot. 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, Final Drainage and Erosion Control Report Page 6 Harmony School Shops 6w Filing May 2007 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 StonnCAD 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 "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 trash rack sizing are included in Appendix F. 4.4 UDSWMM Analysis and Regional Detention Pond Description The regional detention pond of Harmony School Shops has been designed for the 100- year storm event utilizing UDSwmm. UDSwmm was used to model runoff for Basin 57 as well as some off -site flows in Basin 57 located to the west of Timberline Road. The release rate of 12 cfs was used based on the ModSWMM and orifice analysis that was completed in the Sear Brown Final Drainage and Erosion Control Study for Harmony School Shops First Filing. Please refer to Appendix H for an excerpt from this report. The UDSwmm parameters generated for this site are based on the Rational Method basins that can be found in Appendix B. A correlation between the rational method basins and the UDSwmm basins can be found in Appendix G. A schematic detailing the UDSwmm basins and conveyance elements can also be found in Appendix G. The purpose of using UDSwmm was to determine the volume of the regional detention pond. Final Drainage and Erosion Control Report Page 7 Harmony School Shops 6'' Filing May 2007 The results of this modeling determined the required detention volume, the maximum release rate, and the orifice sizing for the outlet. It was determined that the pond required 5.2 ac-ft of detention at a 100-yr water surface elevation of 4956.64' and release rate of 12 cfs. It was also determined that the detention pond required 0.54 ac-ft of water quality capture volume at a water quality capture volume surface elevation of 4952.80' for a total required volume of 5.74 ac-ft. The outlet of the pond is a water quality outlet structure with an orifice plate of 14" on the 24" outfall RCP allowing for a discharge of 12 cfs at the 100-yr water surface elevation of 4956.64'. All modeling and orifice sizing results can be found in Appendix G. 5. 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 $14,034.69. The proposed erosion control plan has an effectiveness of 80.7%, which is greater than the required rainfall performance standard of 78.7%. 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 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. Final Drainage and Erosion Control Report Page 8 Harmony School Shops 6'" Filing May 2007 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 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 Page 9 Harmony School Shops 6t' Filing May 2007 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. 8. JR Engineering, "Addendum to Drainage and Erosion Control Report for Harmony School Shops-41h Filing (Minor Amendment: Harmony School Shops 51h Filing Lot 8)", December 15, 2006. 9. JR Engineering, "Addendum to Drainage and Erosion Control Report for Harmony School Shops-41h Filing (Phase 2--Walgreens)", July 14, 2006. Final Drainage and Erosion Control Report Page 10 Harmony School Shops 6w Filing May 2007 APPENDIX A MAPS AND FIGURES Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6th Filing a x ri,, n uab4ell— le c c"a Caleb ctria Dr t ct A it Tom .a khan t T Ek Tuck C t t ct r t Tree Bent Tr,. HEIRSETOOTH ROAD ct 0 0 1 Elk Rd Coyote Pt ape Puma Pt Bi,h.,h Rd Wapi t\ Whitetail O Fox or '5 � Bi son Rd % < D.,he,te, ct // 2. 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Prospect Rd., Ste. 190 Fort Collins, CO 80525 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) Q(10)tot (cfs) 1 101 0.89 0.68 11.9 3.54 2.1 2.1 2 1 102 2.26 0.51 11.8 3.54 4.0 4.0 3 103 0.76 0.85 11.3 3.61 2.3 2.3 4 104 0.80 0.90 12.4 3.48 2.5 2.5 5 105 2.98 0.60 14.1 3.28 5.9 5.9 6 106 0.67 0.76 14.2 3.26 1.7 1.7 7 107 2.28 0.75 15.4 3.14 5.4 5.4 8 108 1.08 .0.82 6.3 4.48 4.0 4.0 9 109 " 0.72 0.85 7.2 4.29 2.6 2.6 10 110 0.40 0.65 11.6 3.57 0.9 0.9 11 111 1.07 0.54 14.0 3.28 1.9 1.9 12 112 1.29 0.78 6.8 4.38 4.4 4.4 13 113 0.62 0.70 7.6 4.21 1.8 1.8 14 114 0.32 0.86 5.7 4.60 1.3 1.3 15 115 0.43 0.85 6.7 4.40 1.6 1.6 16 116 0.49 0.79 7.8 4.16 1.6 1.6 17 117 0.93 0.93 5.0 4.87 4.2 4.2 18 118 1.13 0.95 14.5 3.24 3.5 3.5 19 119 2.28 0.12 14.5 3.24 0.9 0.9 Q=CfCIA 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)° 7974 3934712FLOW.xls JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Harmony School Shops 6th Filing PROJECT NO: 39347.12 COMPUTATIONS BY: MSM DATE: 5/16/2007 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 (cis) 1 101 0.89 0.85 10.0 7.76 5.9 5.9 2 1 102 2.26 0.63 9.7 7.87 11.2 11.2 3 103 0.76 1 1.00 11.3 7.38 5.6 5.6 4 104 0.80 1.00 12.4 7.10 5.7 5.7 5 105 2.98 0.75 12.2 7.14 16.1 16.1 6 106 0.67 0.95 11.6 7.31 4.6 4.6 7 107 2.28 0.94 11.9 7.22 15.5 15.5 8 108 1.08 1.00 5.0 9.95 10.8 10.8 9 109 0.72 1.00 5.0 9.95 7.2 7.2 10 110 0.40 1 0.81 9.1 8.04 2.6 2.6 11 111 1.07 0.68 13.6 6.82 4.9 4.9 12 112 1.29 0.98 5.0 9.95 12.6 12.6 13 113 0.62 0.88 5.0 9.95 5.4 5.4 14 114 0.32 1.00 5.0 9.95 3.2 3.2 15 115 0.43 1.00 5.0 9.95 4.3 4.3 16 116 0.49 0.99 5.0 9.95 4.9 4.9 17 117 0.93 1.00 5.0 9.95 9.3 9.3 18 118 1.13 1.00 14.5 6.62 7.5 7.5 19 119 2.28 0.15 14.5 6.62 2.2 2.2 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc)"''y" 3934712FLOW.xls 0 O w O U m to N CO to r tl') O O R O M O N r CO N m V O N R 6 N vi M W M to N d M Y O ry- E N O V M N Co N O to h V to 0 V O C1l m O W V V co M (O (O N V tl') Cl) m O Q O C .r... 'E O r Qi e- N N N a- .-- 0 to 0 to .- O M O to O to O to O to O U j O to M V O C a+ C O M M V N V M N CO O tb O r r W OU? N O O to c0 M CO O O O O to r to M v M 0 O 0 O M tD O M O w M 0 O 0 O m O 0 O 0 O to e U 0 0 0 0 0 "- 0 0 0 0 � " 0 O O 00 m to 0 ro 0 rn 0 m O � to n N ao to o 0 m v to N � O r` w oo to ao m n M rn N rn N .- U o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V t6 m co 0 N 0 t` 0 w w m r O w N N O N I- O V r O O N N 0 N M M V O V' M W M I M N Q O N O O N O N 0 0 �- O O O O O N C y «� 7 � 9 0 N 0 M 0 V 0 to 0 0 0 a 0 00 0 O 0 O � N M� to O� O m C � a- O a /1 Final Drainage and Erosion Control Report Harmony School Shops 6th Filing APPENDIX C INLET CALCULATIONS May 2007 Design Point 5 Curb Cut -10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 5 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 2.00 ft Discharge 5.90 ds Results Depth 0.67 ft Flow Area 1.3 ft' Wetted Perimeter 3.34 ft Top Width 2.00 ft Critical Depth 0.65 ft Critical Slope 0.005538 ft/ft Velocity 4.40 ft/s Velocity Head 0.30 ft Specific Energy 0.97 ft Froude Number 0.95 Flow Type Subcdtical Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 05/16/07 04:46:40 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 5 Curb Cut Cross Section Cross Section for Rectangular Channel Project Description Worksheet Design Point 5 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 fVft Depth 0.67 ft Bottom Width 2.00 ft Discharge 5.90 cis 0.67 ft V.2.0L H:1 NTS Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 05/16/07 04:47:02 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 4 Curb Cut -10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 4 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 2.00 ft Discharge 2.50 cis Results Depth 0.37 ft Flow Area 0.7 ft' Wetted Perimeter 2.74 ft Top Width 2.00 ft Critical Depth 0.36 ft Critical Slope 0.005218 ft/ft Velocity 3.38 fUs Velocity Head 0.18 ft Specific Energy 0.55 ft Froude Number 0.98 Flow Type Subcritical Project Engineer: JR Engineering x:\3930000.ali\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 05/16/07 04:47:56 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 4 Curb Cut Cross Section Cross Section for Rectangular Channel Project Description Worksheet Design Point 4 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.37 ft Bottom Width 2.00 ft Discharge 2.50 cis 0.37 ft V.2.0L�, H:1 NTS Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.00051 05/16/07 04:48:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA - +1-203-755-1666 Page 1 of 1 Design Point 14 Curb Cut - 10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 14 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 1.00 ft Discharge 1.30 cis Results Depth 0.43 ft Flow Area 0.4 ft' Wetted Perimeter 1.86 ft Top Width 1.00 ft Critical Depth 0.37 ft Critical Slope 0.007200 ft/ft Velocity 3.04 ft/s Velocity Head 0.14 ft Specific Energy 0.57 ft Froude Number 0.82 Flow Type Subcritical Project Engineer: JR Engineering x:\3930000.all\3934712\Flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:38:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 14 Curb Cut Cross Section Cross Section for Rectangular Channel Project Description Worksheet Design Point 14 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.43 ft Bottom Width 1.00 ft Discharge 1.30 cis 0.43 ft V.ZoN H:1 NTS Project Engineer: JR Engineering x:\3930000.ali\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 16 Curb Cut -10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 16 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 1.00 ft Discharge 1.60 cis Results Depth 0.50 ft Flow Area 0.5 ft' Wetted Perimeter 2.00 ft Top Width 1.00 ft Critical Depth 0.43 ft Critical Slope 0.007464 ft/ft Velocity 3.20 ft/s Velocity Head 0.16 ft Specific Energy 0.66 ft Froude Number 0.80 Flow Type Subcritical Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:40:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA . +1-203-755-1666 Page 1 of 1 Design Point 16 Curb Cut Cross Section Cross Section for Rectangular Channel Project Description Worksheet Design Point 16 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.50 ft Bottom Width 1.00 ft Discharge 1.60 cis t:' V.2.0N H:1 NTS Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:40:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 17 Curb Cut -10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 17 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 2.00 ft Discharge 4.20 cis Results Depth 0.53 ft Flow Area 1.1 ft' Wetted Perimeter 3.06 ft Top Width 2.00 ft Critical Depth 0.52 ft Critical Slope 0.005347 ft/ft Velocity 3.98 ft/s Velocity Head 0.25 ft Specific Energy 0.77 ft Froude Number 0.97 Flow Type Subcritical Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:41:13 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 17 Curb Cut Cross Section Cross.Section for Rectangular Channel Project Description Worksheet Design Point 17 Curb Cut Flow Element Rectangular Channel Method . Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.53 ft Bottom Width 2.00 ft Discharge 4.20 cfs 0.53 ft V.ZoN HA NTS Project Engineer: JR Engineering x:\3930000.a11\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.00051 02/22/07 12:41:22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 18 Curb Cut -10-Year Flow Worksheet for Rectangular Channel Project Description Worksheet Design Point 18 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Bottom Width 2.00 ft Discharge 4.00 cfs Results Depth 0.51 ft Flow Area 1.0 ft2 Wetted Perimeter 3.02 ft Top Width 2.00 ft Critical Depth 0.50 ft Critical Slope 0.005327 ft/ft Velocity 3.92 ft/s Velocity Head 0.24 ft Specific Energy 0.75 ft Froude Number 0.97 Flow Type Subcritical Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 [7.0005] 02/22/07 12:41:53 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Design Point 18 Curb Cut Cross Section Cross Section for Rectangular Channel Project Description Worksheet Design Point 18 Curb Cut Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft1ft Depth 0.51 ft Bottom Width 2.00 ft Discharge 4.00 cfs 0.51 ft V.2.0N HA NTS Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\curb cuts.fm2 JR Engineering FlowMaster v7.0 (7.00051 02/22/07 12:42:03 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:07:45 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 J)P-1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 3.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.09 GUTTER FLOW DEPTH (ft) = 0.37 FLOW VELOCITY ON STREET (fps)= 4.99 FLOW CROSS SECTION AREA (sq ft)= 1.17 -GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 5.90 Inv / IDEAL GRATE INLET CAPACITY (cfs)= 8.29 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.14 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 4.14 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 DP —j- INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.18 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.76 FLOW INTERCEPTED (cfs)= 1.76 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.76 FLOW INTERCEPTED (cfs)= 1.76 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 5.90 4.14 1.76 5.90 0.00 4.14 1.76 5.90 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------7--------------------------------------------- USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:09:37 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 Ai0-R INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 Side SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 3.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 8.33 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= 4.71 FLOW CROSS SECTION AREA (sq ft)= 0.85 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 4.00 IDEAL GRATE INLET CAPACITY (cfs)= 7.49 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 3.74 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 3.74 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.58 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.26 FLOW INTERCEPTED (cfs)= 0.26 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.26 FLOW INTERCEPTED (cf6)= 0.26 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= MI 3.74 0.26 4.00 0.00 3.74 0.26 4.00 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:10:59 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 Si�y�c SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.30 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18.81 GUTTER FLOW DEPTH (ft) = 0.54 FLOW VELOCITY ON STREET (fps)= 4.39 FLOW CROSS SECTION AREA (sq ft)= 3.69 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs) = 16.10 /OO—/X/ IDEAL GRATE INLET CAPACITY (cfs)= 12.62 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 6.31 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 6.31 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 pP-�6- INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.35 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.79 FLOW INTERCEPTED (Cfs)= 9.79 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.79 FLOW INTERCEPTED (Cfs)= 9.79 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 16.10 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 6.31 FLOW INTERCEPTED BY CURB OPENING(cfs)= 9.79 TOTAL FLOW INTERCEPTED (cfs)= 16.10 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 6.31 FLOW INTERCEPTED BY CURB OPENING (cfs)= 9.79 TOTAL FLOW INTERCEPTED (cfs)= 16.10 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:18:22 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 vP- 6 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.70 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.63 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 2.63 FLOW CROSS SECTION AREA (sq ft)= 1.75 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 4.60 /mom yr IDEAL GRATE INLET CAPACITY (cfs)= 9.48 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.60 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 4.60 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 by-6 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION.CAPACITY (Cfs)= 7.07 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (Cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 4.60 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 4.60 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 4.60 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (Cfs)= 4.60 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 4.60 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 11:58:46 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 �p INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet/ NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE.INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.80 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 17.31 GUTTER FLOW DEPTH (ft) = 0.51 FLOW VELOCITY ON STREET (fps)= 4.94 FLOW CROSS SECTION AREA (sq ft)= 3.15 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs) = 15.50 /OD-ll' IDEAL GRATE INLET CAPACITY (cfs)= 11.83 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 5.92 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 5.92 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 P/2_ ,9 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft) = Note: The sump depth is additional INLET INTERCEPTION CAPACITY: 5.00 6.00 0.00 1.00 0.17 depth to flow depth. IDEAL INTERCEPTION CAPACITY (cfs)= 11.11 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.58 FLOW INTERCEPTED (cfs)= 9.58 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.58 FLOW INTERCEPTED (cfs)= 9.58 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 15.50 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 5.92 FLOW INTERCEPTED BY CURB OPENING(cfs)= 9.58 TOTAL FLOW INTERCEPTED (cfs)= 15.50 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 5.92 FLOW INTERCEPTED BY CURB OPENING (cfs)= 9.58 TOTAL FLOW INTERCEPTED (cfs)= 15.50 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:19:58 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 DIP --%D INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 510E SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 5.84 GUTTER FLOW DEPTH (ft) = 0.28 FLOW VELOCITY ON STREET (fps)= 1.81 FLOW CROSS SECTION AREA (sq ft)= 0.50 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 0.90 /O 11- IDEAL GRATE INLET CAPACITY (cfs)= 6.41 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 0.90 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 0.90 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 ,bG—/0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional INLET INTERCEPTION CAPACITY: 5.00 6.00 0.00 1.00 0.17 depth to flow depth. IDEAL INTERCEPTION CAPACITY (cfs)= 4.78 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 0.90 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 0.90 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 0.90 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 0.90 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 0.90 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:20:42 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 Ap _")/ INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.90 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.25 GUTTER FLOW DEPTH (ft) = 0.41 FLOW VELOCITY ON STREET (fps)= 2.95 FLOW CROSS SECTION AREA (sq ft)= 1.66 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs) = 4.90 /00-yT IDEAL GRATE INLET CAPACITY (cfs)= 9.30 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.65 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 4.65 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 ,V-/i INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional INLET INTERCEPTION CAPACITY: 5.00 6.00 0.00 1.00 0.17 depth to flow depth. IDEAL INTERCEPTION CAPACITY (cfs)= 6.94 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.25 FLOW INTERCEPTED (cfs)= 0.25 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.25 FLOW INTERCEPTED (cfs)= 0.25 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 4.90 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 4.65 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.25 TOTAL FLOW INTERCEPTED (cfs)= 4.90 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 4.65 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.25 TOTAL FLOW INTERCEPTED (cfs)= 4.90 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:21:20 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 D O-JA INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.41 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 3.02 FLOW CROSS SECTION AREA (sq ft)= 1.46 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs) = 4.40 /O ///- IDEAL GRATE INLET CAPACITY (cfs)= 8.90 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.40 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= .4.40 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= S.