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HomeMy WebLinkAboutDrainage Reports - 07/12/2006I 1 I I 1 i pi L 1 1 1 I 1 1 I 1 1 PROPERTY OF FORT Coli ils UTnJTMIB DRAINAGE AND EROSION CONTROL REPORT REDTAIL 1 DRAINAGE AND EROSION CONTROL REPORT REDTAIL I I ' DRAINAGE AND EROSION CONTROL REPORT REDTAIL ' Prepared for: . Lagunitas Redtail, Inc. 3944 HK Parkway, Suite B200 Fort Collins, CO 80525 Prepared by: ' North Star Design, Inc. 700 Automation Drive, Unit I Windsor, Colorado 80550 Ph# (970) 686-6939 Fax# (970) 686-1188 November 29, 2005 Job Number 173-03 North Star riaz=, design, inc. November 29, 2005 Basil Hamden ' City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80022 RE: Drainage and Erosion Control Report for Redtail I I i Dear Basil, I am pleased to submit for your review and approval, this Drainage & Erosion Control Report for Redtail. I hereby certify that this report for the Drainage design of Redtail was prepared by me or under my direct supervision in accordance with the provisions of City of Fort Collins Storm Drainage Design Criteria. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Troy Spraker, P.E. ii 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone 970-686-1 1 88 Fax I TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location............................................................................................................................. 1 1.2 Description of Property ....................................................................................................... 1 12. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..................................................................................................... 1 2.2 Existing Flow Conditions................................................................................................... 1 ' 3. DRAINAGE DESIGN CRITERIA ' 3.1 3.2 Regulations............................................................ :............................................................ 2 Development Criteria Reference and Constraints............................................................... 2 3.3 Hydrological Criteria....................................................................:..................................... 4 ' 3.4 3.5 Hydraulic Criteria ......... ...:................................................................................................" 4 Variance Requests............................................................................................................... 4 4. DRAINAGE FACILITY DESIGN 4.1 General Concept.................................................................................................................. 4 4.2 Specific On -Site Flow Routing........................................................................................... 5 4.3 Specific Off -Site Flow Routing......................................................:................................... 4.4 Drainage Summary ........................................................................................................... 9 10 ' 5. EROSION CONTROL. 5.1 General Concept................................................................................................................ 10 5.2 Specific Details................................................................................................................. 11 ' 5.3 Dust Abatement...................................................:..........................:................................. 5.4 Tracking Mud ................................ . 11 11 5.5 Maintenance......................................................................................................................11 6. CONCLUSIONS 6.1 Compliance with Standards.............................................................................................. 12 6.2 Drainage Concept.............................................................................................................. 6.3 Erosion Control Concept................................................................................................... 12 12 7. REFERENCES..................................................................................................................... 13 APPENDICES A Vicinity Map B Hydrologic Calculations C Hydraulic Calculations D Detention & Erosion Control Calculations E Figures and Tables F Excerpts from Previous Reports 11 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location This site is located in the southeast '/o of Section 2, Township 6 North, Range 69 West of the 61h Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. A vicinity map is included in Appendix A of this report. The site is located north and west ' of Cameron Drive and College Avenue in Fort Collins, Colorado. Burlington Northern Sante FE Railroad bounds this site on the west, Web&g P.U.D. on the north, Cameron Park First and Second Filing on the east, and an open space tract owned by the City of Fort Collins on the south. 1.2 Description of Property ' Redtail site is approximately 12.3 acres of undeveloped land that slopes to the southeast at approximately 6.0%. Three existing ponds intercept runoff and route flows through a series of wetland areas and convey runoff to Fossil Creek. The project will consist only of residential multi -family lots. 2. DRAINAGE BASINS AND SUB -BASINS 1 2.1 Major Basin Description The proposed development is located within the Fossil_ Creek Drainage Basin. No detention is required for this site corresponding to the report entitled "Fossil Creek Drainage Basin Master Drainageway Planning Study", prepared by Simons Li & ' Associates in 1982. Runoff model revised by Icon Engineering in 2001 to reflect Fort Collins newly adopted rainfall data. The soil on this site is a mixture of clay loams, which consist of moderately sloping soils on upland areas and fans (USDA, 1980). Characteristics of these soils include slow to medium runoff, a slight hazard of wind erosion, and a moderate hazard of water erosion. Clay Loam is categorized in Hydrologic Group C: -' 2.2 Existing Flow Conditions '. Two existing inlets located at the north connection point at the extension of Fossil Blvd. 1 1- intercept flows generated by Weburg PUD and George T. Sanders PUD. An existing ' drainage system collects and conveys runoff to the east. No runoff enters Redtail at the connection of Fossil Blvd. ' There exists a 36-inch CMP under the railroad embankment west of Pond A. According to a study done by Aryes and Associates drainage study dated July 24, 2003, 150.0 cfs ' flows from the west side of the railroad into Pond A. During high flow conditions flows from Pond A enter Pond B by overtopping the existing bank located in the southeast portion of Pond A. Flows from Pond B enter Pond C by overtopping the south bank and ' conveyed by an existing channel. These existing offsite flows are conveyed through Redtail by these three existing ponds and does not further impact the Redtail ' development. Wetlands exist in Redtail and will be mitigated on a 1:1 ratio. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report and associated calculations were prepared to meet or exceed requirements ' established in the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" (SDDCCS) dated May 1984 and updated January 1997. 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. ' 3.2 Development Criteria Reference and Constraints Runoff from Fossil Blvd. along with associated buildings, parking lots and landscaping generally flows to the east. This runoff will be conveyed to a water quality pond through Storm 3, 3A and 4. Flows captured by the water quality pond will be release at the 40hr brim full rate through Storm 7 until the pond reaches capacity. This pond is for water quality only and is not providing detention. Runoff flows will be conveyed over the ' spillway constructed on the southeast portion of the water quality pond and will be conveyed south along the College Avenue Frontage road as in historic flow conditions. Runoff is conveyed by existing curb and gutter to a concrete channel and is discharged into Fossil Creek on the west side of the bridge prior to being conveyed east under College Ave. No additional runoff is conveyed onto College Avenue with this 1 2 11 Idevelopment. Runoff from the intersection of Fossil Creek Blvd. and Conejos Road to the north entrance to the underground parking garage will flow to a low point located in Conejos Road in the area of the road crossing Pond A. Runoff is discharged into Pond A through - Storm 5. In the event inlets become clogged runoff will spill over the curb and gutter and ' enter into Pond A. Concrete box culverts (CBC's) connect the west side of Pond A to the East side of Pond A allowing water to freeflow during normal conditions. This. construction of the road crossing will not change the normal operating water surface elevation (WSEL) for Pond A. 100yr runoff flows from offsite enter into the west side of Pond A and conveyed to the east side of Pond A through the CBC's. Runoff flows will be conveyed under the roadway without overtopping. Worst -case scenario: if concrete box culverts become completely clogged approximately 150 cfs is estimated by Ayres and Associates will flow through the existing 36" cmp to the west side of Pond A. This runoff will overtop the roadway and spill onto Conejos Road. Two 5 ft inlets are located at the low point and will intercept approximately 12 cfs, approximately 21cfs will overtop the curb and gutter and spill into the east side of Pond A. The remaining 117 cfs will flow south along Conejos Road to the cul-de-sac and will be conveyed through the overflow route to Pond C. The