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HomeMy WebLinkAboutDrainage Reports - 10/25/2006City of Ft. Call ad Plans pROPERT7 OF Approved By FINAL DRAINAGE REPORT STREAMSIDE, P.D. LARIMER COUNTY, COLORADO I FINAL DRAINAGE REPORT STREAMSIDE, P.D. LARIMER COUNTY, COLORADO Prepared for: Duane Lebsack P.O. Box 469 Estes, CO 80517 Prepared by: NORTH STAR DESIGN, INC. 700 Automation Drive, Unit I Windsor, CO 805550 (970)686-6939 April 12, 2005 Job Number 134-02 i I' North Star Aftawdesign, inc. April 12, 2005 Christie Coleman Larimer County Engineering Department P.O. Box 1190 Fort Collins, CO 80522 RE: Final Drainage Report for Streamside P.D. Dear Christie, We are pleased to submit for your review and approval, this Final Drainage Report for Streamside, P.D. I hereby certify that this report for the final . drainage design of Streamside, P.D. was prepared under my direct supervision for the owners thereof and meet or exceed the criteria in the Larimer County Stormwater Management Manual. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. � N n Project Manager 0 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone 0 970-686-1 1 88 Fax I t- TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................................ 1. GENERAL LOCATION AND DESCRIPTION 1.,1 Location...............................................................................................................................I it 1.2 Description of Property .......................................................................................................1 1.3 On -Site Soils.........................:............................................................................................2 2. DRAINAGE DESIGN CRITERIA 2.1 Regulations..........................................................................................................................2 2.2 Development Criteria Reference and Constraints...............................................................2 2.3 Hydrologic Criteria.............................................................................................................5 2.4 Hydraulic Criteria ........................ ........................................................................................ 5 3. DRAINAGE FACILITY DESIGN 3.1 General Concept..................................................................................................................6 3.2 Hydrologic Analysis............................................................................................................7 ' 3.3 Specific Flow Routing.........................................................................................................8 4. EROSION CONTROL 4.1 Erosion and Sediment Control Measures..................................................:.......................10 4.2 Dust Abatement.................................................................................................................10 4.3 Tracking Mud...........................................................................:........................................11 4.4 Maintenance......................................................................................................................11 4.5 Permanent Stabilization....................................................................................................I I . S. BOXELDER CREEK MODELING PROCEDURES 5.1 Background.........................................................:..................................................:.........I I 5.2 Analysis.............................................................................................................................14 5.3 Results/Conclusions..........................................................................................................17 6. CONCLUSIONS 6.1 Compliance with Standards..............................................................................................23 6.2 Drainage Concept........................................................ :..................................................... 23 7. REFERENCES...............................................................................................................................24 APPENDICES A VICINITY, BASIN & FLOODPLAIN MAPS B HYDROLOGIC CALCULATIONS C DETENTION & WATER QUALITY POND CALCULATIONS D INLET & CURB CUT CALCULATIONS E STORM SEWER CALCULATION t F EROSION CONTROL CALCULATIONS G SWALE & STREET CAPACITY CALCULATION H I HEC-RAS MODEL FOR BOXELDER CREEK TABLES AND FIGURES i 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location L $treamside P.D. is a 70.0-acre low density, single-family residential development located in the north half of Section 10, Township 7 North, Range 68 West of the Sixth Principal Meridian in Larimer County, Colorado. The site is located south of Vine Drive between Interstate 25 and Larimer -J County Road 5. Boxelder Creek meanders through the site along the north and east boundaries of the site flowing generally to the south. The Larimer and Weld Canal is located to the east of Boxelder Creek. Refer to the Vicinity Map located in Appendix A. This site currently exists as agricultural and grazing land. The property is to be developed into 128 residential lots, which range in size from 0.16 acres to 0.92 acres, and open space tracts. 1.2 Description of Property The site is within the City of Fort Collins Growth Management Area. The land is currently undeveloped agricultural land and for drainage calculations, is considered rural. The site slopes generally range from 0.5% to 2.0%. The ' historic runoff path is divided by a ridge running north -south near the western one-third of the site. The western portion of the site generally slopes to the southwest with the runoff historically flowing to the north side of the railroad tracks. Runoff then flows west along the railroad embankment to the frontage road, then south under the railroad embankment and along the frontage road next to Interstate 25. The eastern portion of the site slopes to the southeast and the runoff from this the historically drains to Boxelder Creek. portion of site This site is located within the Boxelder Creek Basin as delineated on the Fort Collins Storm Water Basin Map and the Cooper Slough / Boxelder Creek Master Drainageway Planning Study. - See Appendix A. There is virtually no runoff, other than Boxelder Creek, that enters the project area from offsite sources. The area north of Vine Drive is conveyed to Boxelder Creek. The area east of Boxelder Creek and west of the Larimer/Weld Canal flows to Boxelder Creek. There is an existing railroad embankment along the southern boundary of the site which blocks offsite runoff from entering the proposed development. An existing frontage road to the west of the site intercepts and conveys runoff to the south. The historic drainage patterns will not be changed greatly by this development. Final grading for each lot is shown on the Grading Plan. 1 I Where the existing access road crosses Boxelder Creek an existing 72" corrugated metal pipe (CMP) will be removed and a bridge with headwalls constructed. No runoff shall be allowed to overtop the bridge. A structural engineer will design the proposed bridge. r, The existing 72" RCP under Vine Drive will be extended to the south. Headwalls with wing walls will be constructed on the upstream and downstream ends to increase the flow capacity of the existing pipe. Flow capacity for the culvert is increased due to improved inlet conditions. See . Appendix E for calculations. 1.3 On -Site Soils Refer to the geotechnical report for Streamside, by Terracon for on -site soils information as well as depth to groundwater and preliminary recommended pavement thickness for the roadways. 2. DRAINAGE DESIGN CRITERIA 2.1 Regulations This report was prepared to meet or exceed the Larimer County Storm -Water Management Manual. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 2001, developed by the Denver Regional Council of Governments, has been used. / 2.2 Development Criteria Reference and Constraints This site is located within the Boxelder Creek Basin as delineated on the Fort Collins and Larimer County Boxelder Creek / Cooper Slough Master Drainage Plan. See Appendix A for map. There is a FEMA designated floodplain within the property boundaries as shown on the drainage plan. The limits of the FEMA floodplain as represented in the plans are from the Flood Insurance Rate Map (FIRM) Panel 180 of 278, Community Panel Number 080101018D. See Appendix I for relevant portions of the Flood Insurance Rate Map. There is a City for Fort Collins and Larimer County (City/County) 100yr floodplain and a 0.5' rise floodway as shown on the drainage plan. See description of the floodplains in the following paragraphs for more information. I / 2 11 Controlling floodplain and floodway The Boxelder Creek floodplain and floodway revision is a joint venture between the City of Fort Collins and Larimer County. In May of 2002 the City of FortCollins adopted the City/County floodplain as their new 100yr floodplain with a 0.5' rise floodway, however Larimer County is currently reviewing the floodplain and floodway model and therefore the City/County floodplain and has not been adopted by Larimer County. This site is not within the City limits of Fort Collins and as a result, the City/County floodplain and floodway does not control. Since this site is All within the Larimer County Jurisdiction and the City/County floodplain and floodway has NOT been adopted by Larimer County the FEMA Floodplain Controls. However, since this site is located in the Growth Management Area for the City of Fort Collins structures have been placed at elevations in accordance with the City/County Floodplain. Every attempt- has been made to utilize the City adopted 100yr Floodplain and 0.5' Rise Floodway. This City/County 100yr floodplain is greater than the FEMA floodplain and as a result the City/County floodplain has been used to place the elevations of structures constructed within the City/County Floodplain. Structure elevation requirements by the City of Fort Collins Standards are shown for these lots in section 5 in this report. City/County and FEMA floodplains and floodway associated with this property is shown on the Floodplain Plans located in the - back packet of this report. As required by the City of Fort Collins and Larimer County,all structures within the floodplain shall be constructed with a lowest floor elevation (basement or crawl space) a minimum of 18" above the Base Flood Elevation (BFE). A tabulation of lowest floor and 100yr floodplain elevations is included tin section 5 of this report. The City/County Hec-Ras model has been modified to incorporate the proposed bridge in Streamside P.D. to show no impact on neighboring properties. This area is modeled to a distance where the proposed floodplain and floodway converge to the City/County floodplain and floodway. See section 5 for more details. A part of Pebble Creek Drive crosses a portion of an existing wetland. At this crossing storm pipe shall be installed to convey water from the wetland area to Boxelder Creek. During normal operating conditions flow between the wetland 3 J area and Boxelder Creek will be in "free flow conditions". This free'flow condition will maintain the existing wetland area that is .to the west of the crossing. During high flow conditions in Boxelder Creek, runoff will surcharge the storm pipe and flow from Boxelder Creek to the wetland area. See drainage plan for the location of these storm pipes. All existing wetlands within the property boundaries shall be identified and marked by a qualified specialist prior to commencing work. The wetlands specialist shall determine if wetland mitigation is required. Where development occurs, runoff will be conveyed through water quality ponds prior to being released into Boxelder Creek. Water quality pond sizes are based on Urban Storm Drainage Criteria Manual Vol. 3. See Appendix C for calculations. r� For the western portion of the site, runoff is conveyed to a water quality / detention pond. The western portion of the site is required to detain the 100yr storm event with an allowable release rate equal to the 2-year historic runoff. The release from the western portion of the site historically flows south to the railroad embankment. Due to flat slopes along the railroad embankment runoff tends to pond. This ponding area drains by infiltration, evaporation and slow conveyance to the west along the railroad embankment to a cross culvert located near the frontage road and the railroad crossing. By the direction of the City of Fort Collins, runoff from this water quality / detention pond shall be redirected from this historic overland path to a storm pipe and discharged into Boxelder Creek near the southern property boundary. This redirection of storm water will reduce the amount of ponding near the railroad embankment and as a result improve drainage conditions. Detention of stormwater is not required for the portion of the site east of the dividing ridge to Boxelder Creek. Water quality is required for stormwater runoff prior to being released into Boxelder Creek. A bridge crosses Boxelder Creek at the Pebble Creek Drive entrance. It is required that this site remain accessible during 100yr flow conditions in Boxelder Creek. Over topping of the bridge is NOT allowed. A structural engineer shall design the bridge. In portions of Boxelder Creek there exist several natural areas with a high jimpacted population of wildlife that shall not be disturbed. Boxelder Creek shall only be at the location where the bridge is constructed. In this area little vegetation and steep side slopes exists. These modifications will improve the hydraulic conductivity of Boxelder Creek along with improving wildlife habitat. ' 4 1 Improvements to Boxelder Creek to lower velocities during a 100yr storm event I were investigated and based on a memo from Larimer County Engineering by Christie Coleman dated January 13, 2003, mitigation is no longer required, this letter is included in Appendix H. Fabric erosion protection is proposed for embankment protection along portions of the western bank along Boxelder Creek. A retaining wall is proposed in the southern portion of the site to keep grading out of the City/County Floodway. See Appendix F for Erosion Control -� exhibit and erosion control calculations. The City/County Hec-Ras model has been modified to include the proposed bridge. In the southern portion of the development the City/County Floodplain and Floodway has been used to set building elevations. NO development is proposed within the limits of the Floodway. See Appendix H for calculation and Section 5 for floodplain modeling method. 1 An existing 72" RCP storm pipe under Vine Drive will be extended south to accommodate the street widening for Vine drive. Extending the storm pipe will reduce the conveyance capacity by a small amount. To remedy this loss of conveyance a headwall is constructed at the upstream side of the culvert to improve the entrance conditions. With the extension of the culvert and the addition of the headwall, capacity in the existing 72 RCP culvert is increased. See Appendix E for calculations. Except where noted above, existing drainage patterns have been maintained to the greatest extent possible. 2.3 Hydrologic Criteria Runoff computations for peak runoff were prepared for the 2-year minor and 100-year major storm frequencies utilizing the rational method. The revised 1999 City of Fort Collins Rainfall Intensity -Duration -Frequency (IDF) curve was used instead of Larimer County Rainfall IDF curve because this site resides in the City of Fort Collins Growth Management Area and the area will soon be annexed by the City of Fort Collins. Hydrologic calculations associated with the developed runoff are attached in Appendix B and the IDF curves are attached in Appendix I. 2.4 Hydraulic Criteria Storm drainage pipes and overtopping of curb and gutter have been designed to safely convey 100yr flows from the streets to the water quality ponds and from the water quality ponds to Boxelder Creek. All storm pipes have been sized using StormCad W.1.1, by Haestad Methods. See Appendix E for calculations. Street capacities have been checked and no storm pipe other than those ' indicated are required. See Appendix G. 5 i- 3. DRAINAGE FACILITY DESIGN 3.1 General Concept A ridge running north -south through the center of the site currently splits runoff to the east and west. Runoff west of the ridge historically flows southwest to the railroad embankment then west along the railroad embankment to the. frontage road ditch. With this development runoff released from the proposed detention pond will be re -directed and piped to Boxelder Creek. Runoff east of the dividing ridge historically flows southeast to Boxelder Creek. With this development runoff will be routed through water quality ponds then discharged into Boxelder Creek. Existing runoff pattern have been maintained to the greatest extent possible. A water quality/detention pond located near the northwestern boundary is for the western one-third of the site. Flow enters the water quality/detention pond 1 through a Type-R inlet located at the low point in the street. In the event this inlet fails, runoff overtops the curb and gutter and flows south to the water quality/detention pond. Runoff is released at the calculated 2-year historic storm rate. The released runoff is piped from the outlet structure in the water quality/detention pond to Boxelder Creek near the southern property boundary. The water quality volume is calculated using the Urban Storm Drainage Criteria Manual, Vol. 3 Best Management Practices, dated September 1999. The detention volume for Basin 1 is .calculated using the FAA Method with a release rate equal to the historic 2-year storm event. See Drainage plan located in the back packet of this report and Appendix B for calculations. ,Water quality measures are provided for the remaining two-thirds of the site and will be achieved through the extended detention method, which requires ponds to filter the runoff from the site prior to entering Boxelder Creek. Detention is not provided for this portion of the site. The locations of the ponds are shown on the drainage plan, located in the back packet of this report. See Appendix C for Water Quality pond calculations. A retaining wall shall be constructed on the north side of Boxelder Creek near the existing 72" RCP crossing under Vine Drive. This retaining wall is needed so that during the widening of Vine Drive the alignment of Boxelder Creek will not be impacted. 6 All existing wetlands within the property boundaries shall be identified and marked by a qualified specialist prior to commencing work. The wetlands specialist shall determine if wetland mitigation is required. 3.2 Hydrologic Analysis The Rational Method was used to determine Peak runoff values for the 2-year historic, 2-year developed and 100-year developed storm events. The Rational Method utilizes the equation: Q = C•Cr*I •A Where Q is the peak flow in cubic feet per second (cfs), C is the runoff coefficient, Cr frequency factor (1.0 for 2yr Storm Event & 1.25 for 100yr Storm Event), I is the rainfall intensity in inches per hour and A is the total area of the basin in acres. The historic C value was calculated for the basin using runoff coefficients from ' Table 4.2.6-1 of the Larimer County Stormwater Management Manual. In order to utilize the rainfall intensity curves, the time of concentration is required. The lesser of the two equations is used to determine the time of concentration. t'=t;+tt and te=L/180+10 where t, is the time of concentration in minutes, t; is the initial or overland flow time in minutes, tt is the travel time in the channel, pipe, or gutter in minutes and L in the length from the furthest point away from the point of outlet to the outlet. The initial or overland flow ,time is calculated with the equation: ti = [1.87(1.1- C*Cr)L0.51/(S)0.33 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 is the runoff coefficient. Cr is the storm frequency factor. i (1) Ifs; (3) (4) I The travel time in the channel, pipe, or gutter is calculated with the equation: tt = 1.49/n(0.1"(So/100)") ' where n is the Manning roughness coefficient and S,, is the slope along the flow path. Hydrologic calculations in Appendix B provide a detailed presentation of calculations and results for all of the basins. 