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.64 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 4.40 4.40 0.00 4.40 0.00 4.40 0.00 4.40 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:21:55 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 DP -13 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 S,��e SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.50 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= 2.37 FLOW CROSS SECTION AREA (sq ft)= 2.26 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 5.40 /OD Ir IDEAL GRATE INLET CAPACITY (cfs)= 10.40 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 5.20 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 5.20 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. pp-f3 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.76 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.20 FLOW INTERCEPTED (cfs)= 0.20 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.20 FLOW INTERCEPTED (cfs)= 0.20 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 5.40 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 5.20 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.20 TOTAL FLOW INTERCEPTED (cfs)= 5.40 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 5.20 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.20 TOTAL FLOW INTERCEPTED (cfs)= 5.40 CARRYOVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 02-22-2007 AT TIME 12:22:45 *** PROJECT TITLE: HSS 6TH FILING *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 b02-1s INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.17 GRATE OPENING AREA RATIO (%) = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 8.23 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= 1.92 FLOW CROSS SECTION AREA (sq ft)= 0.83 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 1.60 /D /v- IDEAL GRATE INLET CAPACITY (cfs)= 7.44 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 1.60 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 1.60 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. D�_/S GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.55 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN'FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 1.60 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 1.60 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 1.60 CARRYOVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 1.60 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 1.60 CARRYOVER FLOW (cfs)= 0.00 APPENDIX D STORM PIPE CALCULATIONS Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6t' Filing co � O a N N d a ❑ a r n. c O O (00 m '7-0 3 > LO rw O O O O O O O m m 0 0 0 m v v N N v v (O 0 O O O? 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M M M M 0 0 0 1.1i V V O O W O) N N N N N N N N N O O N 0) O) N �- N L O N O O O O r co (D m O 00 co M O O O c0 O to r COD co 00 r- ON) V (D N (D 7 N J N (D It (D � V M O O N �r CL N0 00 V M Cl) O 0) Cl) M M Cl) O N O O O O O O O O O C (O Ll O O O O O O O O O O O p O O 0 O 0 O O O O O O O1 M M Co M M M M M co M co C .0 O O O O O O O O O O O O O O O O O O O O O O c N N (0 l0 l0 (7 l0 f0 (0 O N (0 O. 7 > > 7 7 7 N 0 N L � c0 NN U f U U U U fU U S U U = 0 u c p a) Q U N U U U U U U U U to U V C C C C C C C C C c N N N N M O(`') co N N N N Cl) M o0 n rn o r o o (y o LnCl) o a to (D LLJ Id— n IL 2d.1:Cad'?w ❑CLaCL2a❑d❑a(LwCL d❑a❑a2a.❑a W N n ch O N i Q N m O r O O U Al E U) V LL L N O � 0 Oa C O L N (� c cL O ri Q L O U N O N > r M 00, w C O n F ii 00 2 o m CD 3 i tO t00O F W e' a V V M M (D 0 N N u) M O u9 to u'1 u7 V V 0 0 m m V c0 O V V m m M M CO 0 M M O V V V V V V u7 u) 0 0 u) 00 Oog m m V V to 0 0 0 r r O N N N N 6 6 0 0 0 0 r r 6 0 o d ro m co (oD (oD m to o (o O U O O O O O O O O N N a) O S 01 V Cl) (O N t0 u) u) V 0 m V _T .0 V m Cl) 0 Cl) a V a u) co u) W O M V tO (0 r N N u) (O (O r v Q % O OD (D 00 1-0 0 0 0V V M r M M 0 O, r N m V V Q r 0 0 0 M r r N N W 0 N , , 0 0 0 LLD M r 0 W V (` N r• co Oi co 00 ri ri oD co (O 0 0) Oi Qi of m 00 00 N ri r (O (O 6 >,(DE t0 to 0 0 M 0 m m m m m m M M m m 0 0 0 M m m m m 0 0 0 M 0 0 m m m m m m 0 0 N 0 0 0 m m m m m m S v v v v v v v v v v v v v v a a v a a a lo v a N V m O O N O O O r r y i0 S c v v M to tO u) m m m Cl) u) m N 0 m 0 u) V to t0 u) m m m M M M u) u) u7 m m m c> o—W v v v v v v v v v v v j O (0 (D (D 0 r r 0 0 0 0 M, M N r N V M m m (O N M r 0 N M, r N r N 0 V r 0 0 Cl) r (D D La N c r• co m Oi c0 Oo () N o tD tO t co Oo U)to to o0 0o c0 of m to tD tD 6of of Oi of c0 to tD tD tD tO M o6 co r r (o (O tD tO N to to V)>(�� C m m m m m m m m m m m m rn m rn rn m rn rn m rn m m S v v v a v v v v a• c v a a a v a a a a a ar a a a c V O N O toO m to rN V W i v cm v ri ri to to to v 6 ri > ... 0 u) u) u) u) u1 tO 0 O 0 u) n� d m m m m m m m 0) m m m w v v v v v v v v v v v m a M O c0 M N (D (O O N Cl T7 V N O (O O O (O (O r M C= Cl) M 0 It u) M V u) V Cl) t0 V Cl) ` U) c O O O O O 0 0 0 O M O O O O E 76 x r c0 N r of Di r rr N O u) ao ui o (D O 1 0 of m (O LO O Dim P.:R > v to U'/ t0 0 LO LO 0 t0 t0 u) u1 0 tO d rn rn rn m m m m rn m m m m m W v a v a a a- -li a .6 v v a v c« t0 O V N N c0 Cl) m N r m U^ 'in N to N V N 0 co N m 0 O MS (D ClM 4 0 0 N u) N V N ui cli O r V co V ca E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'F ooM00MMtntn��-0MMM -,rrrrMMM 029 N j O O to 0 c0 0 M co 0 (DtD to to to to r r co c0 c0 co M M M F— ._. N N M CO M M M V V V V 0 0 0 L t0 N O O O O r (D (O V rn^ N co co Cl) o 0 o m tO (o rn c ci O N (D O ui 0- M J c0 co (O r V (O (0 V N N _N N N 0 V O r u) M r 0 LO 2 m N m V V Cl) co O m 0) .-. 0. 00) M c0 V Cl) M 0 m Cl) N M Cl) M O O N O O O O O O O O O C O O O O O O O O O O O O O O O O O O O O O O O Ot Cl) M Cl) M co M M M M Cl) M c O O O O O O O O O O O c C O O O O O O O O O O O m 2 m w m m m T T 2 m m m T N U U U U U U U U U U U 16 C c c c c c c c c c c U U U U U U U UU U U c0 y O O N l0 l0 f0 l0 - f0 6N f0 — a > > > > 7 > > > N 7 cc`0 N U) U U U U U U U Um U U c c o L r r L 4.L' u u 0 U U U U U 0 U U U 0 u U U U c c C c c c c c X C C N N M M M N N M N N m N O O N O r (n 0) to Y co g O Q ch (n a�a(Q=�dM wx Spa amScoLU o a 0 a 2 a o a o a tL w o o o a o a t a o a w mF c o w O 0 c LO m wuta > �O a `m U E c c o w� N O a (a0 D co O r 0 0 H U a APPENDIX E EROSION CONTROL CALCULATIONS Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6N Filing /J Zak rLk& \ � § \ 0 �j ) CL § Cl) J N m E O N $ C Q m N m O N i r U Q E m W V 0 NC 30 � LL o IL W C O U N N i a_ -� G N _ w O N v R G ..t.. " U N O o o C O N > H N C U m 'y r W N C J WJa w m U O C W o > N i0 q) 'a U ,U�- W .N .N a 0 0 W _a W N 'G W N 01 C W a) O 07 LL N r 9, cu m U N 3 42 42 C« N y a @ °oLn aJ c Q y Q) C7 0 } rn `= z c ° m W p � Q j V W In J X a a K N r Cl) m CM \ / / . ) w � ƒ�7}) �\ 0CY % LL m #? §k%(o 2 > > % n /\ �. 2 p \7o/® ¥ § / o®� M ]§k<< C j \ / LLJ 2>) z / 0), CD g § 20=o k ® ° »¥°An ] \ m /� )/ ) \ f LU /k/\ k/%2 e ¥> EL \\ ■Ckf@ §= 3¥ ■ - �_ \\ C� Q� / =z �§U) � �- §§ §§ RE 2M . =Q ® %,v#£ 12 CL Lj a �. fƒ-- cn k § ,_ >0 e 2 =a) 2) z o §/ § /kg$ƒ] Co \�+2G z ' 0 -0 � � x 757� =a2E �g,�„ Rpo�=� �m§ I �nr a# @® / k § \� \\ { / )f §9 �g2� _§ R[\ \ w/§ §D or, Q�Q -1ad. c / j } § \ m w J N F C O C L U E 0 Z N � N p U T N 3 Q o -°o � s LU_ r dco Q y ,c J3 in W o p c a w > co z m om•m w C9 Z p o a ron J N o o LL O N _N > S O N c o - o x c N N top _ O o a.LL S U O— N M N 3 w N N Q N O N 6 O �� Lo 0 c•- > ui Q t7 o¢> x z CO -o c U)¢ w g= Z U Z m '- O CL (D iz m a w ctt 2 o N O m m � c m to Q N V U Z� 0 7 U_= aQa N LLJ=p c co rnoo`m O F' F' p � �Q O � L) 0) CL � p W p m JF- Ut) O N ULC II a II 2 II d LOto J N �"+ N N m w .. 00 00 t) �- L is F- °r° r c. 0MOr jLO d 3 O a� lL y Q, to r M C rL i+ 4! 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Prospect Rd., Ste. 190, Fort Collins, CO 80525 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: HARMONY SCHOOL SHOPS 6th FILING STANDARD FORM A COMPLETED BY: ES DATE: 22-Feb-07 DEVELOPED ERODIBD.ITY Asb Lab Ssb Ai - Li At " Si Lb Sb PS SUBBASLN(s) ZONE (AC) (FT) (%) (FT) (%) (%) .- 116 "- MODERATE 0.39 170 2.0 67.0 . 0.8 103 0.76 128 2.3 97.3 1.7 , 104 0.80 174 1.4 138.5 1.1 108 1.08 174 1.3 18&5 1.4 109 0.72 161 1.5 116.0 1.1 110- 0.20 107 0.9 21.4 0.2 - - 112" 0.30 133 3.4 39.9 1.0 114 0.32 202 Ll 64.6 0.4 115 0.43 154 2.0 66.8 0.9 116 0.49 307 0.9 151.5 0.5 117 0.93 25 2.0 23.4 1.9 118 1.13 44 2.0 49.9 2.3 119 2.28 802 0.6 1829.9 1.4 Total 9.85 1 1 1 2854.60 1 14.56 1 290 1 1.5 1 78.70% " Basins 101, 105-107, 111, 113 and portions of basins 102, 110 and 112 were not used in this calculation as they are already developed areas in previous phases. Ash = Sub -basin area Lab = Sub -basin flow path length Ssb = Sub -basin slope Lb = Average flow path length = sum(Ai Li)/sum(Ai) Sb = Average slope = sum(Ai Si)/Sum (Ai) PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. Erosion.xls O Otm000 O V' V' to to to U) m m m m m O 010tmmco0000 0 vv V 4to to to tnL� v m m m m m m m m m m ' O m01 ����0���❑1❑1�000 0 vvv w v v v V. ow V'v v to U'11f1 M m m m m m m m m m m m m m m m O r m m m O1 01 9% 0% 01 01 01 Ot 0) 01 0) m 0 m 01 ON . . O . . . . . . . . V'vv V'vvvvvvv V' V'v vcY V'v vv N m m m m m m m m m m m m m m m m m m m m 0 oMvtn00%DtDnnrrnnnrnrrrmmmmmm O o. . . . . . . . . . . vvvvv.44 V vvvvvvv V 4 41; 1; V ;444 ❑ ri 0000mmcocom00mcom00mmmmm00mm0000mmmm O mNMCInintotDtDt0tDQtDnrrnrnrrnrmmm p . . . . . . . . . . . a rn mvv-Tvv V a vvITvvvIT O co m CO m m m m m m m m m m m m m m m m m m m m m mm U O tD0NMvvtntn00tDW 01D%D%0kDVD0WNNnnnn . . U) cD . . . . . . . . . . . . . . . . . . . . M%rvvvvvvV.vvvvvvvvvvvvvvvvv z comcnmwcococommmmmmmmmmmmmmcammm H M M V V' v v to to U) In to to to to In tD tD tD tD tD, tD r O n c4 M v v v v v v v v v v v v v v v v v v v v v v v v U co commmmmmmmmmmmmmmmmmmmmmmm . a O 01OmOri.