roadway and cul-de-sac have been designed to convey runoff flows safely to Pond C. from intersection Runoff the north entrance to the underground parking garage to the of Conejos Road and Cameron Drive along with associated buildings, driveways and landscaping generally flow to the south. Runoff will flow to Storm 2 & 2A and will be conveyed to the north side of Pond C through the CBC connecting Pond B to Pond C. ' Carryover from the west side of Conejos Road will be conveyed by curb and gutter to Storm 1. Carryover from the east side of Conejos Road will be conveyed to the south flowline in Cameron Drive, this flow will be conveyed to Storm 2. Runoff from the intersection of Conejos Road and Cameron Drive to the cul-de-sac along with associated buildings, driveways and landscaping generally flow to the south. Runoff will flow to Storm 1 and will be conveyed to a drainage Swale located near the south property line. Runoff from this Swale will convey flows to the southwest portion of Pond C. Existing flow paths from this site to Fossil Creek have been maintained to the best extent I possible. ' 3.3 Hydrologic Criteria ' Runoff computations were prepared for the 2-year minor and 100-year major storm frequency utilizing recently adopted IDF curves for the City of Fort Collins to obtain the rainfall intensities. Peak flows were calculated using the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. ' 3.4 Hydraulic Criteria ' All hydraulic calculations within this report have been prepared in accordance with the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" and are included in Appendix C of this report. M 3.5 Variance Requests ' No drainage related variances are being requested at this time. 1 4. DRAINAGE FACILITY DESIGN I4.1 General Concept Runoff from this development will preserve the existing drainage patterns to the greatest extent possible. Runoff from this site generally flows from the northwest to the southeast. Runoff from Conejos Road will flow south by curb and gutter to Storm Sewers 1 & 2. This drainage system discharges flow into the existing Pond C located to the east of the development. Runoff from Fossil Blvd. is conveyed to the east by curb ' and gutter. Several on grade inlets and an inlet located at the low point intercept runoff from this area and discharges flow into the water quality pond through Storm 3. Runoff from the north residential development on Fossil Blvd. will flow to the northeast and will be conveyed by curb and gutter to an inlet located in the low point. Runoff from this area will be conveyed to the water quality pond through Storm 3A. Runoff from the south ' residential development on Fossil Blvd. will flow to the southeast and will be conveyed by curb and gutter to an inlet located at the low point in the southeast corner of the ' parking lot. Runoff will be conveyed to the water quality pond through Storm 4. Runoff from the remaining site will flow south and will not be detained or routed through ' 4 L ' water quality ponds. Runoff will be directed to the existing wetland areas for filtration ' prior to entering Fossil Creek. During the construction of Conejos Road, Pond A will be divided. A concrete box culvert will be installed connecting the two ponds. Freeflow conditions will be maintained during normal operating conditions. The addition of this road crossing and CBC's will not affect the normal operating WSEL for the ponds. This concrete box culvert is required to have a minimum 1.0' freeboard from the lowest point in the road ' crossing to the 100yr WSEL. The concrete box culvert is designed to convey the 100yr flows from the west side of Pond A to the east side of Pond A with no overtopping of Conejos Road. In the event overtopping occurs runoff flows will overtop Conejos Road at the low point in Conejos Road and will be conveyed to the east side of Pond A by inlets and by overtopping the curb and gutter. If flow depth exceeds the height of the flowline at the high point near the north entry into the underground parking flow will also travel south to the cul-de-sac and out the overflow pathway to Pond C. Offsite runoff entering the west side of Pond A is designed to be conveyed through the proposed CBC under Conejos Road to the east side of Pond A. When Pond A fills to the elevation of its south bank, runoff will overtop the existing bank and spill into Pond B. When Pond B fills to an elevation of the constructed boulder weir at the inlet side of Storm 8, runoff will be conveyed through the CBC under Cameron Drive to Pond C. Offsite runoff has been designed to flow through the existing ponds in Redtail without impacting the proposed development. A retaining wall has been placed on the southwest bank of Pond A at an elevation to prevent runoff from entering the underground parking garage. In the event runoff enters the underground parking garage runoff will flow south and will drain through Storm 1 and 2B. Runoff entering the storm sewer will be conveyed to Pond C. If these inlets become clogged the underground parking garage will fill at the south entrance to a depth of approximately 4'. If ponding is greater than 4' runoff will overtop the curb & cutter at the south entrance into the underground parking garage and flow east. (4' depth is assumed only if south entrance is not clogged). ' 4.2 Specific On -Site Flow Routing IA summary of the drainage patterns within each basin is provided in the following paragraphs. For more specific details see the calculations located in Appendix B of this 5 I 1 1 I I 11 report. Basin 1 contains the west half of buildings O & P, located above the underground parking garage along with associated landscape area. Runoff from this basin is conveyed south by sheet flow and by concentrated flow in a concrete pan then to a concrete channel. Flow from this basin is discharged into Basin 9. Basin 2 contains the concrete driveway into the north entry of the underground parking garage. Runoff from this basin is conveyed by sheet flow to a low point located in the parking garage. Underground Parking garage shall be designed by a Structural Engineer. Flow is routed through Storm 2B to Storm 2 then into Pond C. Basin 3 contains the east side of buildings P & Q, located above the underground parking garage along with associated walk, street and landscape area. Runoff from this basin is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Flow enters Storm 2 and is conveyed to Pond C. Carryover flow is routed to Basin 5. Basin 4 contains the west half of buildings H & I along with associated walk, street and landscape area. Runoff from this basin is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Flow enters Storm 2A and is conveyed to Pond C. Carryover flow is routed to Basin 7. Basin 5 contains the northeast quarter of building O along with associated walk, street and landscape area. Runoff from this basin along with carryover from Basin 3 is collected in an on -grade combination inlet. Flow enters Storm 2 and is conveyed to Pond C. Carryover flow is routed to Basin 6. Basin 6 contains the southeast quarter of building O along with associated walk, street ' and landscape area. Runoff from this basin along with carryover from Basin 5 is collected in an on -grade combination inlet. Flow enters Storm 2 and is conveyed to Pond ' C. Carryover flow is routed to Basin 10. Basin 7 contains mostly roadway runoff from Cameron Drive, with some walkway and landscaping area. Runoff from this basin along with carryover flow from Basin 4 is ' conveyed by sheet flow and gutter flow to an on -grade combination inlet. Flow enters Storm 2 and is conveyed to Pond C. Carryover flow from this basin is routed to Basin 8. II 6 11 �J I G 1 I I �l Basin S contains mostly roadway runoff from Cameron Drive, with some walkway and landscaping area. Runoff from this basin along with carryover flow from Basin 7 is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Flow enters Storm 6 and is conveyed to Pond C. Carryover flow from this basin is conveyed to the existing south roadway curb and gutter on Cameron Drive. Runoff is routed to Fossil Creek through existing flow patterns. Basin 9 contains the west half of building N, located above the underground parking garage along with associated walk and landscape areas. Runoff from this basin is conveyed southeast by sheet flow and by concentrated flow to an area inlet located in the low point. Flow from this basin is conveyed to Pond C through Storm IA & 1. Basin 10 contains the east half of building N along with associated walks, street, and landscaped areas. Runoff from this basin along with carryover from Basin 6 is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point in the west portion of the cul-de-sac. Flow enters Storm 1 and is conveyed to a drainage swale, which leads to Pond C. In the event inlet clogs runoff will overtop the crown of the road and flow to Basin 12. This overtopping elevation is below the elevation of the curb & gutter and walk leading to the south entrance into underground parking garage, therefore runoff will flow to the east to Basin 12 instead of flowing into the underground parking garage. If runoff enters underground parking garage runoff will flow to a low point in the garage and will flow to Storm 1. Underground parking garage shall be designed by a structural engineer. Basin 11 contains the concrete driveway into the south entry into the underground parking garage. Runoff from this basin is conveyed by sheet flow to a low point located in the parking garage. Underground Parking garage shall be designed by a Structural Engineer. Flow is routed through Storm 1 to Pond C. Basin 12 contains the west half of building J along with associated walks, street, and landscaped areas. Runoff from this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point in the east portion of the cul-de-sac. Flow enters Storm 1 and is conveyed to a drainage swale, which leads to Pond C. In the event inlet clogs runoff will flow through the drive entrance and flow to Basin 13. 