11 3.3 Specific Flow Routing A summary of the drainage patterns is provided in the following paragraphs. �! For additional information refer to Appendix B for flow calculations, Appendix C for Detention and Water Quality Calculations, Appendix D for inlet calculations, Appendix E for storm pipe size calculations, Appendix F for 1 Erosion Control Calculations and Appendix G for street flow capacities. Basin 1 consists of the western one-third of the site and includes single-family lots along with adjacent streets. This portion of the site will access from Vine Drive west of the Boxelder Creek crossing. Runoff from this basin will be conveyed south by curb & gutter to an inlet located at the low point. In the event of inlet clogging, runoff will overtop the curb & gutter and will flow south into the water quality/detention pond. Runoff will be released from the water quality/detention pond at the 2-year historic flow rate. This flow is released into a storm pipe and discharged to Boxelder Creek. Basins 2, 3, 4 & 5 consists of the center portion of the site and includes single- family lots along with adjacent streets. Runoff from these basins flow south to River Run Drive then east to a low point located in River Run Drive. Runoff is collected in two Type-R inlets (one on each side of the street) and discharged into a drainage swale located behind lots in Block 10 and discharges to water quality pond 4. The inlets are sized to collect runoff from the 2yr minor storm event. In a 100yr major storm event a majority of runoff will be intercepted by the inlets and the remaining runoff will over -top the curb & gutter and flow to the drainage swale. In the event the inlets are clog, runoff overtops the curb & gutter and flows to the drainage swale. Basin 6 consists of an offsite basin that is located on Vine Drive. Runoff from �I this basin flows in the south gutter to an inlet located in a low point near the crossing of Boxelder Creek. Runoff is collected in a Type-R inlet and conveyed to Boxelder Creek. In both the minor and major storms runoff is intercepted by the inlet. In the event that the inlet should clog runoff will overtop the curb & gutter and flow to Boxelder Creek. 8 (4) 11 I Basins 7 & 8 consist of offsite basins that are located in the northeast portion of the site. The runoff from these basins is collected in Type-R on -grade inlet located north of the bridge on Pebble Creek Drive. Runoff is discharge into Boxelder Creek through the north wall of the proposed bridge. Water quality is not provided for these basins. Flowby is conveyed to basin 9. Basin 9 & 10 consists of the central portion of the site and includes single- family lots along with adjacent streets. Runoff from these basins is collected by Type-R on -grade inlets located on Pebble Creek Drive. Collected runoff is conveyed to water quality pond 4. Flowby is conveyed to basin 12. Basin 11 consists of the northeast portion of the site and includes single-family lots along with adjacent streets. Runoff from this basin is collected by Type-R on -grade inlets located on Red Creek Drive near the intersection of Pebble Creek Drive and Red Creek Drive. Collected runoff is conveyed to water Iquality pond 4. Flowby is conveyed to basin 12. Basin 12 consists of the central portion of the site along Pebble Creek Drive and includes single-family lots along with adjacent streets. Runoff from this basin and flowby flows are conveyed to Type-R inlets located at the low point on Pebble Creek Drive. 2yr minor and 100yr major flows are collected in inlets and conveyed to water quality pond 2. Basin 13 contains the southeast portion of the site and includes single-family lots along with adjacent streets. Runoff from this basin is collected at a low point in the southeast portion where Pebble Creek Drive turns into the emergency access road. Runoff is conveyed to water quality pond 3 through a 1 curb cut. The curb cut collects the flow in both the 2yr minor and 100yr major storm events. Basin 14 contains the southeast portion of the site and includes single-family lots along with adjacent streets. Runoff from this basin is collected in an inlet located at a low point in the cul-de-sac in Oxbow Lane. Runoff is conveyed to water quality pond 3. The inlet collects the flow in both the 2yr minor and 100yr major storm events. This storm pipe has been sized to convey the 100-yr flows from basin 14 to water quality pond 3 in the event that Boxelder Creek is flowing at the 100yr flow condition. In the event the inlet is clogged, runoff will overtop the curb & gutter and will flow south between lots 10 & 11 of block 13 to water quality pond 3. In the event Boxelder Creek is flowing full ' water quality pond 3 will be submerged. Runoff in Basin 14 will still flow to Boxelder Creek through the storm pipe without major ponding in the cul-de- sac. i 0 t I Basin 15 consists of an offsite basin that is centrally located east of the dividing ridge running through this site. Runoff from this basin flows east to an existing wetlands area.' Runoff is directed to storm pipe crossing under Pebble Creek Drive and will act in free -flow conditions during normal conditions. In the ' event that Boxelder Creek flows full, surcharging of the storm pipe will occur and cause flooding in the existing wetland area. Structures constructed within the floodplain area have been elevated to protect against flooding in a 100yr storm event. All existing wetlands within the property boundaries shall be identified and marked by a qualified specialist prior to commencing work. The wetlands specialist shall determine if wetland mitigation is required. Basin 16 consists of an offsite basin that is centrally located west of the dividing ridge running through this site. Runoff from this basin flows southwest to the railroad embankment. Runoff will flow west along the railroad embankment as it has historically done. The Emergency access road is placed at existing grades and will not disrupt the historic flow path. 4. EROSION CONTROL 4.1 Erosion and Sediment Control Measures Erosion and sediment will be controlled on -site by use of straw bale barriers in the water quality/detention ponds, silt fence and gravel construction entrances. See Drainage and Erosion Control Plan located in the back packet of this report. The measures are designed to limit the overall sediment yield increase due to 1 construction. Straw bale dikes will be utilized in limited areas adjacent to any stripping stockpiles that are created during grading. Silt fence will also be used to slow runoff around the perimeter of the site. W 4.2 Dust Abatement During the performance of the work required by these plans, 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 plans, on right-. rof -way or elsewhere. I 1 10 C I 4.3 Tracking Mud 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. A stabilized construction entrance ' is required per the detail shown -on the detail sheet with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing tracked mud on a daily basis. 4.4 Maintenance All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Maintenance is the responsibility of the developer. 4.5 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. 5. BOXELDER CREEK MODELING PROCEDURES 5.1 Background Proiect Area Description This site is located within the Boxelder Creek Basin as delineated on the Fort Collins and Larimer County Boxelder Creek / Cooper Slough Master Drainage Plan. See Appendix A. There is a FEMA designated floodplain within the property boundaries as shown on the drainage plan. The limits of the FEMA floodplain as represented in the plans are from the Flood Insurance Rate Map (FIRM) Panel 180 of 278, Community Panel Number 080101018D. See Appendix I for relevant portions of the Flood Insurance Rate Map. There is a City for Fort Collins and Larimer County (City/County) 100yr floodplain and a 0.5' rise floodway as shown on the drainage plan. 11 I The Boxelder Creek floodplain and floodway revision is a joint venture between the City of Fort Collins and Larimer County.. In May of 2002 the City of Fort Collins adopted the City/County floodplain as their new 100yr floodplain and 0.5' rise floodway, however Larimer County is currently reviewing the floodplain and floodway model and therefore the City/County floodplain and has not been adopted by Larimer County. This site is not within the City limits of Fort Collins and as a result, the City/County Floodplain and Floodway does not control. Since this site is within the Larimer County Jurisdiction and that the City/County Floodplain and Floodway has NOT been adopted by Larimer County, the FEMA Floodplain Controls. However, since this site is located in the Growth Management Area for the City of Fort Collins, structures have been placed at elevations using the City/County Floodplain. Every. attempt has been made to utilize the City/County 100yr Floodplain and 0.5' Rise Floodway. Nearby streets and landmarks include Vine Drive (LCR 48) to the north, Larimer / Weld Irrigation Canal to the east, Northern Burlington Railroad to the South and I-25 frontage road to the west. See Appendix A for Vicinity Map. A model was generated for Boxelder Creek using HEC-RAS v 3.0.1. The results of this model reviled several areas of concern. The first area of concern is the relatively high channel velocity during a 100yr major storm event and the susceptibleness for channel meandering with bank erosion. It is a concern that the banks will erode and encroach into adjacent properties. Per discussions between the City and County it has been decided that channel improvements shall not be done, but rather place a 100' buffer zone. along the creek. See Appendix H for a copy of the County's memorandum on this issue. When this land is annexed into the City of Fort Collins, all lots in Block 13 and lot 12 in Block 12 will be required to obtain a floodplain use permit prior to release of the building permit. And also are required to complete a FEMA elevation certificate prior to obtaining a certificate of occupancy. Although elevations of structures have been elevated a minimum of 18" above the 100yr floodplain, these structures are still considered to be withinthe floodplain. When the FEMA floodplain is revised to match the City/County floodplain then each lot owners may apply for a LOMR-F to remove their lot from the floodplain. Cost for this application process is the responsibility of the lot owner. The Developer and North Star Design, Inc. shall make no written or implied guarantees for the approval of the LOMR-F application. Prior to overlot grading the floodway shall be staked and NO fill is allowed within the floodway limits. 12 n Flooding History The Boxelder Creek and Cooper Slough drainage basins share a border and cover approximately 260 square miles. The basins extend from Fort Collins north to the Wyoming border. Major floods occurred in this area in 1909, 1922, r1930, 1937, 1947, 1963, 1967, and 1969. ' Flooding history obtained from City of Fort Collins web site (xnvw.fcgov.com/storntwater/hoxelder-historyphp) on September 19, 2003. Previous Studies None Proiect DescriDtion Streamside P.D. is a proposed 70.0-acre low density, single-family residential development located south of Vine Drive between Interstate 25 and Larimer County Road 5. Boxelder Creek meanders through the site along the north and east boundaries generally flowing to the south. The Larimer and Weld Canal is located east of Boxelder Creek. Refer to the Vicinity Map located in Appendix A. This site currently exists as agricultural and grazing land. The property is to ' be developed into 128 residential lots, which range in size from 0.16 acres to 0.92 acres, and open space tracts. The land is . currently undeveloped agricultural land with slopes generally ranging from 0.5% to 2.0%. A ridge running north -south near the western one- third of the site divides the historic runoff.path. The eastern portion of the site historically flows to Boxelder Creek. The western portion of the site historically flows south to the existing railroad embankment then west to the frontage road, then south in the frontage road ditch. The area north of Vine Drive drains to Boxelder Creek. The developed 100yr flows in Boxelder Creek from north of Vine Drive will be conveyed under Vine Drive through an existing 72" RCP culvert and by overtopping Vine Drive. Storm water will continue to flow in Boxelder Creek. The area east of Boxelder Creek and west of the Larimer/Weld Canal sheet flows to Boxelder Creek. There is an existing railroad embankment along the southern boundary of the site which routes runoff from the ridge running through this development to Boxelder Creek. Historic drainage patterns are maintained to the greatest extent possible. Final grading for each lot is shown on the Grading Plan. Where Pebble Creek Drive crosses Boxelder Creek .an existing 72" corrugated metal pipe shall be removed and a bridge with headwalls constructed. No 13 I r t i. 1 r I P I I I I I overtopping of the bridge is allowed. The widening of the channel and the construction of the bridge increases the net flow area, improves the hydraulic conductivity and lessens the side slopes which will in turn increase wildlife habitability in this area. Boxelder Creek 100yr floodplain and floodway are remodeled in this area incorporating the new channel grading and the proposed bridge. This area is modeled to a distance where the proposed floodplain and, floodway converge to the City/County floodplain. and floodway. The downstream converging point is located at cross section 26430 when comparing the Corrected Effective Model to the Proposed Effective Model. No further modeling is required downstream. The City/County adopted floodplain and floodway controls from this converging point downstream. The upstream converging point is located at cross section 29351 when comparing the Corrected Effective Model to the Proposed Effective Model. No further modeling is required upstream. The City/County adopted floodplain and floodway controls from this converging point upstream. See Table 2 in Section 5.3 for the 100yr water surface elevations at each cross section. 5.2 Analysis Purpose and Scone The scope and purpose of this project is to utilize the land to construct residential development. This development will subdivide the parcel of land into 128 lots with open area tracts along with a nature trail along the west side of Boxelder Creek. The nature trail shall be constructed by others. Methods and Approach There is a FEMA and a City for Fort Collins and Larimer County (City/County) 100yr floodplain and a 0.5' rise floodway within the property boundary as shown on the drainage plan. The City/County 100yr Floodplain and Floodway are utilized as the basis for all elevations in the area except in the location of the proposed bridge. In this area the HecRas Model has been revised in accordance to the City of Fort Collins Floodplain Modeling procedure. The Boxelder Creek floodplain and floodway revision is a joint venture between the City of Fort Collins and Larimer County. In May of 2002 the City of Fort Collins adopted the City/County floodplain as their 100yr Floodplain and 0.5' rise Floodway, however Larimer County is currently reviewing the Floodplain and Floodway model and therefore the City/County Floodplain has NOT been adopted by Larimer County. This site is not within the City limits of Fort Collins and as a result, the City/County Floodplain and Floodway does NOT control. Since this site is 14 I within the Larimer County Jurisdiction and the City/County Floodplain and Floodway has NOT been adopted by Larimer County the FEMA Floodplain Controls. Since this site is located in the Growth Management Area for the City of Fort Collins structures have been placed at elevations in accordance ' with the City/County Floodplain. Every attempt has been made to utilize the City/County 100yr Floodplain and 0.5' Rise Floodway. This City/County 100yr Floodplain encroaches on the lots in the southern portion of the site. The lots located in the City/County Floodplain is required to be elevated a minimum of 18" above the Base Flood Elevation (BFE) at the 1 upstream side of the structure. Although structures have been elevated 18" above the floodplain, these structures are still considered to be within the floodplain. At the time when the City/County floodplain is adopted by FEMA, lot owners may apply for a LOMR-F to remove their lot from the floodplain. Cost for this application process is the responsibility of the lot owner. The Developer and North Star Design, Inc shall make no written or implied guarantees for the approval of the LOMR-F application. The City/County 100yr floodplain has been used to set the minimum elevations for the lots within the floodplain. See Table 3 in Section 5.3 of this report for lots within the City/County Floodplain with associated BFE elevations and minimum elevations for structures and HVAC components. The following paragraphs outline the procedure used in more detail. In the location of the proposed bridge the City/County HecRas model for the 100yr floodplain and 0.5' rise floodway is revised. The modeling procedure used to revise the floodplain and floodway is in accordance with Guidelines for. Submitting Floodplain Modeling Reports to the City of Fort Collins, Dated May 16, 2001. The base model or Effective Model created and maintained by the City of Fort Collins and Larimer County was obtained and for this report is called the Duplicate Effective Model. The Duplicate Effective Model has been modified by adding additional cross sections near the crossing of the existing 72" CMP (cross sections 27390 and 27069). Existing cross sections 27304 and 27250 have been rotated to better fit the proposed development and survey elevations has replaced the aerial elevations used for Vine Drive. This new model is called the Corrected Effective Model. This Corrected Effective Model is considered to be Existing i Conditions. Replacing the existing 72" CMP with a bridge and including the. proposed grading for developed conditions has modified the Corrected Effective Model and this new model is called the Proposed Effective Model. ' 15 r I u I I 17, r I I �I 1 I See Appendix H for the Duplicate Effective Model, Corrected Effective Model and the Proposed Effective Model. Vertical Datum Survey benchmarks are as following: City benchmark 3-98; on the southwest comer of the top of a concrete electrical vault, east of I-25 frontage road, southeast of I-25 bridge and railroad tracks (heli-support inc., 120 north, east frontage road) City of Fort Collins vertical datum. Elevation = 4942.88 City benchmark 4-98; on the south 'end of west abutment wall at' I-25 and county road 48 (Vine Drive) City of Fort Collins vertical datum. Elevation 4984.09 Models Used Modeling software used is HecRas v 3.0.1, dated March 2001 developed by the Hydraulic Engineering Center for -the U.S. Army Corps of Engineers. All flow data along with upstream and downstream flow conditions have been maintained from the base model or Effective Model obtained from the City of Fort Collins. See Table 1 for specific flows. Additional Cross Section See Method and Approach section for information on added cross sections. Changes in Modeling Parameters and Why Changed Not applicable Compensatory Storage Not applicable 16 I 1 i 'e.J I I I Flow Conditions for Boxelder Creek 100vr Storm Event Table I — Comparing Flow conditions between Models Cross Section range Duplicate Effective Model for 100yr Storm Corrected Effective Model for 100yr Storm Proposed Effective Model for 100yr Storm 28373 - 23987 2678 cfs. 2678 cfs. 2678 cfs. 23235 - 23040 3129 cfs. 3129 cfs. 3129 cfs. At[ ow data has been maintained through this model revision process 5.3 Results / Discussion Effective Model compared to the Duplicate Effective Model This Duplicate Effective Model is a direct copy of the Effective Model. Therefore no change has occurred between the Effective Model and the Duplicate Effective Model. The Duplicate Effective Model is the basis for this projects floodplain model. Duplicate Effective Model compared to the Corrected Effective Model The Corrected Effective Model has been created by adding cross sections 27390 and 27069, rotating cross sections 27304 and 27250 to better fit the proposed site layout along with replacing elevation on Vine Drive with actual surveyed elevation instead of aerial elevations used by the City of Fort Collins during the creation of the effective model. By modifying these cross sections and replacing vine drive elevations it increased the accurateness of the existing conditions model. This Corrected Effective Model in now the basis for existing conditions. Corrected Effective Model compared to the Proposed Effective Model The Proposed Effective Model has been created by replacing the existing ' 72" CMP with a bridge and including the proposed grading for developed conditions. In comparison between the Corrected Effective Model and the Proposed Effective Model at the location where the 72" CMP is replaced with the bridge, the WSEL has decreased by approximately 0.5'. This decrease in the WSEL is due to reducing tailwater by creating a larger downstream flow area, which allows floodwater to be conveyed under the bridge. Overtopping at the location of the 72" CMP has been eliminated. See the following table for a comparison between the WSEL between the Duplicate Effective Model, Corrected Effective Model and the Proposed Effective Model. Refer to Appendix H and the floodplain plan sheets located in the back of report for additional information. ' 17 i I I I I i I I I r I L I 11 Table 2 - Comparing WSEL between Models Cross Section Duplicate Effective WSEL Corrected Effective WSEL Difference in WSEL ft) Floodplain Floodway Floodplain Floodway Floodplain Floodway. 