-iNNMMMM V'V'V'V vv-;tV'InLnLnlnlDtD . . . . . . . . . . . . . . . . . . . L■.i mmtOmmmmmmmmmmmmmmmmmmmmCOmm r.0 InNInrmM00rirlriNNNNNMMMMM V V V V V I O d0 . m Grp `-' to N c" 7 M M M M mmmmmmmmmmmmmmmmmmmmmmmmmm w❑ w max❑ Otn rrmmmmwwmmm00000 .. . . . . . . . . . . . . . . . ... . . . . . . . . 'i iS� Fa v NNMMMMMMMMMM MMMMMMMMMvvv F� U] m m m CD m CO CO m m m CO m m m m m m m m m m m m m m m O tD In mO ri NM v v 0 M to tD tD tD 0 tD r n: n n m m m mm U] v M. N N M M M M M M M M M M 99 M M M M M M M. M MM. m m m m m m m m m m m m m m m m m m m m m m m m m m w U In ri ri to nm00 ri NNMMMv V' V'v vin to 00 �cwNN M . . . . . . . . . . . . . ri N N N N t^1 P1 f"1 C'1 f'7 C'1 M M M M M M M M M M M M M M M CO m m m CO m m t17 0D m m m m m m m m m m m m m m m m m O O MNwwmoriNNmmmv v V' V'V'vm Lnmn%ot %Dw R'. M oHririrgNNNNNNNNN NNNNNNNNNNNN W co co m m m m m m m m m m m w m m m m m m m m m m m m a to to to01NMvInt0nrrmmmM0%0)010101000000 a 1-a N 0100ri ri .-i e-i e-I ri ri ri ri 4 ri ri r- 1i 14 ri ri NNNNNN � rmmmaommmcomcommmmmmmmmmmmmmm . Z O vtn0M0W M W M000r4r4ririNNNNMMMMMM H .y N m010000000riririr-Iririr-iririrlririririr-Ir-Iri {� nr.eommoommmmmmmmmmmmmmmmmmmm In mNC . V'lnrnm MO100 r4 ra ri r4 ri N N N M M M MM . c-I . . . . . . . . . . . . . . . . . . . t0 mm010%(t❑%M(A %a) 000 000 0000 00 000 rrrnrrrrnrrnrCD. mmmmmmmmmmmmmm O tD M o v r- 0 0 rq N M M v v to to to to tD %D tD VD n r W W%D . . . . . . . . . . . . . . . . . . . . . . . . . vtOrnnrtococo cococommmmmmmmmmmmmm nnnnnnnnnnnnnnnnrnrrnrrrrr to 0%0vtDrmmrnntD%DWLnvvMMNNa%%Cvrim%D . O .... ........ .... .... . ONNNNNNNNNNNNNNNNNNNriririr 0,0 n n n n r n n r r n r n r n n n r n r n r r r r n n 3EE+ 000000000000000000o0000000 OC9E-1 0000000000o0000000000000oo 4Z44 r+NM V'tnWNCOM0r-INM V 0WrD W M0 n 0 0 0 M 0 r"'tr'iriririririHHHNNMMv V to JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: HAPJIONY SCHOOL SHOPS 61h FILING STANDARD FORM B COMPLETED BY: ES DATE: 22-Feb-07 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 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) 102** 0.39 ROADS/WALKS 0.16 Ac. ROUGHENED GR. 0,05 Ac. STRAW/MULCH 0.18 Ac. GRAVEL FILTER, SILT FENCE NET C-FACTOR 0.17 NET P-FACTOR 0.39 EFF = (1-C*P)*100 = 93.5% 103 0.76 ROADS/WALKS 0.67 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.09 Ac. GRAVEL FILTER NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (1-C*P)* 100 = 98.7% 104 0.80 ROADS/WALKS 0.75 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.05 Ac. GRAVEL FILTER,SILT FENCE NET C-FACTOR 0.01 NET P-FACTOR 0.40 EFF = (I-C*P)* 100 = 99.5% 108 1.08 ROADS/WALKS 0.92 Ac. ROUGHENED GR. 0.00 Ac. STRAWIMULCH 0.16 Ac. GRAVEL FILTER NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (I-C*P)* 100 = 98.6% 3934712EROSION.XLS JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: HARMONY SCHOOL SHOPS 6th FILING STANDARD FORM B COMPLETED BY: ES DATE: 22-Feb-07 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) 109 0.72 ROADS/WALKS 0.64 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.08 Ac. GRAVEL FILTER NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (1-C*P)* 100 = 98.7% 1I0** 0.20 ROADS/WALKS 0.13 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.07 Ac. GRAVEL FILTER NET C-FACTOR 0.03 NET P-FACTOR 0.80 EFF = (I-C*P)* 100 = 97.7% 112** 0.30 ROADS/WALKS 0.21 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.09 Ac. GRAVEL FILTER, SILT FENCE NET C-FACTOR 0.02 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 99.0% 114 0.32 ROADS/WALKS 0.15 Ac. ROUGHENED GR. 0.14 Ac. STRAW/MULCH 0.04 Ac. GRAVEL FILTER NET C-FACTOR 0.44 NET P-FACTOR 0.77 EFF = (I -C*P)* 100 = 66.0% 115 0.43 ROADSIWALKS 0.38 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.05 Ac. GRAVEL FILTER 3934712EROSION.XLS JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: HARMONY SCHOOL SHOPS 6th FILING STANDARD FORM B COMPLETED BY: ES DATE: 22-Feb-07 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) NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (I-C*P)* 100 = 98.7% 116 0.49 ROADS/WALKS 0.40 Ac. ROUGHENED GR. 0.00 Ac. STRAWIMULCH 0.09 Ac. GRAVEL FILTER NET C-FACTOR 0.02 NET P-FACTOR 0.80 EFF = (I-C*P)*100 = 98.5% 3934712EROSION.XLS JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: HABMONYSCHOOL SHOPS 6th FILING STANDARD FORM B COMPLETED BY: ES DATE: 22-Feb-07 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOM 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 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) 117 0.93 ROADS/WALKS 0.07 Ac. ROUGHENED GR. 0.84 Ac. STRAW/MULCH 0.03 Ac. NET C-FACTOR 0.90 NET P-FACTOR 0.91 EFF = (I-C*P)* 100 = 17.8% 118 1.13 ROADS/WALKS 0.19 Ac.. ROUGHENED GR. 0.95 Ac. STRAW/MULCH 0.00 Ac. NET C-FACTOR 0.84 NET P-FACTOR 0.92 EFF = (I-C*P)* 100 = 23.3% 119 2.28 ROADS/WALKS 0.05 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 2.23 Ac. SEDIMENT TRAP NET C-FACTOR 0.06 NET P-FACTOR 0.50 EFF = (I-C*P)* 100 = 97.1 % ** Basins 101, 105-107, 111, 113 and portions of basins 102, 110 and 112 were not used in this calculation as they are already developed areas in previous phases. TOTAL AREA = 9.85 ac TOTAL EFF = 80.7% ( E (basin area * eff) / total area REQUIRED PS = 78.7% Since 80.7% > 78.7%, the proposed plan is o.k. 3934712EROSION.XLS Project.HARMONY SCHOOL SHOPS 6TH FILING Indicate witn bar line when constructions will occur and when BMP's will be installedlremoved in relation to the construction phase CONSTRUCTION PHASE (WeeklMonth) 1 2 3 4 5 6 7 8 9 10 11 12 Grading (Include Offsite) Overlot Detention/WO Ponds Swales, Drainageways, Streams Ditches Pipeline Installation (Include Offsite) Water Sanitary Sewer Stormwater Concrete Installation (Include Offsite) Area Inlets Curb Inlets Pond Outlet Structures Curb and Gutter Box Culverts, Bridges Steel Installation (Include Offsites) Grading/Base Pavement Miscellaneous (Include Offsite) Drop Structures Other (List) BEST MANAGEMENT PRACTICES Structural ---Installation" Silt Fence Barriers Nam Contour Furrows (Ripping/Disking) Sediment Trap/Filter Vehicle Tracking Pads Flow Barriers (Bales, Wattles, Etc.) Inlet Filter Sand Bags Bare Soil Preparation Terracing Stream Flow Diversion Rip Rap Other (List) `All BMPs to be removed once construction±� Is complete VEGETATIVE Temporary Seed Planting Mulching/Sealant Permanent Seed Planting Sod Installation Nettin s/Blankets/Mats To—offaas wow Other (List) DATE SUBMITTED: APPROVED BY FORT COLLINS ON: 3934712 E ROS ION.XLS, 2/23/2007 EROSION CONTROL COST ESTIMATE JOB NAME: HARMONY SCHOOL SHOPS 6th FILING COMPLETED BY: JOB NO. 39347.12 DATE EROSION CONTROL MEASURES ES 22-Feb-07 ITEM DESCRIPTION UNITS UNIT COST I QUANTITY I TOTAL COST 1 TEMPORARY SEED & MULCH ACRE $ 725.00 3.2 $ 2,290.46 2 SILT FENCE LF $ 3.00 772 $ 2,316.00 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 $ 9,356.46 CITY RESEEDING COST FOR TOTAL SITE AREA ITEM DESCRIPTION UNITS UNIT COST QUANTITY TOTAL COST 1 RESEED/MULCH ACRE 1 $ 725.00 1 9.9 1 $ 7,142.04 141ol 1 SECURITY DEPOSIT WITH FACTOR OF 7.142.04 9,356.46 APPENDIX F WATER QUALITY CALCULATIONS Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6" Filing JR Engineering PROJECT NAME: JR PROJECT NO: COMPUTATIONS BY: DATE: WATER QUALITY CAPTURE VOLUME SUMMARY FOR EXTENDED DETENTION HARMONY SCHOOL SHOPS 6TH FILING 39347.12 ES 2/27/2007 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 = WQCV/12 * Area * 1.2 MAJOR BASIN Trib. area (acres) Impervious Ratio, I i = Ia1100 % Impervious la WQCV (watershed inches) Design Volume, Vol. (ac-ft) POND A 21.41 0.64 64 0.25 0.54 3934712POND.xls,2/25/2007,1:45 PM Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Project Name: HARMONY SCHOOL SHOPS 6TH FILING Project Number: 39347.12 Company: JR Engineering Designer: ES Date: 2/2712007 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=la/100) la = 64 % i = 0.644 B) Contributing Watershed Area (Area) A = 21.41 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.25 watershed inches (WQCV=1.0*(0.91 *ia-1.19*i2+0.78i)) D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.54 ac-ft 2. Outlet Works A) Outlet Type (Check One) x Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowevst Perforations (H) H = 1.8 It C) Required Maxiumum Outlet Area per Row, (Ao) Ao = 1.6 square inches (Figure EDB-3) D) Perforation Dimensions (enter one only) i) Circular Perforation Diamter OR D = 1 7116 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 for Maximum) nc = 1 number F) Actual Design Outlet Area per Row (Ao) Ao = 1.62 square inches G) Number of Rows (nr) nr = 5 number H) Total outlet Area (A,,) Aot = 8.1 square inches 3. Trash Rack A) Needed Open Area A, = 0.5 * (Figure 7 Value) * Aot At = 275.5 square inches B) Type of Outlet Opening (Check One) x < 2" Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref: Figure 6a) 1) Width of Trash Rack and Concrete Opening (Wconc) Wconc = 12 inches from Table 6a-1 ii) Height of Trash Rack Screen (HTR) HTR = 20 inches = H - 2" for flange of top support iii) Type of Screen Based on Depth H) x S.S. #93 VE Wire (US Filter) Describe if "other" Other: iv) Screen Opening Slot Dimension, x 0.139" (US Filter) Describe if "other" Other: v) Spacing of Support Rod (D.C.) 1 inches Type and Size of Support rod (Ref: Table 6a-2) TE .074"X.50" vi) Type and size of Holding Frame (Ref: Table 6a-2) 3/4" x 1.0" angle D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of rectangular Opening (W) ii) Width of Perforated Plate Opening (Wconc=W+12") iii) Width of Trashrack Opening (Wopening) from Table 6b-1 iv) Height of Trash Rack Screen (HTR) W = inches Wconc = 0 inches Wapening - HTR = v) Type of Screen (based on Detph H) (Describe if "other) vi) Cross -bar Spacing (Based on Table 6b-1, KlempTM KPP Grating). Describe if "other" vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio 5. Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides 6. Two -Stage Design A) Top Stage (Dwo = 2' minumum) Dwo B) Bottom Stage (Des = Dwo + 1.5' min, Dwo + 3.0' max. Storage = 5% to 15% of Total WQCV) C) Micro Pool (Minimum Depth = the Larger of 0.5`Top Stage Depth or 2.5 feet) Storage = Des = Storage = Surf. Area = Depth = Storage = Surf. Area = D) Total Volume: Voltoi = Storage from 5A + 6A + 6B Volm _ Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Minimum Z = 4, flatter preferred 8. Dam Embankment Side Slopes (Z, horizontal distance per unit vei Minimum Z = 4, flatter preferred 9. Vegetation (Check the method or describe "other") inches inches KlempTM KPP Series Aluminum Other: inches Other: (L/W) acre-feet acres inches yes/no feet acre-feet feet acre-feet acres feet acre-feet acres 0 acre-feet Z = 3 (horizontal/vertical) Z = (horizontal/vertical) x Native Grass _ Irrigation Turf Grass Other: DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES 10. 6.( 2.( 1.0 0.6C a� 0.40 E CZ0.2C U CZ 0 L a) 0.1C m A w: •M 0.01 0.02 ZZ EXAMPLE: DWO = 4.5 ft . WQCV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? EQUATION: WQCV a K 40 in which, K40=0.013DWQ+0.22DWQ -0.10 moo_ 1�, a` er O� h_7Z r 2.0 4.0 6.0 I ,t FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 0.04 0.06 0.10 0.20 0.40 0.60 1,0 Required Area per Row,a (in.2 ) 9-1-99 1 � ,.r S-43 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Sc (in) Area per Row (sq in) n=1 n=2 n=3 1 4 0.2 00 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 0.15 0.30 0.45 1/2 0.500 2 0.20 0.39 0.59 9/16 0.563 3 - 0.25 0.50 0.75 5/8 0.625 i 3 0.31- 0.61 0.92 11/16 0.688 3 0.37 0.74 1.11 3 4 0.750 3 0.44 0.88 1.33 13/16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 0.60 1:20 1.80 15/16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 1.063 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1 1 4 1.250 4 2.45 3.68 1 5/16 1.313 4 2.71 4.06 1 3 8 1.375 4 2.97 4.45 1 7 16 1.438 4 F2.O7 3.25 4.57 1 1 2 1.500 4 3.53 - 5.30 1 9 16 .1.563 4 3.93 5.75 1 5 8 1.625 4 4.15 6.22 1 11 16 1.688 4 . 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 2.58 5.16 7.74 1 7 8 1.875 2.76 5.52 8.28 1 15 16 1.938 g 2.95 5.90 "8.84 2 " 2.000 3.14 6.28 9.42 n =Number of columns of perforations Minimum steel plate thickness 1/4 Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) - Required Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Re: Details.dwg Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " 8" 5/16 „ g" 11 /32 " Figure 5 WQCV Outlet Orifice Perforation Sizing No Text E Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W ,o,,.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Terms. Maximum Dia. Width of Trash Rack Opening Wcpn j Per Column of Holes as a Function of Water Depth H of Circular Opening (inches) H=2.0' H=3.0' H=4.0' H=5.0' 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. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in._ 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 iii. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 12 in. 15 in. 2 _< 1.50 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. I Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. US FilterT'l Stainless Steel Well'Screen' (or equal) Trash Rack Design Specifications. 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 3/," 0.31' '/s"xl.0"flat bar 18" . 0.139 TE .074"x:50" 1" 0.655 , '/<"x 1.0 angle 24" 0.139 TE.074"x.75" V, LOY 1.0"x 1%z"an le 27" 0.139 TE .074"x.75" 1" 1.03" 1.0"x 1'/z"an le 30" 0.139 TE .074"x1.0" 1" 1.155" 1 '/,`k 1'/2"an le 36" 0.139 TE .074"xl.0" 1" 1.155" 1 '/,`k l %"an le 42" 0.139 TE .105"xl.0" 1" 1.155" 1 '/,`k 1%"an le 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-1 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 = 36 = 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 U'S 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'/," x 1.0" welded carbon steel frame. Table 6a APPENDIX G DETENTION POND DESIGN Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6 h Filing to C7 N z o a N _V L—JNO z a0�N C7 2O� p z o =Ut+�j^lw �n L)OrnNO a g N } M } � O 32Zitw cn CX m m LLI (//Ji _ O=�LwN i N O N M M O n O m 0 0 n rn m 0 0 0 N 0 0 0 a m m b 0 M M N O O F O m W N J O W z O op z w a U O M N Q Q 0 m r w w z 0 z o w p Z N U z O W O LJ O µ J m 000 O V1 U1 O aplaug0s 'Wd 6b:0 VU LOOZ/9Z/Z 'ade0spuel L Lx9'9 '6Mp'011NW3HOS W WMS Z LLbE6E\wwMs\Z L Lt c6E\lle'OOOOE6E\:X UDSwmm Data Info LOCATION: HARMONY SCHOOL SHOPS 6TH FILING PROJECT NO: 39347.12 COMPUTATIONS BY: ES SUBNGTTED BY: JR ENGINEERING DATE: 2/25/2007 UDSwmm Data Basin Info SWMM Basin ID Rational Method Basins To Element Basin Width (ft) Basin Area (ac) Percent Imprevious N Basin Slope (ft/ft) 100 Off -site 40 750 3.30 80.0 0.01 200 Off -site 40 160 0.94 60.0 0.006 400 Off -site 30 140 0.85 60.0 0.006 101 101 1 482 2.28 12.0 0.02 102 102 2 1264 0.89 68.0 0.025 103 103 3 352 2.26 51.0 0.023 104 104 4 333 0.76 85 0.014 105 105 5 806 0.8 90 0.0085 106 106 6 962 2.98 60 0.008 107 107 7 2152 0.67 76 0.0075 108 108 8 316 2.28 75 0.013 109 109 9 256 1.08 82 0.015 110 110 10 506 0.72 85 0.008 111 111 11 958 0.4 65 0.018 112 112 12 478 1.07 54 0.01 113 113 13 231 1.29 78 0.008 114 114 14 274 0.62 70 0.011 115 115 15 308 0.32 86 0.02 116 116 16 758 0.43 85 0.013 117 117 17 450 0.49 79 0.02 118 118 1 18 388 0.93 93 0.02 119 119 (Det. Pond) 1 800 1498 1.13 95 0.005 Note: Basins 100, 200 and 400 are unchanged from the original model from 1997 Sear Brown Group analysis. Refer to Appendix D of Drainage and Erosion Contro Report for Harmony School Shops 4th Filing dated October, 2003 for a copy of the Sear Brown model. UDSwmm Data Info LOCATION: HARMONY SCHOOL SHOPS 6TH FILING PROJECT NO: 39347.12 COMPUTATIONS BY: ES SUBMITTED BY: JR ENGINEERING DATE: 2/25/2007 UDSwmm Data Conveyance Info Conveyance Element To Element Pipe or Gutter Pipe D (ft) Length (ft) Slope (ft/ft) Full Flow Depth (ft) Overflow Overflow Width (ft) Overflow Slope (ft/ft) Overflow Depth (ft) 1 8 Pipe 1.75 211 0.0065 1.75 2 3 Pipe 2.00 187 0.0040 2.00 3 1 6 Pipe 3.75 163 0.0040 2.42 Overflow 1.00 195 0.0050 0.50 4 3 Pipe 3.17 96 0.0040 2.00 Overflow 1.00 243 0.005 0.50 5 4 Pipe 2.00 107 0.004 2.00 6 800 Pipe 3.75 72 0.004 2.42 7 20 Pipe 2 92 0.0044 2 8 20 Pipe 2.5 83 0.004 2.5 Overflow 1 469 0.005 0.5 9 10 Pipe 2.5 69 0.004 2.5 Overflow 1 321 0.005 0.5 10 800 Pipe 2.5 239 0.004 2.5 Overflow 1 274 0.005 0.5 11 12 Pipe 2 303 0.047 2 Overflow 14 234 0.01 1 12 14 Pipe 3.17 132 0.004 2 Overflow 1 308 0.005 0.5 13 12 Pipe 1.5 333 0.0032 1.5 14 50 Pipe 4.417 135 0.004 2.83 15 50 Pipe 1.5 48 O.004 1.5 20 9 Pipe 2.5 145 0.004 2.5 50 800 Pipe 4.417 49 0.004 2.83 60 30 Pipe 6 60 0.005 1 40 60 Pipe Dummy Node na na na 30 800 Pipe Dummy Node na na I na P1 Table 1.1 Total Rainfall Depths (2-Year to 100-Year Storm Events). Return Period 2-Year 5-Year 10-Year 25-Year 50-Year I 100-Year Rainfall Depth (in) 0.98 1 1.36 1.71 I 2.31 2.91 I 3.67 Table 1.2 Rainfall Hyetographs (2-Year to 100-Year Storm Events). Time . Rainfall Intensity (in/hr) (min) 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.29 0.40 0.49 0.63 I 0.79 I 1.00 10 0.33 0.45 0.56 0.72 I 0.90 1.14 15 0.38 0.53 I 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 1.41 I 1.77 I 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49. 35 2.85 3.97 4.87 6.30 7.90 I 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 I 0.92 I 1.16 1.46 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 I ..0.52 0.67 I 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 0.27 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 TAOPEN\Cofc16\MDPlfina1 hydrology.doc 1-4 ANdERSON CONSUMING ENGINEERS, INC. Table Rating Table for Circular Channel Project Description Worksheet Outlet Orifice--13.75" Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Diameter 24.0 in Attribute Minimum Maximum Increment Discharge (cfs) 0.00 20.00 0.50 Discharge (cfs) Depth (it) Velocity (ft/s) Flow Area (ft') Wetted Perimeter (ft) Top Width (ft) 0.00 0.00 0.00 0.0 0.00 0.00 0.50 0.24 2.31 0.2 1.42 0.00 1.00 0.34 2.84 0.4 1.70 0.00 1.50 0.41 3.20 0.5 1.89 0.00 2.00 0.48 3.47 0.6 2.04 0.00 2.50 0.53 3.71 0.7 2.17 0.00 3.00 0.59 3.90 0.8 2.29 0.00 3.50 0.64 4.08 .0.9 2.40 0.00 4.00 0.68 4.23 0.9 2.49 0.00 4.50 0.73 4.37 1.0 2.59 0.00 5.00 0.77 4.50 1.1 2.67 0.00 5.50 0.81 4.62 1.2 2.76 0.00 6.00 0.85 4.73 1.3 2.84 0.00 6.50 0.89 4.83 1.3 2.92 0.00 7.00 0.93 4.92 1.4. 2.99 0.00 7.50 0.96 5.01 1.5 3.07 0.00 8.00 1.00 5.09 1.6 3.14 0.00 8.50 1.04 5.17 1.6 3.22 0.00 9.00 1.07 5.24 1.7 3.29 0.00 9.50 1.11 5.31 1.8 3.36 0.00 10.00 1.15 5.37 1.9 3.43 0.00 10.50 1.18 5.43 1.9 3.51 0.00 11.00 1.22 5.49 2.0 3.58 0.00 11.50 1.26 5.54 2.1 3.66 0.00 12.00 1.29 5.59 2.1 3.74 0.00 12.50 1.33 5.63 2.2 3.82 0.00 13.00 1.37 5.67 2.3 3.90 0.00 13.50 1.41 5.71 2.4 3.98 0.00 14.00 1.45 5.74 2.4 4.07 0.00 14.50 1.49 5.77 2.5 4.17 0.00 15.00 1.54 5.79 2.6 4.28 0.00 15.50 1.59 5.80 2.7 4.39 0.00 16.00 1.64 5.80 2.8 4.53 0.00 16.50 1.70 5.79 2.8 4.70 0.00 17.00 1.79 5.74 3.0 4.96 0.00 17.50 N/A N/A N/A N/A N/A 18.00 N/A N/A N/A N/A N/A Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\orifice.fm2 JR Engineering FlowMaster v7.0 f7.0005] 05/01/07 08:13:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Table Rating Table for Circular Channel Discharge Depth Velocity Flow Wetted Top (cfs) (ft) (ft/s) Area Perimeter Width (ft') (ft) (ft) 18.50 N/A N/A N/A N/A N/A 19.00 N/A N/A N/A N/A N/A 19.50 N/A N/A N/A N/A N/A 20.001 N/A N/A N/A N/A N/A Project Engineer: JR Engineering x:\3930000.all\3934712\flowmaster\orifice.fm2 JR Engineering FlowMaster v7.0 [7.0005] 05/01/07 08:13:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 M } N U T N O � 3 A N �L U O O(V m n N 'O N o y w m A N tDNO V;�mr '0 O J (� N n IT, r Nth V R n V' S m N N m N N m N N m N N m N N m N 0 m D V V V V V V V t _U U"~ 'UO p` rN eD0 V 7 Nm NNt? MN V yE o� a o U U N OMmm C, O OIC V O m m O) N fV M _N O V ' Ex o00 YEN COU 01omo:000 00Qt,NNfDfYf,O�z- vNmmi N om oo IMPm o,t"ia�mm N[ �nMA x o N YI �f NNYlN m IO ION N gm, 3 ? i� a !V- gi 2 1 1 2 3 4 WATERSHED 0 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN 60 0 0 5.0 1 25.0 1 24 5.0 0.49 0.56 0.65 1.09 1.39 2.69 4.87 2.02 1.21 0.71 0.6 0.52 0.39 0.37 0.35 0.34 0.32 0.31 0.3 0.29 0.28 0.27 0.26 0.25 1 100 40 750. 