7 1] 1 J Basin 13 contains the west half of building K and the north half of building 11 along with associated walks, streets and landscape areas. Runoff from this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point. Flow enters Storm 1 and is conveyed to a drainage swale then to Pond C. Basin 14A contains the south half of building M along with associated walks and landscape areas. Runoff from this basin is conveyed by sheet flow to an inlet located at the low point. Runoff is discharged into Storm 1B. Storm water in this basin is conveyed to Pond C. Basin 14B contains the south half of building L along with associated walks and landscape areas. Runoff from this basin is conveyed by sheet flow and concentrated flow to a drainage swale that leads to Pond C. This basin accepts runoff from Storm 1, which includes Basins 9-13. Storm water in this basin is conveyed to Pond C. Basin 15 contains mainly walk and roadway area. Runoff from the basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point. Flow enters Storm 5 and is conveyed to the east side of Pond A. Basin 16 contains mainly walk and roadway area. Runoff from the basin is conveyed by sheet flow nand gutter flow to a Type-R inlet located at the low point. Flow enters Storm 5 and is conveyed to the east side of Pond A. Basin 17 contains the south half of building D, E & F along with the north half of buildings G, lA & 1B and associated walks, parking and landscape area. Runoff from ' this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point. Flow enters Storm 4 and is conveyed to the water quality pond. ' Basin 18 contains the north half of buildings E & F along with associated walks, streets and landscape areas. Runoff from this basin is conveyed by sheet flow and gutter flow an on -grade combination inlet. Flow enters Storm 3 and is conveyed to the water quality pond. Carryover flow is routed to Basin 22. ' Basin 19 contains the south half of building C along with associated walks, streets and ' landscape areas. Runoff from this basin is conveyed by sheet flow, and gutter flow to an on -grade combination inlet. Flow enters Storm 3 and is conveyed to the water quality 1 8 I i pond. Carryover flow is routed to Basin 22. Basin 20 contains the north half of buildings A, B & C along with associated walks, parking and landscape. Runoff from this basin is conveyed,by sheet flow and gutter flow along the north curb & gutter to a Type-R inlet located at the low point. Flow enters Storm 3A and is conveyed to the water quality pond. Basin 21 contains parking area along with portions of the roofs from buildings B & C. Runoff from this basin is conveyed by sheet flow and gutter flow to a combination inlet located at the low point. Flow enters Storm 3 and is conveyed to the water quality pond. Basin 22 contains the south half of buildings A & B along with the north half of building D with associated walks, streets and landscape areas. Runoff from this basin along with carryover flow from Basins 18 & 19 is conveyed by sheet flow and gutter flow to a Type- R inlet located at the low point. Flow enters Storm 3 and is conveyed to the water quality pond. Basin 23 contains mainly landscape area, with some walkway area. Runoff sheet flows ' to College Avenue. Runoff is conveyed in the west side curb & gutter in College Avenue to Fossil Creek in the existing flow patterns. Water quality for this basin has been ' maintained through conveyance of runoff through grassed landscape area. No increase in storm runoff to College Avenue will be observed. Basin 24 contains parking area. Runoff from this basin is conveyed by sheet flow and gutter flow to Basin 22. Flow is conveyed to the water quality pond. 4.3 Specific Off -Site Flow Routing ' Pond A will be divided and runoff flows shall be routed under Conejos Road. Concrete Box Culvert's will extend below the existing water surface by approximately 2.0 feet to maintain the existing normal WSEL conditions. The CBC's have been designed to convey the 100yr stone event under Conejos Road while maintaining the minimum ' required 1.0' free board to the lowest point on the road crossing. Offsite storm water is not allowed to overtop the roadway. Freeflow conditions will exist during normal operating conditions. Runoff from Pond A will spill into Pond B over the existing bank separating the two 9 11 ponds. The Existing bank acts as a spillway. This dividing bank elevation will limit the ' high water elevation for Pond A with an elevation of approximately 4987.0. This tailwater elevation has been taken into account in sizing the concrete box culverts. ' WSEL in Pond B will remain essentially the same. Pond B will be regarded to incorporate the addition of mitigated wetlands. Wetlands for this project are mitigated on ' a 1:1 ratio. A Concrete Box Culvert will be constructed to convey runoff under Cameron Drive from Pond B to Pond C. Storm water is not allowed to overtop the roadway. WSEL in Pond C will remain essentially the same. In the southwest portion of Pond C the bank will be regraded to incorporate the addition of mitigated wetlands. Storm water will be conveyed to Fossil Creek in existing flow paths from Pond C. 4.4 Drainage Summary The storm conveyance system for this project is a surface and sub -surface system and has ' been. designed for minimal maintenance. The proposed storm sewer system, the water quality pond along with the outlet structure will be owned and maintained by the property ' owners. The City of Fort Collins shall maintain the storm system located within the right-of-way. 5. EROSION CONTROL ' 5.1 General Concept ' A potential exists for silt movement from the site to be transported downstream. Erosion and sedimentation will be controlled during construction by sediment ponds, silt fences, ' straw erosion bales, stabilized construction entrances along with seeding and mulching. These measures are designed to limit the overall increase in sediment yield, due to ' construction activities as required by the City of Fort Collins. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. All erosion control measures necessary to minimize sediment transport have ' been shown on the Erosion Control Plan. It will be the responsibility of the contractor to install and maintain additional erosion control if the City of Fort Collins requests ' additional protection. Erosion Control Escrow amount is $15,893. . to I J L 7 1 1 u 5.2 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 that 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-of-way or elsewhere. 5.3 Tracking Mud Wherever construction vehicles access routes intersect paved public roads, provisions shall 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. 5.4 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. Silt fences will require periodic replacement. Maintenance is the responsibility of the contractor. 5.5 Permanent Stabilization All soil 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 streets rights -of -way shall remain exposed by land disturbing activities for more than thirty (30) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the Stormwater Utility. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature and stable enough to control soil erosion. 11 t 6. CONCLUSIONS ' 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards". ' 6.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the transmission of developed on -site runoff to the existing storm system. Detention is not required according to "Fossil Creek Drainage Basin Master Drainageway Planning Study", prepared by Simons Li & Associates in 1982. A water quality pond will be used to reduce sediment loads from Fossil Blvd. before flows enter ithe College Avenue Frontage Road drainage system. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. 6.3 Erosion Control Concept During construction, erosion control shall be maintained to minimize erosion on this site ' and transport of silt downstream. Erosion will be controlled by the use of sediment ponds, silt fence, construction entrance, straw bale barriers and temporary sediment basins. r ' 12 1 1 1 1 1 1 1 1 1 1 7. REFERENCES 1. City of Fort Collins, CO, "Storm Drainage Design Criteria and Construction Standards", (SDDCCS), dated May 1984 and updated January 1997. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 3. "Fossil Creek Drainage Basin Master Drainageway Planning Study", prepared by Simons Li & Associates in 1982. Revised by ICON Engineering. 4. "Approximate Drainage Study, Redtail PDP Development Site", prepared by Ayres and Associates, dated July 24, 2003. 13 7, L t 1 7 L APPENDIX A VICINITY MAP FI 11 HAQ1 p19 CE B HARMONY ROAD 4 m K a e - Z a o atop Z e� t o e Z - 0 Z J � q t `n 1\ fenll p J H 9 o� PORTNER aywY Dr RES ar•=r a s VICINITY MAP APPROXIMATE SCALE: 1' - 1000' SHEET 1 OF 1 DATE: 02/20/03 %North Star SCALE: 1 " = 1000' REDTAIL PDP ,� design, inc. nit I DRAWN BY: TDS VICINITY MAP Windsor, sor,C loradoive,U0 Windsor, Colorado BO550 Fax9oas8JOB NO.: 173-03 :7-6s-118 I 1 t 1 1 1 1 1] 1 11 APPENDIX B HYDROLOGIC CALCULATIONS s { 1 ja {�i�wi wwrrl ,> o WI U.ul 1 i I 1 Z cc I �• `I Zr 2 0.8.,t, 1 J f 1 it 1 / ,.rlX r Iq+ L 1 I �ilElR•� I - j �t:�rslhe {� i1 Lyit,. m y _ Au rROlrclm ecTLINm Lwt Nor e[ oenaela MATCH LIE � t,m sEEI 1 tI r ' , . { Tu7t fV70.IE � • _ � I . . n - I 1 / t ,,]..-. 