29351 4969.9 4970.1 4969.7 4969.9 -0.2 -0.2 28856 4969.3 4969.3 4968.9 4969.0 -0.4 -0.3 28436 4969.2 4969.2 4968.9 4968.9 -0.3 -0.3 28373 4965.9 4966.1 4965.9 4966.1 0 0 27840 4965.1 4965.1 4965.1 4965.0 0 -0.1 27390 - - 4964.0 4964.0 - - 27304 4963.8 4963.8 4963.8 4963.7 0 -0.1 27250 4962.8 4963.2 4962.5 4962.8 -0.3 -0.4 27069 - - 4962.3 4962.6. - - 26430 4961.5 4961.8 4961.5 4961.8 0 0 25605 4958.3 4958.4 - - - - 24907 4952.2 4952.2 - - - - 24412 4950.6 4950.7 - - - - 23987 4950.6 4950.6- 23235 4950.5 4950.5 - - - - 23040 .4946.7 4946.8 - - - - Cross Section Corrected Effective WSEL Proposed. Effective WSEL Difference in WSEL ft Floodplain Floodway Flood lain Floodway Floodplain Floodway 29351 _ 4969.7 4969.9 4969.7 4969.9 0 0 28856 4968.9 4969.0 4969.0 4969.0 0.1 0 28436 4968.9 4968.9 4968.9 4968.9 0 0 28373 4965.9 4966.1 .4965.9 4966.0 0 -0.1 27840 4965.1 4965.0 4964.9 4964.8 -0.2 -0.2 27390 4964.0 4964.0 4963.6. 4963.6 -0.4 -0.4 27304 4963.8 4963.7 4963.5 4963.5 -0.3 -0.2 27250 4962.5 4962.8 4963.2 4963.3 0.7, 0.5 27069 4962.3 4962.6 4962.1 4962.5 -0.2 -0.1 26430 4961.5 4961.8 4961.5 4961.8 0 0 25605 - - - - - - 24907 - - - - - - 24412 - - - - - - 23987 - - - - - - 23235 - - - - - - 23040 - - - - - - Duplicate Effective WSEL are from City/County HecRas Floodplain Model. . I i 1. 1 1 1 1 n k I 1 I 1 i ILI 1 1 LJ Table 3 - Structure elevation located within the floodplain Lot Number / Block Number City/ County BFE at upstream end of structure Regulatory Flood protection Elevation (BFE+18") Top of Foundation Elevation Lowest Floor Elevation (Including bottom of crawl space) Lowest HVAC Elevation (Elevation of Air Conditioning unit 12 / 12 4951.7 4953.2 4957.9 4953.2 4953.2 1 / 13 4950.6 4952.1 4956.0 4952.1 4952.1 2 / 13 4950.6 4952.1 4956.2 4952.1 4952.1 3 / 13 4950.6 4952.1 4956.2 4952.1 4952.1 4 / 13 4950.6 4952.1 4956.2 4952.1 4952.1 5 / 13 4950.6 4952.1 4955.9 4952.1 4952.1 6 / 13 4950.6 4952.1 4955.7 4952.1 4952.1 7 / 13 4950.6 4952.1 4955.2 4952.1 4952.1 . 8 / 13 4950.5 4952.0 4955.0 4952.0 4952.0 9 /.13 4950.5 4952.0 4954.9 4952.0 4952.0 10 / 13 4950.5 4952.0 4954.6 4952.0 4952.0 11 / 13 4950.5 4952.0 4954.7 4952.0 4952.0 12 / 13 4950.6 4952.1 4955.1 4952.1 4952.1 13 / 13 4950.6 4952.1 4955.9 4952.1 4952.1 14 / 13 4950.6 4952.1 4956.4 4952.1 4952.1 15 / 13 4950.6 4952.1 4957.0 4952.1 4952.1 16 / 13 4950.6 4952.1 4957.2 4952.1 4952.1 17 / 13 4950.6 4952.1 4957.0 4952.1 4952.1 18 / 13 4950.6 4952.1 4957.4 4952.1 4952.1 19 / 13 4950.6 4952.1 4956.9 4952.1 4952.1 20 / 13 4950.6 4952.1 4956.6 4952.1 4952.1 BFE Elevations from City/County HecRas Floodplain Model. 19 ' Table 4 - Basements/craw spaces allowed for Structures located within the floodplain I 11 I I I I I F L I Lot Number / Block Number Top of Foundation Elevation (see construction grading plan sheets) Regulatory Flood protection Elevation (18" above BFE & min. crawl space elevation Ground Water Elevation* Basement Allowed (per floodplain requirements) Crawl Space Allowed (See Regulatory Flood Protection Elevation) Sub -Drain Required (3' min. separation between groundwater and minimum floor elevation) 12 / 12 4957.9 4953.2 4946.5 NO YES NO 1/13 4956.0 4952.2 4943.0 NO YES NO 2/13 4956.2 4952.2 4943.0 NO YES NO 3 / 13 4956.2 4952.2 4943.0 NO YES NO 4/13 4956.2 4952.1 4943.0 NO YES NO 5/13 4955.9 4952.1 4943.0 NO YES NO 6/13 4955.7 4952.1 4943.0 NO YES NO 7/13 4955.2 4952.0 4943.0 NO YES NO 8 / 13 4955.0 4952.0 4943.0 NO YES NO 9/13 4954.9 4952.0 4943.0 NO YES NO 10 / 13 4954.6 4952.0 4940.0 NO YES NO 11 / 13 4954.7 4952.0 4940.0 NO YES NO 12 / 13 4955.1. 4952.0 4941.0 NO YES NO 13/13 4955.9 4952.1 4941.0 NO YES NO 14 / 13 4956.4 4952.1 4941.0 NO YES NO 15 / 13 4957.0 4952.2 4941.5 NO YES NO 16 / 13 4957.2 4952.2 4942.0 NO YES NO 17 / 13 4957.0 4952.2 4942.0 NO YES NO 18 / 13 4957.4 4952.1 4942.0 NO YES NO 19 / 13 4956.9 4952.1 4942.0 NO YES NO 20 / 13 4956.6 4952.1 4942.0 NO YES NO * Groundwater elevation from Terracon Geotechnical, Groundwater Study Dated 4/oilu KII ' Emereencv Response / Worst Case Scenario ' In the event the bridge opening becomes clogged or cannot convey 10.0% of Boxelder Creek runoff, the stormwater will overtop the banks at the upstream ' side of the bridge and stormwater will flow south on Pebble Creek Drive. The stormwater will divide at the intersection of River Run Drive and Pebble Creek Drive. The majority of stormwater will continue to flow south on Pebble Creek Drive to the low point located near the wetlands crossing. At this low point storm water will overtop the curb & gutter and enter either the wetlands area to the west or water quality pond 2 to the east. When water quality pond reaches capacity runoff will overtop the spillway and flow to Boxelder Creek. Runoff spilling to the east will spill into the wetlands area and will drain into Boxelder Creek through Storm 2. At the diversion point at the intersection of Pebble ' Creek Drive and River Run Drive a portion of the stormwater will flow west on River Run Drive to a low point located west of the lots in Block 9. When the inlets reach capacity the stormwater will overtop the curb & gutter and flow ' south in the drainage swale located behind lots located in Block 9. This stormwater will flow to water quality pond 4. When water quality pond reaches capacity runoff will overtop the spillway and flow to the wetlands area and then to Boxelder Creek. ' An emergency access route is provided along the south and west boundary for emergency access for the residence in the southeastern portion of the property. This access road will remain travelable throughout a 100yr storm event. Badger Creek Drive will remain travelable throughout a 100yr storm event. This access point will gain access to the residence in the west portion of the site along with residence on Badger Creek Drive, Freshwater Court, Cache Creek Drive and River Run Drive. Access to the residence along Red Creek Drive 1 may be difficult in the event the bridge becomes clogged and Pebble Creek Drive is conveying stormwater from Boxelder Creek over topping. Depending ' on the amount of stormwater overtopping the banks upstream of the proposed bridge, lots on Red Creek Drive may become landlocked until sufficient stormwater has passed. Structures located on Red Creek Drive have been ' placed at an elevation to protect against flooding. Chanees in WSEL Changes in WSEL were compared between the Duplicate Effective Model, Corrected Effective Model and the Proposed Effective Model. See above Table for comparison in the location of the proposed bridge. The remaining portion of the site has been based on the City/County Approved Floodplain and 0.5' irise Floodway. 1 21 Floodway The City of Fort Collins has a 100yr floodplain along with a 0.5' rise floodway for Boxelder Creek. The City of Fort Collins and Larimer County permits ' development within the floodplain fringe (area between the 100yr floodplain to the 0.5' rise floodway). Structures constructed within this floodplain fringe have been elevated a minimum of 18" above the 100yr City/County BFE elevation. Floodplain elevations for structure placement have been obtained from the Duplicate Effective Model provided by the City of Fort Collins and Larimer County. No development, storage and stockpiling of material may occur within the limits of the floodway at any time. Impact on EXISTING Structures ' An existing house is located near the intersection of Vine Drive and Boxelder Creek. This house will not be affected by the improvement to Boxelder Creek due primarily to the construction of the bridge. With the construction of the bridge the channel hydraulics are improved and the overtopping at the 72" CMP crossing is eliminated, causing the 100yr WSEL near this house to be lowered. ' Due to the floodplain crossing a corner of Lot 1, Block 10 a site plan is required before building permit approval to show that the building footprint will be ' outside of the floodplain. If the building. footprint is within the floodplain, the structure will be subject to the rules and regulations when building within a floodplain. No other structures within the property boundaries are affected by Boxelder Creek with this development. Upstream and Downstream Impacts to Properties ' Upstream effects on the water surface elevation (WSEL) for the 100yr'storm in Boxelder Creek are negligible. Due to revising Vine Drive surface elevation ' with actual survey elevations instead of aerial elevations the WSEL has decrease and therefore NO adverse impacts will occur on upstream properties. In the area just downstream of the proposed bridge the WSEL has increase slightly. With this increase in the WSEL the only property impacted is the proposed development. Structures have been elevated to protect against flooding and therefore NO impacts will occur on downstream properties. From cross section 26430, the City of Fort Collins adopted City/County 100yr ' 22 I floodplain and the 0.5' rise floodway are NOT affected by this development and ' as a result NO additional impacts on downstream properties occurs with this development. ' Mitigation Boxelder Creek. is susceptible to creek meandering and bank erosion. Mitigation to these issues is placing a 100' buffer zone along the channel centerline. This mitigation will preserve the natural characteristics of Boxelder Creek while protecting residential lots and structures from bank erosion. Flood Proofing ' All structure finished floor and garage elevations have been placed a minimum of 18" above the City/County Floodplain. No flood proofing needed. ' Bed and Bank Stabilization Permanent Erosion Control devises being implemented in this project consist of vegetation, erosion protection fabric along the west bank in the southern portion of the property and riprap being placed at the outlet of all storm pipes. ' 6. CONCLUSIONS 6.1 Compliance with Standards Criteria from Section 2.4.1 of the Larimer County Storm —Water Management Manual have been complied with for the final design of this project. 6.2 Drainage Concept ' This project was designed in order to minimize the number of drainage structures required, to maintain the historic drainage pattern to the greatest extent possible and to minimize impact on the surrounding sites. This has been accomplished by utilizing overland and gutter flow, maintaining existing flow patterns where possible and providing detention and water quality ponds where ' appropriate. 23 7 LJ I 7. REFERENCES 1. Larimer County, Colorado, "Larimer County Storm -Water Management Manual", prepared by Resource Consultants, Inc., dated May, 1979. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1, 2, and 3 dated June 2001. 3. Cooper Slough / Boxelder Creek Master Drainageway Planning Study by Simons, Li & Associates dated August 1981. 4. Limited Map Maintenance Program Study for Boxelder Creek by U.S. Bureau of Reclamation dated February 1992. 5. Federal Emergency Management Agency, (FEMA). Flood Insurance Rate Map, Panel 180 of 278, Community -Panel Number 080101 0180 E, Map revised March 18, 1996. 6. Guidelines for Submitting Floodplain Modeling Reports to. the City of Fort Collins, Dated May 16, 2001. 24 APPENDIX A VICINITY, BASIN & FLOODPLAIN MAPS A FINAL UTILITY PLANS FOR STREAMSIDE, P.D. APRIL .15, 2003 C/TY UA# ROJE T SITE 0 N • URUNOTON NORTHERN RA/(ROA FORT 2 CO(L/NS OOPW ONN 1 A/RPARK COL 7E H/GHWA lI i h Ci C/TY (/M/75 \ ( VICINITY MAP N.T.S. SHEET 1 OF 1 DATE: 04/15/03 l NOYth Star VICINITY MAP SCALE: 1" APPROX. 4000' design, inc. STREAMSIDE P.D. 700 Automation Drive, Unit I DRAWN BY: TDS Windsor, Colorado 80550 Phone: 970-686-6939 JOB NO.: 134-02 Fax:970-686-1188 A-1 Storm water Ras ins- ry Crick Basin idL a ._N 4 AC4' rtwcm briar =rr Lit, orth 8 Rita - Io4 .Inc In s i rj ' e Cr lick F;tfn�Il �aisi ' i p ad 8 l LL lock 8, 1 f �'' 'i Fossil Cicak 13silo W Tlity Rti,': ' APPENDIX B HYDROLOGIC CALCULATIONS 1 ' B N 7 O_ de � A N O � O N O tp M O� A O N 0 0 0 N m N O m N A N N tA0 O O N O O� N N O ONi Cl. 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TEIE ARE NO MINI W1EIK11AL IOW110M NIIIRS (}W➢BnLT W TO 8fE Q PWO'E➢D WIM T16 ➢EYFSO}1ENT. 7. 1K ONLY PROPOiD NO1-S1ONYlFA mN0O1R E MOIMIO[ 6 WOa'APE IRRIGATION MTA■1 ROE 0. TE NOm1EST In 6 TE 9rz N.L I169WIS NTD TIE PRR® IEIFNIICM PWD NO LLTwmY Erro e9ommt OADL TIE EAU6IO 2/3 Y= TE 511E WILL N9]4NE OIFOILY Mm 6NBl:O1 OmL O i + VIER DPoVE 5 Ot. aT Y.l MO}FS 1. ALL AIEA9 WITIt % r96E11CiH ET BONOMY MAY E 4BECTED w Sd OSTRBIK: ACTMIES wISHG FInER O'c"VAT(N E OIBA140EMI. TL THERE SNI1L BE M A , a, ICNECO E YlM NNI13 OI TE I THE MAKER t71o9a QWTRa FAaNTu ARE THE ETtN➢ON POO. MN" , W PODS SLY rENC4. Bruwv ONES AND 4E0T3IIIE FA9N: AS SHOWN. SPILGT 1 a:m AHn mH INFn Wm AArAO ORILNO PASTURE SEGO ML SIOBI I 1a N WESTERN M1E NEAmIAE ID NEATOMSS l0i RNLSCVIT WIEwIauSL LIMA 1?4 OAR STOW IDS 1RGAL (NEAT A RTE MT9m) SOD MN AVA➢BIE AT PAWED BUTTES SEED NG BA-338-7002 ,rs ALw>z.rrrA�3m J r .--/- ILT 12 N 01= 12 AND NL Ia15 IN BaIX 13 ARE LWATED N TE wTIXi FLWA HQORML OTHER! LOR MAY RE90E IN ME'NTP£ HaLM,NI AT i THE TIME KP ACOPTTN12 BY FBIA WHEN ME 'NmRF FIOOOPLMI 6 ADOPTED BY FO1A TOR WITHIN THE RONPI N ELL HEED TO OBIAN FEDDO NBIRAN I, I1DDO NBIRANLE NIL E PE➢DRm I,m A LMR-F M APPN0 BY FEMA ON A LOT -BY -EDT BASIS ro HENIOSE w0 LOT RACY TIE IN YEAR SRYW 1D RODORAN. IEETONTOI "C O I wz DAnnNT ro eomMR aEOT ' I EaiiNO 24' STDIN : 1 aAW;rT a 1 F�LJCOPTER SUPPORT FACLrn NOTES: 1. NO FLOWS ENTER THIS SITE FROM UPSTREAM. EXCEPT BY BOXELDER ERFEIL FLOWS FROM THE NORTH ARE INTERCEPTED BY DONE DRIVE AND FLOWS FROM THE EAST ARE INTERCEPTED BY BOXELDER CREEK. 2. RUNOFF FROM STRE"SIDE. P.D. IS ROUTED TO SOXERDER GREEK- 3. NO RESTRICRGNS EXIST ON THE PROPOSED FLOW PATHS FROM STREANISDE P.D. TO BOa1DER CREEK. 4. SEE GRADING AHO FLOODPLAN SHEETS FOR LOCATION OF CITY/COUNTY AND FEMA FLOOOPLAINS. 5. LOWEST OPENING ELEVATIONS SHALL BE 18 INCHES ABOVE THE MA ECt BASE FLOOD ELEVATION (BEE). 6. LIMITS SHOWN FOR EXISTING WETLANDS ARE APPROXIMATE WETLANDS ARE TO E FLAGGED BY A OIALORED ENVIRONMENTAL CONSULTANT PRIOR TO CONSTRUCTICN AND NO 04STUROMCE 15 ALLOWED WITHIN THE RAGGED ARa - 7. SEE SHEETS 17-20A FOR FLOODPWN A FLOODNAT OEIINEATONS. --------------- -- - �3ppEI 2 rI,{IIpgouml E \Go .16 .54 L_bsym➢� _�G_)./ EXISTENCE RA4IIOW ! TRACKS 1 llt I a o a61N0 pGNA9E BASIN f�-- i I , I is 3 1pV ■ETwHIQs IEIFYER STEIN E ` Bo 6 uL sTw. w R 1 STEIN 16 HATER wN3tt SWIM 7 / , 1 l-- sPRlwr jTRNwtt S AT`:VISTI% & DRAINAGE SUMMARY TABLE DESIGN PONT AREA DESIGN. AREA ACRE CZ C100 TC (2) MIN TI: (100) MIN 0 (2) CFS 0 (100) CFS 1 1 11" 0.53 0.67 21.4 21.4 9.13 39.9 2 2 3.16 0.54 0.67 14.7 116 3.22 14.5 3 3 4.00 0.48 0.60 14.0 14.0 3.69 15.1 4 4' 3.31 0.56 0.70 15.4 14.6 141 15.2 5 5 0.75 0.77 0.96 9.4 6,1 1.30 6.0 e 6 1.11 O.BD 1.00 6.1 5.0 Z36 11.0 7 7 0.06 0.90 1.00 5.0 5.0 0.20 0.8 B B 0.54 0.01 1.00 5.5 5.0 1.19 5.4 9 9 Z78 0.57 0.72 14.2 13.2 3.05 13.7 10 10 0.45 0.69 0.86 5.3 5.0 OA7 3.8 11 11 4.00 OA2 5.39 245 1212 2.80 0.80 15.8 Z84 12.4 1313 1.46 0.51 119 1a9 6.8 14 14 1.79 0.67 M0.771u.x9.Z 8-9252 12.1 1515 33.29 0.20 15.9 1Z12 52.6 1616 19.56 0.21 6.84 29.7 1-NRTDPoC1 ti.06 0.20 2.94 - POND SUMMARY TABLE LOCATI DE1wLTION AC -FT WATER awn VOL AC -FT � TOTAL AC -FT wD WSEL tro TR WSEL SPILLWAY ELEV YE"IlM E1EV SPILLWAY 1E71G7H SPILLWAY DEPTH B 0 CALL UTILITY NOTFlCATION MITER OF COLORADO 1-800-922-1987 F2IL xalsrs MTS N AawIE B3aIE Ww nG IEEE. a FiWwrz FOI M YM➢BC 6 IW�IOWO HO®1 MUI6 HOD 100 0 .200 400 < O SCALE 1' - 200' y 6 . ... LEOEM Ql DESIGN POINT N BASN CRITERIA 1 so O.4 RUNOFF COEFFICIENT (2y) 6 . AREA 9N ACRES ' FLOW DDTECTICN A� BASIN BOUNDARY O 1 a 4 F y EXISTING PIPES V, n ® PROPOSED STORM PIPE o o y ' FLARED END SECTION o c« m c c 111111 PROPOSED INLET LOCATION N O I] __ -- EXISTING V CONTOUR _____________ EXISTING V CONTOUR PROPOSED 5' CONTOUR PROPOSED V CONTOUR SILT FENCE INLET PROTECTION OCONSTRUCTION ENTRANCE EROSION BALES J Q - - p zz CL d U O Z w W Q O Z N O City of Fort Collins, Colorado UTILITY PLAN APPROVAL 0 U of c� W ~ APPROVED: ar F:➢H,A- DAM C Q In W :D CHECKED BY: (L 0 O SM- k ftb UtRIT ENNA M Q W CHECKED BY: r Q s,N- -v uu➢T DPrA CHECKED BY: O Pam A RAPMIN DPW J lei CHECKED BY: Q TWroa t-v- DNA Z CHECKED BY: DAY. 11 ILL oEt aWl E 01211YCIa] N ALF1C"Q WM l T031 SFNdllp 9�■2ElIO6 AS AIOv® BYTHEOONrY SHEET E7Km®t omr a Rona EN=M LAIiIOE COIMTV APPROVAL BLOCK AFPIpEED FOR LUMBER COAITL LIIDWO 1 6 BY DAME ➢TL AANIOSm FDB KMNER c . matAno R TM1E 16 OF 73 ■rtc 'NIB "� 134-02 I I I U 1 I I t] I APPENDIX C DETENTION & WATER QUALITY POND CALCULATIONS C DETENTION POND SIZING BY FAA METHOD, Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study ' ----------Denver -Urban -Drainage -and -Flood -Control -District, Colorado EXECUTEDON 07-21-2003 AT TIME 09:36:54 PROJECT TITLE: Streamside Development Basin 1 **** DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 9.67 RUNOFF COEF = 0.73 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.9 7.7 5.6 4.5 3.7 3.2 2.9 2.4 2.1 1.8 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 2.84 CFS OUTFLOW ADJUSTMENT FACTOR = .98 AVERAGE RELEASE RATE = 2.7832 CFS ' AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -----------------------------------------=----------- -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.95 0.49 0.02 0.47 10.00 7.72 0.76 0.04 0.72 15.00 6.66 0.98 0.06 0.92 20.00 5.60 1.10 0.08 1.02 25.00 5.06 1.24 0.10 1.14 30.00 4.52 1.33 0.12 1.21 35.00 4.13 1.42 40.00 3.74 1.47 0.13 0.15 1.28 1.31 45.00 3.49 1.54 0.17 1.37 50.00 3.23 1.58 0.19 1.39 55.00 3.05 1.64 0.21 1.43 60.00 2.86 1.68 0.23 1.45 65.00 2.74 1.75 0.25 1.50 70.00 2.62 1.80 0.27 1.53 75.00 2.50 1.84 0.29 1.55 80.00 2.38 1.87 .0.31 1.56 85.00 2.30 1.91 0.33 1.59 90.00 2.22 1.95 0.35 1.61 95.00 2.13 1.99 0.36 1.62 100.00 2.05 2.01 0.38 1.63 105.00 1.99 2.05 0.40 1.64 110.00 1.92 2.08 0.42 1.65 115.00 1.86 2.10 0.44 1.66 120.00 1.80 2.12 0.46 1.66 125.00 1.70 2.08 0.48 1.60 130.00 1.60 2.04 0.50 1.54 135.00 1.50 1.99 0.52 1.47 140.00 1.40 1.92 0.54 1.38 145.00 1.30 1.85 0.56 1.29 ----------------------------------------------------- THE REQUIRED POND SIZE = 1.659095 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 115 MINUTES C -2 r' It V) O W 1� C9 cl� O CDO C) C) C) Q — so4o�ea -4uaui4snfpV MoTJ11-to 0 C -3 [J 11 /26/03 .1 1 I �1 1 LOCATION: Streamside ITEM: Water Quality Pond Outlet Sizing COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design, Inc DATE: 11/26/03 From Urban Storm Drainage Criteria Manual, June 2001 (Referenced figures are attached in Appendix D) Use 40-hour brim -full volume drain time for extended detention basin Water Quality Capture Volume = WQCV = (required storage/12)*(tributary drainage area) MAJOR BASIN Trib. area (ac) % Imperv. Req. Storage (In. of runoff) from Fig. SQ-2 WQCV (ac-ft) DWQ (ft) req. vol WQCV *1.2 (ac-ft) req. arealrow (In=/row) from Fig. EDB3 POND #1 11.06 47.5 0.20 0.184 1.86 0.221 0.62 POND #2 9.83 57.6 0.23 0.187 1.98 0.224 0.58 POND #3 3.25 57.0 0.23 0.061 1.52 0.074 0.28 POND #4 11.22 48.5 0.20 0.189 1.41 0.227 0.96 Required Storage = 1 ' ( 0.91 ' I^3 - 1.19I^2 + 0.78' I ) WQ outlet sizing for Pond 1 From Figure 5, for 7/8 in. hole diameter Area of hole = 0.60 in # of columns = 1 Area provided/row = 0.60 in Area Required/row = 0.62 in2 Use 1 column of 7/8" diam holes WQ outlet sizing for Pond 3 From Figure 5, for 5/8 in. hole diameter Area of hole = 0.31 in # of columns = 1 Area provided/row = 0.31 in Area Required/row = 0.28 in Use column of 5/8" diam holes WQ outlet sizing for Pond 2 From Figure 5, for 718 in. hole diameter Area of hole = 0.60 in # of columns = 1 Area provided/row = 0.60 in Area Required/row = 0.58 in Use 1 column of 7/8" diam holes WQ outlet sizing for pond 4 From Figure 5, for 1 1/8 in. hole diameter Area of hole = 0.99 in # of columns = 1 Area provided/row = 0.99 in Area Required/row = 0.96 in Use column of 1 1/8" diam holes WQVOL-REVISED.xis C� STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL N. 3) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.50 0.45 0.40 0.35 t 0.30 L 0.25 3 0.20 3 0.15 0.10 0.05 SQ-24 wmmmmmmmmmi MMMMM L==&="4jW4r WEA AAOA VAA 'gaommArli AjM A NTA 1p OPAP 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i=1,,.q/100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80`" Percentile Runoff Event c 9-1-99 Urban Drainage and Flood Control District cs Orifice Plate Perforation Sizing Circular Perforation Sizinq _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 0.250 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 1 2 0.20 0.39 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11 /16 0.688 3 0.37 0.74 1.11 3/4 0.750 3 1 0.44 0.88 1.33 7/8 0.875 3 0.60 1.20 1.80 1 1.000 4 0.79 1.57 2.36 1 1 /8 1.125 4 0.99 1.99 2.98 1 1 /4 1.250 4 1.23 2.45 3.68 1 3 8 1.375 4 1.48 2.97 4.45 1 1 2 1.500 4 1.77 3.53 1 5.30 1 5 8 1.625 4 2.07 4.15 1 6.22 1 3 4 1.7501 4 2.41 4.81 7.22 1 7 8 1.875 4 2.76 5.52 I 8.28 2 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " Rectangular Perforation Sizing Only one column of rectangular perforations allowed Rectangular Height = 2 inches Req_ired Area per Row (sq in) Rectangular Width (inches) _ 2" Urban Drainage and Flood Control District Rectangular Hole Width Min. Steel Thickness 5" 1 a 6„ 1 /4 ,. 