3.33 80. 0.010.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 200 40 160. 0.94 60.0.0060.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 400 30 140. 0.85 60.0.0060.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 101 1 482. 2.28 12. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 102 21264. 0.89 68.0.0250.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 103 3 352. 2.26 51.0.0230.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 104 4 333. 0.76 85.0.0140.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 105 5 806. 0.8 90..00750.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 106 6 962. 2.98 60.0.0080.016 0.25 0.1 10.3 0.51 0.5 0.0018 1 107 72152. 0.67 76..00750.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 108 8 316. 2.28 75.0.0130.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 109 9 256. 1.08 82.0.0150.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 110 10 506. 0.72 85.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 111 11 958. 0.4 65.0.0180.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 112 12 478. 1.07 54. 0.010.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 113 13 231. 1.29 78.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 114 14 274. 0.62 70.0.0110.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 115 15 308. 0.32 86. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 116 16 758. 0.43 85.0.0130.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 117 17 450. 0.49 79. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 118 18 388.0.093 93. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 119 7001498. 1.13 95.0.0050.016 0.25 0.1 0.3 0.51 0.5 0.0018 22 100 200 400 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 22 5 100 200 400 101 102 103, 104. 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 0 0 0 0 0 0 0 0 0 0 0 40 60 3 1. 0 60 30 1 6. 60. 0.005 0.013 1. 0 30 700 3 1. 0 20 9 2 2.5 145. 0.004 0.013 2.5 0 1 8 2 1.75 211. 0.0065 0.013 1.75 0 2 3 2 2. 187. 0.004 0.013 2. 0 3 6 5 3.17 163. 0.004 0.013 2. 1. 195. 0.005 50. 0.016 0.5 0 4 3 5 3. 96. 0.004 0.013 2. 1. 243. 0.005 50. 0.016 0.5 0 5 4 2 2. 107. 0.004 0.013 2. 0 6 700 2 3.75 72. 0.004 0.013 2.42 0 7 20 2 2. 92. 0.0044 0.013 2. 0 8 20 5 2.5 83. 0.004 0.013 1.58 1. 469. 0.005 50. 0.016 0.5 0 9 10 5 2.5 69. 0.004 0.013 2.5 1. 321. 0.005 50. 0.016 0.5 0 10 700 5 2.5 239. 0.004 0.013 2.5 1. 274. 0.005 50. 0.016 0.5 0 11 12 5 2. 303. 0.0047 0.013 2. 14. 234. 0.01 4. 4. 0.035 1. 0 800 0 8 2 0.1 1. 0.006 0.013 0.1 0. 0. 0.16 5.6 1.23 7.5 2.62 9. 4.2 10.4 5.34 11.1 6.05 14.4 8.15 33.4 0 12 14 5 3.17 132. 0.004 0.013 2. 1. 308. 0.005 50. 0.016 0.5 0 13 12 2 1.5 48. 0.004 0.013 1.5 0 14 50 .2 4.417 135. 0.004 0.013 2.83 0 15 50 2 1.5 48. 0.004 0.013 1.5 0 50 700 2 4.417 49. 0.004 0.013 2.83 0 700 800 3 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 40 50 60 700 0 0 0 0 0 0 0 0 0 0 0 20 5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 40 50 60 0 0 0 0 0 0 0 0 0 0 0 0 ENDPROGRAM 'BAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER *** ENTRY MADE TO RUNOFF MODEL *** HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN ODUMBER OF TIME STEPS 60 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 49 .56 .65 1.09 1.39 2.69 4.87 60 .52 .39 .37 .35 .34 .32 28 .27 .26 .25 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 100 40 750. 3.3 80.0 200 40 160. .9 60.0 400 30 140. .9 60.0 101 1 482. 2.3 12.0 102 2 1264. .9 68.0 103 3 352. 2.3 51.0 104 4 333. .8 85.0 105 5 806. .8 90.0 106 6 962. 3.0 60.0 107 7 2152. .7 76.0 08 8 316. 2.3 75.0 �09 9 256. 1.1 82.0 110 10 506. .7 85.0 111 11 958. .4 65.0 112 12 478. 1.1 54.0 113 13 231. 1.3 78.0 114 14 274. .6 70.0 115 15 308. .3 86.0 116 16 758. .4 85.0 117 17 450. .5 79.0 118 18 388. .1 93.0 119 700 1498. 1.1 95.0 OTOTAL NUMBER OF SUBCATCHMENTS, 22 OTOTAL TRIBUTARY AREA (ACRES), 25.68 OHYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING 100 200 400 101 108 109 110 111 118 119 2.02 1.21 .71 .31 .30 .29 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/FT)' IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0100 .016 .250 .100 .300 .51 .50 .00180 1 .0060 .016 .250 .100 .300 .51 .50 .00180 1 .0060 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0250 .016 .250 .100 .300 .51 .50 .00180 1 .0230 .016 .250 .100 .300 .51 .50 .00180 1 .0140 .016 .250 .100 .300 .51 .50 .00180 1 .0075 .016 .250 .100 .300 .51 .50 .00180 1 .0080 .016 .250 .100 .300 .51 .50 .00180 1 .0075 .016 .250 .100 .300 .51 .50 .00180 1 .0130 .016 .250 .100 .300 .51 .50 .00160 1 .0150 .016 .250 .100 .300.51 .50 .00180 1 .0080 .016. .250 .100 .300 .51 .50 .00180 1 .0180 .016 .250 .100 .300 ..51 .50 .00180 1 .0100 .016 .250 .100 .300 .51 .50 .00180 1 .0080 .016 .250 .100 .300 .51 .50 .00180 1 .0110 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0130 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0050 .016 .250 .100 .300 .51 .50 .00180 1 22SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM386 MODEL 102 103 104 105 106 107 112 113 114 115 116 117 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 22 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 100 200 400 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ._il2MONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL *** WATERSHED AREA (ACRES) 25.683 TOTAL RAINFALL (INCHES) 1.711 -OTAL INFILTRATION (INCHES) .296 TOTAL WATERSHED OUTFLOW (INCHES) 1.277 TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .138 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .00B 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN WIDTH INVERT GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/FT) 40 60 0 3 .0 1. .0010 60 30 0 1 CHANNEL 6.0 60. .0050 30 700 0 3 .0 1. .0010 20 9 0 2 PIPE 2.5 145. .0040 1 8 0 2 PIPE 1.8 211. .0065 2 3 0 2 PIPE 2.0 187. .0040 3 6 0 5 PIPE 3.2 163. .0040 OVERFLOW .1.0 195. .0033 4 3 0 5 PIPE 3.0 96. .0040 OVERFLOW 1.0 243. .0016 5 4 0 2 PIPE 2.0 107. .0040 6 700 0 2 PIPE 3.8• 72. .0040 7 20 0 2 PIPE 2.0 92. .0044 8 20 0 5 PIPE 2.5 83. .0040 OVERFLOW 1.0 469. .0007 9 10 0 5 PIPE 2.5 69. .0040 OVERFLOW 1.0 321. .0009 10 700 0 5 PIPE 2.5 239. .0040 OVERFLOW 1.0 274. .0035 11 12 0 5 PIPE 2.0 303. .0047 OVERFLOW 14.0 234. .0061 ,00 0 8 2 PIPE .1 1. .0060 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 5.6 1.2 7.5 2.6 6.1 14.4 8.1 33.4 12 14 0 5 PIPE 3.2 132. .0040 OVERFLOW 1.0 30B. .0017 13 12 0 2 PIPE 1.5 48. .0040 14 50 0 2 PIPE 4.4 135. .0040 15 50 0 2 PIPE 1.5 48. .0040 50 -700 0 2 PIPE 4.4 49. .0040 700 800 0 3 .0 0. .0010 OTOTAL NUMBER OF GUTTERS/PIPES, 22 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN SIDE SLOPES OVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FT) .0 .0 .001 10.00 0 .0 .0 .013 1.00 0 .0 .0 .001 10.00 0 .0 .0 .013 2.50 0 .0 .0 .013 1.75 0 .0 .0 .013 2.00 0 .0 .0 .013 3.17 0 .0 50.0 .016 .50 ...0 .0 .013 3.00 0 .0 50.0 .016 .50 .0 .0 .013 2.00 0 .0 .0 .013 3.75 0 .0 .0 .013 2.00 0 .0 .0 .013 2.50 - - 0 .0 50.0 .016 .50 .0 .0 .013 2.50 0 .0 50.0 .016 .50 .0 .0 .013' 2.50 0 .0 50.0 .016 .50 .0 .0 .013 2.00 0 4.0 4.0 .035 1.00 .0 .0 .013 .10 0 9.0 4.2 10.4 5.3 11.1 .0 .0 .013 3.17 0 .0 50.0 .016 .50 .0 .0 .013 1.50 0 .0 .0 .013 4.42 0 .0 .0 .013 1.50 0 .0 .0 .013 4.42 0 .0 .0 .001 10.00 0 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 2.3 2 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 .9 3 2 4 0 0 0 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0 4.7 4 5 0 0 0 0 0 0 0 0 0 104 0 0 0 0 0 0 0 0 0 1.6 5 0 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 .8 6 3 0- 0 0 0 0 0 0 0 0 106 0 0 0 0 0 0 0 0 0 7.7 7 0 0 0 0 0 0 0 0 0 0 - 107 0 0 0' 0 0 0 0 0 0 .7 8 1 0 0 0 0 0 0 0 0 0 108 0 -0 0 0 0 0 0 0 0 4.6 9 20 0 0 0 0 0 0 0 0 '0 109 0 0 0 0 0 0 0 0 0 6.3 10 9 0 0 0 0 0 0 0 0 0 110 0 0 0 0 0 0 0 0 0 7.0 11 0 0 0 0 0 0 0 0 0 0 ill 0 0 0 0 0 0 0 0 0 .4 12 11 13 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 2.8 13 0 0 0 0 0 0 0 ,O 0 0 113 0 0 0 0 0 0 0 0 0 1.3 14 12 0 0 0 0 0 0 0 0 0 114 0 0 0 0 0 0 0 0 0 3.4 15 0 0 0 0 0 0 0 0 0 0 115 0 0 0 0 0 0 0 0 0 .3 20 7 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.2 30 60 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 5.1 40 0 0. 0 0 0 0 0 0 0 0 100 200 0 0 0 0 0 0 0 0 4.3 50 14 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.7 60 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3 800 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 21 POINTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 40 50 60 700 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEA.R EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 20 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. (I) 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 ME(HR/MIN) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 .90 50 60 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .1( ) .1( ) .0( ) .1( ) .1( I .0( ) .0( 1 ..1( ) .0( ) 0 30. 1. 2. 8. 4. 2. 13. 2. 5. 8. 9. .3( 1 .5( ) .9( ) .6( ) .5( ) 1.0( ) .5( ) .7( ) .9( ) 1.01 ) 1. 4. 2. 5. 1. 6. 9. B. 6. 8. .3( I .6( 1 .6( 1 .6( 1 .4( ) .81 1 .0( ) .0( ) .7( ) .4( ) 0 55. 1. 0. 2. 1. 0. 4. 0. 3. 3. 4. .4( ) .2( ) .5( ) .3( ) .2( ) .6( ) .2( ) .5( ) .6( ) .7( ) 0. 1. 1. 2. 0. 3. 3. 3. 2. 2. .1( 1 .4( ) .3( 1 .4( 1 .2( 1 .5( ) .0( ) .0( ) .4( ) .2( ) 1 20. 1. 0. 1. 0. 0. 2. 0. 1. 2. 2. .2( ) .2( ) .4( ) .2( ) .2( ) .4( 1 .2( ) .4( ) .4( ) .5( ) 0. 1. 0. 1. 0. 1. 2. 1. 1. 1. .1( 1 .3( ) .3( ) .3( ) .1( ) .4( ) .0( 1 .0( 1 .3( ) .1( ) 1 45. 0. 0. 1. 0. 0. 2. 0. 1. 1. 1. .2( 1 .2( ) .3( ) .2( ) .2( ) .4( ) .1( ) .3( ) .4( 1 .4( ) 0. 1. 0. 1. 0. 1. 1. 1. 1. 