1.1.... _ Vi , PRPECIIGN 6 THE 7(RMD6 aIaIDF. ear NW LIMED ro RE UIE Or MY FOIE ARaap 11E aaNDMT Di 11E PanIIaRD AREA ND TN7i1C a ALL RIDL 1MWO1 M PIDRLRD NEA /110 ID 4I017iaJM0 YAlfIaAL IaIIM 1nP 6 LID aPIMAI® ff RDRCRn NEA tl011 t sEE Dvsau maaaa RAN Eaa van warm AIEA I 1 \ \\ , Y -- ` 71 \\ DRAINAGE SUMMARY TABLE - Pont, voer NEA DcaouvaN AIEA [Ao6) (2 OW Te (2) 7e (1W) a GO o (IW) I aW an an u W at, t« ■ t am aae %m m ea as am . ] 3 am at, ale - a0 so aT aoa It a OJl aa• LW m as a! In a a om an am m m a+a aaa a a m ao MIN m m au am 7 7 - an an aaa as ao as LAI e a W7 an an m ao as - Iaa 0 a av 1 as 1 am I a4 7A aW aaP Is Is as a» . an a' as an AM, It - It PW ao Ua m - . ao aW 0.13 It a on nm Im m m aw aso n 13 an aaa Im m m am a.aa I•A 1Y as am aW -m m ao an am W 7 IA AD 20 0 40 BO O r LEGEND W Qs T nE'Dw POINT CRITERIA IRIACIDNT . ........ 0.600.45 RUNOFF OE \�`NN AREA IN ACRES o 2 ROW DIRECTION EXISTING PIPES - PROPOSED STORM PIPE n I s .. � PROPOSED MIST LOCATION = n fa FLARED END SECTION o a �.!mmmmwmmm BASIN BOUNDARY O N 0 O t— — — EDSTMG 5' CONTOUR - --- --- -- - EXISTING IF CONTOUR 1 PROPOSED 5' CONTOUR _ •um PROPOSED V CONTOUR PROPERTY BOUNDARY - %'0", ....... — - - - — LOT LINES QP�` _— — — — — EASEMENT LINES t� - RIGHT-OF-WAYS .. . - - . , .,.. .. • ,.. ... ... BUFFER BOUNDARY z I J J EL - _ Q La1 I- 0 a Lu z c CALL UTILITY NOTIFICATION CENTER,OF COLORADO A-. -800-922.1987 XAWI ma PTea PD. aAPG a FSGMR LmLLaI unrl¢ City of Fort Collins, Colorado UTILITY PLAN APPROVAL ..'f ARPROYFD SHEET GNEG�n � Lvee. a Wvn..aLw uaro' .Deb CHECKED Br. 14 SWI o°a - .... CHECKED BY: Pe•e • R•veoNer Dab ' CHECT(ED Dr. . '. rMc 0.0. Deb Uo0 No. T73-03 . .. CHECKED BY: o.r LEMM DESIGN POINT EXISTING 5! CONTOUR EMSTING V CONTOUR BASIN CRITERIA PROPOSED 5' CONTOUR 0.600.45 RUNOFF COEFFICIENT PROPOSED V CONTOUR AREA IN ACRES Dad PROPERTY BOUNDARY FLOW DIRECT10N LOT LINES DOSTING PIPES EASEMENT LINES PROPOSED STORM PIPE RIGHT-OF-WAYS PROPOSED INLET LOCATION ........................ BUFFER BOUNDARY FLARED M SECTION .......... BASIN BOUNDARY 111 To" I,- 7 4t# 7 4(. it II lit NI % Ix a4 -i % Q W11011 Im I-- I! - -- q 55i m-a ......■..... 03 W it z Z N Al 1 /0 1\ 4 4ir Ty DRAINAGE SUMMARY TABLE AltIIA (Aar) m C m u (3) (00 T. (1m) o" a (2) cam a ON) form GAG tw— MI 13 mw no im as no Ila im 17 14 Qm as I= ao eo L" 7.M to is as cm Q011 ao s.o an 141 on nn at no QA`I am 17 as nn 1m ao ao Ix 4k*II m 0 CIO nm IXG u ne (3m an n » ILX LN IMIII W u Im 7M X11 m am Iaae ICUMI I " I " m cuII; too an 1to &7 &,mi I OR- I to I %" I 9A 1 &3 &a 1 1444 1 CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 MLI-99pSOvmlm"`� GIMM W Ll YAW W TH: Il(rl.Amm; N6tI0f IiIUT 100r IJPWTa) m M Um OF MY AIKIMID NE 110UMMIAM OF THI[ AOIfalfa ARG1. W TR.IRIC M TIE PII!OTv=, &IIIIA AID No sIWOATIID MATIRAL "THIN IW Or sm 9 Am mono¢ rt FOIt POND m o /X 4, N /A 20 j N d I I t FOM A -99- ta E Aw hP T Mi, If Z: f Xx� 11 Av < D ff W LLJ IS WATER QUALITY POND SUMMARY A012 At= n < z < LL. Q. c6RoNkDo,6FM 2, pi City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: —E-0— SHEET CHECKED BY-. CUFAL CHECKED Or. 15 �umy CHECKED Or. '40 20 0 ..40 OD CHECKED Or 15 OF 47 SCALE: I' - 4W CHECKED err. 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LL J w m M f� o m m N 10 IO N O O O m v m 't o In m N OO N N N N m N m fG fV fV Y Y N N m N I(f M M M N U a c Lo M 0 CC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � Q 0 0 0 0 o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W p 00 N N N N O O O N Q N O 0 O O O O O O O O U, ce m u? nnn moor nm 000lq minoo ~ W L n W V O O N O O N x N OOO V Y fN0 f00 N vOI M M fop N OOi IO M M V O CRF , J In N n m m n m m O m 0 0 0) m N N Q e N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v N (V N N N M N fV fV m N N CV N N N fV N CV N N G L J W 7 n O N n n r-� M n m M M n IO rn O m O o O M m M m m m m n O n N m N rn R = F IC U O N� IO M n M n O m O r n M N m Cl M O M Cl n N M n t M N m m n m M 0 0 O N i mN M O N m n m OI O N M a IA m n m m N N m 7 rn q2 Q Z O N M a m m n m 01 m F m O N M O N m n m W N N Gwa a f=A a r- Q , W N LLZ N = f O U. 0 U. aQ Z W N w Z O LQ (,i J LL O U W U F' z .= O s + � > Q j •T J - Q II II II W rY c cq o N M O O x 0 � o s a: } W LL' O O W W y 0 0 0 N O OR E � N fri N fo ai fri LL O Z o'E� �d v rim m 'U r Q Y W J ILIU N fro 0 7 If + O fh r 9 00 co U. 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W O m m W � M O O W G O N N O d N I-' Vm t00, N r O O W O c N a Q . v n o a � U 00 v V Wm t+l O 1� Cn W CR OD W O omen m 7 N nmvMom t+l 0A N lh in n v 0Wy W O mm N wW 7 0°� _ O 64 aomqmmqm �i _ m `e, of ai of ai of of of Mw�mmmmmmmmmmmmmmmm of m of of ai of of ao ai ai of of of of ai ai of of m of co r U E -: O o 0 0 0 0 0 0 0 0 0 o W o 0 0 0 0 0 0 0 0 0 o A m E t0 �0 N �() to N YY n �0 M t0 h N tD ifI �fI N elf �l1 �O N O W m U Nowooaa{{ n O W O m W in o0o W n000 W noou>yyo o Am 00 W W n G G O O O O O G G C G G G C G O O O M O V. C V. G G A G O O GO fV N MN Ci LL LL O Z N fh O o W N N N N O to O co U U W C' O fl! C 'a0 O N t+l Q m lO W A W m 0 N th V 0 N e� V t0 W A W m �.. V N N N N N O O O O 3 0 0 d 1 APPENDIX C HYDRAULIC CALCULATIONS 91 1' -i I I I Project = Inlet ID = Lu WP P d►C- - - 3 water Yd H Pan Gutter esign Information (Input) ength of a Unit Inlet Lu = ocal Depression, if any (not part of upstream Composite Gutter) eight of Curb Opening in Inches H = ide Width for Depression Pan WP = logging Factor for a Single Unit (typical value = 0.1) C, _ ngle of Throat (see USDCM Figure ST-5) Theta = irifice Coefficient (see USDCM Table ST-7) C° _ Veir Coefficient (see USDCM Table ST-7) Cw = otal Number of Units in the Curb Opening Inlet No = ,s a Weir resign Discharge on the Street (from Street H) Vater Depth for the Design Condition otal Length of Curb Opening Inlet' rapacity as a Weir without Clogging :logging Coefficient for Multiple Units ;logging Factor for Multiple Units ;apacity as a Weir with Clogging ks an Orifice rapacity as an Orifice without Clogging rapacity as an Orifice with Clogging re Percentage for this Inlet = Q, 1 Q, _ Flow Direction Q,"27 cfs a_y Ya - : 6:53; inches L 5.00: ft Q W, ; 9',.6{cfs Coef .t 1Ofl Clog Qvn a ,B.gcfs Q., cfs Q02 '::' .', 6 5q cfs Q. ::: v;.. , mcfs 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. Inlet 1-1.xls, Curb-S 2/25/04, 10:28 AM Li 1 I I r r 1 I I I FJ 11 CURB OPENING INLET IN A SUMP 11 Project = Redtail Inlet ID = Inlet 1-2 (100 yr Storm Event) W Lu WP P-><---)I. Gutter H Yd Pan water Flow Direction gn Information (Input) th of a Unit Inlet Lu = 5.00 ft I Depression, if any (not part of upstream Composite Gutter) a„®i = 2.00 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan W, = 3.00 ft Sing Factorfor a Single Unit (typical value = 0.1) Co = 0.15 a of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees ;e Coefficient (see USDCM Table ST-7) Ca = 0.67 Coefficient (see USDCM Table ST-7) Cw = 2.30 Number of Units in the Curb Opening Inlet No = 1 a Weir :ign Discharge on the Street (from Street Hy) Q. = `' 3.3 cfs ter Depth for the Design Condition Yd = 6.80 inches al Length of Curb Opening Inlet L = 5.00 ft )acity as a Weir without Clogging Q„; = 10.2 cfs gging Coefficient for Multiple Units - Coef = 1.00 gging Factor for Multiple Units Clog = 0.15 Dacityas a Weir with Clogging Q, = 9S cfs an Orifice 3acity as an Orifice without Clogging Q,; = 7.9 cfs )acity as an Orifice with Clogging Q� = 6.7 cfs oacity for Design with Clogging Q, = 6Y cfs pture Percentage for this Inlet = Q. I Q, = C%= 100.00% 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. 00yp) IInlet 1-2.xls, Curb-S 2/19/04, 11:31 AM 7 I I Ll I I I I I I I CURB OPENING INLET IN A SUMP Project = Redtail Inlet ID = Inlet 1-3 (100 yr Storm Event) Lu WP P ��___- i Yd H: Gutter IM, caste r F1mv Direction gn Information (Input) th of a Unit Inlet Lu = 5.00 ft I Depression, if any (not part of upstream Composite Gutter) ai.i = 2.00 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan Wp = 3.00 ft Sing Factor fora Single Unit (typical value = 0.1) Co = 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) iter Depth for the Design Condition al Length of Curb Opening Inlet pacity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pacityas a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging Percentage for this Inlet = Q. I Q. = Q. =.. - 3.4 cfs Yd = 6.84 inches L = 5.00 ft Q. = 10.3-cfs Coef = 1.00 Clog = 0.15 Qwa = 9.6cfs Qo; = 7.9 cfs Q. = 6.7' cfs Q. = 67' cfs C%=.` ;100.00"% 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. ' Inlet 1-3.xls, Curb-S 2/19/04, 11:34 AM GRATE INLET IN A SUMP Project = Redtail Inlet ID = Inlet 1A-1 (100 yr Storm Event) W=Wo I I I I I I I III I I I III • E� Lo Le L Clogged Curet Gutter E— Fhnv Length of a Unit Grate L. = 2.30 It Width of a Unit Grate W,= 2.00 ft Area Opening Ratio for a Grate (typical values = 0.6-0.9) A = 0.36 Clogging Factor for a Single Inlet (typical value = 0.5) Co = 0.50 Orifice Coefficient (typical value = 0.67) Cd = 0.67 Weir Coefficient (typical value = 3.00) C„, = 3.00 Local Depression, if any (not part of upstream Composite Gutter) a„.i = 6.0 inches Total Number of Units in the Grated Inlet No = 1 sign Discharge on the Street (from Street Hy) Q, = 0.9 cfs ter Depth for Design Condition Yd = 8.3 inches al Length of Grated Inlets) L = 2.3 It a Weir 3acity as a Weir without Clogging Qom; = 10.9 cfs gging Coefficient for Multiple Units Coef = 1.00 gging Factor for Multiple Units Clog = 0.50 3acity as a Weir with Clogging Q. = 8.9 cfs an Orifice Dacity as an Orifice without Clogging Q,; = 7.5 cfs jacity as an Orifice with Clogging Q. = 3.7 cfs oacity for Design with Clogaing Q. = 3.7 cfs pture Percentage for this Inlet= Q,/ Q, = C% = 100.00 % 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. 