7„ 5/32 .. 8" 5/16 9" 11 /32 10.. 3/8. >10" 1 /2 ,. Figure 5 WOCV Outlet Orifice Perforation Sizing Drainage Criteria Manual (V.3) nc VJ-000at Oetad&da q ' . DRAINAGE CRITERIA MANUAL (V.3) ' 10.0 1 6.0 STRUCTURAL BEST MANAGEMENT PRACTICES EXAMPLE: DWQ = 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 01 co -_ao- tivv 6O e Q�r Oe o� ' 4.0 ' 2.0 1.0 0.60 Co D 0.40 E E m ' cc 0.20 U i� m 0 0.10 0.06 0.04 0.02 1 0.01 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume ' 9-1-99 Urban Drainage and Flood Control District 5-43 C-7 1 1 1 1 1 1 1 1 1 1 1 1 1 Proposed Detention - Stage/Storage LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour DETENTION POND 1 Required Water Quality = 0.221 acre-feet Required 100-yr detention = 1.66 acre-feet Total Volume Required = 1.88 acre-feet Stage (ft) Surface Area (fe) Incremental Storage (ac-ft) Total Storage (ac-ft) 4950.78 0 4952.00 7035 0.07 0.07 4952.64 14559 0.16 0.221 4953.00 18791 0.14 0.36 4954.00 31231 0.57 0.93 4955.00 38414 0.80 1.72 4955.17 38929 0.15 1.88 4956.00 41442 0.77 2.64 NQ Elevation 100 yr HWEL liM Proposed Water Quality - Stage/Storage LOCATION: STREAMSIDE PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft, d = depth between contours, ft A = surface area of contour WATER QUALITY POND 2 Required Water Quality = 0.224 acre-feet Stage (ft) Surface Area (ft`) Incremental Storage (ac-ft) Total Storage (ac-ft) 4946.00 0 4947.00 5257 0.040 0.040 4947.98 11560 0.184 0.224 4948.00 11722 0.007 0.231 4949.00 15889 0.316 0.546 4950.00 19105 0.401 0.947 NQ ELEV C -4� Proposed Water Quality - Stage/Storage LOCATION: STREAMSIDE PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 V = 1/3 d (A + B + sgrt(A*B)) . where V = volume between contours, ft, d = depth between contours, ft A = surface area of contour WATER QUALITY POND 3 Required Water Quality = 0.074 acre-feet Stage (ft) Surface Area W) Incremental Storage (ac-ft) Total Storage (ac-ft) 4947.00 0 4948.00 3635 0.03 0.03 4948.52 4175 0.05 0.074 4949.00 4674 0.05 0.12 4950.00 5819 0.12 0.24 NQ ELEV 1 1 I 1 I 1,. 1 1 i Proposed Water Quality - Stage/Storage LOCATION: STREAMSIDE PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 V = 1 /3 d (A + B + sgrt(A"B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour WATER QUALITY POND 4 Required Water Quality = 0.227 acre-feet Stage (ft) Surface Area W) Incremental Storage (ac-ft) Total Storage (ac-ft) 4950.29 0 4951.00 9852 0.05 0.05 4951.70 11814 0.17 0.227 4952.00 12655 0.08 0.31 4953.00 16700 0.34 0.65 NQ ELEV 1 1 1 i 1 1 1 1 1 1 1 i i 1 1 1 1 1 Detention Pond Outlet Sizing (100 yr event) LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS DATE: 11/16/03 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = COAO sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ff ) Ea = geometric center elevation of the orifice (ft) h = water surface elevation (ft) Proposed Detention Pond -100yr STORM EVENT Qo = 2.84 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4950.78 ft Eo = 4951.08. ft h = 4955.17 ft - 100 yr WSEL Co = 0.61 solve for effective area of orifice using the orifice equation Ao = 0.287 ft` 41.3 in` orifice dia. = d = 7.25 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.40 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(ndv) = 4.90E+05 Co = (K in figure) = 0.61 check Use d = 7.3 in A, = 0.291 ft2 = 41.85 in Qmax = 2.88 cfs C—IZ Chapter 5 Closed Conduit Flow 1 10' 10'- 1 1.2 1.1 1.0 0.9 K 0.8 i 0.7 U. Red = '\/2gAh d K in; 104 105 106 MM and nozzles (Dr ifices ' won. NEI =so. FflSIMON Jim NOW 10' 102 10; 10 10 1 4 Red _ .�J 1 ' Figure 5-21 Flow coefficient K and Red/K versus the Reynolds number for orifices, nozzles, and venturi meters (20, 23) •9�x�0 ce-IS A 1 [J I 1 G I 1 Streamside P.D. Emergency Overflow Spillway Sizing LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 Equation for flow over weir Q = CLH' where C = weir coefficient = 3.1 H = overflow height L = length of the weir tDD Of berm A+ spill elevs son 0 100 yr WSEL Spillways will be designed with 0.50 ft flow depth, thus H = 1 ft Size the spillway assuming that the pond outlet is completely clogged. Detention & Water Quality Pond 1 Q (100) = 39.90 cfs Spill elev = 4956.00 ft 100 yr WSEL = 4955.17 ft Min top of berm elev.= 4957.00 ft Weir length required: L = 12.87 ft Use L = 13.0 ft- v = 2.66 ft/s .1 G- IQ Streamside P.D. Emergency Overflow Spillway Sizing LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/16/03 Equation for flow over weir Q = CLHm where C = weir coefficient = 3.1 H = overflow height L = length of the weir too of berm � H 44 L _► Spill elevedon 7 100 N WSEL Spillways will be designed with 0.50 ft flow depth, thus H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. Water Quality Pond 2 Q (100) = 84.27 cfs Spill elev = 4949.00 ft 100 yr WSEL = 4947.89 ft Min top of berth elev.= 4949.50 ft Weir length required: L = 76.89 ft Use L = 78.0 ft v = 2.08 ft/s G-i5 Streamside P.D. Emergency Overflow Spillway Sizing LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: IDS SUBMITTED BY: North Star Design DATE: 11/16/03 Equation for flow over weir Q = CLH32 where C = weir coefficient = 3.1 H = overflow height L = length of the weir IN =11117=71t, � H 4 spill elevation 17 100 yr WSEL Spillway will be designed with 0.50 ft flow depth, thus H = 1.0 ft Size the spillway assuming that the pond outlet is completely clogged. Water Quality Pond 3 Q (100) = 18.90 cfs Spill elev = 4949.00 ft 100 yr WSEL = 4948.52 ft Min top of berm elev.= 4950.00 ft Weir length required: L = 6.10 ft Use L = 7.0 ft v = 2.33 ft/s C-Ice Streamside P.D. Emergency Overflow Spillway Sizing LOCATION: Streamside P.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/25/03 Equation for flow over weir Q = CLH" where C = weir coefficient = 3.1 H = overflow height L = length of the weir A L spill elevetlon p 100 yr WSEL Spillway will be designed with 0.50 ft flow depth, thus H = 0.25 ft Size the spillway assuming that the pond.outlet is completely clogged. Water Quality Pond 4 Q (100) = 55.00 cfs Spill elev = 4953.00 ft 100 yr WSEL = 4951.70 ft Min top of berm elev.= 4953.25 ft Weir length required: L = 141.94 ft Use L = 145.0 ft <— Spillway shall flow over crushed granite nature trail. v = 1.47 ft/s I ' APPENDIX D INLET & CURB CUT CALCULATIONS I I I LJ 1 ' CURB OPENING INLET IN A SUMP ' Project = Streamside P.U.D. Inlet ID = Inlet 1-1, 1-2 - 2yr Storm Event W Lu WP P �<---� water Yd H Flaw Direction Pan ' Gutter Design Information (Input) Length of a Unit Inlet L = 15.00 ft Local Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches Height of Curb Opening in Inches H = 6.00 inches Side Width for Depression Pan Wp = 3.00 It Clogging Factor for a Single Unit (typical value = 0.1) Co = 0.10 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees ' Orifice Coefficient (see USDCM Table ST-7) Cd = 0.67' Weir Coefficient (see USDCM Table ST-7) Cw = 3.00 Total Number of Units in the Curb Opening Inlet No = 1 ' Curb Opening Inlet Capacity in a Sum As a Weir Design Discharge on the Street (from Street Hy) Q° = 2.1 cfs Water Depth for the Design Condition Yd = 7.02 inches Total Length of Curb Opening Inlet F'Low P'rCOM j3gsw 1 Z L = 15.00 ft Capacity as a Weir without Clogging Q,„; = 27.4 cfs SP�,T 13eTWcc u a,N►Ecs Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units oi. S4 Clog = 0.10 Capacity as a Weir with Clogging Fie�by O �Z7 owe = 25A cfs 'As an Orifice I N es.T Capacity as an Orifice without Clogging 113-z O. At0 Q, = 24.2 cfs Capacity as an Orifice with Clogging 3-1 Q� = 21.8 cfs ' 3-1- { O. AL Capacitv for Design with Clogging Q, _7�"71`2 cfs Capture Percentage for this Inlet = Q, I Q° = 4 .Z4 c l= s C% _ ' Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. No Clow by q •Z4 � �s 7- l,.T P'l ew S �r)T 2yr inletl-1_2.xls, Curb-S 11/17/03, 10:51 AM D— r7 L I I I I I CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 1A-1 - 2yr Storm Event Lu WP P rw Direction 0VITL Design Information (Input) Length of a Unit Inlet L = 10.00 ft Local Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches Height of Curb Opening in Inches H = 6.00 inches Side Width for Depression an Wp = 3.00 ft Clogging Factor for a Single Unit (typical value = 0.1) Co = 0.10 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 0.67 Weir Coefficient (see USDCM Table ST-7) Cw = 2.30 Total Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Q. = 1.3 cfs ter Depth for the Design Condition Flow F2or" Yd = 5.73 inches al Length of Curb Opening Inlet L = 10.00 ft )acity as a Weir without Clogging 24.g1r.J $' Q,„; = 11.7 cfs gging Coefficient for Multiple Units Coef = 1.00 gging Factor for Multiple Units IN I£T So.rTh 5 ide Clog = 0.10 )acity as a Weir with Clogging ��4d Q. = 10.9 cfs an Orifice mcity as an Orifice without Clogging Qo; = 13.5 cfs )acity as an Orifice with Clogging , 3 O �5 Q. = 12.2 cfs pacity for Design with Clogging Q, =� - pture Percentage for this Inlet = 0,1 Qa = C_K 100.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture �io �Lovb� percentage of less than 100% in a sump may indicate the need for additional inlet units. ' 2yr inletlA-1.xls, Curb-S 11/17/03, 10:17 AM 11 C I I 1 [1 CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. `,.. Inlet ID = Inlet 1A-2 - 2yr Storm Event W Lu WP P__-� nw Direction gn Information (Input) th of a Unit Inlet Lu = 10.00 ft I Depression, if any (not part of upstream Composite Gutter) al., = 2.00 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan Wp = 3.00 ft Sing Factor for a Single Unit (typical value = 0.1) C,, = 0.10 of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees e Coefficient (see USDCM Table ST-7) Cd = 0.67 Coefficient (see USDCM Table ST-7) C„ = 2.30 Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Q. = 9.5 cfs ter Depth for the Design Condition rr F2° Yd = 8.40 inches al Length of Curb Opening Inlet T�OU L = 10.00 ft mcity as a Weir without Clogging 13g51 NS QW = 20.7 cfs gging Coefficient for Multiple Units Coef = 1.00 gging Factor for Multiple Units Z 3 , '4 Clog = 0.10 :)acity as a Weir with Clogging Q� = 19.4 cfs an Orifice R �°` cacity as an Orifice without Clogging Q,; = 18.6 cfs cacity as an Orifice with Clogging Q„ = 16.7 cfs �}.53 cFs. pacity for Design with Clogging Q - pture Percentage for this Inlet = Q, I Q, = C% = t00.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture b� percentage of less than 100% in a sump may indicate the need for additional inlet units. 2yr inletlA-2.xls, Curb-S 11/17/03, 10:12 AM b -3 1 1 CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 1B-1 - 2vr Storm Event WP L WP Flow Direction a,.Az T of a Single Inlet Unit L = 5.00 ft ing Factor for a Single Unit Inlet (typical value = 0.1) Co = 0.15 Depression, if any (not part of upstream Composite Gutter) a,ocai = 2.0 inches er of Curb Opening Inlet Units No = 1 Design Discharge on the Street (from Street Hy) Qu = 0.9 cfs Water Depth for Design Condition Yd = 5.9 inches Total Length of Curb Opening Inlet L = 5.00 ft Gutter Flow to Design Flow Ratio (from Street Hy) E. = 0.98 Equivalent Slope S, S. = 0.2243 ft/ft Required Length LT to Have 100% Interception LT = 3.38 ft Clogging Coefficient Coef = 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 Effective (Unclogged) Length L. = 3.38 ft r-(.ouJ F-ko 0^ Under No -Clogging Condition Interception Capacity N 10 Q, = 0.9 cfs Under Clogging Condition U, S 7 Actual Interception Capacity Q. = ` 0.9 cfs Carryover flow = Qa - Q, = Qo = 0.0 cfs Capture Percentage for this Inlet = Q, / Q, = C% = 100.0 % No 2yr inlet1B-1.xls, Curb-G 11/17/03, 10:23 AM CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 1B-2 - 2vr Storm Event WP L WP < - ----- ><----a< --- 3* Curb H `, ,, Flow Direction Pan w Gutter 0 f j i of a Single Inlet Unit L = 5.00 ft ng Factor for a Single Unit Inlet (typical value = 0.1) Co = 0.15 Depression, if any (not part of upstream Composite Gutter) a,., = 2.0 inches er of Curb Opening Inlet Units No = 1 Design Discharge on the Street (from Street Hy) Q. = 3.1 cfs Water Depth for Design Condition Ya = 7.5 inches Total Length of Curb Opening Inlet L = 5.00 ft Gutter Flow to Design Flow Ratio (from Street Hy) Eo = 0.65 Equivalent Slope S, Sa = 0.1554 ft/ft Required Length LT to Have 100% Interception LT = 7.14 ft Clogging Coefficient Coef = 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 Effective (Unclogged) Length Le = 4,25 ft Under No -Clogging Condition F'LOQ Interception Capacity &51N q Under Clogging Condition No rLot") Io`1 Pp,O1,� Actual Interception Capacity il"sty 8 Carryover flow = Q, - Q. = -3.0S c J S Capture Percentage for this Inlet = Q, / Qa = Q; = 2.7 cfs Q, = 2.5' cfs Qb = " :0& cfs C% = 80.4 % D.(o c rs � Low b•� To Q43rwr I Z 2yr inletlB-2.xls, Curb-G 11/17/03, 10:31 AM D-s 1 CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 3-1 & 2 - 2vr Storm Event WP L WP i of a Single Inlet Unit ng Factor for a Single Unit Inlet (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) er of Curb Opening Inlet Units In Discharge on the Street (from Street Hy) Depth for Design Condition Length of Curb Opening Inlet r Flow to Design Flow Ratio (from Street Hy) alent Slope S, red Length LT to Have 100% Interception ing Coefficient ing Factor for Multiple -unit Curb Opening Inlet ive (Unclogged) Length Flaw Direction 9-AtL L, = 5.00 ft Co = 0.15 a,., = 2.0 inches No = 1 Q. = 2.7 cfs Yd = 7.3 inches L = 5.00 ft E. = 0.68' S, = 0.1626 ft/ft LT = 6.61 ft Coef = 1.00 Clog = 0.15 L. = 4.25 ft r No -Clogging Condition r C.-i i;"2 o w. "'e's i 1 1 eption Capacity 5 pL,T F3 l w c ,P- a t o2 1 N ItT3 Q' = 2.5 cfs r Clogging Condition ToTJ Clow it Interception Capacity Q. = 39 $� T37cfs S 7- over flow = Q, - Q. = y = O�16 f ire Percentage for this Inlet = Q, t Q, = Z • 7 O c C� C^/, _.,=,fi r>vlt 1- 2yr inlet 3-1_2.xls, Curb-G D.,4 cFg CLo,,j6%1/ INLc-f X Z ,,,le'T9 p. $ Gig �I.,,ab� To BaSt,u 17Z 11/17/03, 10:39 AM "-1"o r I 0 I 0 0 CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 7-1 - 2yr Storm Event Lu WP P -� rw Direction a '-ATL Design Information (Input) Length of a Unit Inlet L = 10.00 ft Local Depression, if any (not part of upstream Composite Gutter) ai°.i = 2.00 inches Height of Curb Opening in Inches H = 6.00 inches Side Width for Depression Pan Wp = 3.00 ft Clogging Factor far a Single Unit (typical value = 0.1) Co = 0.10 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 0.67 Weir Coefficient (see USDCM Table ST-7) Cw = 2.30 Total Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Q° = 2.8 cfs iter Depth for the Design Condition Yd = 7.40 inches al Length of Curb Opening Inlet L = 10.00 ft pacity as a Weir without Clogging Qom; = 17.2 cfs egging Coefficient for Multiple Units �4j, !r'Qo M Coef = 1.00 egging Factor for Multiple Units 3�^5 Clog = 0.10 pacity as a Weir with Clogging t ti j9 Q, = 16.0 cfs an Orifice pacity as an Orifice without Clogging C TS Q°, = 16.9 cfs pacity as an Orifice with Clogging Q� = 15.2 cfs pacity for Design with Clogging .. Q, = tl TRI cfs pture Percentage for this Inlet = Q, / Qo Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture NO percentage of less than 100% in a sump may indicate the need for additional inlet units. V ' 2yr inlet7-1.xis, Curb-S 11/17/03, 11:01 AM I I CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 9-1 - 2yr Storm Event WP Lu WP Design Information (Input) Length of a Unit Inlet Local Depression, if any (not part of upstream Composite Gutter) Height of Curb Opening in Inches ' Side Width for Depression Pan Clogging Factor for a Single Unit (typical value = 0.1) Angle of Throat (see USDCM Figure ST-5) ' Orifice Coefficient (see USDCM Table ST-7) Weir Coefficient (see USDCM Table ST-7) Total Number of Units in the Curb Opening Inlet ' Curb Opening Inlet Ca aci in a Sum As a Weir ' Design Discharge on the Street (from Street Hy) Water Depth for the Design Condition T_. 