1. .1( ) .2( ) .2( ) .2( ) .1( 1 .3( ) .0( ) .0( 1 .3( ) .1( ) 2 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .1( ) .1( ) .1( ) .2( ) .0( ) .2( ) .2( ) .2( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .1( ) .1( ) .1( ) .0( ) .2( ) .01 ) .0( ) .1( ) .0( ) 35. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .1( ) .0( ) .0( ) - .1( ) .0( 1 .1( 1 .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( 1 .1( ) .1( ) .1( ) .0( ) .1( 1 .0( ) .0( 1 .1( ) .O( ) 3 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( 1 .0( 1 .0( ) .0( ) .1( ) .0( ) .1.( ) .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .O( t .0( ) .0( ) .0( ) .0( ) .1( ) .0( ) .0( t .0( ) .0( ) 3 25. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( t .1( ) .1( t .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .O( t .0( ) .O( ) .0( ) .0( ) .1( ) .0( ) ..0( ) .O( ) .0( ) 3 50. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( t .0( t .0( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( i .0( ) .0( t .O( > 4 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) .0( t 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .o( ) .0( ) .0( ) .0( t .O( t .0( ) .0( ) 4 40. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( t .0( ) .0( ) .0( t .0( ) .0( ) .0( ) .0( t .0( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( t .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( i .0( i .O( t 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 10-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 2. .5 0 .35. 13 5. 1.0 0 35. 11 2. .5 0 35. 8 11. 1.1 0 35. 7 4. .7 0 35. 5 4. .8 0 35. 12 10. 1.0 0 35. 20 14. 1.3 0 35. 4 8. .9 0 35. 2 4. .8 0 35. 40 17. (DIRECT FLOW) 0 35. 15 2. .5 0 35. 14 12. 1.0 0 35. 9 18. 1.5 0 35. 3 18. 1.3 _ 0 35. 60 17. .6 0 35. 50 14. 1.0 0 35. 10 20. 1.7 0 35. 6 28. 1.6 0 35. 30 19. (DIRECT FLOW) 0 35. 700 88. (DIRECT FLOW) 0 35. 18 0. (DIRECT FLOW) 0 35. 17 2. (DIRECT FLOW) 0 35. 16 2. (DIRECT FLOW) 0 35. 800 B. .1 1.6 1 15.---------- 10-YR RELEASE RATE (CPS) AND STORAGE VOLUME (AC -FT) 2 1 1 2 3 4 WATERSHED 0 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN 60 0 0 5.0 1 25.0 1 24 5.0 1. 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1. 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 100 40 750. 3.33 80. 0.010.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 200 40 160. 0.94 60.0.0060.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 400 30 140. 0.85 60.0.0060.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 101 1 482. 2.28 12. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 102 21264. 0.89 68.0.0250.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 103 3 352. 2.26 51.0.0230.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 104 4 333. 0.76 85.0.0140.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 105 5 806. 0.8 90..00750.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 106 6 962. 2.98 60.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 107 72152. 0.67 76.:00750.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 108 8 316. 2.28 75.0.0130.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 109 9 256. 1.08 82.0.0150.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 110 10 506. 0.72 85.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 111 11 958. 0.4 65.0.0180.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 112 12 478. 1.07 54. 0.010.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 113 13 231. 1.29 78.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 114 14 274. 0.62 70.0.0110.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 115 15 308. 0.32 86. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 116 16 758. 0.43 85.0.0130.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 117 17 450. 0.49 79. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 118 18 388.0.093 93. 0.020.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 119 7001498. 1.13 95.0.0050.016 0.25 0.1 0.3 0.51 0.5 0.0018 22 100 200 400 101 102 103 104 105 106 107 108 109 110 Ill 112 113 114 115 116 117 118 119 22 5 100 200 400 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 0 0 0 0 0 0 0 0 0 0 0 40 60 3 1. 0 60 30 1 6. 60. 0.005 0.013 1. 0 30 700 3 1. 0 20 9 2 2.5 145. 0.004 0.013 2.5 0 1 8 2 1.75 211. 0.0065 0.013 1.75 0 2 3 2 2. 187. 0.004 0.013 2. 0 3 6 5 3.17 163. 0.004 0.013 2. 1. 195. 0.005 50. 0.016 0.5 0 4 3 5 3. 96. 0.004 0.013 2. 1. 243. 0.005 50. 6.016 0.5 0 5 4 2 2. 107. 0.004 0.013 2. 0 6 700 2 3.75 72. 0.004 0.013 2.42 0 7 20 2 2. 92. 0.0044 0.013 2. 0 8 20 5 2.5 83. 0.004 0.013 1.58 1. 469. 0.005 50. 0.016 0.5 0 9 10 5 2.5 69. 0.004 0.013 2.5 1. 321. 0.005 50. 0.016 0.5 0 10 700 5 2.5 239. 0.004 0.013 2.5 1. 274. 0.005 50. 0.016 0.5 0 11 12 5 2. 303. 0.0047 0.013 2. 14. 234. 0.01 4. 4. 0.035 1. 0 800 0 8 2 0.1 1. 0.006 0.013 0.1 0. 0. 0.16 5.6 1.23 7.5 2.62 9. 4.2 10.4 5.34 11.1 6.05 14.4 8.15 33.4 0 12 14 5 3.17 132. 0.004 0.013 2. 1. 308. 0.005 50. 0.016 0.5 0 13 12 2 1.5 48. 0.004 0.013 1.5 0 14 50 2 4.417 135. 0.004 0.013 2.83 0 15 50 2 1.5 48. 0.004 0.013 1.5 0 50 700 2 4.417 49. 0.004 0.013 2.83 0 700 800 3 20 1 2 3 .4 5 6 7 8 9 10 11 12 13 -14 15 20 30 40 50 60 0 0 0 0 0 0 0 .0 0 0 0 0 21 5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 40 50 60 700 0 0 0 0 0 0 0 0 0 0 0 ENDPROGRAM 9AN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORA.DO AT DENVER *** ENTRY MADE TO RUNOFF MODEL *** HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN ONUMBER OF TIME STEPS 60 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 1.22 1.06 1.00 .95 .91 .87 .84 .73 .71 .69 .67 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 100 40 750. 3.3 80.0 200 40 160. .9 60.0 400 30 140. .9 60.0 101 1 482. 2.3 12.0 102 2 1264. .9 68.0 103 3 352. 2.3 51.0 104 4 333. .8 85.0 105 5 806. .8 90.0 106 6 962. 3.0 60.0 '07 7 2152. .7 76.0 )8 8 316. 2.3 75.0 .09 9 256. 1.1 82.0 110 10 506. .7 85.0 111 11 958. .4 65.0 112 12 478. 1.1 54.0 113 13 231. 1.3 78.0 114 14 274. .6 70.0 115 15 308. .3 86.0 116 16 758. .4 85.0 117 17 450. .5 79.0 118 18 388. .1 93.0 119 700 1498. 1.1 95.0 OTOTAL NUMBER OF SUSCATCHMENTS, 22 OTOTAL TRIBUTARY AREA (ACRES), 25.68 OHYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING 100 200 400 101 108 109 110 111 118 119 4.12 2.48 1.46 .81 .78 .75 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) CAGE (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0100 .016 .250 .100 .300 .51 .50 .00180 1 .0060 .016 .250 .100 .300 .51 .50 .00180 1 .0060 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0250 .016 .250 .100 .300 .51 .50 .00180 1 .0230 .016 .250 .100 .300 .51 .50 .00180 1 .0140 .016 .250 .100 .300 .51 .50 .00180 1 .0075 .016 .250 .100 .300 .51 .50 .00180 1 .0080 .016 .250 .100 .300 .51 .50 .00180 1 .0075 .016 .250 .100 .300 .51 .50 .00180 1 .0130 .016 .250 .100 .300 .51 .50 .00180 1 .0150 .016 .250 .100 .300 .51 .50 .00180 1 .0080 .016 .250 .100 .300 .51 .50 .00180 1 .0180 .016 .250 .100 .300 .51 .50 .00180 1 .0100 .016 .250 .100 .300 .51 .50 .00180 1 .0080 .016 .250 .100 .300 .51 .50 .00180 1 .0110 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100- .300 .51 .50 .00180 1 .0130 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0050 .016 .250 .100 .300 .51 .50 .00180 1 22SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM386 MODEL 102 103 104 105 106 107 112 113 114 115 116 117 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 22 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 100 200 400 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ..,.RMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL *** WATERSHED AREA (ACRES) 25.683 TOTAL RAINFALL (INCHES) 3.669 TAL INFILTRATION (INCHES) .360 TOTAL WATERSHED OUTFLOW (INCHES) 3.166 TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .143 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .004 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT .MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 40 60 0 3 .0 1. .0010 .0 .0 .001 10.00 0 60 30 0 1 CHANNEL 6.0 60. .0050 .0 .0 .013 1.00 0 30 700 0 3 .0 1. .0010 .0 .0 .001 10.00 0 20 9 0 2 PIPE 2.5 145. .0040 .0 .0 .013 2.50 0 1 8 0 2 PIPE 1.8 211. ..0065 .0 .0 .013 1.75 0 2 3 0 2 PIPE 2.0 187. .0040 .0 .0 .013 2.00 0 3 6 0 5 PIPE 3.2 163. .0040 .0 .0 .013 3.17 0 OVERFLOW 1.0 195. .0033 .0 50.0 .016 .50 4 3 0 5 PIPE 3.0 96. .0040 .0 .0 .013. 3.00 0 OVERFLOW 1.0 243. .0016 .0 50.0 .016 .50 5 4 0 2 PIPE 2.0 107. .0040 .0 .0 .013 2.00 0 6 700 0 2 PIPE 3.8 72. .0040 .0 .0 .013 3.75 0 7 20 0 2 PIPE 2.0 92. .0044 .0 .0 .013 2.00 0 8 20 0 5 PIPE 2.5 83. .0040 .0 .0 .013 2.50 0 OVERFLOW 1.0 469. .0007 .0 50.0 .016 .50 9 10 0 5 PIPE 2.5 69. .0040 .0 .0 .013 2.50 0 OVERFLOW 1.0 321. .0009 .0 50.0 .016 .50 10 700 0 5 PIPE 2.5 239. .0040 .0 .0 .013 2.50 0 OVERFLOW 1.0 274. .0035 .0 50.0 .016 .50 11 12 0 5 PIPE 2.0 303. .0047 .0 .0 .013 2.00 0 OVERFLOW 14'.0 234. .0061 4.0 4.0 .035 1.00 000 0 8 2 PIPE .1 1. .0060 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 5.6 1.2 7.5 2.6 9.0 4.2 10.4 5.3 11.1 6.1 14.4 8.1 33.4 12 14 0 5 PIPE 3.2 132. .0040 .0 .0 .013 3.17 0 OVERFLOW 1.0 308. .0017 .0 50.0 .016 .50 13 12 0 2 PIPE 1.5 48. .0040 .0 .0 .013 1.50 0 14 50 0 2 PIPE 4.4 135. .0040 .0 .0 .013 4.42 0 15 50 0 2 PIPE 1.5 48. .0040 .0 .0 .013 1.50 0 50 700 0 2 PIPE 4.4 49. .0040 .0 .0 .013 4.42 0 700 800 0 3 .0 0. .0010 .0 .0 .001 10.00 0 OTOTAL NUMBER OF GUTTERS/PIPES, 22 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 2.3 2 0 0 0 0 0 0 0 0 0 0 .102 0 0 0 0 0 0 0 0 0 .9 3 2 4 0 0 0 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0 4.7 4 5 0 0 0 0 0 0 0 0 0 104 0 0 0 0 0 0 0 0 0 1.6 5 0 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 .8 6 3 0 0 0 0 0 0 0 0 0 106 0 0 0 0 0 0 0 0 0 7.7 7 0 0 0 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 .7 8 1 0 0 0 0 0 0 0 0 0 108 0 0 0 0 0 0 0 0 0 4.6 9 20 0 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 6.3 10 9 0 0 0 0 0 0 0 0 0 110 0 0 0 0 0 0 0 0 0 7.0 11 0 0 0 0 0 0 0 0 0 0 111 0 0 0 0 0 0 0 0 0 .4 12 11 13 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 2.8 13 0 0 0 0 0 0 0 0 0 0 113 0 0 0 0 0 0 0 0 0 1.3 14 12 0 0 0 0 0 0 0 0 0 114 0 0 0 0 0 0 0 0 0 3. 