00 @D'�� Inlet 1A-1.xls, Grate-S 2/19/04, 11:36 AM I I I I I 1 1 i GRATE INLET IN A SUMP Project = Redtail Inlet ID = Inlet 1 B-1 (100 yr Storm Event) W= we E Clogged Le Le L Curb Gutter �- Flow igth of a Unit Grate L. = 2.30 ft Ith of a Unit Grate W. = 2.00 ft a Opening Ratio for a Grate (typical values = 0.6-0.9) A = 0.36 gging Factor for a Single Inlet (typical value = 0.5) Co = 0.50 ice Coefficient (typical value = 0.67) Ca = 0.67 it Coefficient (typical value = 3.00) Cw = 3.00 al Depression, if any (not part of upstream Composite Gutter) aio, = 6.0 inches al Number of Units in the Grated Inlet No = 1 oacity of Grate Inlet in a Sumo (Calculated) :ign Discharge on the Street (from Street Hy) Q. = 0.8 cfs ter Depth for Design Condition Y, = ches al Length of Grated Inlet(s) L = 2.3 ft a Weir Dacity as a Weir without Clogging Q,„ = 10.7cfs gging Coefficient for Multiple Units Coef = _ 1.00 gging Factor for Multiple Units Clog = 0.50 )acity as a Weir with Clogging Q. = 8.7 cfs an Orifice )acity as an Orifice without Clogging Qo, = 7.4 cfs )acity as an Orifice with Clogging Q. _ - 3.7 cfs oacity for Design with Clogging Q. _ r €3 1 cfs pture Percentage for this Inlet = Q, / Qo = C% _ ; ,w ?1O11Aq, % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture j percentage of less than 100% in a sump may indicate the need for additional inlet units. /Gb�rZ 1� p,ss To Foul C Inlet 1 B-1.xls, Grate-S 8/12/05, 11:55 AM I ' COMBINATION INLET ON A GRADE ' Project: Redtail Inlet ID: Inlet:2:0(100 yr Storm Event) Z_( WP L WP Flow Direction Ouch H r_. Design Information In ut Type of Grate Type = Vane Grate Length of a Single Unit Grate Lo = 2.98 it ' Width of a Unit Grate (cannot be greater than W from Street Hy) W. = 1.99 it Clogging Factor for a Single Unit Grate (typical value = 0.5) Co G = 0.50 ' Clogging Factor for a Single Unit Curb Opening (typical value = 0.1) Local Depression, if any (not part of upstream Composite Gutter) Co C = alai = 0.15 2.0 inches Total Number of Units in the Combination Inlet No = 1 Grate Analysis Calculated ' Design Discharge on the Street (from Street Hy) q, = 0.7 cfs Water Depth for Design Condition Ya = 4.5 inches )) � Total Length of Inlet Grate & Curb Opening +Ck�.! r aev\ L = 2.98 it Ratio of Grate Flow to Design Flow E. /� �S G.1 `�" Ea = - 1.00 Flow Velocity Vs (from Street Hy) V. = 3.12 fps Spash-over Velocity V.: Check Against Flow Velocity V, FS 4. GSc V. is: greater than Vs Under No -Clogging Condition Interception Rate of Gutter Flow Rr = 1.00 Interception Rate of Side Flow Rx (from Street Hy) R, = 0.66 Interception Capacity Qi = 0.6 cis ' Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Coef = 1.00 Clogging Factor for Multiple -unit Grate Inlet Clog = 0.50 Effective (unclogged) Length of Multiple -unit Grate Inlet L. = 1.49 ft Interception Rate of Side Flow Rx (from Street Hy) R. = 0.29 Actual Interception Capacity Q, = 0.6. cfs Carry -Over Flow = C.-Q. (to be applied to curb opening) 0.0cfs Curb Ocienina Anal Is Calculated Equivalent Slope S. (based on grate carry-over) S. = 0,1867 ft/ft ' Required Length LT to Have 100 % Interception Clogging Coefficient L, = Coef = 0.07 ft 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 Effective (Unclogged) Length L. = 0.07 it ' Under No -Clogging Condition Effective Length of Curb Opening Inlet (must be < LT) L = 0.07 it Interception Capacity 0, = 0.0 cis Under Clogging Condition Actual Interception Capacity Q. = 0. Carry -Over Flow = 4u1b-Q. = Qb ='. fs Capture Percentage - Q./Q. = C % _ ftc No 477a 4bt ' Inlet 2-2.xls, Combo-G 2/19/04, 11:52 AM I ' COMBINATION INLET ON A GRADE ' Project: Redtail Inlet ID: In1et2ar100 yr Storm Event) ZA-I Will L WP >K •i<- Flaw Direction Club H jf (infer - `4k Design Information In ut Type of Grate Type = Vane Grate Length of a Single Unit Grate Lo = 2.98 it Width of a Unit Grate (cannot be greater than W from Street Hy) Wu = 1.99 ft Clogging Factor for a Single Unit Grate (typical value = 0.5) Co G = 0.50 Clogging Factor for a Single Unit Curb Opening (typical value = 0.1) Co C = 0.15 ' Local Depression, if any (not part of upstream Composite Gutter) a., = 2.0. inches Total Number of Units in the Combination Inlet No = 1 Design Discharge on the Street (from Street Hy) Qa = 3:1 cis Ater Depth for Design Condition Ya = inche Total Length of Inlet Grate & Curb Opening L = 2.98 ft ' Ratio of Grate Flow to Design Flow Eo Flow Velocity Vs (from Street Hy) Eu = V. = 0.71 3.71 fps Spash-over Velocity V.: Check Against Flow Velocity V. V. is: greater than Vs ' Under No -Clogging Condition Interception Rate of Gutter Flow R, = 1.00 Interception Rate of Side Flow Rx (from Street Hy) R. = 0.52 Interception Capacity Qi = 2.7 cfs ' Under Clogging Condition Clogging Coefficient for Multiple unit Grate Inlet Coef = 1.00 Clogging Factor for Multiple -unit Grate Inlet Clog = 0,50 Effecbve (unclogged) Length of Multiple -unit Grate Inlet L. = 1.49 ft ' Interception Rate of Side Flow Rx (from Street Hy) R, = 0 Actual Interception Capacity Q. =.. 22.4. cfs Carry -Over Flow = Qe Q, (to be applied to curb opening) Qcum ='ir cfs Curb Opening Analysis(Calculated) ' Equivalent Slope S. (based on grate carryover) G FS S. = 0.1385 ft/ft ' Required Length LT to Have 100 % Interception _ Clogging Coefficient r9.4 LT = Coef = 6.20 It 1.00 Clogging Factor for Multiple -unit Curb Opening Inlet <% • Z. Clog = 0.15 Effective (Unclogged) Length I_„ = 2,53 ft as - Under No -Clogging Condition Effective Length of Curb Opening Inlet (must be < LT) O ('J q$trJ S L = 2.98 It Interception Capacity O, = 0.3 cfs Under Clogging Condition INTe cc.i QI Actual Interception Capacity (oc�S Z_4 t D.7— Q,- tip_ cfs Carry -Over Flow = Qcum-%= Qn = 1,. Cfe Capture Percentage = Q./%= C % = T `_ 8 j % o lJ Flow To IN 1'fT rlcoen Akst. 3 t arifCc.tJ7 ' Inlet 2-4.xis, Combo-G 2/19/04, 11:46 AM I 1 COMBINATION INLET ON A GRADE Project: Redtail Inlet ID: Il (100 yr Storm Event) Z -( W L WP 1 P H Curb `rr Flew Direction 1 1 1 I 1 1 1 1 1 CI 1 I 4rtte} of Grate It of a Single Unit Grate of a Unit Grate (cannot be greater than W from Street Hy) ling Factor for a Single Unit Grate (typical value = 0.5) ling Factor for a Single Unit Curb Opening (typical value = 0.1) Depression, if any (not part of upstream Composite Gutter) Number of Units in the Combination Inlet gn Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Inlet Grate 8 Curb Opening F�cxj P,e of Grate Flow to Design Flow E. Velocity Vs (from Street Hy) 13 A 51.V h-over Velocity V.: Check Against Flow Velocity V, No -Clogging Condition 3. 7 1 C F5 pion Rate of Gutter Flow otion Rate of Side Flow Rx (from Street Hy) ction Capacity Clogging Condition ig Coefficient for Multiple -unit Grate Inlet ig Factor for Multiple -unit Grate Inlet e (unclogged) Length of Multiple -unit Grate Inlet ption Rate of Side Flow Rx (from Street Hy) Interception Capacity Over Flow = Q.-C. (to be applied to curb opening) it Slope S. (based on grate carry-over) I /.11 t-r CO PO.CTy Length LT to Have 100% Interception I• Coefficient ig Factor for Multiple -unit Curb Opening Inlet �6.3 ,e (Unclogged) Length-� 2 . C F'5 No -Clogging Condition Fe Length of Curb Opening Inlet (must be < LT) ption Capacity Clogging Condition I• c FS P6,46y Interception Capacity (3q StrJ Dver Flow = Q,.b.Q. 'e Percentage - Q.IQ, _ Type = Vane Grate L, = 2.98 ft W, = 1.99 ft Co G = 0.50 Co C = 0.15 a. = 2.0 inches No = 1 Q. = 3.7 cfs Yd = 4.6 inches L = 2.98 ft Ea = 0.42 V, = 3.27 fps V, is: greater than Vs R,= 1.00 R, = 0.35 Q; = 2.3 cfs Cost = 1.00 Clog = 0.50 L.= 1.49ft R, = 0.10 Q. ,::71.8. Qc. = p �'._j.9 cis S. = 0.0553 Will LT = 15.85 ft Coef = 1.00 Clog = 0.15 4 = 2.53 ft L = 2.98 ft O, = 0.3 cis Q,=_ ..3 c iii a, _ 1.6cis C%= ,__ 56.% % I, Inlet 2A-1.xls, Combo-G 2/19/04, 11:55 AM 11 V 1 I I I i I u COMBINATION INLET ON A GRADE Project: Redtail Inlet ID: Inlet`3$ (100 yr Storm Event) WP L Wp zCi Z <-------- ><.- Cuait H `fir Flow Direction L]rrrer of Grate h of a Single Unit Grate of a Unit Grate (cannot be greater than W from Street Hy) ling Factor for a Single Unit Grate (typical value = 0.5) ling Factor for a Single Unit Curb Opening (typical value = 0.1) Depression, ft any (not part of upstream Composite Gutter) Number of Units in the Combination Inlet Type = Vane Grate L. = 2.98 ft W, = 1.99 It Co G = 0.50 Co C = 0.15 a., = 2.0 inches No = 1 in Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Inlet Grate 8 Curb Opening F L.gc,O �4om SSW of Grate Flow to Design Flow Ea Velocity Vs (from Street Hy) iover Velocity V,: Check Against Flow Velocity V. No -Clogging Condition ption Rate of Gutter Flow ption Rate of Side Flow Rx (from Street Hy) 13n$r..t 3 ption Capacity 0, S c FS Clogging Condition ig Coefficient for Multiple -unit Grate Inlet ig Factor for Multiple -unit Grate Inlet ,e (unclogged) Length of Multiple -unit Grate Inlet ption Rate of Side Flow Rx (from Street Hy) Interception Capacity : ver Flow = Q,-Q, (to be applied to curb opening) 1t Slope S. (based on grate carry-over) Length Lr to Have 100% Interception Coefficient Factor for Multiple -unit Curb Opening Inlet (Unciogged) Length No -Clogging Condition ,e Length of Curb Opening Inlet (must be < LA ption Capacity Clogging Condition Interception Capacity Dver Flow = C„,4. = 'e Percentage = Q,/C, _ Q. = 1.1 cis Yd = 5.0. inches L = 2.98 It E, = 0.95 V. = 3.36 fps V, is: greater than Vs Ri = 1.00 R, = 0.62. Qi = 1.1 cis Ccef = 1.00 Clog = 0.50 L. _ 1.49 If R, = 0.25 Q. = e Sv f' :'„i3,1.1:, cfs cis S. = 0.1788 ft/ft Lt = 1.54 ft Coef = 1.00 Clog = 0.15 L,= 1.54ft L= 1.54ft Q, = 0.0 cfs Q, = 'r! W. cfs No Flo'J0A ' Inlet 2-3.xls, Conrl 2/19/04, 11:46 AM F 11 COMBINATION INLET ON A GRADE Project: Redtail Inlet ID: Inlet,=100 yr Storm