1 C al Length of Curb Opening Inlet )acity as a Weir without Clogging ��` gging Coefficient for Multiple Units St.J 1 gging Factor for Multiple Units )acity as a Weir with Clogging q , 13 c- <s an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Q, I Qo = Lu = aiocai = H= WP= Co = Theta = C'd = C„ _ No = w Direction el 15.00 ft 2.00 inches 6.00 inches 3.00 ft 0.05 63.4 degrees [Ix:�/ wait 1 Qa = 9.1 cfs Yd = 9.21 inches L = 15.00 ft Qw; = 41.1 cfs Coef = 1.00 Clog = 0.05 Q„ = 39.6 cfs Qo; = 29.7 cfs Q. = 28.3 cfs CT 1Ua10Q % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture `N c i c� percentage of less than 100% in a sump may indicate the need for additional inlet units. t2yr inlet9-1.xis, Curb-S 11/17/03, 11:07 AM L�-9 I 1 1 CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 12-1 - 2yr Storm Event Lu WP P - --� w Direction gn Information (Input) th of a Unit Inlet L = 10.00 it Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan Wp = 3.00 it Sing Factor for a Single Unit (typical value = 0.1) C, = 0.15 a of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees e Coefficient (see USDCM Table ST-7) Cd = 0.67 Coefficient (see USDCM Table ST-7) Cw = 2.30 Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Q. = 2.4 cfs iter Depth for the Design Condition Yd = 7.18 inches al Length of Curb Opening Inlet F"(.,o e o ^ L = 10.00 ft pacity as a Weir without Clogging Qw; = 16.4 cfs egging Coefficient for Multiple Units 13 tiSN Coef = 1.00 egging Factor for Multiple Units Clog = 0.15 pacity as a Weir with Clogging Z `�S Q, = 14.8 cfs an Orifice pacity as an Orifice without Clogging Q.i = 16.5 cfs pacity as an Orifice with Clogging Q a = 14.0 cfs pacity for Design with Clogging Qa = x'�1�4'i0 c pture Percentage for this Inlet = Qa I Qo = C% _ = * :' 100.001 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture N O Pk ouj i,--� percentage of less than 100% in a sump may indicate the need for additional inlet units. ' 2yr inlet12-1.xls, Curb-S 11/17/03, 12:21 PM D-9 I 1 1 CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 13-1 - 2vr Storm Event WP L WP < - - K- -- - a<' -� Flow Direction a .,2- h of a Single Inlet Unit L = 5.00 ft ing Factor for a Single Unit Inlet (typical value = 0.1) Co = 0.15 Depression, if any (not part of upstream Composite Gutter) a,., = 2.0 inches er of Curb Opening Inlet Units No = 1 In Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Curb Opening Inlet r Flow to Design Flow Ratio (from Street Hy) alent Slope S, red Length LT to Have 100% Interception ling Coefficient ling Factor for Multiple -unit Curb Opening Inlet Gve (Unclogged) Length r No -Clogging ConditionWorti eption Capacity r Clogging Condition I G S iI Interception Capacity overflow=Q,-Q,= ire Percentage for this Inlet = Q, / Q, _ Q. = 1.2 cfs Ya = 6.3 inches L = 5.00, ft Eo = 0.92, Se = 0.2114 ft/ft LT = 4.00 ft Coef = 1.00 Clog = 0.15 L, = 4.00 ft Q, = 1.2 cfs Q. - ..... ;..,;, 1.2 cfs - 0.0 cfs 41. _ ,.100:0: jvo ��1,bJ. 2yr inletl3-1.As, Curb-G 11/17/03, 10:27 AM FF CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 13-2 - 2yr Storm Event L WP WP �---> Flow Direction a Hm i of a Single Inlet Unit L = 5.00 ft ng Factor for a Single Unit Inlet (typical value = 0.1) Co = 0.15 Depression, if any (not part of upstream Composite Gutter) a,�„ = 2.0 inches er of Curb Opening Inlet Units No = 1 Design Discharge on the Street (from Street Hy) Q. = 0.3 cfs X Water Depth for Design Condition Ya = 4.6 inches Total Length of Curb Opening Inlet L = 5.00 It Gutter Flow to Design Flow Ratio (from Street Hy) E. = 1.00 Equivalent Slope S, S, = 02283 ft/ft Required Length LT to Have 100% Interception LT = 2.11 ft Clogging Coefficient Coef = 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 Effective (Unclogged) Length L, = 2.11 ft F2 Under No -Clogging Condition rFloL% Interception Capacity ­4 O, = 0.3 cfs Under Clogging Condition Q. ZO CCS Actual Interception Capacity Q, = 0'.3 cfs Carryover flow = Q. - Q. = Qb = ' 0.0? cfs Capture Percentage for this Inlet = Q. I Qa = % = C.I. 100.0' % No Glor, 61 6.3 cG'g # M I %J l V%^J *% j= Lo a Pe e- SP4e.dsMccT 2yr inlet13-2.xls, Curb-G 11/17/03, 11:13 AM :.J CURB OPENING INLET IN A SUMP Project= Streamside P.U.D. Inlet ID = Inlet 1-1, 1-2 -100yr Storm Event WP Lu WP Design Information (Input) ' Length of a Unit Inlet L. = Local Depression, if any (not part of upstream Composite Gutter) a,., _ ' Height of Curb Opening in Inches Side Width for Depression Pan H = Wp = Clogging Factor for a Single Unit (typical value = 0.1) C. = Angle of Throat (see USDCM Figure ST-5) Theta = Orifice Coefficient (see USDCM Table ST-7) Cd = Weir Coefficient (see USDCM Table ST-7) Cw = Total Number of Units in the Curb Opening Inlet No = ' Curb Opening Inlet Capacity in a Sum As a Weir Design Discharge on the Street (from Street Hy) Q. = Water Depth for the Design Condition Yd = 'al Length of Curb Opening Inlet � �Ro� Bairti 17 L pacity as a Weir without Clogging Q = egging Coefficient for Multiple Units 1 2- A c r S Coef = )gging Factor for Multiple Units Clog = pacity as a Weir with Clogging t �') to Q. = - an Orifice ►v. q t3aSs�, to nv Direction Op -%AIL 15.00 ft 2.00 inches 6.00 inches 3.00 It 0.05 63.4 degrees 01IIr] 1 25.3 cfs 11.42 inches 15.00 ft 56.8 cfs 1.00 01R 54.7 cfs panty as an Orifice without Clogging Q , = 34.4 cfs pacity as an Orifice with Clogging Q. = 32.7 cfs IL. 2 �asiN t l ,._ pacity for Design with Clogging Q, _ .-,",.,__ '32-c7." cf pture Percentage for this Inlet = Qe 1 Q° = SO , w G >: g % _-1.00.00_ Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture ' percentage of less than 100% in a sump may indicate the need for additional inlet units. C �7 5 No c_veh OV crL T0PQ%-=3 100yr inlet1-1_2.xls, Curb-S 11/17/03, 12:03 PM I 1 I I 11 I 1 1 I 1 I CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 1A-1 -100vr Storm Event WP Lu WP Yd wate r f Flow Direction Pan Gutter f 1 OO Design Information (Input) Length of a Unit Inlet L = 10.00 ft Local Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches Height of Curb Opening in Inches H = 6.00 inches Side Width for Depression Pan Wp = 3.00 ft (Clogging Factor for a Single Unit (typical value = 0.1) Co = 0.10 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 0.67 Weir Coefficient (see USDCM Table ST-7) Cw = 2.30 Total Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Qo = 30.4 cfs ter Depth for the Design Condition Ya = 10.97 inches al Length of Curb Opening Inlet `f �KO� a 0.51N S L = 10.00 ft )acity as a Weir without Clogging Q'� = 31.0 cfs gging Coefficient for Multiple Units O c FS Coef = 1.00 gging Factor for Multiple Units Clog = 0.10 )acity as a Weir with Clogging + Q• = 28.9 cfs an Orifice Row1o" 3+sa +t Z,34 )acity as an Orifice without Clogging Qo = 22.3 cfs )acity as an Orifice with Clogging 74 d Q� = 20.1 cfs � CewT¢°IS �1 ow by Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture 10,73 c V�S To 6g5w percentage of less than 100% in a sump ma i to the need for additional inlet units. I O t100yr inlet1A-1.xls, Curb-S IRG Cis '570cw% •e1pC Cgpac�T� 11/17/03, 1 :28 AM I I. g cFs Flow6.1 To BgstN to �_� I I I� u I IJ 1 11 CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 1A-2 -100yr Storm Event WF Lu _ ` WP nv Direction gn Information (Input) th of a Unit Inlet L = 10.00 ft I Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches nt of Curb Opening in Inches H = 6.00 inches Width for Depression Pan Wp = 3.00 ft ging Factor for a Single Unit (typical value = 0.1) Co = 0.10 a of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees :e Coefficient (see USDCM Table ST-7) co = 0.67 Coefficient (see USDCM Table ST-7) Cw = 2.30 Number of Units in the Curb Opening Inlet No = 1 s a Weir resign Discharge on the Street (from Street Hy) Qa = 43.0 cfs Dater Depth for the Design Condition Yd = 11.97 inches otal Length of Curb Opening Inlet �fA� i'eo -r^ j3ctS%N S L = 10.00 ft rapacity as a Weir without Clogging Z 3 A Qw, = 35.3 cfs :logging Coefficient for Multiple Units 1 Coef = 1.00 :logging Factor for Multiple Units Clog = 0.10 :apacity as a Weir with Clogging Qwa = 33.0 cfs s an Orifice 9 3, 0 c 5 :apacity as an Orifice without Clogging Qo; = 23.7 cfs IN j<`r rapacity as an Orifice with Clogging Qua = 21.3 cfs C-a &C4'T. P r✓ Lov Bg5lN % :apacity for Design with Clogging Q. = . Y1: cfs 1$ to e rS :apture Percentage for this Inlet = Q, / Qa = 0.0 C 17S C% _ +'� 49.50, % t.p.s rP Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture P-01 j S �1 21. -? r- L S percentage of less than 100% in a sump may indicate the need for additional inlet units. c Bay 5 18.6 cFs s-roam pl�� caPc.ci-t-� — 43.0 100yr inletlA-2.xls, Curb-S Z S �low6. �'Ta 11/17/03, 11:21 AM CURB OPENING INLET ON A GRADE Project: Streamside P.U.D. Inlet ID: Inlet 1B-1 - 100yr Storm Event WP L WP i of a Single Inlet Unit ng Factor for a Single Unit Inlet (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) er of Curb Opening Inlet Units In Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Curb Opening Inlet r Flow to Design Flow Ratio (from Street Hy) alent Slope Se ired Length LT to Have 100% Interception ling Coefficient ling Factor for Multiple -unit Curb Opening Inlet Jve (Unclogged) Length Flaw Direction L� = Co = alo al = No = 100 IL 5.00 ft 0.15 2.0 inches Q. = 15.6 cis Ya = 9.4 inches L = 5.00 ft E, = 0.28 Se = 0,0663 ft/ft LT = 23.63 ft Coef = 1.00 Clog = 0.15 Le = 4.25 ft J C) r No -Clogging Condition eption Capacity 3 , 8 G ¢"S QI = 5.4 cfs r+ 1 er `� + CaQaG� r Clogging Condition �.Cw b`7 Q�SrN s it Interception Capacity ,=`W �4:T:cfs over flow = Q, - Q. = Q . ° o = 10.9s Ta ire Percentage for this Inlet = Qa 10, _ s c CS C% _ : -.: •30.911<3qs ram+ 1 2 100yr inlet1 B-1.xls, Curb-G 11/17/03, 11:38 AM �)- I CURB OPENING INLET ON A GRADE Project: Streamside P.U.D. Inlet ID: Inlet 1 B-2 - 100yr Storm Event yl P L WP Curly Pan Gutter i of a Single Inlet Unit ng Factor for a Single Unit Inlet (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) er of Curb Opening Inlet Units esign Discharge on the Street (from Street Hy) later Depth for Design Condition )tal Length of Curb Opening Inlet utter Flow to Design Flow Ratio (from Street Hy) auivalent Slope S, equired Length LT to Have 100% Interception logging Coefficient logging Factor for Multiple -unit Curb Opening Inlet ffective (Unclogged) Length �7 1' OQ �2ofr rider No -Clogging Condition 5c terception Capacity 13.7 �cs rider Clogging Condition + ctual Interception Capacity P'lo�i:oul T3 c.5 N g arryover flow = Q, - Q, = 2 apture Percentage for this Inlet = Q, / Qa = �S8 CC5. Flow Direction 100 %1 Z L = 5.00 ft Co = 0.15 a,., = 2.0 inches No = 1 Oo = 15.8 cfs Yo = 9.4 inches L = 5.00 ft E. = 0.28 S. = 0.0661 fuft LT = 23.81 ft Coef = 1.00 Clog = 0.15 L, = 4.25 It Q; = 5.5 cfs — Flow 6..) To Bgsu.+ li 100yrinletlB-2.xis, Curb-G 98 1/17/03, 11:49 AM boo I i� ' CURB OPENING INLET ON A GRADE ' Project: Streamside P.U.D. Inlet ID: Inlet 3-1 & 2 - 100yr Storm Event Wp L Wp Curb H Flow Direction ' Pan Gutter //..V�� I O ' Design Information In ut Length of a Single Inlet Unit L, = 5.00 ft ' Clogging Factor for a Single Unit Inlet (typical value = 0.1) Local Depression, if any (not part of upstream Composite Gutter) Co = ai«,i = 0.15 2.0 inches Number of Curb Opening Inlet Units No = 1 Analysis Calculated Design Discharge on the Street (from Street Hy) Q. = 12.3 cfs Water Depth for Design Condition Yd = 8.9 inches Total Length of Curb Opening Inlet L = 5.00 It ' Gutter Flow to Design Flow Ratio (from Street Hy) Ea = 0.31 Equivalent Slope S. Se = 0.0713 Wit ' Required Length LT to Have 100% Interception Clogging Coefficient LT = Coef = 20.43 ft 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 ' Effective (Unclogged) Length F•RCr+� I I Flo w �sw Under No -Clogging Condition S !PL,-7 F:Low jatTwet Interception Capacity a �Nt�_T Under Clogging Condition ei • s L, = Q;= 4.25 ft 4.9cfs t�-j Actual Interception Capacity Z , _ :7, 4:2? cfs (CwG `M ' Carryover flow =Q,-Q,= Capture Percentage for this Inlet = Q, / Q, _ N (� Qb=' % _ 8;1 cfs t'e+tt� JNi4r, �L b� TO BgstN ►z 16.2cis 1 L ' 100yr inlet3-1_2.xls, Curb-G 11/17/03, 11:54 AM L- 1-7 CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 7-1 - 100 yr Storm Event 7 WF Lu WP Design Information (Input) ' Length of a Unit Inlet Local Depression, if any (not part of upstream Composite Gutter) ' Height of Curb Opening in Inches Side Width for Depression Pan Clogging Factor for a Single Unit (typical value = 0.1) Angle of Throat (see USDCM Figure ST-5) Orifice Coefficient (see USDCM Table ST-7) Weir Coefficient (see USDCM Table ST-7) Total Number of Units in the Curb Opening Inlet Curb Opening Inlet Capacity in a Sum As a Weir Design Discharge on the Street (from Street Hy) Water Depth for the Design Condition Total Length of Curb Opening Inlet F— I, )acity as a Weir without Clogging rG w r g o", gging Coefficient for Multiple Units !� gging Factor for Multiple Units )acity as a Weir with Clogging Z tp c t=5 an Orifice nv Direction 100 %A iR L = 10.00 ft a,., = 2.00 inches H = 6.00 inches W a = 3.00 ft Co = 0.10 Theta = 63.4 degrees Cd = 0.67 Cw = 2.30 No = 1 Qa = 12.1 cfs Yd = 9.75 inches L = 10.00 ft Q„; = 25.9 cfs Coef = 1.00 Clog = 0.10 Q, = 24.3 cfs capacity as an Orifice without Clogging Q, = 20.6 cfs Capacity as an Orifice with Clogging Q. = 18.6 cfs Capacity for Design with Clogging Q, = 18:6' cfs Capture Percentage for this Inlet = Q, I Q° = C°/, = 100.00 % NO tow6 Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 100yr inlet7-1.xls, Curb-S 11/17/03, 12:08 PM JJ 8 ' CURB OPENING INLET IN A SUMP ' Project = Streamside P.U.D. Inlet ID = Inlet 9-1 ' WP Lu WP 1 Design Information (Input) Length of a Unit Inlet Local Depression, if any (not part of upstream Composite Gutter) Height of Curb Opening in Inches Side Width for Depression Pan Clogging Factor for a Single Unit (typical value = 0.1) Angle of Throat (see USDCM Figure ST-5) ' Orifice Coefficient (see USDCM Table ST-7) Weir Coefficient (see USDCM Table ST-7) Total Number of Units in the Curb Opening Inlet Curb Opening Inlet Ca aci in a Sum 1 1 1 H= WP= Co = Theta = Cd = C„ _ No = a Weir sign Discharge on the Street (from Street Hy) Qa = ter Depth for the Design Condition yd = al Length of Curb Opening Inlet pLo,�j �QcM a4SsN L = )acity as a Weir without Clogging Q. = gging Coefficient for Multiple Units 39 .9 cgs Coef = gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Q, I Qa = Clog = Qw. = nv Diimction I oo I r4. 15.00 ft 2.00 inches 6.00 inches 3.00 ft 0.05 63.4 degrees 1� 0111111r] 1 39.9 cfs 12.68 inches 15.00 ft 66.5 cfs 1.00 64.0 cfs Qa = 36.8 cfs Q� = 35.0 cfs Q, = 35.0: cfs C% = 87.64 . I tj vqT CapckcT Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture Row b`1 % O'J °QToe percentage of less than 100% in a sump may indicate the need for additional inlet units. C v e li� t Gv-rr-e (L. A NA F'Low To 39.9 r-wrew-r'OLZ Qo,'A- qCS;75 —% 0%JC AL6+Gv-rTvR. ' 100yr iniet9-1.xls, Curb-S o PcT�NTow� woe d 11/17/03, 12:15 PM i�-1 I ' CURB OPENING INLET IN A SUMP Project = Streamside P.U.D. Inlet ID = Inlet 12-1 -100yr Storm Event ' WP u P Lu C--------Y[---'--� ' w^ate r Yd I3 Flow Direction Fan ' Gutter 0O 100 (Z 4 Design Information (Input) Length of a Unit Inlet L = 10.00 ft Local Depression, if any (not part of upstream Composite Gutter) a,., = 2.00 inches Height of Curb Opening in Inches Side Width for Depression Pan H = Wp = 6.00 inches 3.00 ft Clogging Factor for a Single Unit (typical value = 0.1) Ca = 0.10 Angle of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 0,67 Weir Coefficient (see USDCM Table ST-7) Cw = 2.30 Total Number of Units in the Curb Opening Inlet No = 1 ' Curb Opening Inlet Capacity in a Sum As a Weir Design Discharge on the Street (from Street Hy) Q° = 11.0 cfs Water Depth for the Design Condition Yd = 9.56 inches Total Length of Curb Opening Inlet L = 10.00 ft Capacity as a Weir without Clogging ito.rv. Clogging Coefficient for Multiple Units (e Qw, = Coef = 25.2 cfs 1.00 Clogging Factor for Multiple Units Clog = 0.10 Capacity as a Weir with Clogging Q,,,, = 23.6 cfs ' As an Orifice I' v r ;'y Capacity as an Orifice without Clogging Qo, = 20.4 cfs Capacity as an Orifice with Clogging Q� = 18.3 cfs ' CaDacitv for Design with Clogging Capture Percentage for this Inlet = Q, I Q° ' Note: Unless additional ponding depth or spillingover the curb is acceptable, P a capture P ' percentage of less than 100% in a sump may indicate the need for additional inlet units. ' 100yr inlet12-1.xls, Curb-S 11/17/03, 12:20 PM D-zo CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 13-2 - 100yr Storm Event Wp L WP < --r<----*<---> h of a Single Inlet Unit ing Factor for a Single Unit Inlet (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) er of Curb Opening Inlet Units In Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Curb Opening Inlet r Flow to Design Flow Ratio (from Street Hy) alent Slope Se ired Length LT to Have 100% Interception ling Coefficient ling Factor for Multiple -unit Curb Opening Inlet Jve (Unclogged) Length r No -Clogging Condition P_04J J �71Z p t.^ eption Capacity ASt�.i r Clogging Condition tJ rlInterception Capacity 01,30 CF'5 over flow = Qo - Q. = ire Percentage for this Inlet = Q, 10, = Flaw Direction I Oc) `1 R- 5.00 ft 0.15 2.0 inches Q. = 0.8 cfs Yo = 5.8 inches L = 5.00 ft Eo = 0.99 S, = 0.2263 ft/ft LT = 3.25 ft Coef = 1.00 Clog = 0.15 La = 3.25 ft Q; = 0.8 cfs �Q, = 0:8s crs Qb = `: jOa cfs JN'�1 �Q pac 1 � .� Jpow bi'l Ta So's t.j K 100yr inlet13-2.xls, Curb-G 11/17/03, 12:26 PM D-z 1 CURB OPENING INLET ON A GRADE Project: Streamside P.U.D Inlet ID: Inlet 13-1 - 100vr Storm Event WP L WP - -- r<---- *<---� Curb Gutter Flow Direction I co %, lz h of a Single Inlet Unit ing Factor for a Single Unit Inlet (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) rer of Curb Opening Inlet Units L = Co = a,., = No = 5.00 ft 0.15 2.0 inches 1 psis (Calculated) In Discharge on the Street (from Street Hy) Qa = 5.4 cfs Depth for Design Condition Ya = 8.3 inches Length of Curb Opening Inlet L = 5.00 ft r Flow to Design Flow Ratio (from Street Hy) E. = 0.51 alent Slope S. Se = 0.1253 ft/ft red Length LT to Have 100% Interception LT = 10.33 ft ling Coefficient Coef = 1.00 ling Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 :five (Unclogged) Length L, = 4.25 It FLo`J ';�%VD"^ -9aSIN Qj r No -Clogging Condition eption Capacity f q C �S Q, = 3.8 cfs r Clogging Condition d Interception Capacity Q. = 3.3 cfs over flow = Q, - Q, = Qb = / 2.t' CYO ire Percentage for this Inlet = Q, I Qo = C% = 61.5 % / 100yr inlet13-1.xls, Curb-G ( N\L GaQ�� -- 9-1ow 61 10 6GSi» 11/17/03, 11:44 AM U—ZZ Curb Cut - Design Point 13 Cross Section for Rectangular Channel Project Description Worksheet Curb Cut - Design Poi Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic ).016 Slope 0.50 % Depth 0.48 ft Bottom Width 4.00 ft Discharge 6.80 cfs .00 0 0.48 ft V:2.0� H:1 NTS Project Engineer. North Star Design, Inc n:\134-02 streamside final\drainage\curb cut.fm2 North Star Design, Inc FlowMaster v6.1 1614n] 11/17/03 12:34:58 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 D-z3 APPENDIX E STORM SEWER CALCULATIONS E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Scenario: Storm 1 Title: Streamside P.D. Project Engineer: Troy D. Spraker n:\134-02 strearoside finandrainage\storml.stm North Star Design, Inc. StorrnCAD v4.1.1 [4.2014] 11/17/03 02:09:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 _F'- I 3 & op .co co )§£ ) ) !u . ° ■ §§ )}a � R ` § § k)k $ $ -- f k2 § CIO $ E�co \ g !_ ■ # `- ■ D d 0 . z & ■ »�'#G _ LO 22{ � k; @ _ \j gm LLm \ § if - $ems \ ci \R \« j\ ) -- §\ )0 ! $ k ICL � \ , { { /-Z I FL 1 N 1 ~ CD Lr) J"t (31 O Z0)'tjr F J�� f cl= O r; ON O CO W Lo CF? LL0)lqt N � -0, E J N ►i V O O O 'q � o h Yam Lua o a N �- M M a. 2� .. o w U c -p 0 W m m LO o LO CION O O a N D 0)0) o ro a. N NI�-O° C CCflMN r; M �O a3 -Q7 m ...N JD0 U) n 1 a No O Za Y O m M N y 8 $ 0) 0 d' d' cry o cL N NMO° M C C M � " N J�OJV�U') m La a F c F- 3 Scenario: Storm 1 w1TW 8nxe l4cQ C(LeeV- FLo�vwS 1 , sz i Title: Streamside P.D. Project Engineer. Troy D. Spraker n:\...\drainage\storml w-tw.stm North Star Design, Inc. StonnCAD v4.1.1 [4.20141 11/17/03 02:17:38 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1666 Page 1 of 1 E-4 I I I I / 2 I I 0 CL 0 z E a $ I i I I I I I U) . / e r— ' 21 . . )§« )) }E a . /d m Rq / } } c2- !° 0 . ■ §§ ]. II )` \ E 2) .co ))a $ \ - . . f . \ � Go / k« 0 . \ DCLO E m v cc co f� /s k .>_ �# /0 to ` 7$ . !f \ ƒ« £2 ca § _£ . L\a ` `»- §) ) - Lo N ! ) E�0 C/ a k%u ~ )k/ ! ) . !\2 §)§ - J2 /`5 N �L� W �` CD J LO O Zoe .a N JwU) � V M ! Y �} W V J LO a)Z0)qt co JO�Cn O O O O O O O O O O O O O O NN v-- O� 6 00 I/� C C C Vi /(6 VJ co d V � p O aN r N `a'OT °^a 2a L cD U c ma w� ti Oco �{LOaM LO N 0) C L d' U N N ' tf ct- a N NI`O° g .. > >(0MN �M NO .� _ c a) c"3 N O { 0: O m Z Y 0 m r m U G O M N (4 (D It d' 0)0) � � U > >MOLO ° N ��MLo N CC QCM NO JD0 jU) 9 N 3 ova you o 36 m y m Emo ��M wea F- c� E-to Scenario: Storm 1A Title: Streamside P.D. Project Engineer: Troy D. Spraker n:\134-02 streamside final\drainage\stormia.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 11/25/03 10:35:36 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 [ L7 I I I L- w I [1 r- O O. w d v O Z a ,a ECD coo a m v ro m J LO W OLI 0 0 N E rl� °° S C LO ONi cof o v v 3U 0 O E w j O) 01 c C V a O O co O E m r co J LO S = T c3i a v Z) E m o S O TO N 0) (7 O U O m o >rn rn CC O N Of O 00.0 Ln go N 0 a>� Z o 0 V CO 0 cc J O 0 N LL U v O O N (0 4)44) 30 w n CD TLL N 100 N a... o 0 00 0 0 C O N M J C �r �< -e cr N N d 0 E 0 V Z in m a J N d a Ya 00 C Nam ova F ' ..Q w U c m o wy 0 N to n Cl) 0 N oJI E 1i N O N t0 C W � m Q ay0 N 0 m E o Co N m N- m y00 N N N c H c a I 1 1 CV 00 O I LO a J�rn Z Cl d= .." Q c° E E cu 00- � W� � 7JLOa) Z(cl= �EE cUo� Jii!U) r'OLN W Ln C! U- SEE ' J U) J C 0 CD W O LO U') Ln 0) m 0) 0) it 19i 'Ri I;i p O 00 0 CM N N O)m o CVco +O a. W w CD qt .. > >pNC) N C C It LO Q) O C • N +C J�OJU)U) O Y + 0 I�Ln co Ln LO LO C) C) �d U p C9C \° O a>ojNo O C Lo QCN NO U)U) cos0 a N � 4) p a `a F ' .o �Q y U c o w w m Lh LO 1r Cl) N 0 E 0 m m c a I- c , F-9 Scenario: Storm 1 B Title: Streamside P.D. - Project Engineer: Troy D. Spraker n:\134-02 streamside finai\drainage\stonnlb.stm North Star Design, Inc. StonnCAD v4.1.1 [4.20141 11/25/03 10:39:28 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1 r--IU L : #�C °>/ e // }j ) ¢a kE 3 . . §£ E \ . a.» /2- ) ƒ � ■ §§ < . @ �s . a / LO 2 \) * ) ' - . 