4 15 0 0 0 0 0 0 0 0 0 0 115 0 0 0 0 0 0 0 0 0 .3 20 7 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.2 30 60 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 5.1 40 0 0 0 0 0 0 0 0 0 0 100 200 0 0 0. 0 0 0 0 0 4.3 50 14 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.7 60 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3 800 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 20 POINTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 30 40 50 60 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 21 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. (I) DENOTES GUTTER INFLOW IN CPS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CPS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 - 15 20 30 40 50 60 700 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .1( ) .1( i .1( ) .1( ) .2( ) .1( ) ,1( ) .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. .0( ) 0 30. 4. 5. 21. 9. S. 34. 4. 13. 22. 24. .6( 1 .8( ) 1.5( ) .9( ) .8( ) 1.7( ) .7( ) 1.3( ) 1.7( ) 1.9( ) 2. 12. 6. 15. 2. 17. 22. 20. 16. 19. .5( ) 1.1( 1 1.1( ) 1.1( ) .6( ) 1.4( ) .0( ) .0( ) 1.1( ) .6( ) 103. .0( ) 0 55. 4. 1. 4. 1. 1. 8. 1. 3. 28. 28. .7( ) .3( ) .6( ) .4( ) .3( ) .8( ) .3( i .6( 1 .0(0) .1(0) 0. 3. 1. 3. 1. 6. 20. 8. 3. 0. .2( ) .5( ) .4( ) .5( ) .3( ) .8( ) .0( ) .0( ) .5( ) .0( ) 69. .0( 1 1 20. 2. 1. 4. 1. 1. 6. 1. S. 5. 4. .4( 1 .3( ) .6( ) .4( ) .3( ) .7( ) .3( ) .8( ) .7( I .7( ) 0. 2. 1. 3. 0. 3. 0. 1. 3. 6. .2( ) .4( ) .5( 1 .5( ) .2( ) .6( ) .O( ) .0( ) .5( ) .3( 1 0. .0( ) 45. 1. 1. 3. 1. 1. 5. 0. 2. 4. 4. .3( ) .3( ) .5( ) .3( ) .3( ) .6( ) .2( ) .5( ) .6( ) .7( ) 0. 2. 1. 2. 0. 4. 7. 5. 2. 2. .2( ) .4( ) .3( ) .4( ) .2( ) .6( ) .0( ) .Of ) .4( 31. .O( 1 2 10. 0. 0. 0. 0. 0. 1. 0. 1. 1. 1. .2( ) .0( ) .2( ) .1( ) .1( ) .2( ) .0( ) .3( ) .4( ) .4f ) 0. 0. 0. 0. 0. 1. 0. 0. 0. 1. .0( ) .2( ) .2( ) - .2( ) .0( ) .3( 1 .0( ) .0( ) .2( ) .1( ) 0. 2 35. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .2( } .0( ) .1( ) .0( ) .0( I .1( ) .0( ) .21 ) :2( ) .2( 1 0. 0. - 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .1( ) .1( ) .1( ) .0( ) .2( ) .0( ) .0( ) .1( ) .0( ) 2. .O( ) 3 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .1( 1 .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .1( ) .1( ) .1( ) .0( ) .11 ) .0( ) .0( 1 .1( 1 .0( ) 0. .0( ) 3 25. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( 1 .0( ) .1( ) .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .O( ) .0( ) .0( ) .1( ) .0( 1 .0( ) .0( 1 .0( ) 0. 3 50. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .0( ) .0( ) .0( ) .01 ) .0( ) .1( ) .1( ) .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .O( ) .0( ) .0( ) .1( ) .0( ) .0( 1 .0( ) .0( ) 0. .0( ) 4 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( 1 .1( 1 .1( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .O( ) .0( } .0( } .0( ) 0. .0( ) 4 40. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( 1 .0( ) .0( ) .0( ) .0( ) .0( ) .0( I .0( ) .0(.1 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( .00 O( ) .0( .0( .O( ) .0( .O( ) 0. .o( ) 1 HARMONY SCHOOL SHOPS 6TH FILING DETENTION POND VOLUME DETERMINATION 100-YEAR EVENT(NEW RAINFALL) JR ENGINEERING 2/07 FILE: HSS100.SIN *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 10. 1.2 0 35. 13 7. 1.5 _ .0 0 40. 11 4. .7 0 35. 8 28. .5 .0 0 35. 7 B. 1.1 0 35. 5 9. 1.2 0 35. 12 23. 1.5 0 35. 20 28. 2.5 .1 0 40. 4 18. 1.4 0 35. 2 10. 1.3 0 35. 40 42. (DIRECT FLOW) 0 35. 15 4. .8 0 35. 14 29. 1.5 0 35. 9 28. .5 .2 0 45, 3 45. 2.4 0 35. 60 40. 1.0 .0 0 35. - 50 32. 1.6 0 35. 10 28. .5 .1 0 55. 6 72. 2.9 0 35. 30 67. (DIRECT FLOW) 0 35. 700 217. (DIRECT FLOW) 0 35. 18 1. (DIRECT FLOW) 0 35. 17 6. (DIRECT FLOW) 0 35. - 16 6. (DIRECT FLOW) 0 35. B00 11. .1 5.2 2 0.----------100-YR RELEASE RATE (CFS) AND STORAGE VOLUME (AC -FT) Pond Name Proposed Detention Pond - Stage/Storage LOCATION: HARMONY SCHOOL SHOPS PROJECT NO: 39347.12 COMPUTATIONS BY: ES SUBMITTED BY: JR ENGINEERING DATE: 2/27/2007 revised 09/25/03 es WQCV- 10-yr WSEL - 100-yr WSEL - top of berm - V = 1 /3 d (A + B + sgrt(A*B)) where V = volume between contours, W d = depth between contours, ft A = surface area of contour Stage (ft) Surface Area (ft2) Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage (ac-ft) 4951.05 0 4952 14352 0.10 0.10 0.00 4952.81 33441 0.43 0.54 0.00 4953 37977 0.16 0.69 0.16 4954 55850 1.07 1.76 1.23 4954.32 58632 0.42 2.18 1.65 4955 64546 0.96 3.14 2.61 4956 73956 1.59 4.73 4.20 4956.64 82021 1.14 5.87 5.33 4957 86658 0.71 6.58 6.04 4958 96600 2.10 8.68 8.14 Required Water Quality Capture Volume: 0.54 ac-ft Required 100-Yr Detention Volume (SWMM): 5.20 ac-ft Total Required Volume: 5.74 ac-ft Total Volume Provided: 5.87 ac-ft 3934712POND(2007-05-01).xls LOCATION: PROJECT NO: COMPUTATIONS BY: SUBMITTED BY: DATE: Detention Pond Emergency Overflow Spillway Sizing HARMONY SCHOOL SHOPS 6TH FILING 39347.12 ES JR Engineering 2/27/2007 too of berm Equation for flow over a broad crested weir Q = CLH" where C = weir coefficient = 2.6 H = overflow height L = length of the weir H 4 �— L —► 5peafl0 ®1®vat on The pond has a spill elevation equal to the maximum water surface elevation in the pond Size the spillway assuming that the pond outlet is completely clogged. Pond 215 Q (100) _ Spill elev = Top of berm elev.= Spill Flow Depth, H = Weir length required: L= UseL= v= 217 cfs (peak flow into pond) 4956.64 ft 4958.00 ft 1.36 53 ft 50 ft 3.10 ft/s spillway, 3934712POND.xis APPENDIX H EXCERPTS FROM OTHER REPORTS Final Drainage and Erosion Control Report May 2007 Harmony School Shops 6'" Filing FINAL DRAINAGE AND EROSION CONTROL STUDY FOR HARMONY SCHOOL SHOPS FIRST FILING FORT COLLINS; COLORADO JANUARY 1997 THE SEAR -BROWN GROUP Standards in Excellence 3 1 ' 4 4 4 15. 10.75 2.92(S) 20. 10.66 2.85(S) 25. 10.57 2.78(5) 30. 10.47 2.71(S) 35. 10.38 2.65(S) 40. 10.29 2.58(S) 45. 10.20 MI(S) 50. 10.11 2.44(S) 55. 10.03 2.38(S) 0. 9.94 2.31(S) 5. 9.85 2.24(S) 10. 9.76 2.18(S) 15. 9.68 2.11(S) 20. 9.59 2.05(S) 25. 9.51 1.99(S) 30. 9.43 1.92(S) 35. 9.34 1.86(S) 40. 9.26 1.80(S) 45. 9.16 1.74(S) 50. 9.03 1.67(S) 55. 8.90 1.61(S) 0. 8.77 1.55(S) LLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL ITY PROBLEMS THAT LEAD TO HYDRAULIC LATIONS DURING THE SIMULATION. SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION EVENT THE SEAR-BRDWN GROUP (RBT) 25 APR 97 FILE: 22606751 FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS •** STAGE STORAGE TIME (FT) (AC -FT) (MR/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.v 5,7E IA,D PROGRAM CALLED Q� 12 0 ("FS It, I\IT I� po Ll _ ?A 6901G I �al Lam, J 1``IwYI wrv`T' I �� I ` — _ n y HARMONY ROAD — 130.0 HALF RItlIT OF WAY) ���-- L, _.--------------1__— ME _ LEGEND - - - - EXISTING T CONTOIW HS54 HARMONY SOHOOL SHOPS 4"11 FILING - EXISTING 1' CONTQIR ZD E%ISIING BA51N �� EXISTING STORM PIPE OESIGNATM HSS4 PROPOSED STORM PIPE -32 'fi8 MINOR RUNOFF I COEFFICIENT (C ) PROPOSED 5' CONTOUR PROPOSED 1' CONTOUR BASH MIA (AC) VERTICAL CURB W/ CATCH GUTTER 0m, IIIIII, Im DRAINAGE BASINS PER HUNG-3 TUBE-1A VIEEL SF 5F SILT FENCE IP INLET PROTECTION © ®® CONSTRUCTION ENTRANCE MACICING CONTROL MM VEHICLE O DESIGN PLANT ® SEDIMENT TRAP I. ME TDP OF FgMDATON ELEVATIONS SUDAN ARE ME MNINUM ELEVATIONS REWIRED FOR PROTECTION FROM THE JUD-YEAR STORM. MINIMUM RMIRRED RIWR E-EVAMOR ABOVE ME ICo-1EAR WATER SURFACE IN STREETS CHANNELS. BITCHES GRMES. OR OTHER DRAINAGE FACILITIES AS ILLUSTRATED BY A MASTER LRApNG PLAN ARE O BE SHOWN. 1. ALL CARTE CURB AND CUTTER SHONE BE "WTFML CMB AND GUTTER' UNLESS OTHERWISE NOTED. 3, A MIN SCAR C£ 0.5x TO BE PRONGED) ALONG NHE ROW UNE OF ALL CATCH WAR AND CUTTER ME 15% A(RGSS ASPHALT PAVEMENT. ME MAX SLOPE ACROSS ASPHALT TO 5x 4. EXISTING UNDERGROUND INSTALLATIONS AND PMMR DELUDES SHOWN ARE INDICATED TO ME BEST INFORMATION AVAILABLE TO WENGINEER. ME ENOWEER DOES NOT GUARANTEE ME ACCURACY OF SUCH WFdNAnEM. SERMCE LINES (WATER. POWER. GAS. STEAM DRAIN. SANITARY SEWER, PHONE. TV) MAY NOT BE STRAIGHT LTNS OF AS ININCATED ON ME PLANS_ THE CONTRACTION SHALL CALL ALL URUTY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATCiS. 5. ALL NARK TO BE ACCOMPUSHED IN STINGY ADHERENCE NM ALL LOCAL MDNANCES Ctt CR STATE. 6. CONTRACTOR To mORDNATE ALL WORK MMIN PU611C RIGHT-OF-WAY AIM ME APPRWRATE UIDTY CCWRES 1, STORM DRAIN AND SANITARY PIPE LENGTHS ARE MEASURED) O/FAOM CENTER OF STRUCTURE UNLESS OTHERWISE NOTED. B. ADJUST ALL EXISTING SEVER AND 'MOLT UDS O NAIL FINISHED GRADE. 9. ALL RC9 SHALL BE CLASS FI MEETING MEN CM }PFCMICAIICNS NM RUBBER GAS ET JCNTS MEETING ASM CM3 SPECHGPCNS 10. ME SECRTED MATRE SEED MIX EM ME DETE NRCH NONE: SHARP BROTHERS 5® COMPANY 101 E YEN SWEET ROM. GREE1EY. GB BY APRROVED ECUAL SPECIES I m Hw Ve[RF1 I R OF MIX —+•-�•0000m0000mmm L� ----- ------ DETENTION POND SUMMARY TABLE ®®� enmaML4JyF��E.i� DRAINAGE SUMMARY TABLE DRAINAGE SUMMARY TABLE Sam Nor Nft? 21 AN 23 to 57 all 151 AD BY As as 43 116 am ALT Do ?A 11 is a lie TAX 145 MY as 75 MOM FLOOR TO DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY SCHOOL SHOPS 4TH RUNG BY JR ENGINEERING FOR HSS4 BASNS AND BASIN IDS. BURNEDIn' TYPE I RIPRA TYPICAL SECTION EMERGENCY OVERFLOW SPILLWAY N.T.S. SPIT I WAY SUMMARY TABLE SFLLWAY woo. cis LFN4T1 h) ROM OEP1N, (H) SELL "' E)EVATION OP OF BERM ELEVAIHN AVG SLOPE. (S) SSW'. Yf10CTY FORD 1 217 W FT 136 F 1 4956.64 1 49560E 1 2% 3,10 FT/5 V 0- RPz Ow i�RS WGO 20 awEa> DQQsK€Mm£ H" o$00 zs F'MOSM & � z OLH cl'a p O N p N O p H B y I F N Q -Gam Nwco Z` <w �<o ooD ►�J 60 30 O 60 SCALE: 1= BD' n V A N Z U PIFPMm MW1M.H.T IRIMtl16 � � ftPW 1106H Lei � � � c' Z FSS/CNAL 1'N2 O V) V) 0 ASEAN G 4ARIME OAIE V) Li CaORACO P.E. N1 39BM {p1 µp MI MNNF OF A EWNEI]MN O Z Z a CRY of FM Wfins. CdMaaxo O J Q UTIuTY PLAN APPROVAL U LLJ JO Q PPRO ED: 0 Mh FpM } X Z Z .TIECNED BY: Z N a O ASSAY N...M... AAY PW. O a U CMEdEO BY: MWnnM�UWY � � �_ GHECNED BY: AtqI1 ♦ Pew U Y SAN Z CHECKED BY: vays A Ne w a� CHECKED BY: SHEET 14 OF 24 CHECKED BY: _ .-- e„• ,p8 No. 39347.12