Event) gyp L WP -x- Club ^ H �+ttel, Design Information (Input) Type of Grate Length of a Single Unit Grate Width of a Unit Grate (cannot be greater than W from Street Hy) Clogging Factor for a Single Unit Grate (typical value = 0.5) ' Clogging Factor for a Single Unit Curb Opening (typical value = 0.1) Local Depression, if any (not part of upstream Composite Gutter) Total Number of Units in the Combination Inlet Design Discharge on the Street (from Street Hy) Water Depth for Design Condition Total Length of Inlet Grate 8 Curb Opening Ratio of Grate Flow to Design Flow E. Flow Velocity Vs (from Street Hy) Spash-over Velocity V,: Check Against Flow Velocity V. ' Under No -Clogging Condition Interception Rate of Gutter Flow Interception Rate of Side Flow Rx (from Street Hy) Interception Capacity ' Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Interception Rate of Side Flow Rx (from Street Hy) Actual Interception Capacity Flow Direction Type = Vane Grate L. = 2.98 ft W,= 1.99 It Ca G = 0.50 Co C = 0.15 ai� = 2.0 inches No = 1 `/� � Q. = .4 /L rXcM Ya = 5inc .7 inches jF_ .5s rJ % L = 2.98 R E, = 0.79 CCS V,= 5.36 fps V,, is: less than Vs �'C.owSy F,�.srr,,q R,= 0.98 Rx = 0.38 O = 2.9 cfs 3AI ' Carry -Over Flow = Q,-O, (to be applied to curb opening) Curb OrienineAnalysis Calculated Equivalent Slope S. (based on grate carry-over) 1ti ( cam C4 tZac (T ' Required Length LT to Have 100% Interception )- 7 + O,2 J Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening Inlet — Z 9 cc= Effective (Unclogged) Length Cost= 1,00 Clog = 0.50 L, = 1.49 R R,=21—1 Q, = 2.7 cfs Q,,,m= 0.7 cfs S. = 0.1520 = LT = 7.24 ft Coef = 1.00 Clog = 0.15 L, = 2.53 If ' Under No -Clogging Condition Effective Length of Curb Opening Inlet (must be < LT) Interception Capacity ' Under Clogging Condition Actual Interception Capacity F• 'off y`i To �uSlr.0 8 Carry -Over Flow = Q,,,b-O, = Capture Percentage = QJ% L = 2.98 ft O; = 0.2 cfs Q. _ cfs Q, _ _ -_ -`_ 0.5. cfs C % = 85.3 ' Inlet 2-t.xls, Combo-G 2/19/04, 11:59 AM [1 11 1 1 I I I CURB OPENING INLET IN A SUMP Project = Redtail Inlet ID = Inlet 3-1 (100 yr Storm Event) W Lu wP P ,y<,__� Gutter H: Yd 1�1 x ter Flaw Direction th of a Unit Inlet L„ = 10.00 ft I 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 ft Sing Factor for a Single Unit (typical value = 0.1) Co = 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) G'(o o C"w. ter Depth for the Design Condition 30,5103 Z2. al Length of Curb Opening Inlet oacity as a Weir without Clogging 7. Z S gging Coefficient for Multiple Units i1�b gging Factor for Multiple Units pacity as a Weir with Clogging O.b < G 3 an Orifice q� I OV h ��F SIN (q pacity as an Orifice without Clogging p. pacity as an Orifice with Clogging $• S 3 cPS Percentage for this Inlet = Q. I Q. = Q. = 8.5 cfs Yd = 7.73 inches L = 10.00 fit Q., = 18.3 cfs Coef = 1.00 Clog = 0.10 Qw. = 17.1 cfs Q., = 17.4 cfs Qo = 15.7 cfs 15.7 cfs _ 100.00 %p' Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. /No CJU�41�3 IInlet 3-1.xls, Curb-S 2/19104, 1:14 PM 1J COMBINATION INLET ON A GRADE Project: Redtall Inlet ID: InletT$(100. yr Storm Event) 3'Z Will,L WP _T<----*<--I! "C,,�bA Design Information (input) Type of Grate Length of a Single Unit Grate ' Width of a Unit Grate (cannot be greater than W from Street Hy) Clogging Factor for a Single Unit Grate (typical value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical value = 0.1) Local Depression, if any (not part of upstream Composite Gutter) Total Number of Units in the Combination Inlet Design Discharge on the Street (from Street Hy) Water Depth for Design Condition �+ Total Length of Inlet Grate & Curb Opening Ratio of Grate Flow to Design Flow E. Flow Velocity Vs (from Street Hy) 13 C'St a t CA Spash-over Velocity V,: Check Against Flow Velocity V. .- s. ia0 c CS Under No -Clogging Condition Interception Rate of Gutter Flow Interception Rate of Side Flow Rx (from. Street Hy) Interception Capacity ' Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Muitiple-unit Grate Inlet ' Interception Rate of Side Flow Rx (from Street Hy) Actual Interception Capacity ' Carry -Over Flow = Q,-0, (to be applied to curb opening) Curb Ooenina Anal sis (Calculated) Equivalent Slope S. (based on grate carry-over) ' Required Length LT to Have 100 % Interception Clogging Coefficient m l-eT CQPc4,% , Clogging Factor for Multple-unit Curb Opening Inlet -mil Effective (Unclogged) Length q? %Z- ' Under No -Clogging Condition C F, S a� _1 Effective Length of Curb Opening Inlet (must be - LT) Interception Capacity Under Clogging Condition �(OVby D,%GP'j ' Actual Interception Capacity �A$lN ZL V Carry -Over Flow = 0,,Q. = ' Capture Percentage = Q,/Q, _ Flow Dnnctien Type = Vane Grate Lo = 2.98 it W, = 1.99 it Ca G = 0.50 Ca C = 0.15 a.,i = 2.0 inches No = 1 Q. = - 3.6 cfs Yd = 6.0 inches L = 2.98 it E. = 0.70 V. = 421 fps V, is: greater than Vs Rr= ..... 1.00. R. = 0.46 Oi = 3.0 cfs Cost = 1.00 Clog = 0.50 L,= 1.49ft R, = Q. = 0 2.7 c Qcum=. 0.9 cfs S. = 0.1371 ft/ft LT = 7.36'. ft Coef = 1.00. Clog = 0.15 L. = 2.53 it L = 2.98 it 0, = 0.3 cfs Q, = 0.2 c Q, _ " -0.7 cfs C % = ,., ,80.6. 6i 6.7 caS F'lo w b-Ii 'ia 1sc,s1y 22. Inlet 3-3.xis, Combo-G 2119/04, 1:06 PM 11 1 11 1 i COMBINATION INLET IN A SUMP Project= Redtail Inlet ID = Inlet7mA'ft00 yr Storm Event) 3'3 WP L WP Flow Direction Curt, I ^ H - '4'6 in of a Unit Inlet L,= 2.98ff I Depression, Wary (not part of upstream Composite Gutter) aup. = 2.00 Inches her of Unit Inlets No= 1 r Information 1 of a Unit Grate W. = 1.99 ft Opening Ratio for a Grate (typical values 0.60-0.90) A = 0.34 Sing Factor for a Single Grate (typical value 0.50) Cp(G).= 0.50 a Orifice Coefficient (typical value 0.67) Cc (G) = 0.67 a Weir Coefficient (typical value 3.00) C„ (G)= 3.00 i Opening Information It of Curb Opening in Inches H = 6.00 Inches s of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees Width for Depression Pan Wp = 2,00 It Sing Factor for a Single Curb Opening (typical value 0.10) C. (C) = 0.15 Opening Onfice Coefficient (typical value 0.67) Ca (C) = 0.67 Opening Weir Coefficient (typical value 2.30-3.00) C„.(C)= 2.30 iign Discharge on the Street (from Street My) Op = 1.0 cfs ter Depth for Design Condition ya = 4.6 inches al Length of Combination Inlet L = 2.98 It a Weir JPQ13 (=-iiiI Iacity as a Weir without Clogging O,. = 5,0 cis �aSsN 2•� gging Coefficient for Multiple Units Coef= 1.00 gging Factor for Multiple Units Clog= 0.50 p 3acily as a Weir with Clogging J% Q_= 3.9 cfs an Orifice )acity as an Orifice without Clogging Da= 6.7 cts )acity as an Onfice with Clogging Op• = 3.4 cfs its Capacity for Desian with Cloaalna 0•.a.m = 3.4 cfs rb Opening Inlet Capacity in a Sumo a Weir )acity as a Weir without Clogging Q,= 3.6 cfs gging Coefficient for Multiple Units Coef= 1,00 gging Factor for Multiple Units Clog= 0.15 3acity as a Weir with Clogging Q„= 3.4 cfs an Orifice 3acity as an Onfice without Clogging Oa = 3.2 cis 3acity as an Orifice with Clogging Op, = 2.7 cfs rb Opening Capacity for Deelan with Clogging O•.cuw - 2.7 cis mbination Inlet Capacity with Clogging 6.1 cfs gture Percentage for the Combination Inlet •. = 100.00 Note: Unless additional pending 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 �710Qly-� Inlet 3.4.rds, Combo-S 2/19/04, 1:05 PM LJ P [1 1 1 11 COMBINATION INLET IN A SUMP 11 Project = Redtall Inlet ID = Inlet:ftOg100 yr Strom Event) 3A-1 WF L Wp Flow Direction CU,b 1,71 H Otter � d'y _ in of a Unit Inlet L.= 2.98 it Depression, if any (not pan of upstream Composite Gutter) a.= = 2.00 inches Der of Unit Inlets No= 1 f Information i of a Unit Grate W. = 1.99 fit Opening Ratio for a Grate (typical values 0.60-0.90) A = 0.34 ling Factor fora Single Grate (typical value 0.50) Ca (G) = 0.50 : Orifice Coefficient (typical value 0.67) Ca (G) = 0.67 : Weir Coefficient (typical value 3.00) C..(G)= 3.00 Opening Information it of Curb Opening in Inches H = 6.00 inches e of Throat (see USDCM Figure ST-5) Theta =c 64.3 degrees Width for Depression Pan %= 2.00 it ling Factor fora Single Curb Opening (typical value 0.10) C. (C) = 0.15 Opening Onfice Coefficient (typical value 0.67) Ca (C) =. 0.67 Opening Weir Coefficient (typical value 2.30-3.00) C..(C)= 2.30 sign Discharge on the Street (from Street Hy) Q. = 4.1 cfs iter Depth for Design Condition Ya = 6.3 inches at Length of Combination Inlet r��� L = ' 2.98 fl a Weir i �� WN Decay as a Weir without Clogging �1 (3Q$rN V0 0-= '.'.. 8.0 cfs egging Coefficient for Multiple Units ^ «oC cc 1.00 gging Factor for Multiple Units i Cb9 = 0.50 pacity, as a Weir with Clogging 0= 6.3 cfs an Orifice pacity as an Orifice without Clogging 0-= 7.9 cis pacity, as an Orifice with Clogging Cl- = 3.9 cis ate Capacity for Design with Cloaaina Q,. . _ ., 3.9 cfs a Weir racily as a Weir without Clogging O=,= 5.8 cfs gging Coefficient for Multiple Units Coef= 100 gging Factor for Multiple Units Clog= 0.15 lacity, as a Weir with Clogging Q—= 5.4 cfs an Orifice lathy as an Orifice without Clogging Q. = 4.4 cis >aciy as an Orifice with Clogging Q=, = 3.7 cfs rb Openlno Capacity for Deslan with Cloaaina Q..cub = 3.7'. cfs mbinatlon Inlet Capacity with Clogging Q, = 1.71ch Dture Percentage for the Combination We C%= f00.001° Now: Unless additional pending 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 piz>"31� Inlet 3-5.zls, Combo-S 2/99104, 1:04 PM I I COMBINATION INLET ON A GRADE Project: Recitaii Inlet ID: Inlets-j1A0 yr Storm Event) 38-1 WP L WP <-------- 7<_---*<--'�� Curb 17� r .