5 / co f\2 } Lo /O� \ m � ' ra E� Ia) .. .� ■ � ! . _ ) ■ I \� $ & f ) c ;// $co m � 20 . f # § � � o .. E0— / CD \ \. (2 ° . ) @ ® e— . { \� ) ] k \� E*6 §�! ! . §�) _ ■t« co \ )}k C14. . CLCL k§§ � . I ll I 1 CN $ O ..: CM p d; CO U) r JLOO Y J � Z �_ �^^ • CL C :3 J 0 CV W� j J Lo L O z 0) 75 I [1 r 1 M� O r..'O� wU)CF? 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CL V vIn 0 3 m oO 0 rj L m O j a) Q % a 2 Sm Go LL .0. Ll C � v U c N m O L m " O w N Q) y a '9 aNi � m t ,It 0 m c v J � C (D L y fn c_ N 3 � (D c N C f7 E0 NQ Z a O u) o d .. aqm Edo d mmo d c J y La o aI i d %m c o E-► 7 O ED Ncv-0 O O O O O O O O O O O lop O O O O O O O O O ONp cyi 't't'tlJ N 0 0 't 't 't � LWL � 0) 0) 0) a) 0) 0) a)icy) 0) 0) 0) V V V V V V V O rYQ fY^ V J l- O NCOch WLdCr� U-rn� N �. E - � N k � 0 I ea r 3 3 A � I V Q o .4) I I J - _ 0 00 O O C7 O �d O C o a > ec to O No co ^; Q O 0 O Y V 00 aN � my o m `aa 0 Ua c o w N U N a m m N n M 0 N x O O O QNQ a€o m o a D N n y y N m O d C D � a � m F C O �J 1 1 1 n 1 �J Scenario: Storm 3 Title: Streamside P.D. Project Engineer. Troy D. Spraker ' n:\134-02 streamside final\drainage\storrn3.stm North Star Design, Inc. StorrnCAD v4.1.1 [4.2014] 11/17/03 02:30:04 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 C-19 . 2/0 £}(D . °>/ E (§ 21 . . a` « ° ƒ } {E 7$ a /, 2 CL )) a ,o k> \ \ / ` 3co . ) LO� {) § & . LO \LO to co k§« CL° u n . § L E �e . k � \�� -- ■ IJ 2 d &, ■ 2 &*_ 9` o ~ !) 2/{ / E k« �2 ol M4 P- m LL � ;fU — F � § ) a).. } } y ° } �— ® a CD k �CO Cl) � � t t= (D - - - // k $0- (fa. « / 'a 0 kkd _ \ J/q I± rl _-- � . �'iJ 0 ice+ i M - ct-_jN W W M In LO In 0 In 1 01 � z0,t LO 0 0 1 ••"t • O O O O 0 N cl' d• It N ca.= + jc ' O O € �O W �� O a J LO 0)00 Z 0)•t O V Q to , •E O cu ry U) + T ♦ O 1 ' � �CD O N M ' OO O LO W U-) (3) ' LL O q�• O . ...F \I YE O E O JCu (n CO O m C) CL N NOLO0 N > >OM Lo N mO a.� N _JZ)0_I(nfn = ct-_,LO N O CO YJ YJ d• tt U !•- > >O�O CD O Lo _O ciC�00•NO JDOJU)U) Yam 0 N — U) v m� p m `aa 0 mo c E O1a wco U m O n E LO 0 O N 0 0 M N m m v` c w dma a yLO a a m W m m N m W O m N.co N � O n F- ZI I I I I I] I I I I I I I I I F— L I Scenario: Storm 3 w/TW /-TW z L'J-L7v% Talk L.—, -kTe R. iff;rFaa 120 ry% pio tj Title: Strearnside P.D. Project Engineer: Troy D. Spraker n:\...\drainage\storrn3 w-tw.strn North Star Design, Inc. StorrnCAD v4.1.1 [4.2014] 11/17/03 02:32:45 PM CHaestad Methods, Inc. 37 Brookside Road Waterbury, CTOMB USA +1-203-755-1666 Page 1 of 1 / / I / I I I U) I I I / / I I / i 0 CL 0 2 CL : (f k . #�0) . °Q0 \) \/ )` )« t¥ . \§ 3 33 ` E k ! \�� & \) {t2 &\ \ g-� I-. E . ;G k § 2 R + ¥ « . \00 'IT co z§a CIO 0 f>= j k/ CL ¥ ¥ Iw ._ /_2J ° !D . 0-0 ƒ!� co § _» \ 00 `»— 7] £ ca \ \ =9CD $t , §« jj k00 � E -- k E ))\ ) ! . !]2 r)§ _ . �k( ? . J /)E C-Z � 1 0 1 > cr— N w C'?Lo W10— 0 0 0 0 0 J 0 4 CM N � O 0 1 �E J W- � N � M F- I Ln WU�)0 1 �-0)d' 1 W cu�/ J E cn 1 O P� N O O O V-= N O lr-: lr-: 0) 0) a) a) 0 Lo > >pr.-M NSC� Ln W co C)J(-)(n Lo N O C� Lo 0)0) -C CL N a)pLOON > >0 N Ln Cjj�CO Qj 0 N JZ)CJfn(n Y V ca 0 G N N 7 � N `�a .. °a m U c O) 0 W p N .o a A Lo 0 N rg 3 ovIL aim m o 0 a 37� Em Oo 0 y C. N�o n a F C E-2 4 I I I 11 I I I J I I I I 0 H I I d I -N"x / el Title: Strearnside P.D. n:1134-02 strearnside fInaIkdrainage\storrn4.stnn 11/17/03 02:48:29 PM 0 Haestad Methods, Inc. Scenario: Storm 4 North Star Design, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer. Troy D. Spraker StorrnCAD v4.1.1 (4.20141 +1-203-755-1666 Page 1 of I E-2x k{% \}m . . a{/ ` fj w CD 3 0 aca )§£ ) «o \}« \ ` § ) « 2 L C f + } D co C f } 2CLO D E 0 �» [ ) f! 8 . D 22 § 02a 2( > © F \ g\2 LO 0 LL�� � i0^ /CI— . !. $2 ) � 0 �- ? . k . \ - o k0 ` )\! ! CD !; �N0 acn C-Z» ma,r Y O L ' N e . °tea ov ' c 6, o W (q U ' m O N C U W to O O O O O O O O O O O N OLOOtoOgOLQOgO a O. O O M CO CO I` 1` (0 CO LO M to LO ' c �a?�t• I o CFm o � E 3 g O n. c J C CD Ntoe. CL 0 0 O cr�c r It qt U ' m d'O� O > �OCCY)M y W�+ �CC LO 'r O ' LL C) 4t O Co �- C LO N ' O J(n(n g J � fn O o .2 w oma aye m 0 o y m O E N p W O S coN N. a O (+f n m � ` i J H 1 11 H 1 Scenario: Storm 4 w/TW Flo G�.ceK.. CiwtNc` : 1 / �x� Ids rl. G¢.e�IL ii i I Ii / A / l i . Title: Streamside P.D. Project Engineer. Troy D. Spraker n:\...\drainage\storm4 w-tw.stm North Star Design, Inc. StormCAD v4.1.1 14.20141 11/17/03 02:50:32 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 E-2 R 1� O I 1 1 C1 1 Y� O a di 10 O z Q. To E 0 0 rn 3=v � 0 O E S c Q= 3U 0 0 E o0 m LO m i r al c c" v 0 0 E W� m J m iD LO a= v D co C 5 0 m, m Uv v 0 0 s> co V7 m M a).-- O O a L � CL 0 IL O 0 vo 0 w 100 U) LL M oco L O J C m L m h C O Cl) m 0 E 0a U Z U) m m J a Yam To 0 a N Q m ova .. 0 ami U c c 0 W VJ ID co m A LO Ir N w 0 0 0 U u E 2m S 3 �aaa. a. F N m O N Em N N N m C Lo Cl) y IRi n m j � 1- c E--2 q 1�1 o N — TJ�xcr a °' (� o z £ p 0N%ujZ� o o Lh nef�� LO 3 a� o N LL1 0 J g v a Wok 0 0 0 0�sOD OD rn co ti T3 3 LOB? 3 Fl- r _� 0) ..�: �� 4, �m N Q LO d 3 C. w o 0$ ZN co_ coO O m + co 6 ui u ' O C N d'Olf� +O d' o � f!)00 N �Op ll��t p C C~M� a + N--� N co JDDJtnfn co C/) r E 2N F ' oaa a€0. moo � N m C ' �p t00 O m C N O i n 0 l � H C � r-3o r r r r, Scenario: Storm 5 1 1 r r L Title: Streamside P.D. Project Engineer: Troy D. Spraker r n:1134-02 streamside final\drainage\storm5.stm North Star Design, Inc. StormCAD v4.1.1 [4.2014] 11/25/03 10:52:16 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 E- 31 k\0 . &±; e 4 ( (* . .� }k k A ° Vol \� E \ k\/ ( ) % . ;a } t �) \ @ , . ] ;/— ! 7 § 2§ . to cc � {)« f / + ` v 3 . g co zzz T LO / j \a v \ § E @0 o D �m § §s� _ m 2 $ a d 0 2 / q °»_ � . e (;{ ° !D ! 0 » f s . co��U @ U,ca � � E g 7 . ! £ƒ> ) CI- @ 0 LO ` O ) -j . . { ! D ) S ] L )0 ` §(! ! \tk _ \ . g . CL kr � . �- Z 1 1 1 1 1 1 1 W D 'D 1r..y v J� O oN I— O L J Lo O 75 Q E E J Cn � N O LO O O U)cMLO WLoC�, U-m� E J0�U) Ol0 f), O � O TU') VJ �m V♦ /TY�J V, /u'J V/ /Tm VJ /Y�J VJ aN � N cm �a L (D U E 0 o w (n ri m 'o a LO LO m 0 N N Z) co O O O c � TT V/ 6 3 M �a N z O Z 0 m r oe) r}'d U C O `l N 04 O C •� O CD N co fn O O � 0 r E O,C:� O � O N D J C odQ C y (D a 1 ry E W O d N. m N O O N �N N F- C No Text I r i W iv 0 Scenario: Storm 6 Title: Streamside P.D. - Project Er#gineer. Troy D. Spraker n:\...\drainage\storml3 w-tw.stm Nortti Starbeslgn, Inc. ' StormCAD v4.1.1 [4.2014] 08/11/03 10:58:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 !-ag— -?!s7 A LO 0 c X P'— F� Yam a.N YSi- y a� m � a � E v ao 0 r> N(7L 3=v hCD V c E �o 2 , c o w in N E v 2 0 m c rn 6 a 00U ' 0 �I E N J 3 — 'NJ ro LL E Cl) l7 J 01 N N t O) + a= Q E Co Q. ' m s oS ed O n w 0 o U v cc U O E o O d r m>x co rn _°e £ co o, E m O � C m y 09 C Q. > m > Z D ' o 0 H lL U ci ,. 4 ` Z c N Lf D N .0. D N m CL 0 S 0o O .. 0)— m O o E N 6 _O C L m C ( O � D a o C ' o E o m Z V1 a y to m 9 N N N m 7 17 ESoS M 00 m N Cl) ca J O O m ? 6 co �P n! � �� 0) ( m /C W L U LL ; > LO 7 9 C co N --j0U. ). L•J U N O A co co r Lh n Cl) O N U1 _O ca N m c C La omQ N N t7 E on) N O m N cq 9 O N � � F- C 0 9-- 3 R 9 E (0 co co I Lb 0 D 0(0 r- (D 0 Z r- - � 9 l� IL 11 q 3 3 o l° 3 2 u a 2 0 .� � o Z W S W t�+ J � � V d C1 S V k Z V 6 q J V iI q a V" U a co co Ln cn O N 4 0 co _Q) W O In O In O 0 rn rn rn rn rn rn MO (0 06 1r_} V V 0 0. > >ti0LO M YJ w coQCO NO J:DOJfn(n m co cc LO cn O N o, e- 41 Scenario: Storm 7 Title: Streamside P.D. Project Engineer: Tray D. Spraker n:\134-02 streamside final\drainage\storm7.stm North Star Design, Inc. StorrnCAD v4.1.1 [4.20141 11/17/03 03:02:37 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 -4Z E uNi m ap 3=v o 0 0 E LO N m c O of rn C T ;Uv 1 0 E � N m E n m^ rn c s� v 0 0 T m J co O. Z) Ec o rn d3^ y O` 'r aU v L � O E � >r rn d ' O � O rn R Z M.- co N a a 'a > in a ' LL m U U ON _O h m O a , 00 y n cK) C v co CK) (D J O m N L U y fn c N N aro E o °d Z cn i m J d 0 0 Y boo 6 N � yv m 0 � m oca L' Q C E O10 wy t CD a ro m 6 N n 0 N Q N m 0 co 0 u � c � W� 03 � D 7 2 D Y a m M C u E Ql nF C _O m O m C D m c c oma aNN Dim N m R00 m N-cn y O O m � � ? i p c E- 4.3 1] !_ O ca '-' 0 DCVO 00000000000 00000000000 d' J CV Lo T- Lo T- Lo 0 � 0 Lo 0 't 6 4t 06 't C6 d' P% � 1` qt � 0 z Gilt 0) � 0 0) 0Y) 0) 0) 0) CY) 0) 0) It It It It t �i cf ti ti ci qi O 0)E E I +0 ' J 000 + j O E � O y O O o a y u , O O � ' r 0 (M ' � O N Ln O O ti OC'q 11/`- � V / W 0 /LO LLV/qt O C) ' lqt ^ /1 75 E iE —_.1 O co 0 = cr_j O N ��/��qt/{� C V/ a > >MNr N.SCop -- LP N aCc N0 C� a a N � N O ci Cc a. ov 0 mU c E O1 0 w (A U m A 9 i 11 F- C Scenario: Storm 7 1w/T11 w/Tw = w iiI-, TA�(waTct¢, cCFtcTS Flo � f3oXe Ids rt. Gk, R I d i 1 11 1 Title: Streamside P.D. Project Engineer. Troy D. Spraker ' n:\...\drainage\stonn7 w-tw.stm North Star Design, Inc. StormCAD v4.1.1 (4.2014] 11/17/03 03:11:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 F-45 o a m a N o � E uoi `;a F m m J c N L W 0 W N L U m N S c 3U 0 E CN N m t- N ' 1 C C v 3 — co O O LO rl n n 0 m J N Io0 C + y = v o. v 4 V '0 me 7 3 m3^ o o 0) o 0 j U L' U E E 0 E � °z L e 3 r 0c rn m d �— �a a '� o L Z m O).V N o CD 4) S in ¢ , Z a Y 8 m U.a U m U c N O m O y d, AIL o N m 00 r co m ^ ro Co 0 O m m N C C C U) � NCD 2 C E Oa orLa ° Z in o 1�1 N Emm o id m m o ' a m 'n J V% O i n d A -�� 1- c O Lo O P. P..: ��} cu J6!co O N tiOf�- LJLo C LL O d' Q. .E J (n 0 m u 6.4 c O > ID 0 Lo 000 qql- qt It q�i d' mci O m r Y N J 2. J k 'b �Aoa X p 4 o , T 'U 3 v co Lh NN 4 U) co to O U u —e m3 0 �o m Z 8 cn r 3 oaa m€'o ,v_yw EComo y c a i= c� i C--11 7 Scenario: Storm 8 CUTLET STRJCTURE 3 FES 8-1 Title: Streamside P.D. - Project Engineer. Troy D. Spraker n:\134-02 streamside final\drainage\storm8.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 11/17/03 03:16:40 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 y w� )§) °c/ E f /� 3:131 \ k ! !3 Q \ ¥ / $2- Ci k ol § ;/— k . co co L M) E �. f2 j co Z e� Ce 2 ; fe _ �— » § ■ »` !] 0 2 � \ g &*_ ` 20 !§ �� !2 2 CN �\kCl . ° . o § `f � !� ) �— )£ cn k 00 ! /� a - )0 ` §(! ! $ a:�m )E _ 2 )\) )k( . CL pE c—f9 1 1 1 1 1 1 C'r) U o O goy. V T �}� TO V) V � v E C C 0 cc u x La0 O N a . N m 2 ro m U cCD € O wy U m .O a CD w LO rn N 4 N O co O U S c � a� c� 3 a LLLLN 0 V D Z O 0o m O M M V! O N O L �.0 C i pp a ONO,0 C CONcc N ° �DQ_,c7ivi N m 0 m m r co oda d y N E In v id NN O N N.m N O O F c � / —V0 Scenario: Storm 8 w/TW 1 ► w TAt I 1�•1ATL(t j I%) dice Ct:.ee[c G fooy� , i 7 Ll CUTLET STRUCTURE 3 FES 8-1 Title: Streamside P.D. Project Engineer: Troy D. Spraker n:\...\drainage\stonn8 w-tw.stm North Star Design, Inc. StormCAD v4.1.1 [4.2014] 11/17/03 03:20:16 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ` G""St 11 I co E I I L O Q d O Z 6 Q a E LO m o J LO 3=v � 0 O E f° ca co S 01 3U 0 ° E CD M m to C C d O ° a E Cq = C a D 0 a0i 3 ^ o' N O` v m =a U It 0 0 m m v aC C" O - � 7 N m 21 O OC1 N O O Q % � v N m w Cl) LLo O O m O 2 O D LL O O m N Oo L O O W v M� m J C m L m (A C N 7 N N C Eoo � U Z N J d Y O O �0 N .- v mo m �a cQ CD U c o wy U N O a co O H n 0 N N 4 Q w 7 0 n O O U c c m3 U) O L D O m Z 8 m rn Cl) U C �X .9 L 3 ova Q m m -O M a� Em N N O m C M N � O y �- c 11 5--S2 W U VJ LoCr! 0) 19T Q. E d L E E a 0 m co eg = O r; O CM O C6 It W0 cl? 1 U-rn14t II. SEE �2a i 1 1 V M o v v CL k o 0 Z j M � 1 �- 2 a o 3 � m cl�— 4—� O M It 194, G)G d d-co 7 Cc'C\° CL_ » O N CO O �Z)0v), co co Ln N N 0 9 y 3 0 CO a.. a € m m o Ln EmN m m o m 5 Cl) m n 1 F- c i i 1 1 11 1 11 1 1 1 1 t 1 1 1 Scenario: Storm 9 Title: Streamside P.D. Project Engineer: Troy D. Spraker ' n:\134-02 streamside final\drainage\stonn9.stm. North Star Design, Inc. StonnCAD v4.1.1 [4.2014] 11/17/03 03:28:39 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 >�=54 r E m J ,i LO O E O s � Lo rn o- v 3Uv O O r E LO N m N Lo N > r O E J N a= v O) D co CN N 3 co O N O 0.0 O) v O E co L- a. m r e} _ y C - r� o� O n lC Z co Q d N a Co O) O ' LL CL U v U O 0) m O , LL O M U) N M o N r O r cmv LO GO J C 00 I L CD fq C N V N m C N Eo`0 U > Z (� ' m d J d Yam TO aN (n v 0� p ova yU C F O W U) Cl m 0 a O O O L6 O n 0 N i LQDI E Li Oi _O i O) C D m C oma ayto L E y m N A M O d N m J5 O O n 1— c� F_C S O � O C77 C0 � N Cr J LO CA SEE J�(n 4:! 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Depth For Circular Culvert Project: Streamside P.U.D Pipe ID: Culvert Under Vine Drive - Existing Conditions culvert x-section ' Inlet D 0 I i ---------------------- L Outlet H a�rmce� lost D bod Taihaota loss LS-�-------`- a -----------------v----d Slope So ' Sect mt 1 Desicin Information (input) SediM 2 Design Discharge 0 = 211.0 cfs Pipe Diameter D = 72.00 inches Inlet Edge Type (choose from pull -down list) Inlet Type = Square End with Headwall Inlet Invert Elevation I, = 4959`.59 ft Outlet Invert Elevation 0. = 4959.13 ft Pipe Length L = 56.0 ft Manning's Roughness n-value n = 0.013 ' Bend Loss Coefficient Kb = 0,00 Exit Loss Coefficient K. = 0.50 ailwater Water Surface Elevation El. Y, = 4965.13 ft Calculations (output) Pipe Cross Sectional Area A. =28t27., sq ft Culvert Slope So = FAAW"' ft/ft Normal Flow Depth Yn _'.i rs; ft Critical Flow Depth Y, = 7 ft Headwater De th by Inlet Control Headwater Depth by Inlet Control HW-inlet= 1�824`ft r, I ater Depth for Design on Loss Coefficient over Culvert Length of All Loss Coefficients (water Depth by Outlet Control Ratio = EX VINE Culvert.xls, HW-Pipe d = a'r &r0F, ft Kr = _.. C K's = -'i n. 64 ft 9,,,5 r(Aic/ Pori 72'r G u I ve, rA- vAJ,J C 2 V LN C�, 4 V-t VC- M'Ax capc..cr-rh /34-F62 o+�t►2'foQPt�✓' ✓t AEG 2 . ! $ vi j (• O L F�S 4/9/04, 2:15 PM q �-7 I Project: Streamside P.U.D Pipe ID: Culvert Under Vine Headwater Depth For Circular Culvert culvert a -section n Inlet 0 L Outlet Mp e H edtamxe lore D Odd Tavlxa�a `r us d L So -*-------�----------------------- Slope So Secdcn 1 Seddon 2 ign Discharge Diameter Edge Type (choose from pull -down list) Invert Elevation at Invert Elevation Length ning's Roughness n-value i Loss Coefficient Loss Coefficient vater Water Surface Elevation Cross Sectional Area art Slope ial Flow Depth al Flow Depth water Depth by Inlet Control iwater Death by Outlet Control ater Depth for Design :)n Loss Coefficient over Culvert Length of All Loss Coefficients water Depth by Outlet Control Ratio = tv\AXt rvww► Capotc,?i'1 GVIVGR.'i UNdCte- vtNC. 8 e, (--V a- ore. 2zse-/C5. PRO VINE Culvert-1.xls, HW-Pipe ! +�eo� d Q = 225.0 cfs F'tAw C""A D= 72.00 inches w LY63442s• Inlet Type = Grooved End with Headwall Cc+jV¢r4T I, = 4959.59 ft 0, = 4959.01 ft Itic R _L = 70.0ft AMP vec� ��I7G n = 0.013 \ N 1 COu d �Ttp►-L l.t+ Kb = 0.00' K. = 0 50 El. Y, = 4965.13 It a )1 < z2-s Ao = E 29wfT sq ft Sa = A wt ft/ft Y = T � �29'aft Y� HW-inlet= 6E09, ft d =12!ft K� .+y'hL outlet-- t4i, ftl a HW= � 7AI ft �'M HW/D= 4.23M t� ��PoSG� n'►pXtvvas e— /vc K-T C a Ala c i lr j 4/9/04, 2:22 PM r_80 Vine Drive Roadside Ditch Cross Section for Triangular Channel Project Description Worksheet VINE ROADSIDI Flow Element Triangular Chani Method Manning's Formi Solve For Discharge 51oP� @ l_ewc2 tbIC-tiCtJ M er v 7.7-0/o T Section Data v 300/ Mannings Coeffic).030 / Slope 0.30 %ir// Depth 12.0 in I /I V 1+ Left Side Slope 4.00 H : V Right Side Slope Discharge 4.00 H : V 6.70 cfs CG PC C �. tTG R"jW 3.18 < (6.-70 0 `'vK.t jc) ICOhiZ 12.0 in V:1 N H:1 NTS Project Engineer: North Star Design, Inc n:\134-02 streamside final\drainage\swale.fm2 North Star Design, Inc FlowMaster v6.1 [614n] 03/03/05 03:17:47 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 G � V' 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 APPENDIX F EROSION CONTROL CALCULATIONS F CD=(FGMARAW"-"­ 1800-9224987' PAEUMKSAY AVrPW OWARWIMIM CCIOM 2t. 2M *w 50 0 100 20D 01 5., SCALE. 1* — IW SHEET 1 OF 1 b0 MO' 134-02 r� EC-DESIGN(R) 2000 Slope Analysis Report Project Information Project Name: Streamside Last Update: 9/19/02 2:59:30 PM Description: South Bank Units: English State: CO Nearest City: Denver Notes: Slope Design Slope Name: Streamside Units: English Slope/Material Design Life: 120 months Slope Gradient Slope Protection Slope Construction Soil Type (H•1 V) 4.000 LANDLOK TRM 450 Fill Sandy loam 25.000 Running Slope Length (RL) . Slope Length Soil Practices (degrees) 14.000 (ft) 1,650.000 (ft) 40.000 Factor (P) 1.000 Ail Results k■ RUSLE Variables Rainfall Factor (R) 40.000 Soil Erodibility Factor (I) 0.250 Slope Length Factor (L) ... 1,650.000 Slope Gradient Factor (S) 3.560 Cover - Management Factor 0.010 Supporting Practices Factor (P) 1.000 Soil Loss Slope Unprotected (C=1) (tons/acre/year) 22.3911 (in/year) 0.1234 Slope Protected with LANDLOK TRM 450 0.2239 0.0012 Soil Loss Savings 22.1671 0.1221 r i_ EC-DESIGN(R) 2000 9/19/02 F"Z 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY:. North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/seC2 Storm 1 30" RCP Q = 50.6 cis D = 30 in = 2.5 ft' d = 2.32 ft From StormCad Model V = 5.4 ft/s From StormCad Model Pd = (V 2 + g*d),5 = 10.2 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 15 in Basin Length: From Equation HS-18, L = 4 * D = 10.0 ft From Equation HS-19, L = D'5 * V/2 = 4.3 ft Basin Width: From Equation HS-20, W = 4D = 10.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.6 ft USE: 10' W x 10' L x 16" Type L Riprap w/ 15" Basin Depth & 10'x 2.6' Cutoff wall Riprap.xls Page 1 F-3 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 1A 24" RCP Q = 37.2 cfs D= 24 in = 2 ft d = 1.94 ft From StormCad Model V = 11.9 ft/s From StormCad Model Pd = (V 2 + g*d)'5 = 14.3 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 12 in Basin Lenath: From Equation HS-18, L = 4 * D = , 8.0 ft From Equation HS-19, L = D.s * V/2 = 8.4 ft Basin Width: From Equation HS-20, W = 4 * D = 8.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.3 ft USE: 8' W x 8.4' L x 16" Type L Riprap w/ 12" Basin Depth $ 8'x 2.3' Cutoff wall Riprap.xis Page 1 r- l 11/17/03 Riprap Calculations for Circular Pipe Outlets ' LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs ' D = diameter of circular conduit, ft d = tailwater depth; ft Pd = riprap sizing design parameter ' V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 1 B ' 15" RCP Q = 9.4 cis D = 15 in = 1.25 ft d = 7.77 ft From StormCad Model V = 1.9 ft/s From StormCad Model Pd = (V 2 + g*d),5 = 15.9 (From Figure HS-20, use Type L riprap) .Riprap Depth: ' From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 8 in Basin Length: From Equation HS-18, L = 4 * D = 5.0 ft From Equation HS-19, L = D.5 * V/2 = 1.0 ft ' Basin Width: From Equation HS-20, W = 4 * D = 5.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 1.9 ft iUSE: 5' W x 5' L x 16" Type L Riprap w/ 8" Basin Depth & 5'x 1.9' Cutoff wall ' Riprap.xls Page 1 �s 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 2 24" RCP - (3 pipes) Q = 17.53 cis 52.6 cis for 3 pips = 17.53 cis. per pipe D= 24 in = 2 ft d = 1.52 ft From StormCad Model V = 6.4 ft/s From StormCad Model Pd = (V 2 + g*d)•5 = 9.5 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 12 in Basin Length: From Equation HS-18, L = 4 * D = 8.0 ft From Equation HS-19, L = D.5 * V/2 = 4.6 ft Basin Width: From Equation HS-20, W = 4 * D = 8.0 ft x 3 pipes = 24 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * 050 = 2.3 ft USE: 24' W x 8' L x 16" Type L Riprap w/ 12" Basin Depth & 18'x 2.3' Cutoff wall Riprap.xls Page 1 r �p 11 /17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, fits g = accelleration due to gravity 32.2 ft/sec2 Storm 3 15" RCP Q = 8.4 cfs D = 15 in = 1.25 ft d = 2.11 ft From StormCad Model V = 7.0 ft/s From StormCad Model Pd =_(V z + g*d),5 = 10.8 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 8 in Basin Lenath: From Equation HS-18, L = 4 * D = 5.0 ft From Equation HS-19, L = D'5V/2 = 3.9 ft Basin Width: From Equation HS-20, W = 4 * D = 5.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 1.9 ft USE: 5' W x 5' L x 16" Type L Riprap w/ 8" Basin Depth & 5'x 1.9' Cutoff wall Riprap.xls Page 1 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, Ws g = accelleration due to gravity 32.2 ft/sec2 Storm 4 30" RCP Q = 50.6 cis D = 30 in = 2.5 ft d = 2.31 ft From StormCad Model V = 11.5 ft/s From StormCad Model Pd = (V 2 + g*d).5 = 14.4 (From Figure HS-20, use Type M riprap) Riprap Depth: From Table HS-9, D50 = 12 in From Equation HS-17. Riprap depth = 1.75 * D50 = 21 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 15 in Basin Length: From Equation HS-18, L = 4,* D = 10.0 ft From Equation HS-19, L = D.5 * V/2 = 9.1 ft Basin Width: From Equation HS-20, W = 4 * D = 10.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 3.0 ft USE: 10' W x 10' L x 21" Type M Riprap w/ 15" Basin Depth & 10'x 3' Cutoff wall Riprap.xls Page 1 10/19/04 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 10/19/04 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 5 15" RCP Q = 12 cfs D = 15 in = 1.25 ft d = 2.28 ft From StormCad Model V = 9.8 ft/s From StormCad Model Pd = (V z + g*d) 5 = 13.0 (From Figure HS-20, use Type M riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 8 in Basin Lenath: From Equation HS-18, L = 4 * D = 5.0 ft From Equation HS-19, L = D'5 * V/2 = 5.5 ft Basin Width: From Equation HS-20, W = 4 * D = 5.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 1.9 ft USE: 5.5' W x 5' L x 16" Type L Riprap w/ 8" Basin Depth & 5'x 1.9' Cutoff wall Riprap.xls Page 1 r-� 1 1 1 1 1 1 1 1 1 1 1 1 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 6 10" PVC Q = 4.25 cfs D = 10 in = 0.83 ft d = 1.54 ft From StormCad Model V = 7.8 ft/s From StormCad Model Pd = (V 2 + g*d),5 = 10.5 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 5 in Basin Lenoth: From Equation HS-18, L = 4 * D = 3.3 ft From Equation HS-19, L = D.5 * V/2 = 3.6 ft Basin Width: From Equation HS-20, W = 4 * D = 3.3 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 1.7 ft USE: 4' W x 4' L x 16" Type L Riprap * Storm pipe will only be used in 100yr Boxelder Creek flooding conditions, cutoff wall and basin depression not needed. 11/17/03 Riprap.xls Page 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 7 24" RCP Q = 12.1 cfs D= 24 in = 2 ft d = 1.29 ft From StormCad Model V = 5.7 ft/s From StormCad Model Pd = (V 2 + g*d)" = 8.6 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, Dso = 9 in From Equation HS-17. Riprap depth = 1.75 * D5 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 12 in Basin Length: From Equation HS-18, L = 4 * D = 8.0 ft From Equation HS-19, L = D's * V/2 = 4.0 ft Basin Width: From Equation HS-20, W = 4 * D = 8.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.3 ft USE: 8' W x 8' L x 16" Type L Riprap w/ 12" Basin Depth & 8'x 2.3' Cutoff wall Riprap.xls Page 1 11/17/03 11 /17/03 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 8 24" RCP Q = 18.9 cis D = 24 in = 2 ft d = 1.56 ft From StormCad Model V = 8.4 ft/s From StormCad Model Pd = (V 2 + g*d),5 = 11.0 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 12 in Basin Lenath: From Equation HS-18, L = 4 * D = 8.0 ft From Equation HS-19, L = D's * V/2 = 5.9 ft Basin Width: From Equation HS-20, W = 4 " D = 8.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.3 ft USE: 8' W x 8' L x 16" Type L Riprap w/ 12" Basin Depth & 8'x 2.3' Cutoff wall Riprap.xls Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, ds D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 9 24" RCP - (2 pipes) Q = 19.95 cfs D= 24 in = d.= 1.6 ft V = 2 5 6.9 ft/s 39.9 cfs for 2 pipes = 19.95 cfs. per pipe 2 ft From StormCad Model From StormCad Model Pd = (V + g*d)" = . 9.9 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 12 in Basin Length: From Equation HS-18, L = 4 * D = 8.0 ft From Equation HS-19, L = D.5 * V/2 = 4.9 ft Basin Width: From Equation HS-20, W = 4 * D = 8.0 ft 2 pipes = 16 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.3 ft USE: 16' W x 8' L x 16" Type L Riprap w/ 12" Basin Depth & 16'x 2.3' Cutoff wall Riprap.xls Page 1 =i3 11 /17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft. Pd = riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 10 15" RCP Q = 2.84 cfs D = 15 in 1.25 ft d = 1.01 ft From StormCad Model V = 3.4 ft/s From StormCad Model Pd = (V 2 + g*d),5 = 6.7 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * Dso = 16 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 8 in Basin Lenoth: From Equation HS-18, L = 4 * D = 5.0 ft From Equation HS-19, L = D,5 * V/2 = 1.9 ft Basin Width: From Equation HS-20, W = 4 ' D = 5.0 ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 1.9 ft USE: 5' W x 5' L x 16" Type L Riprap w/ 8" Basin Depth & 5'x 1.9' Cutoff wall Riprap.xls Page 1 F--I 4 11/17/03 Riprap Calculations for Circular Pipe Outlets LOCATION: Streamside P.U.D. PROJECT NO: 134-02 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 11/17/03 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft d = tailwater depth, ft Pd= riprap sizing design parameter V = design flow velocity at pipe outlet, ft/s g = accelleration due to gravity 32.2 ft/sec2 Storm 12 18" RCP Q = 11 cfs D= 18 in 1.5 ft d = 0.65 ft From StormCad Model V = 9.1 ft/s From StormCad Model Pd = (V z + g*d)'5 = 10.2 (From Figure HS-20, use Type L riprap) Riprap Depth: From Table HS-9, D50 = 9 in From Equation HS-17. Riprap depth = 1.75 * D50 = 16 'in Basin Depth: From Equation HS-18a. Basin depth = 0.5 * D = 9 in Basin Lenoth: From Equation HS-18, L = 4 * D = 6.0 ft From Equation HS-19, L = D.5 * V/2 = 5.6 ft Basin Width: From Equation HS-20, W = 4 * D = 6.0 . ft Depth of Cutoff Wall: From Equation HS-22, B = D/2 + 1.75 * D50 = 2.1 ft USE: 6' W x 6' L x 16" Type L Riprap w/ 9" Basin Depth & 6'x 2.1' Cutoff wall Riprap.xis Page 1 r-1 s DRAINAGE CRITERIA MANUAL. (V. 2) L W or D ►---� Plan 9" layer of see note granulartype H 71, ;, d —�W.S_ 2bedding J — — — y t B ' + 0.5D or 0.5H + T T Z Perforated underdrain to daylight (optional) Profile Note: For rectangular conduits use a standard design for a headwall with wingwalls, paved bottom between the wingwalls, with an end cutoff wall extending to a minimum depth equal to B _ ' FIGURE HS-18a Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets —Low Tailwater Basin at Pipe Outlets (Stevens and Urbonas 1996) C c C DRAINAGE CRITERIA MANUAL (V. 2) 30 25 4- 0.� 20 N 4) E 15 C - w 10 a 5 HYDRAULIC STRUCTURES L *Grouted—BIBGBoulders-- ----- - - - - -+ - ,------,-----,-----,----- 1 , MEMO 1 2 3 4 5 6 7 8 Storm Sewer Diameter, D, or Height, H, in ft. FIGURE HS-20 Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets—Riprap Selection Chart for Low Tailwater Basin at Pipe Outlet (Stevens and Urbonas 1996) 06/2001 Urban Malnege 6 Flood Contra District HS-79 F- / % HYDRAULIC STRUCTURES DRAINAGE CRITERIA MANUAL (V.2) J F4 When the riprap sizing design parameter indicates conditions that place the design above the Type H riprap line in Figure HS-20, use 1318, or larger, grouted boulders. An altemative to a grouted boulder or loose riprap basin is to use the standard USBR Basin VI, as described in Section 3.2. After the riprap size has been selected, the minimum thickness of the riprap layer, T, in feet, in the basin is set at: T=1.75Dso in which: Dso = the median size of the riprap (see Table HS-9.) TABLE HS-9 Median (i.e., Dto) Size of Districts Riprap Ri ra T e D Median Rock Size inches L 9 M 12 H 18 B18 18 routed (HS-17) 3.4.3.3 Basin Length. The minimum length of the basin, L, in Figure HS-18a, is defined as being the ra eater of the following lengths: for circular pipe, L=4D or L=(D)1/2(7) 21 2 for rectangular pipe, L=4H or L=(H)1/2(1r) 2 l in which: L = basin length (Figure HS-18a) H = height of rectangular conduit V = design flow velocity at outlet. D = diameter of circular conduit (HS-18) (HS-19) C C c HS-68 06/2001 Urban Drainape 8 Flood Control Meld F-IS i i i I i I i 4 s ae e r a a o 0 z F a c � a � a c N 00 N K N1 T r— 00 T- N- r a � a r b—� r� N Nf N t�f t•f N1 N n1 N O a e co o CO r N in < n n ao (n in 0 o vto 0 O O O (n 00 O In O 0 0 y C r 0 T 0 � � �O � N N �� ni N � (47 � � a U O (O O O M in a0 I, O N ifi O O c0 0 N (O to R C� I, O co h CI O N 0 7 NCl) pQ'p A y w w w w w w w w w w w w w w w w F F44 4F 4F 4F /F} F4 F 4F 4F 4F F 4F 4F F F � q N G O O 0 O C O G G O G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co A q W a Z E W O a N o7 O Ln W r� W O N v W 5 a > m r 'N F [UT] a t N � ^Oq (mod C O .H b p y N w 7 K y ctl F, � C N N w e C U � � c A O C b0 d G G p r U U C O ^ p ti Cz h N N 0U p 7 00 (Otl O ;, a 0 o 0 7 > `�' �' davyiavi i North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: Streamside P.D. STANDARD FORM B COMPLETED BY: TDS DATE: 03-Mar-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF - (I-C•P)'100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 11.06 BARE SOIL 0.00 Ac. ROADSIWALKS 3.83 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 7.23 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR - 0.66 NET P-FACTOR 0.26 ' EFF = (1-C*P)"100 = 83.0% 2 3.16 BARE SOB. 0.00 Ac. ROADS/WALKS 1.14 Ac. STRAW MULCH 0.00 Ac. • ROUGHENED GROUND 1.52 Ac. ESTABLISHED GRASS 0.50 Ac. NET C-FACTOR 0.50 NET P-FACTOR 0.32 EFF = (I-C•P)`100 = 83.9% 3 4.00 BARE SOIL 0.00 Ac. ROADS/WALKS 0.98 Ac. ' STRAW MULCH 0.00 Ac. ROUGHENED GROUND 3.02 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.76 NET P-FACTOR 0.32 EFF = (I-C'P)'100 = 75.5% 4 3.31 BARE SOIL 0.00 Ac. ROADSIWALKS 0.98 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 2.33 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.71 NET P-FACTOR 0.32 EFF = (1-C*P)*100 = 77.1 % 9.18 2.65 3.02 2.55 Erosion.xls 1 of 4 North Star Design 700 Automation Drive, Unit I W incisor, CO 80550 PROJECT: Streamside P.D. STANDARD FORM B COMPLETED BY: TDS DATE: 03-Mar-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 " STRAW BARRIERS 1.00 0.80 EFF = (1-C•P)'100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 5 0.75 BARE SOIL 0.00 Ac. ROADS/WALKS 0.60 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.15 Ac. " ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.21 NET P-FACTOR 0.32 EFF-(IL•P)•100= - 93.3% 6 1.11 BARE SOIL 0.00 Ac. ROADS/WALKS 0.95 Ac. STRAW MULCH 0.00 Ac. " ROUGHENED GROUND 0.16 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.15 NET P-FACTOR 0.36 EFF = (I-C•P)•100 - 94.5% 7 0.08 BARE SOIL - 0.00 Ac. ROADS/WALKS 0.08 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.06 Ac. " ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.02 NET P-FACTOR 0.40 EFF = (1 L'P)' 100 = 99.1 % 8 0.54 BARE SOIL 0.00 Ac. ROADS/WALKS 0.47 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.07 Ac. ESTABLISHED GRASS 0.00 Ac. - NET C-FACTOR 0.14 NET P-FACTOR 0.36 EFF = (I-C`P)"100 - 95.00/0 0.70 1.05 0.08 0.51 Erosion.xls 2of4 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Streamslde P.D. STANDARD FORM B COMPLETED BY: TDS DATE: 03-Mar-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 - ESTABLISHED GRASS 0.08 1.00 - STRAW BARRIERS 1.00 0.80 EFF - (1-C"P)•100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) ' 9 2.78 BARE SOIL 0.00 Ac. ROADS/WALKS 1.00 Ac. ' STRAW MULCH 0.00 Ac. ROUGHENED GROUND 1.78 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.64 NET P-FACTOR 0.32 EFF = (1-C*P)'100 - 79.1 % 10 0.45 BARE SOIL 0.00 Ac. ROADS/WALKS 0.22 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.23 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.52 ' - NET P-FACTOR 0.32 EFF = (1-C`P)• I00 = 83.3% 11 4.00 BARE SOIL 0.00 Ac. ROADS/WALKS 1.46 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 2.54 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.64 NET P-FACTOR 0.32 EFF - (1-C*P)*100 = 79.3% 12 2.60 BARE SOIL 0.00 Ac. ROADS/WALKS 1.23 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 1.37 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.53 NET P-FACTOR 0.36 EFF - (I L•P)• 100 = 80.9% 2.20 0.37 3.17 2.10 Erosion.xls 3of4 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Streamside P.D. STANDARD FORM B COMPLETED BY: TDS DATE: 03-Mar-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF - (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 13 1.46 BARE SOB. 0.00 Ac. ROADS/WALKS 0.49 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.97 Ac. ABLISHED GRASS 0.00 Ac. C-FACTOR 0.67 P-FACTOR L 0.36 = (1-C*P)*100 = 76.0% 14 1.79 BARE SOIL 0.00 Ac. _ ROADSIWALKS `0.81 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.98 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.55 NET P-FACTOR 0.32 EFF = (1-C*P)* 100 = 82.1 % IS 33.29 BARE SOIL 0.01 Ac. .. ROADS/WALKS 0.00 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 33.28 Ac. NET C-FACTOR 0.08 NET P-FACTOR 1.00 EFF- (1-C*P)*100 - 92.0% 16 19.56 BARE SOIL 0.01 Ac. ROADS/WALKS 0.00 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 19.55 Ac. NET C-FACTOR 0.08 NET P-FACTOR 1.00 EFF - (I-C*P)*l00 = 92.0% TOTAL AREA - 89.94 ac TOTAL EFF = 87.6% _ (83.0% * 9.18 ac. + ...+92.0% * 17.399 ac)/89.94 ac REQUIRED PS - 78.4% ME 1.47 30.62 17.99 78.77 Erosion.xls 4 of 4 r-2 3 I a F-v` North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EROSION CONTROL COST ESTIMATE Project: Streamside P.D. Prepared by: TDS Date: 3/3/05 ITEM IQUANTITY JUNIT COST/UNIT JT0=ST PHASE 2 Gravel Inlet Filter 9 EA $500 $4,500 Silt Fence 10665 LF $3.50 $37,328 Straw Bale Barrier 20 EA $175 $3,500 Construction Entrance 2 EA $550 $1,100 Re -Seed disturbed areas 15 ACRE $900 $13,500 LandLok Erosion Control Fabric 2287 SQ.FT $7.50 $17,153 PHASE 3 Gravel Inlet Filter 1 EA $500 $500 Silt Fence 0 LF $3.50 $0 Straw Bale Barrier 5 EA $175 $875 Construction Entrance 0 EA $550 $0 Re -Seed disturbed areas 2.5 ACRE $900 $2,250 LandLok Erosion Control Fabric 3050 SQ.FT $7.50 $22,875 Subtotal Contingency (50%) Total $103,580 $51,790 $155,370 CITY RESEEDING COST PHASE 2 Reseed/Mulch 46.5 ACRE $900 $41,850 PHASE 3 Reseed/Mulch 5.8 ACRE $900 $5,220 Subtotal Contingency (50%) Total $41,850 $20,925 $62, 775 EROSION CONTROL ESCROW AMOUNT $155,370 Erosion.xls 1of1 F%ZS I I 11 I I I n i I C I I ,\ \ s___� I •� " ' � i PnGi > JUSSDICIION BOUNDARY IS LOCATED ON THE SOUTH PCR OF THE CURB RETURN ALONG BADGER CREEK DRIVE r 1 >\LEGM ,. \ i OEM CITY /COUNTY ,uRISaCTION BOUNDARY h; � {• -AREA TO COUNTY DEVELOPED UNDER l` ` ... LARWETt COUNTY Rf171AREAm1A l'�\X� i \ • l ' -` ✓ _� h CITY INSPECTION. %�\ '.•� / !1 , Y � � 'r /\ y -AREA TO BE DEVELOPED Lamm �s, , ' x CITY OF FONT COLLINSf IL L, _I- -AREA TO BE DEVELOPED UNDER \ ;) , } 1 ;, •< r[a. &� 9v CITY OF FORT COLLINS I YI rFr•^'4� REOIIIRENENTs t IHSPEGTION. , k'iEDADIID �ti, p ` { gAPROVEMENTS INCLUDE UTILITY. \ �.'� `ix } CRADINC. PAMNC. CURB Q aim. - I i t SRIEWALIC DRAINAGE PIPES STRUCTURES �1 R APPURTENANCES X: I ❑ LM f r I r , .1 z; HMJCOPTEA SUPPORT FAC — £ � I i i Y CALL UMUTY NOTIMATION CENTER OF COLORADO 1-800-922-1987 E a�w'oq�'� a �•a Eae T1E eNgO CIF urmoeuo Iowa unnu 11M Too CI p ❑ BRIDGE 1 t 200 100 0 200 100 SCALE: 1' - 200• ALL eaRf 9HNL E faIBPOA`TED N AapY1DNIa GIN UI�e31 MInfIT ATNRND >OR41w110Mf A5 PM\®A lE QOINM1 DIE@]L Flerll A] IAnFD. LAroEeR COUNTY APPROVAL BLOCK iamom sa IaaAn CQNTY, N.olAao ec wre aM .mnal4n Ton ul.en coAlrr, mlmAm er wm ner: STATE HWY 14 City of Fort Collins. Colorado UTILITY PUN APPROVAL BY: em. a esrw out, er Ralln�o- bE0 BY: Br. BY: oZ U_ d a: ES L.I LLI En C3 _ CO r� z < W o0 m SHEET 3 3 OF 73 134-02 I APPENDIX H HEC RAS MODEL FOR BOXELDER CREEK M • 0 COMMITTED TO EXCELLENCE MEMORANDUM ENGINEERING DEPARTMENT Post Office Box 1190 Fort Collins, Colorado-80522-1190 TO: David Karan, Larimer County Planning Department FROM: Christie L. Coleman, E.I. CC DATE: January 13, 2003 (970) 498-5727 FAX (970) 498-7986 E-mail: ccoleman@larimer.org SUBJECT: Streamside PD —First Final Plat. Submittal Review Comments (10-07-68) Proiect Descriotion/Backt=_round: This is the first -submitted final plat for a Planned Development (PD) to divide 70 acres into 128 single- family residential lots. The property is located on the south side of County Road 48 along Boxelder Creek, '/z mile east of I-25. The proposal is located within the Fort Collins Growth Management Area and ^ will therefore need to comply with the requirements of the Intergovernmental Agreement (IGA) between Larimer County and the City of Fort Collins. For your information: On January 13, 2003, Rex Bums and Christie Coleman from Larimer County meet with Marsha Hilmes- Robinson and Matt Fater from the City of Fort Collins to. discuss the proposed.drop structures in Boxelder +, Creek associated with the Streamside development. In this meeting the erosion potential of this section of Boxelder Creek was discussed. It was Rex's and Christie's view that there is a potential for erosion and creek meandering associated with Boxelder Creek which could cause the creek to encroach into the developed portions of the project. Rex provided pictures of stream migration that documented the fact that the banks have migrated laterally since fences, and ditches were built on the property. Marsha and Matt acknowledged the potential for erosion but felt that the best approach to the problem was through maintaining the creek channel in it's natural condition and maintaining the 100-foot buffer to mitigate any potential. erosion. As a result of this meeting, channel drop structures are no longer being asked for or proposed as part of the streamside development proposal. The 100-foot buffer is being relied upon to enclose and buffer any erosion caused by Boxelder Creek rI can be reached at (970) 498-5727 if you have any questions. ' cc: Michael Chalons, 215 West Magnolia Street, Suite 202, Fort Collins, CO., 80521 Patricia Kroetch, 700 Automation Drive, Unit I, Windsor, CO, 80550 Ms. Marsha Hilmes-Robinson, City of Fort Collins P.O. Box 580, Fort Collins, CO 80522 file AENGt FSIVOLI\DATA\DEVREV\PIANCHK rojeets\PUs\Streamside I'MUmmside PD Final 2.doe Ion H —I M oc)e I IIeGGG tva Fiom �2 aOXC��Ien CILGG/[ Reach II, �aTe� 9 �/ gI03 EtiT,ec Mode �e aoxe/deo- GeccK 11263__ 30600 — 30000 -� 10558 - 29609 •- •1 10058 885 28436 • 9707 27840 27304 •- 9000 •----•• a °x2630 X.-848cD N D cvcl r1tNa 25605 79 4 - '• •---- /5 Ca-rcv O ,24907 -R�2412 w t toNP 6 2399ch 2 'hasc. -65 e CnOPS, 6 2223235 •'- 55 21273 20753 •-+ �• 4995 20262 '— 19613 . -- 3 68944 18539 18128 -�� 33 17756 - 17159 21 16631 �19 0 f 0814 15491 LIBW8 Jct 14566 � 1152 14426 3 13410 12589 0 11845 m385m10347-9354 r5403 e�2b90 a,QpO 1 -82300 2450 .-+ 5956 �e 2024 5229 May 1455 �'' 4200 • 84 Reach 1 +— 1983 - 3100 • 1548 •_ .. 0 1039 42000 431 - 1000 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX G SWALE & STREET CAPACITY CALCULATIONS 1' G Storm 1 a Swale Cross Section for Trapezoidal Channel Project Description Worksheet Storm I Swale Flow Element Trapezoidal Cha Method Manning's Fonrn Solve For Channel Depth Section Data Mannings Coeffic).030 Slope 0.50 % Depth 1.11 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 2.00 ft Discharge 18.60 cfs .00 j r✓ % LG% S wc�- v ST f,,,, V:2.0 N H:1 NTS Project Engineer. North Star Design, Inc n:\...\drainage\storm 1 a swale.fm2 North Star Design, Inc FlowMaster v6.1 (614n] 11/17/03 04:53:23 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 G-1 M co W E i > > > > >. u 0 = o o 0 0 0 0 0 0 rog OONn-WLOM a� u cd o 6 of 6 v Zi C! $`w rn mGo co o au m NLoC� v ` m m ayi ayi m m ayi ayi aNi ci T T T T T T T Ct O C N w Of V a CO M r W C7 u .y 6 6(h CM O 6 a m 0 r �a� co m�co r-mmmco [V W N 6 4 lG (O m o] 6 O a 1� 01, W 1n o�ococo m 9 M c M M 'n m 0 N ca C C > m N A N Q C C m m Ywv > E o m m d o C C Z d y Y O1 c c d da d c O O m� U ro d vai > > a m y K K c c otS d y 0 0 ro m Y Y U a R R Q d d � °' °' a° a° a. a° d d 3 J J J a a [C J C c a . G-Z T- 1 NoM Star Design, Inc. 700 AutoneUon Drive, Unit I Windsor, CO 805W 8/5102 LOCATION: Streamside P.U.D. ITEM: STREET CAPACITY CALCULATIONS - Pebble Creek Drive COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design 2-year design storm Design in accordance to "Storm Water Management Manual" Larimer County, April 1979. Street w/ 30' Roadway (drive -over curb, gutter & walk) - local street no curb tapping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity., use revised Mannings eq. Allowable Gutter Flow: 0 = 0.56 'Z/n 'S 'rz ' y ds Qall = F " Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4.2) Z = reciprocal of cross slope (fVft) Qali = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Qc + Qd y = depth of flow at face of gutter (ft) c . Zo, n a S Qa 10.18 0.013 0.4 0.40% 2.41 10.18 0.013 0.4 0.50% 2.69 10.18 0.013 0.4 0.60% 2.95 10.18 0.013 0.4 0.80% 3.41 10.18 0.013 0.4 1.00% 3.81 10.18 0.013 0.4 1.50% 4.67 10.18 0.013 0.4 2.00% 5.39 10.18 0.013 0.4 3.00% 6.60 10.18 0.013 0.4 4.00% 7.62 10.18 0.013 0.4 5.00% 8.52 .10.18 0.013 0.4 6.00% 9.33 10.18 0.013 0.4 7.00% 10.08 Qc A FL IT- I 14" 13.83' B D 4 3/4" IF P 1 3/8" Ye = Yc = (4 3/4') - (1 3/8') = 3 318" Y. = Yd = (4 3/4"M 2") = 0.40' Za = (14"Y(1 3/8") = 10.18 Ze = 1/0.02 = 50 Zb = (14")/(1 3/8") = 10.18 Zd = (17" Y(4 3/4") = 3.58 zs n Yb S Qb Zo n Yd S Q. 10.18 0.013 0.28 0.40% 0.93 3.58 0.013 0.4 0.40% 0.85 10.18 0.013 0.28 0.50% 1.04 3.58 0.013 0.4 0.50% 0.95 10.18 0.013 0.28 0.60% 1.14 3.58 0.013 0.4 0.66. 