—Flow Direction Qrtte} i%i _ ark . of Grate Type = Vane Grate h of a Single Unit Grate L. = 2.98ft of a Unit Grate (cannot be greater than W from Street Hy) W, = 1.99 ft ling Factor for a Single Unit Grate (typical value = 0.5) Ca G = 0,50 ling Factor for a Single Unit Curb Opening (typical value = 0.1) Co C = 0.15 Depression, if any (not part of upstream Composite Gutter) all., = 2.0 inches Number of Units in the Combination Inlet No = 1 gn Discharge on the Street (from Street Hy) Q, = 3.4 cfs r Depth for Design Condition Y, = 5.9. inches Length of Inlet Grate & Curb Openingt..7 r20rv� t- L= 2.98 ft of Grate Flow to Design Flow E, 3r^Slti Eo = 0.72 Velocity Vs (from Street Hy) j�j V.= 4.18 fps hover Velocity V.: Check Against Flow Velocity V, V. is: greater than Vs p ,t it No -Clogging Condition J .`1 C l S ;epton Rate of Gutter Flow R, = 1.00 :eption Rate of Side Flow Rx (from Street Hy) R, = 0.47 :eption Capacity Q, = 2.9 cfs er Clogging Condition ling Coefficient for Multiple -unit Grate Inlet Coef = 1.00 Sing Factor for Multiple -unit Grate Inlet Clog = 0.50 five (unclogged) Length of Multiple -unit Grate Inlet L, = 1.49 It ;eption Rate of Side Flow Rx (from Street Hy) R. = 0.15 al Interception Capacity Q.- yp ,,;,,,A,w.,:,.-. 2.61 cfs y-Over Flow = Q.-O. (to be applied to curb opening) 4wb =, ,, 6A cfs lent Slope S. (based on grate carryover) n.+ (-0T CgPcQ,.R S. = 0.1395 fUft W Length L, to Have 100 % Interception Z L, = 6.96 ft ig Coefficient Z-(o f 0.2. Coef = 1.00 ig Factor for Multiple -unit Curb Opening inlet $ CPS Clog = 0.15 ,e (Unciogged) Length L, = 2.53 ft No -Clogging Condition ,e Length of Curb Opening Inlet (must be < LT) L = 2.98 it ption Capacity Q, = 0.3 cfs Clogging Condition Interception Capacity Dver Flow = Qcu,,-Q. = Qb =' .�.. s cfs e Percentage = Q,IQ, = C% _ C).(� C*i T� 135stN Zz Inlet 3-2.xls, Combo-G 2/19104, 1:07 PM I Ll C CURB OPENING INLET IN A SUMP Project = Redtail Inlet ID = Inlet 4-1 (100 yrStorm Event) Lu WP P ,><_-_� Gutter H Yd ♦rate r Flow Direction th of a Unit Inlet L„ = 5.00 ft 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 ft ling Factor for a Single Unit (typical value = 0.1) Co = 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) ,ter Depth for the Design Condition �+ al Length of Curb Opening Inlet oacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units -7. 7 St oacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging Percentage for this Inlet = Q. / Q, = Q, = 7.8 cfs Yd = 7.57 inches L = 5.00 ft Qom; = 12.0 cfs Coef = 1.00 Clog = ' 0.15 Q. = 11.1 cfs Qa = 8.6 cfs 7.3 cfs Qa = I7 3j cfs C% = 94.09) % 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. Ova L r�6R "35 a� cvw6 r6ar rot Floes foc5 Te [�TcrL�owl,'r� Pn.�1, Inlet 4-1.xls, Curb-S 2/19/04, 1:18 PM ' Project = Inlet ID = Lu WP �J resign Information (Input) ength of a Unit Inlet ocal Depression, if any (not part of upstream Composite Gutter) eight of Curb Opening in Inches ide Width for Depression Pan .logging Factor for a Single Unit (typical value = 0.1) ngle of Throat (see USDCM Figure ST-5) irifice Coefficient (see USDCM Table ST-7) Jeir Coefficient (see USDCM Table ST-7) otal Number of Units in the Curb Opening Inlet L, ' s a Weir Design Discharge on the Street (from Street H3� Water Depth for the Design Condition Total Length of Curb Opening Inlet -1000 Capacity as a Weir without Clogging Clogging Coefficient for Multiple Units B044r A! JJ 1 1 :logging Factor for Multiple Units ;apacity as a Weir with Clogging ,s an Orifice ;apacity as an Orifice without Clogging rapacity as an Orifice with Clogging Percentage for this Inlet= Qa 1 Q, = 1p" rn. 1 (o I. s9 cF5 rw Direction L, 5;Ci0€ft alocal 2,OO inches H 6.OQinches C. Theta 634',degrees Cd CW No 1 Q. is cfs Yd=-, linches L S.UO ft Qw cfs Coef Clog Q. • `Y' ' V1 cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture No F(OQ by percentage of less than 100% in a sump may indicate the need for additional inlet units. 1 Inlet 5-1.xls, Curb-S 3/4/04, 2:38 PM r i Project = Inlet ID = 1 F 1 Lu WP WP- J -��--Zip w Dixection eslgn Information (Input) ength of a Unit Inlet L. s xY S:gQift ocal Depression, if any (not part of upstream Composite Gutter) alocal _ 2.00 inches eight of Curb Opening in Inches H s i$;0 inches ide Width for Depression Pan WP r" 3:O9ft logging Factor for a Single Unit (typical value = 0.1) Co Q;15 ngle of Throat (see USDCM Figure ST-5) Theta 63:4: degrees rifice Coefficient (see USDCM Table ST-7) Cd 0:67u /eir Coefficient (see USDCM Table ST-7) C. =2.3Q otal Number of Units in the Curb Opening Inlet No =1'. s a Weir esign Discharge on the Street (from Street Hy) Q, 21cfs later Depth for the Design Condition Yd 6.35inches :)tai Length of Curb Opening Inlet C-7 Icw L apacity as a Weir without Clogging �c�StN QW W 1 cfs logging Coefficient for Multiple Units S Coef -:00 logging Factor for Multiple Units Clog 0.15 apacity as a Weir with Clogging Z. 3p C �s Q. _ 5 cfs s an Orifice apacity as an Orifice without Clogging Q., 7; S;' of apacity as an Orifice with Clogging Qaa 8.31i cis apacity for Design with Clogging Qa = i"m-3jc apture Percentage for this Inlet = Qa 1 Q, = Cq, _= s _('{)(y(t�7o Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture (JO P'6 percentage of less than 100% in a sump may indicate the need for additional inlet units. ' Inlet 5-2.xls, Curb-S 3/4/04, 2:38 PM COMBINATION INLET ON. A GRADE Project: Redtail Inlet ID: Inlet 6-1 (100 yr Storm Event) W L WP P *<.--j CurB ^ H Design Information (input) Type of Grate Length of a Single Unit Grate ' Width of a Unit Grate (cannot be greater than W from Street Hy) Clogging Factor for a Single Unit Grate (typical value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical value = 0.1) ' Local Depression, if any (not part of upstream Composite Gutter) Total Number of Units in the Combination inlet ' Design Discharge on the Street (from Street Hy) Water Depth for Design Condition ' Total Length of Inlet Grate & Curb Opening Ratio of Grate Flow to Design Flow E. P, Flow Velocity Vs (from Street Hy) Spash-over Velocity V.: Check Against Flow Velocity V, j3 wSr'J I t 1 Under No -Clogging Condition Interception Rate of Gutter Flow Interception Rate of Side Flow Rx (from Street Hy) Interception Capacity Clogging Condition ig Coefficient for Multiple -unit Grate Inlet ig Factor for Multiple -unit Grate Inlet re (unclogged) Length of Multiple -unit Grate Inlet ption Rate of Side Flow Rx (from Street Hy) Interception Capacity Flow = Q.-Q. (to be applied to curb opening) f . S'(a ccs' Flow Direction Type = Vane Grate L. = 2.98 it Wv= 1.99 it Co G = 0.50 Co C = 0.15 ai�i = 2.0 inches No = 1 Y, = 5.2 inches L = 2.98 It E,, = 0.92 V. = 5.19 fps V. is: less than Vs Rr = 0.99 R, = 0.42 Qi = 1.9 cfs $t tJ ( Coe" = 1.00 Clog = 0.50 0•SOCFS L.= 1.49ft R.= 013 Q. = 1.9 cfs z . o k'o rG 5 Q..r = 0.2 cfs it Slope S. (based on grate carry-over) S. = 0.1733 fVft Length LT to Have 100% Interception LT = 3.66 ft Coefficient I N I<T ro po.c {yt� Coef = 1.00 Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 (Unciogged) Length c I - ( -� (0 I L. = 2.53 If No -Clogging Condition r1 0 r e Length of Curb Opening Inlet (must be < L,) of L = 2.98 ft )tion Capacity O, = 0.1 cfs Clogging Condition �' Interception Capacity ^ I C t= s r- �p W Q. = 0.7 cfs )ver Flow = QcunQ. = TJ CaM� C O� Qn = 0.1. cfs e Percentage - C./%= 11 mz x1 e, C%= :..,.,n., r..95.11 % ' Inlet 6-1.xls, Combo-G 2/19/04, 1:24 PM r m ON a N [f1 11 9 co Io Lb LO 0 N co rl 0 U U c .o 1 I 1 1 W C d co 1 1 1 t O a d v O Z d M ,all E 10 co v 00 OD N O N IT N 0 (O 0 (O CD N O aJ 07 n n n N n n n J 0 I� w O O O) 0 Cl 01 O O O1 3x" v v v v vvvvv 0 ❑ E N O N n CCR It 0 a7 O J (7W W T O) ;= O) (2 C O n vvvvvvvvv M E n o rn n a) d o roi r a0 O O N N M C. n 3^ n r n r ao r n n rn rn(3(301 G G G rn v v v v v v v v 3 U v 0 ❑ E N o r � rn rn 0 n1 3 r`�i vfOi v N CO CO O) 0) N N CO) M 5 Q r r r r n ao rn r r y �. 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N N m To d >�4 a Q> N N U O O a0 N Y O N m N N 00 N 0 00 ' y v CD L O O N v J c y fn C N toO � c Eoo U � Z %j d J cL a E m m m n M O N Q D m 0 n 0 U u I r I I I i c O p N W N C 6 v M O O O O O O O O O O O O O top O to O Lo O 0 O m O 0 O Lo O O O 6 ti 6 6 W q Cy T T O O 06 06 r-� T O O O) O O 00 CO 00 00 00 00 00 c0 J cl —It '' co E O JEfn T �Ln LnM Wmco coo J m m ZCD14- N O -0 -j U) W O C'? � O00 D0)C Ornq C J 2 r�l co N N n Cl) ° N co CD (4 (M m CO (O 0000 qT U N._� d w 0)a)OLo° c »OTC N C C� ..O �T m M CLCN 3 m J Nao zL3 N Y 0 2 $ m cM ce CO O __ co 00 CF� G o qt U w — \ i 0 (1) Ur11)° m O T O N N� C O T = cow-�..._.. ID0Jfnf/� E VI N E T N C 2 D 0a �N 0 y N N m O N j O F E C 1 r. Pond A - Overflow Cross Section for Sharp Crested V-Notch Weir rProject Description Worksheet Pond A - Overflow ' Type Sharp Crested V-Notc Solve For Discharge rSection Data Discharge 21.06 cfs C ON��"� q/J[[.. OVG Q, w iZh i.JO Headwater Elevati ft �"' Flow r Crest Elevation Tailwater Elevation .992.57 .987.00 It c q c rzTop„�,S 1 k l s k rNotch V-Notch Weir Coeffii Angle 0.58 179.09 degree a l t N o Piaui ` $ C O V C i 1 r L H�ao Gig C e lc�tirt 4 9992511 lani 6� (o � a - 499Z.91 Lao�et„-t �) v:10.0 H:1 ��WltNe NTS L 499�.gs r ' Pota %cP-1-VN cCr 5o►i Tm, LJ-5EL IS 0.39 t r r r r Project Engineer: North Star Design, Inc ' n:\173-03 redtail\drainage\pond a - overflow.fm2 North Star Design, Inc FlowMaster v6.1 (614n] 02/20/04 11:56:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 No Text J ' ELO LO m d J N N C7 � 3xv � 0 E ' m d c w ox rn c v 3U 0 E n m � D N Oni O E tn ' J m y x v o. d E o c NO` v oU v 7 E v, 0 v/ N,.... d ' ? CD 21 C G> m U N o Q>� a u) _ •V y N LL CL U$... 