1.04 10.18 0.013 0.28 0.80% 1.32 3.58 0.013 0.4 0.80% 1.20 10.18 0.013 0.28 1.00% 1.47 3.58 0.013 0.4 1.00% 1.34 10.18 0.013 0.28 1.50% 1.80 3.58 0.013 0.4 1.50% 1.64 10.18 0.013 0.28 2.00% 2.08 3.58 0.013 0.4 2.00% 1.89 10.18 0.013 0.28 3.00% 2.55 3.58 0.013 0.4 3,00% 2.32 10.18 0.013 0.28 4.00% 2.94 3.58 0.013 0.4 4.00% 2.68 10.18 0.013 0.28 5.00% 3.29 3.58 0.013 0.4 5.00% 3.00 10.18 0.013 0.28 6.00% 3.60 3.58 0.013 0.4 6.00% 3.28 10.18 0.013 0.28 7.00% 3.89 3.58 0.013 0.4 7.00% 3.54 ce, r Ze n Ye S QC Q F Qall ---0811 -- 50 0.016 0.28 0.40% 3.71 6.04 0.50 3.D2 6.04 50 0.016 0.28 0.50% 4.15 6.75 0.65 4.39 8.78 50 0.016 0.28 .0.60% 4.55 7.40 0.80 5.92 11.84 50 0.016 0.28 0.80% 5.25 8.54 0.80 6.83 13.67 50 0.016 0.28 1.00% 5.87 9.55 0.80 7.64 15.28 50 0.016 0.28 1.50% 7.19 11.70 0.80 9.36 18.71 50 0.016 0.28 2.00% 8.31 13.51 0.80 10.80 21.61 50 0.016 0.28 3.00% 10.17 19.27 0.72 13.88 27.75 50 0.016 0.28 4.00% 11.75 21.56 0.60 12.94 25.87 50 0.016 0.28 5.00% 13.13 12.84 0.48 6.16 12.32 50 0.016 0.28 6.00% 14.38 24.14 0.40 9.66 19.31 50 1 0.016 1 0.28 1 7.00% 1 15.54 25.27 0.34 8.59 17.18 sbtrap.rds 1 of G-3 North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO 80550 8/5/02 1 LOCATION: Shvamside P.U.D. ITEM: STREET CAPACITY CALCULATIONS - Pebble Creek Drive COMPUTATIONS BY: MS SUBMITTED BY: North Star Design 100-rear design storm Design in accordance to "Storm Water Management Manual" Larimer County, April 1979. Street w/ 30' Roadway (drive -over curb, gutter & walk) - local street depth of water over flowline not to exceed 18", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n"Rm-S'a"A pall=F"Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. Qall = allowable gutter capacity (cfs) R= A/P A = cross sectional area (fe) Q = Ca + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A = 10.82 A = 6.25 P = 16.48 P = 25.00 R= 0.66 R= 0.25 nx 0.016 n = 0.035 Both sides of chest S Q. S Qb Q F Qan Q.n 0.40% 48.14 0.40% 6.68 54.82 0.50 27.41 54.82 0.50% 53.82 0.50% 7.47 61.29 0.65 39.84 79.67 D.60% 58.96 0.60% 8.18 67.14 0.80 53.71 107.42 0.80% 68.08 0.80% 9.44 77.52 0.80 62.02 124.04 1.00% 76.12 1.000/0 10.56 86.67 0.80 69.34 138.68 1.50% 93.22 1.50% 12.93 106.15 0.80 84.92 169.85 2.00% 107.64 2.00% 14.93 122.58 0.80 98.06 196.12, 3.00% 131.84 3.00% 18.29 150.13 0.72 108.09 216.18 4.00% 152.23 4.00% 21.12 173.35 0.60 104.01 208.02 5.00% 170.20 5.00% 23.61 193.81 0.48 93.03 186.06 6.00% 186.44 6.00% 25.86 212.31 0.40 84.92 169.85 7.00% 201.38 7.00% 27.94 229.32 0.34 77.97 155.94 FL 25' I , 1.42' I' 1.17' I' 13.83' 0.5' 0.28' 0.11, Area A = (6")"(1/12")(1.42'+15') + (0.28'r(13.83")"(1/2) + (0.28')"(1.17') + (1.375"/12)"(1.17')"(1/2) + (4.75"/12)"(1.42')"(1/2) = 10.82 sq. ft. Area B = (25')"(6"l12)'(1/2) = 6.25 sq. ft. StricapAs 1 of G-4 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 I E 3 1 o ui w 0 0 m J a 2441 z I e 0 n LEGEND -- On-rMG s' CONTOUR OUPUCAIE EFFEME 1OOYR FLOODPWN — Eou 100 YEAR ROODPlAN FLOODWAY NEC-RAS CROM MOTION 4905 v V V V V ERE- BASE fE000 EIFVAT1011 YA 130 as 0 130 250 SCAM. 1' - 130' 0 5 J G o d 1'M ui W G WF co 00 i w L- Q LaEEyJ�� W lJ F F- o < co m a 0 SHEET 1 1 OF 3 04 Na 134-02 N -3 I 1 1 t 1 ,.i ���-t� aRl �Lh ,f ��� ���_ \�. : },JyYf _ ; �j, •,T � llG• ]I{{ I• V -yY�'�•v Yv - 1' \`_ \,\ \ ��r, y K --C K '.Y� •�� I' ' _� ♦ � /, l" -.� �. }' t7 +�9�h�rSM•4+yo. s.`t,-, i!'y,+,�:!�' =s�. � s5"S - �_ � �i.' � Y r%' - r -,Y. �:..w" f����f S r:.. �.:- 1 Q `/ �: \/. �' YK '�/�K��1� �- - `\ ,� �, / 5. �... >Jr rYSr ,� ./.} I •� t/ l � x"F "�:. __++rr :le '1(}.i+ kFy �, l�,.i \ 'J� \ /{ •5llrY - ,��, � 1 0 ' : I.„` f.t�+ ~ %`- _ - liEaKrb '� •.XI Y r _ � ors . � , �\ t � ;" .r f 3 31.10 � J/1 '' � - •':var� l OSSg.. .�' ! f = `Oje\ �7 ? i l -. l ,.., • f . r, n r ¢ ; • , Fx,.. r l.. i I LEGEND � HEC—RAS CROSS SECTION a ,�� , -.$a� 5k: / --:w a ? 4 /r:-n Rf`. ♦ f. rya "_ � ri r� .. ♦ 4� ; r 4950 BASE FLOOD ELEVATION j](j[{ :� C •�� , s Yl ♦ •r. r"Ar X:r �: {r / t vr, w'1T�^i* \ Y - .ay s Zj2 ' }_'_ ,s+,. 4 ♦' � �\ �. � c x : y, `• >i y / .ri •!r r ? rJf _ 'I J Y _ _ _ f� .Y. ., ,: :,. .' . .�—�-, : �.. .-` -.. ♦'r � n ;* S %F: r f"frF'F*`ryi •r .• ��+•r � _ HALF FOOT FLOODWAY BOUNDARY - ' YP -{y ,5.> nE. .pi'r '•:�'` tt... v. 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Kvj 'Yti ''. i saw �yJ , t SCALE t' = 300 COFCI6.E TAW/MRC CITY OF FORT COLLINS/LARIMER COUNTY 100-YEAR FLOODPLAIWFLOODWAY MAP P—FW MAP.DWG em AMH A"dO CONv%" ,1" BOXELDER CREEK/COOPER SLOUGH EXISTING CONDMONS WfTH s CONTOUR INTERVAL 2 FT o� w cs.0 , p„oRa,,,Q, . tl" w, �s.ro..aw MASTER DRAINAGE PLAN EXISTING FACILITIES m �rw M.s�i.wo+im 1 6//E/2003 BAA/AMH r...1A3na•s�aoawn H -s SEcT.'',.r z93S1 b.pLlcafic E7:PecTidcr �AodcJf Boxelder DS of the Larimer and Weld Plan: Boxelder Plan SEcnoN 2ozVZ Legend WSWS EX WS Half -foot Floodw Ground Bank Sta Encroachment Ineff Levee a a v I ` m m I � Y LL LL � v Q �XoX m CO W C7 (D a ' _ = cn J K Iw 3 w 3 (4)UOIIBAG13 Go N O N H-� � ! ) v CL \)§ ! )/�� � ` ƒ\}a• ai\ q§ § LUEN0,; § E}q , & 77t =t / CO® m ) 3 �/lm�� o§ %a 2 j C} «mom, bm�, k 2 ƒ| CoWo ) ) § 2 IL § . _2 ! _ Jit \� J� � ` - _ ■ q CO \ _ ■� )rn k! to �m �3 . 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N N N N N N N V U U U U U U U U U U U U U U U U U m (1)a) m m a) m m m a) m Q) m a) m- a) m m m m" m m m (U y m y m m m m m L1 -?-t Eti'r, eL M od c,P 2450 �0 2085 1455 840 •0 Reach 1 7663 5403 4898 Re 4093 3583 3057 2638 1983 Reach 1 1548 1039 431 f � pose — 11263-1 30600 30000 -r 10558 29609 10058 28436 9707 27840' 27390 9000 m x 26430 — 8482 m m 25605 �•— 7924 24907 �-- 751 � 24412 2341ch 2 — 699 23235 • — 651 — 601 22122 55 21273 20753 —• • • 4995 20262 -•— 19613 18128 33 17756 17159 21 16631 �190 Idi5" Jct 14566 }^ 1152 14426 0143 - 13410 c3 • 12589 G 11845 x m - 10347 CD •- 9354 8290 ich 1 �- 7300 A 5956 5229 • 4200 ~3100 • 2000 1000 Paa,«x' L,.nTS H-zs No Text u I J I I I 1 1 u I I I I I I L I I I I I I J j I Um r um 0 C 4) 41 4) X LLI 14 x Lu 0 2 -j LU cn LU LGE6Z 9999Z Can o C14 017OLZ C: zmz w 0 69OLZ x oci?9z F- 00 w LL LLtt ui 04 Lli -0 U) 9099Z 6 0 0 Z06OZ --altz -j Mez 0 x CN 0 0 co 0 0 gczcz Otiocz x 0 co NN.", ZZLZZ - C) CN ELUZ gLoz- zoz 6 LO w a) (11) UOIJeAOJ�3 1 ! ® \ \ j 2 §gym ! ; ( >m_3 'FL \ : $ k - '� :i : k 2 Lu j { ¥ , ) ■ ■ § - § ,;z;2 $ ) ):§ x \ \ �- 0 m u �m ; 34� ` , & ° $ � / } ) 5 � & § § § } § § § am_, ) ) ; q u & o �- CD w §a £ ( & m_; N R § ) ) ( ) ) v ) § \ @ 0 ) 0 ! § ƒ 7� US k | m _ @ \)— :!, _!! \ co �c-r 0 alklk \ \ \ ) E \ ) 2 % u 0 ! 0 ! 2 2 � ] ! $ re § § § § } § km�, am_, ( d § ) ) a \ 0 § E \ ° L | \` _) 72e � 2 _|| 777 _ � /!; ) 0 k° j ) \ k � - ) § � 2 { § @ » 7 2 x 7| _ ; 2 , - &m_, >m_3 . �{ ]�■ ■ � - 2 k�) ) / �)-$ k )�d � � § \ § u : ;:� ');) ' ) k k § 3 \) § � ���j { ¥ � k�)�) 7 K ) � 2�8 ; 7 k U. ! � ,: � , , _ a �� � �m ; .LL J $ $ !CO 00 `' i:^ i :rn co �uj { � « B 7 d �f ! #� ) ca w } \ � { q ] 7 ! ] | .0 ) § ` k 4.x - a �w�� { \LLJ >m_3 m ( f § ( k ® :):k ] / \ � lk�j \ co ! §7§ ( £ am_, ® :}f = CO ) \ 7 - i) j ( ; '.Lu #m_3 R U) ; ; 2 � w-� ):) ) 6 3 } k �}) ):& -, @ � % 2 � �§ (:� 2 �J:) ) ) ! ®: $ 2, � : � �j �� / \ ) l�7 � :B:§ ; : G �]:� : . . ! § �ik�§ ) ® 7.� « j 4 § a ! § � a / \ ( � A -3 F u F&, 1 Lq � O NM n cD cD kqM M CD L U It O O O O 17 O O O O O Q O N O N O M O M O O O O O O 0 O n O N a 0 p ri 00 p t0 0 O O O O ee}} a N 0 Q N O ,= O 1� O O O Q O a0 N tO 0 N Q V O .� n N O �t Q N M ap a0 O n co M O 7 Of O to h N N 00 N M co O 00 r Q M 0 an0 N 00 Q Q Q N N N n N n N )D M 0 O n N N O N N M N N M M O M O cD O Q O N )D aD N m Q 0 N Q M O O N (D N O V. Oi m 0) cf) M O (M n r tD 00 0 N Qcz N) V OI LO O M O r n n u7 m CD n le N 00 LO to 0) Q It M 000 N Q LO Q V) cD Q Q Q Q Q O v w NQ N N Q O N c`D 000, a0 V ONO pl� OMI N O C c0 (0 c0 (0 N N N t0 n I- LO V) LO N O 0) L0 0 U n n CO 00 Ln yy 0 CO cD 0 N p O n 0 n N Q N N CO Q Lr) 0 C14 M M Oh ao M co tD ao Q (1 ro 0 iD Ol 0 0 Cl) 0 N 0 m N M M M u� n 0" N U N N O O p O O O O O O N N N tD O O O p cD 0 CD O U7 O O p S O O O p O O O O O O O O O O O O O O O O O O O O O O O O O I O 0 0 O C O C O 0 O O O 0 0 b O O C) C7 a s 0 CD W 0) cD M 0 �D iD N OO 40 N n O cD n n O O N M O > 0) e} N M 0 0 7 M er M M O O n r` N Q n O 0 a) W Oi m O n 0) 0 O) 0 00 0 c0 cD LO tD (0 to t0 to t0 c8i m <D M cD M to Cl) (0 tD OV O 0) )n 0) LO 0) 0) 0 0) 0 0 0 0 0 0) 0) 0) 0 0) 0) 0) 0) 0) W O N M O O M O n tD cD Q v Q Q '�t O N O O N N N Q O O n n 0 0 (O O O V% O 10 00 r n co to a0 0(spy {Qp N N N N 0 0 m co 0 0 LO n n T 00) 01 0I 0OI 001 W 0Of 0Of 0Of 001 8 0) OO) cn m cm -- Q Q Q Q Q Q Q Q Q Q 7 Q Q leQ IT Q It -VITQ It C U O n n 00 lD 0) n 0 N e� Q Q cD n In > n 0 0 0 OR O O O O W7 V) O N N O cO 0 0) co co m co N t0 yy� a m m M M cn M N O O W O w O O O cc cc cD f0 O S O to �j co tNp cp tp 0 0 0 QQ 0 QQ 0 0 QQ 0 0 QQ QQ QQ QQ OOi QQ 0) QQ Of QQ Obi O O O O O O O O O O )D N N N Q Q It n n r 7 Q Q N N N N 00 UJ N N 0 0) co O c0 u) )0 y a� Q Q Q m m M ll') M N cD N O n n L (,J (O 0 tD 0 c0 0 c0 0 u'1 0 cD 0 0 O 0 O 0 O 0 cD 0 0 0 0 1n 0 N 0 0 N 0 0 0 Q Q Q Q Q Q Q Q Q Q Q Q Q L SS SS SS d $o SS SS SS C, SS SS $o SS `q N N N N aC a0 a0 O 00 a0 00 CO 00 OD C m aD 00 00 m O 06 00 42 n cD n cD n to n O n cD n w U n O n 1D n cD n tD n t0 n w n CD n com n to n to n to n O n O n 0 n ID n H U N N N N N N N N N N N N N N N 'N N N N N N N C7 I v a� cD to to cD N M M 0 0 o Q Q n o o rn m o o to to > M m M ya d' M. OM M M O co Q 'Cnl r- n M (`m') N N N O O Q ID CD D) N 0) N 0 N 0o N co N N N 0 N 00 N N N n N n N n N n N n N n. N rr N n N n N N to NN N N N N N N N N N N N N N N N NNIN N kCN4CN m m m to to to 0.PLLLUUU. m. U. m U to U m U m U m U U U U U U U m U tom �� a� m tom m m. tv �� �� V H -3co LIB 1 I 1 I Ll 11 APPENDIX I TABLES AND FIGURES 1 No Text City of Fort Collins ' Rainfall Intensity -Duration -Frequency Table for using the Rational Method } (5 minutes - 30 minutes) ' Figure 3-1a Duration 2-year 10-year 100-year (minutes) Intensity Intensity Intensity in/hr in/hr in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 . 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 T-Z 1_ i 11 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 -- 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 2.86 T -.g 1 1 Table 4.2,6-1 Runoff Coefficients for Rational Method (From: American Soc. of Civil Engineers and Water Pollution Control Fed. [19701 and Seelye [19601) Character of surface Pavement --asphalt or concrete Gravel, from clean and loose to clayey and compact Roofs Lawns (irrigated) sandy soil Flat, 2 percent' Average, 2 to'7 percent Steep, 7 percent or more Lawns (irrigated).heavy soil Flat, 2 percent Average, 2 to 7 percent Steep, 7 percent Pasture and non -irrigated lawns Sand Bare Light vegetation Loam Bare Light vegetation " Clay Bare Light vegetation Composite areas Urban Single-family, 4-6 units/acre Multi -family, >6.units/acre Rural (mostly non -irrigated lawn area) <1/2 acre - 1 acre 1 acre - 3 acres Industrial ' Light Heavy Business Downtown ' Neighborhood Parks Rural open space i LCS-WM Manual 4.2--4 l Runoff coefficients Range Recommended 0.70-0.95 0.25-0.70 0.70-0.95 0.05-0.15 0.15-0.20 0.20-0.30 0.13-0.17 0.18-0.22 0.25-0.35 0.15-0.50 0.10-0.40 0.20-0.60 0.10-0.45 0.30-0.75 0.20-0.60 0.25-0.50 0.50-0.75 0.20-0.50 0.15-0.50 0.50-0.80 0.60-0.90 0.70-0.95 0.50-0.70 0.10-0.40 0.90 0.50 0.90 0.10 0.17 0.25 0.15 0.20 0.30 0.30 0.25 0.40 0.30 0.50 0.40 0.40 0.60 0.35 0.30 0.65 0.75 0.85 0.60 0.20 April 1979 -1-4 DRAINAGE CRITERIA MANUAL RUNOFF 3 1— 21 z lu U cc W a 1C z w a 0 5 w cc 3 0 U 2 Ix w F- Q 3 1 .5 _ 1 2 3 . 5 10 20 ' VELOCITY IN FEET PER SECOND FIGURE 3-2, • ESTIMATE OF AVERAGE FLOW VELOCITY FOR ' USE WITH THE ,RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPE D" LAND SURFACES IN THE .DENVER REGION. REFERENCE: "Urban Hydrolo9Y For Small Watersheds Technical Release No. 55,USDA, SCS Jan. 1975, 5 -1-84 ` UR8AN DRAINAGE 3 FLOOD CONTROL DISTRICT b Z "5 7 LI IITED MAP MAINTENANCE PROGRAM STUDY (LMW) (FLOODPLAIN ANALYSIS) FOR BOXELDER CREEK _ COUNTY OF LARIMER, COLORADO a PREPARED FOR: FEDERAL EMERGENCY MANAGEMENT AGENCY PREPARED BY: U.S. BUREAU OF RECLAMATION FEBRUARY 1992 'IN 4 LrINeC�� �{W' plw�•�� /� 7 Jet i f ups! i. I �T•+�.Ry.w 43. /87 oc id 9 T• as v) DSO 8� 15Q�o�Irnr �,w. C,> rr w �•. ' o , .•, roei' 17 !% . ,• .' ' s' Ili— � {J) 3 L , / �� O✓V rs. � f • hem j .4 ~ 9N' I (F) N R Ib°1(oc .' •-- - - -ttU a.ne.ya :W ,�✓� V I� • --j d. tC./.eeaSal rCraat /wr ,... le- Tc 3000 Set- v/nare3406aeAi Flew•Bel,elJet Cry l'Lfatab Cre+< 011ere/ow aanocl to U 0At" ,•//tam pMj$. JIN 3 L...at W N .....7 De j m Y e W � ? 0 a 0 Z F a ry 0 ri 0 Y O O �II�I II �IIII I1, �II�II��.►���IN»I�I�I�� ��I - - - -- CALL UTILITY NOTIFICATION I I ` III - --- I CENTER DP COLORADO I I `� 1I / I o 6 IIII WmxD DRA,NI 1=800MI922=1987 Bn9x BwxOMv SNL z YOU On. Q DAYS N ADVANCE j N PROPOSED O 7 t,-�, III E] B FOR MEYAR°wLOa WATGAWHD dom .6G pEFuwxO wALL ffE O CRG E BET FOR DETAILS c 6 VNE DRIVE � IIII � � ❑ � I I 1 I' RIM 12 ,E W 0 @1 IIII D 1 DESCRIPTOR 1 wNSTNurnW AcnNnEs FLR Mls PNAS£ OF WNR AND WA AINl 1 2 IMiIWTW 4.DD 9 xauCf oKRLor CRABMQ INSTIIIATBN CF sENEa AND WATER Nn S. GND ro BE ry1 `y I I' STORM %PES, STREEM AND SINCE FAMILY HOPE$ J Il ,16 .54 ESIWFD BT I 2 ffGhNCE Cf CUISIRUCTON IS 1 OYFALOT GRADING, 2) WATER, ff R 1'G 'S3 MEPS I, M0 STDRM SENSE. 3) sTiFER 4) BUILDINGS :.�.w.. 'T t, °- poop' + - - J. THE TOTAL SITE MEN FEW ME PHASE M GONSIPVCTCA IS 70 ACRES Tf4 �` - 4'I WIN MAY BE WB.ECT ro GRADING ACTYTES. 1 1 1 4 ME RuxafF LYA]ICIENT W DOxslRuc10 IS Oe0 AND ME RUNOFF 0DEEFXOE T ALTER CWSTIIIN IS 0xi THE Im HAs MWFRAM MIND AND RNNFNl EA095N POMNTAL SFY ` 1 S. ME SIZE IS CIIRRENRO FTM AGRICULTIPµ AND WA9HC LAND pMF� �✓M - `�� i1 MPE E MATELY IDT. OF o 91E. ... _ I f S. MERE ME NO KNOYM ;POTENTIAL POLLUTION SOURCESCURRENTLY THS STE CN AtCVOSED WTH THIS DEVELOPMENT. I _ IIII I I ]. ME ONLY PRWGfID NW-STCMWATER COMPONEMTS ONE DISCHARGE S 1 LINDSCAPE WRIDATON RETURN FLOW. I I R GETRITpI POND ANDE FROM THE MORTHOMEST 1/3 BEULTM ULTIMATELY An IIICRDIscMAEm TEFMTM ME RLM LNG 2/3 OF ME 9TE BILL OISMMM DWECMY INTO BOXFIDER CREEK. III III IINI II I; x /,� 5 .]] STEP tj- III I-11 �`I I ROff arm MAP 10 _- ' I I i M� 1. ALL AREAS WITHIN ME CCNs1R11 UTDN BOUNDARY MAY BE SUBAC1ED TON / 0.a5 .69 III I ML p5NRBIN0 ACTOOM DURING EITHER EXCAVAIKKI OP EMBMNM 4TII �^I 'I 2 THERE SHNL BE NO ASPHALT ON CONCRETE BATCH MANTS ONSIM 1 'T �I / WA1FRIf ]• THE µlY PON ; SILT PENCE, STRAW BEALES AND GCO S AIM THE KTIE FABRIC AS AMR J \ 0. DETENT I I I IIOntoMIX iPERSPILLWAY I WATER WAUT' •T RAM AREM �•" FWD 1 �� EATING se Tis� I' ORvuxD PAsnBE SEED Mc .. . , .... .,, ,-. . I � TNM sx[Er E5x WE5IERH NNGi(RAA 'YM' H M•:" I • '••I 1 S MM ». �'(� O II NOS MEATORASS PUBEYANTWMEAiGRA55. LUNA IM�M' �ASIpiMID ♦/ ❑I SONM 9A3 ib 'I I I I 3 2 .20. 'I zOR WILL (WENT 8 R1E HYBRID) c I 1 S® MIX Awl AT FAMES BUMS SEm INC 9]0 ]Y-]CUP. s II II I n N B ivr( 1. PROPERTY \\ OHE LOT 4 IN BLOCY. 12�5 IN BLOCK 13 ME r LaATED Iry mE NTIflC PFYA PLttMux OMFR 20' FMERGENcr On MAY BEGIN W'HE 'FUTIRE RWUPWN AT NLGF55 ROAD 1U THE TIME OF ACCEPTANCE BY FENA WEN THE \ I l 'i I I I I I I I li 9. ).21 iUTFE- MCUCPWN IS AEGME BY FEMA LOTS I II MMIN mE RWARAx MLL NEED TO OBTAIN MOOD �40- DRAINAGE 8 \ f 13 INWRAI FLOW INSURANCE WIL BE REQUIRED UNR ACCESS EANI 1 A I-CM-F IS APFROHD BY FEMA CM A OT-BY-LOT BASIS T9 RUDA SAD LOT FROM THE IN YEAR sn aw 10. RpNR/IM' DETENTION POND 1 'I DAYUGM To BOM-DER•CREEK II 1 F I I I I I I I I BEN ONaC sTaM - 16 - - IINI ST MA6 FASTIIU flAIlA0A0 JA TRACKi WATER QUA PC SUPPORT FACILITHELICOPTER 1 IIII I wl F e_,-It ,r1SMr.' v NOTES 1. NO FLOWS ENTER THIS SITE FROM UPSTREAM, EXCEPT BY BOXELDER CREEK. FLOWS MGM THE NORTH ARE INTERCEPTED BY NNE DRIVE AND MGM THE EAST ARE INTERCEPTED BY BO%EIDER CREEK. ERon 2. RUNOFF FROM STREAMSIDE, P.D. IS ROUTED TO BOXELDER CREEK. 3. NO RESTRICTIONS EXIST DN TIE PROPOSED FLOW PATHS FROM G S3REAMSIOE. P.D. TO BO%ELDER CREEK. - 4. SEE GRADING AND ROODPLAIN SHEETS FOR LOCATION OF CITY/CWNtt E AND COMA FLOODPLAlNS. 5. LOWEST OPENING EIEVATIONS SHALL BE 18 INCHES ABOVE THE MAJOR BASE ROOD ELEVATION (BFE). a 6. LIMITS SHOWN FOR EXISTING WETLANDS ARE APPROXIMATE_ WETLANDS ARE TO BE FLAGGED BY A QUALIFIED ENMRONMENTAL CONSULTANT PRIOR TO CONSTRUCTION AND NO DISTURBANCE IS ALLOWED AMIN THE FLAGGED AREA. ]. SEE SHEETS 17-20A FOR ROODPLAIN h ROOOWAY DELINEATIONS. >_ DRAINAGE SUMMARY TABLE 1, DESIGN AREA AREA C2 CI00 Tc (2) Tc (100) 0 (2) 0(100) PONT DESIGN. (ACRES) (MIN MIN -- CFS CFS) jt 1 11.06 0.53 0.67 21.4 - 21A 9.13 MIN, 2 2 3.18 0.54 0.67 14.] 13.6 3.22 14.5 i3 3 '4.00 0.48 0,60 14.0 14.0 3.69 161 4 4 3.31 0.55 0.70 15.4 14.6 3.41 15.2 T5 5 0J5 OJ] 0.96 9.4 8.1 1.30 Oro 6 6 1.11 O.BG 1.00 6.1 5.0 2.36 11.0 ''] ] 0.08 0.90 1.00 5.0 5.0 0.20 10.0 IS 8 0.54 0.61 im 5.0 5.0 L19 3.4 I9 9 238 0.57 0.72 14.2 13.2 3.05 133 30 10 0.45 069 11 11 4.00 0.62 12 12 2.fia O.6O OJS 15.8 15.8 1 2.84 12.4 J 3 13 1.46 0.51 0.64 12.8 11.6 1.49 06.8 14 14 IJ9 0.67 0.84 11.4 B.9 2.52 t12.1 15 15 33.29 0.20 0.25 15.9 1 15.9 1212 52.6 16 16 19.56 0.21 0.26 18.1 I8.1 1 684 90 1-HISTORIC 1 11.06 0.20 .OR .on 1 -__--- ° V MEMBER UTunES. .Z DORM �o Go 0.56 I .54 .et I b `o o Go m noom 1 �C oV.mGO Cm y m o' �X O sroR 13 W/ m (Xz) DE , �I 'r • 1 ,'aT� Y L -.M ..' 9 `5.✓:4-c 3`Y'. : ^Y e- 11., I zoo . 100 0 200 . ..: aoo , a �', �I Mu, AD SCALE. 1':+ 200 y N ♦ dF ,sX /ta 0 DID 0 0 \ w �G� le DESIGN POINT BASIN CRITERIA IP 0.60 0 4 RUNOFF COEFFICIENT (21r) d _,p .; I�• •� z STORM ] AREA IN ACRES ROW DIRECTIONBASIN BWNDARY an FABRERaaa cWWW BE GRAINING SHEER. O N F- ✓1 e 12 . EXISTING PIPES m II a .60 .60 fOm PROPOSED STORM PIPE o a l i FLARED END SECTION o rn o 4 m PROPOSED INLET LOCATON O `VI 0 - MN, R"M�AJAHI r'w Y - EXISTING 5' CONTOUR EXISTING 1 CONTOJR �gI( nY YV rMRi'•'o '1 SPILLWAY + PROPOSED 5' CONTOUR II LVBMER AND PROPOSED 1' CONTOUR WILD AN 1w WETLANDS X SILT FENCE BUFFER IP ® INLET PROIECTON /I I i II / � l III; CE ® CONSTRUCTION ENTRANCE \" 1a F II SB EROSION BALES J 0Q` f-. J o D - MIN c\ n 0 STORM 10 UJ SrCIPM 9 '\ City of Fort Collins Colorado Q U) O \ , UTILITY PLAN APPROVAL N U IT.e.a.. t \� ,•% l•'`. LtJ C.�AT\VIS • •LI F�:� APPROVED:,.1icnrEMx.« +:, s.. ,opte W CHECKED BY mU.I < C [j{ W t r WWt ,ter utlllty 0e4 Z Q > '� 1! CHECKED BY _ POND SUMMARY TABLE DETENTION OUAI�ITY OPAL WO 100 YR SPILLWAY BER SPILLWAY SPILLWAY LOCAT y0L yQl VlK W$EL WSEL ELEV EI£V LENGTH DEPTH AC -FT AC -FT I AC - 2fi4 1 4 4] POND 1POND p 2 PO - 4 5 PO AIL --,•SIX 0 MCRK stonn.,u, uMlty Date -. (n a�_ H C -0 CHECKED BY '= '. a.x. N nearwua, - Dal J " CHECKED BY..T Q amc EPO,w oat. z CHECKED BY: Date S11NLL BE CwSRUCMD IN ACNRDANCE MTH LMILER 'NO DEFINED SPILLWAY. OVERFLOW TO OVERTOP SOUM1 BANK AND ROW OVER STABILIZED NATURE I ALL CWNtt STANDARD SPEOFICATWS AS PRONOEO BY THE CWXIY waXEER EXCEPT As MOM. SHEET LARBIBB COUNTY APPROVAL BLOCK APPROVED. MR -NMBR PANTY. NAUMAN BY: GA� 6 . TE - ` TIME: F' AFPPOYED FOR VMMR COUNTY, COLORADO 16 OF /3 BY: DAM: � Job No. TIME: 134-02 BEEF m MA at K --------------------- t4 "OF �I wwr UsIslar iai I BM DQU CHE�ED BY. p EXCEPT AS NOTED. LiUMMEN COUNTY AMOM BLOCK PPRO`dED FOR WHOM COUNTY. COLORADO oil I ---- _=momSHEET 17 -_ — �� OF =��17 all N /ram 0 I ® «� MinimalCity of Fort Collins, UTILITY PLAIN APPROVAL CHECKED BY. In „LO l � SEA • CITY CROSS SECnOtt r CHECKED BY: CHECKED BY Co"' puma R malarial Says CHECKED By. iCHECKED By. AU WORK SHALL BE CONSPRUCIND IN ACCORDANCE WIN �IMM EN�p EXCEPT AS NODED. Ill DAM' Z APPROVED OCR JUSUM COUNTO BY. CAM Byl • u.M1,l i,. •IItl4u. - 1J V1' :IiI:IJai co mosson -'— •• —ter.•®®=��-- ��=MENOMONEE _�..+.m.>_�i -®� -� _�� SHEET ` ®-���William J� - �i,�s��t�i� .-._ VMS`City Enginw Date ji ®®City of Fort Collins, Colorado CHECKED BY.— CHECKED BY: Stc��fi,, I unity Oat, ®... 1 /Ir _My ASIAN CHECKED BY: DAM �IIIIIII z mommommumm Immmmi �®may ��� �.:-.,...,.,..'OV,�' •��_�� �� ��®' .�.-. . SHEET 19 • �®���—' ®��� —ro S..-.ems No Text No Text