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(D co (D A LO Ir 0 Cl) N 0 0 ' E r� m ' rn r O O E E N m c C O N ai 3U 0 o ' E r m Yr_ r N > Q I ' O E c cc J m 5=� a e CN m3CN ^ r r yob rn CIO v ti£ O E o L S CDv/ — �C V c a oCo •U N m 00 N o_ 'a in O •V O) = m U U O y0w O N N r m CI— ao ' 00 t0 W v � V m J c g m c a�i to c U in m c ' Eon U :3 Z N ' m a J cC m a� CON O m v m c .ram m � m L � d Nv c Q 'a U W m .o a to to L6 N r 0 N N Le u 9 N r E m h c 2 D �a p N N � m N yO m � O p c 0 ID 8 8 8 8 8 8 and n � 00 N 2 q W m 0) 0 v v v �o R N co CD LO r- n 0 N Q D O 0 0 U No Text 1 1 1 1 1 1 1 A 1 1 1 1 1 t,, Lu O0 M N c e a Lea fN m � c Q aU W m N a CD ED N rn A 0 N 4 Q N 0 m O U X u [J I 1 t Headwater Depth For Box Culvert Project: REDTAIL Pipe ID: STORM 8 - 100YR STORM EVENT 1 Note I f x4m /+4 5 t' A35oc.rATS culvert x-section I p5 I = !So 0"5 Inlet c95 y Outlet 180 c F5 _ aex H I ends e- exit low D Loss L So ._Y_______J____________ Slope So Sediian 1 ign Discharge Width Height Edge Type (choose from pull -down list) Invert Elevation at Invert Elevation ert Length ring's Roughness n-value i Loss Coefficient Loss Coefficient vater Depth Elevation Cross Sectional Area ert Slope nal Flow Depth :a[ Flow Depth Depth by Inlet Control Sertun 2 Q = 180.0 cfs W = 9.00 ft H = 4.00 ft Inlet Type = Square Edge w/ 30-78 deg. Flared Wingwall I, = 4972.15 it O, = 4970.00 ft L = 54.0 ft n = 0.013 Kn = 0.50 K, = 0.50 EI. Y, = 4974.00 ft Ao = R 36.00 sq ft So = 0.0398 fUft Y„=_:_,_1.00 ft Y-= 2.32 ft HW-inlet= 3.51 ft ater Depth for Design on Loss Coefficient over Culvert Length Kf _ ' 0.26 of All Loss Coefficients K, = 1.66 water Depth by Outlet Control HW-outlet=. 2.88 ft cin Headwater Depth HW=. :3.51 ft ) Ratio = HWID= 0.88 Note 01: A Hw I D ratio of less than 1.0 may indicate an oversized culvert. (�ouc� l3 w5FL Storm 8.xls, HW-Box STORM Lve, l 4g-7Z.IS- A 17 IJ I C r CO.tI. D.T¢o1S PU12,y97 1 ootie IVo OOereToPPt,S U F�nkl.l a� �s 5/T4MT-, �'.16 AM Headwater Depth For Box Culvert Project: REDTAIL Pipe to: STORM 8 - t00YR STORM EVENT culvert x-section Inlet Vir I D ------------------------>: L Box H adcmue� los 7r _ L------- LI------_----------_`_- Slope So Sertiam 1 ign Discharge Width Height Edge Type (choose from pull -down list) Invert Elevation et Invert Elevation art Length ning's Roughness n-value d Loss Coefficient Loss Coefficient vater Depth Elevation Cross Sectional Area ert Slope lal Flow Depth :al Flow Depth dwater Depth by Inlet Control iwater Depth by Inlet Control dwater Depth by Outlet Control ✓ater Depth for Design ion Loss Coefficient over Culvert Length of All Loss Coefficients iwater Depth by Outlet Control Ratio = exit Seefimi 2 Flo,-) Fiore T�oN vsi = 052 = 053 = i4� . 8 Outlet Z tO Q = 280.8 cfs W = 9.00 ft H = 4.00 ft Inlet Type = Square Edge w/ 30-78 deg. Flared Wingwall 1, = 4972.15 ft O, = 4970.00 ft L = 54.0 ft n = 0.013 K, = 0.50 K. = 0.50 El. Y, = 4974.00 ft k = 36.00 sq It S, _ - Oe0398: ft/ft Y = 1.34 ft Y= 1'22 ft HW-inlet= `" 4.99 ft d = 4.00 ft Kr = .t,: 0.26:. K>= -. - 1.66 HW-outlet=';`'�. 4.37ft HW=:• 4.99 ft HW/D=' `' 1.25 f�eiNc� 3 �.JSEL ��at..>5 /oohe Sloe rh Ev c ti'[ 49 7Z. (S 0 V C r2ToP9i.3� + 9 . 99 0� PO -IV—, 1 clk31<S a (� 5/14 0 10:24 AM Storm 8- icon.xls, HW-Box -1177 . i 4 QI E m TI N— mv m c .rm _ � m naa d ' C Q rnU r E m mN 0 i r 0 N N 4 Q N 7 O n co F U e � c ro d3 0 �m f% Z 2 m n co 9 U c O Headwater Depth For Box Culvert Project: REDTAIL Pipe ID: STORM 9 - 100YR STORM EVENT i- (oW �eo.+t ��/2c5 lAsu. culvert x-section - 051 = ISo.c� �D 0S2 inlet �— cFS Outlet -T5 sox H adramce exit �2• (e c FS 10 �j v loss r'�"'te a LS°------ ______ Slope So Secticacl Sectim 2 Design Discharge Q= 83.0 cfs Box Width W = 5.00 it Box Height H = 3.00 it Inlet Edge Type (choose from pull -down list) Inlet Type = Square Edge w/ 90-15 Deg. Headwall Inlet Invert Elevation I, = 4984.32 it Outlet Invert Elevation Oa = 4984.10 it Culvert Length L = 40.0 it Manning's Roughness n-value n = 0.013 Bend Loss Coefficient Kp = 0.50 Exit Loss Coefficient K, = 0.50 Tailwater Depth Elevation El. Yr = 4987.00 R Calculations (output) Box Cross Sectional Area Ao = 15.00 sq It Culvert Slope So = 0.0055 ft/ft Normal Flow Depth Y„ = 1.87 ft Critical Flow Depth Y, = 2.05 ft Headwater Depth by Inlet Control Headwater Depth by Inlet Control HW-inlet= 3.52 ft Headwater Depth bv Outlet Control Tailwater Depth for Design d = 2.90 it Friction Loss Coefficient over Culvert Length Kr = 0.29 U-TL.CT Sum of All Loss Coefficients = 1.79• CO.-kl ,T.Ops Headwater Depth by Outlet Control Woutlet= 4.01 ft cbO T¢.� Design Headwater Depth HW= 4.01 ft HW/D Ratio = HW/D= - 1.34 ►70� 1 A IJSr L (J�¢.aS lOOyR �oQm eve.T 49g4.3Z Nv OVCIll A3.1 + q.ol 7-0�wv 1 4 9 B B .3 3 OIL Storm 9- ayres.xls, HW-Box 5/14/04, 10:41 AM Headwater Depth For Box Culvert 11 Project: REDTAIL Pipe ID: STORM 9 - 100YR STORM EVENT Ffoc...) •F2ow,, culvert x-section ID oSl = 25a.8 Inlet �---- ----------------------- L � outlet Z CulvCrC'TS Ilex li artiaanae 13 3 • 0 _ FS n exit J lucs i V loss Tsulawta WIJ�yj ____ Slope So Sentient Section 2 gn Discharge 0 = 133.0 cfs Width W = 5.00 ft Height H = 3.00 it Edge Type (choose from pull -down list) Inlet Type = Square Edge w/ 90-15 Deg. Headwall Invert Elevation I, = 4984.32 It :t Invert Elevation 0, = 4984.10 It ert Length L = 40.0 ft ning's Roughness n-value n = 0.013 i Loss Coefficient K, = 0.50 Loss Coefficient K. = 0.50 vater Depth Elevation El. Y, = 4987.00 ft :ulations (output) Cross Sectional Area Po = ` ��•.. 15.66 sq ft ert Slope So = '. 0.0055'. ft/ft nal Flow Depth Y„ = 2.65 ft :al Flow Depth Y� _ ' -. +2.80< it idwater Depth by Inlet Control dwater Depth by Inlet Control HW-inlet= ' s5:50.3 ft �dwater Depth by Outlet Control vater Depth for Design d = 2.90, ft ion Loss Coefficient over Culvert Length Kr = 0.29 i of All Loss Coefficients ., _ , 1.:�,9- dwater Depth by Outlet Control Wouttet-- , 6 80 ft sign Headwater Depth 'D Ratio = HW/D= Storm 9- icon.xls, HW-Box (: v7LeT co u-T4 �oNe` A W 5F �JC21 1 2 /00 ttle 5 -oee�T 2 (v v b EGG 1-0 rpi -� L• Oi � Rog�wc,.1 44 90•40 plc 5/14/04, 10:40 AM Sidewalk Culvert for WQ Pond Cross Section for Rectangular Channel Project Description Worksheet Sidewalk Culvert from A Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffic 0.013 Slope 020000 Wit Depth 0.50 Bottom Bottom Widt ft 4.00 ft Dischrg 17.55 glow C. To So V J - r d C to 1--U C l v e re—T T o CO{IClG livc FRotjTa5a. ROwd. b v EtN g t OcD -xQ, overt SIdewAlle 00 ft VAN H:1 NTS L I 7.4P e rrs cazvaM,� �_tg2oVs�. SIdc.JaYlC WiVCa -� —s SI.,GC ] F ler„� VG2 51� Project Engineer. North Star Design, Inc u:\173-03 redtail\drainage\flowmaster.fm2 North Star Design, Inc FlowMaster v6.1 1614n] 07/09/03 10:25:02 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 !) coU)0. |] » �» ■_ . §C% ;r „ ; /m }}\\ u !) ..«. 'r E , %§§2. {g} f » §CD / )))0 CL o www& �E � 0 Rn °m § 7« | ):2 j \)en \\ //]] ))a, ))ƒƒ \ 1 1 1 1 1 1 1 i 1 1 1 i 1 1 1 1 1 North Star Design, Inc 700 Automation Drive, Unit I Windsor CO, 80550 LOCATION: REDTAIL ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: SB SUBMITTED BY: NORTH STAR DESIGN 2-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 30' Roadway, vertical curb and gutter - local street no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity., use revised Mannings eq. Allowable Gutter Flow., Q=0.56'Z/n'Strz.yere Cell =F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (f /ft) Qan = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Q° y = depth of flow at face of gutter (ft) car A Z n Ya S Qa 12 0.013 0.43 0.40% 3.44 12 0.013 0.43 0.50% 3.85 12 0.013 0.43 0.60% 4.22 12 0.013 0.43 0.80% 4.87 12 0.013 0.43 1.00% 5.45 12 0.013 0.43 1.50% 6.67 12 0.013 0.43 2.00% 7.70 12 0.013 0.43 3.00% 9.43 12 0.013 0.43 4.00% 10.89 12 0.013 0.43 5.00% 12.18 12 0.013 0.43 6.00% 13.34 12 0.013 0.43 7.00% 14.41 Sec. B Z n yb S Qb 12 0.013 0.26 0.40% 0.90 12 0.013 0.26 0.50% 1.01 12 0.013 0.26 0.60% 1.10 12 0.013 0.26 0.80% 1.27 12 0.013 0.26 1.00% 1.42 12 0.013 0.26 1.50% 1.74 12 0.013 0.26 2.00% 2.01 12 0.013 0.26 3.00% 2.47 12 0.013 0.26 4.00% 2.85 12 0.013 0.26 5.00% 3.18 12 0.013 0.26 6.00% 3.49 12 0.013 0.26 7.00% 3.77 FL 2' 13' B Ya qP2IF " Yb=Y°= (13 ft)'(2%) = 0.26 ft ya= 0.26ft+(2in)'(1ft/12in)=0.43ft Z. = 24"/2" = 12 Zb = 24"/2" = 12 Zc = 1/0.02 = 50 Both sides fl a (1e _ fll. � (lr of efroe} Z n y° S Q° Q F Qall QaII 50 0.016 0.26 0.40% 3.05 5.59 0.50 2.80 5.59 50 0.016 0.26 0.50% 3.41 6.25 0.65 4.06 8.13 50 0.016 0.26 0.60% 3.73 6.85 0.80 5.48 10.96 ° 6. 12. 50 0.016 0.26 1.00% 4.82 8.84 0.80, 7.07 14.15 50 0.016 0.26 1.50% 5.90 10.83 0.80 8.66 17.33 50 0.016 0.26 2.00% ° 6.82 12.50 0.80 10.00 20.01 22.05 50 0.016 0.26 4.00% 9.64 _ 17.68 0.60 10.61 21.22 50 0.016 0.26 5.00% 10.78 19.77 0.48 9.49 18.98 50 0.016 0.26 6.00% 11.81 21.66 0.40 8.66 17.33 50 0.016 0.26 7.00% 12.75 23.39 0.34 .7.95 15.91. , Tc Do t�j 6-T- e x C-Coo STec CT Strtcap.xls Zti 2 00.1 et- S (Z WV t of 1 Q-%j 12/29/03 Z.�•`p•1 S�oQe �„ ZDo r^o.fo06rLT!,. d.,a\NS I 1 I I North Star Design, Inc 12/29/03 700 Automation Drive, Unit I Windsor CO, 80550 LOCATION: REDTAIL ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: SB SUBMITTED BY: NORTH STAR DESIGN 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 30' Roadway, vertical curb and gutter - local street depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n•Ruo.S"'*A Qao=F•Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. 0a11 = allowable gutter capacity (cfs) R=' A/P A = cross sectional area (W) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A = 9.88 A = 4.63 P = 16.44 P = 21.93 R = 0.60 R = 0.21 n =' 0.016 In = 0.035 Both sides of ctraat S Q. S Ob Qtot F Qan Clan 0.40% 41.44 0.40% 4.42 45.86 0.50 , 22.93 45.86 0.50% 46.33 0.50% 4.94 51.27 0.65 33.33 66.66 0.60% 50.75 0.60% 5.41 56.17 0.80 44.93 89.87 0.80% ° 1.00% 65.52 1.00% 6.99 72.51 0.80 58.01 116.02 1.50% 80.25 1.50% 8.56 88.81 0.80 71.05 142.09 2.00% 92.66 2.00% 9.88 102.55 0.80 82.04 164.08 o % 12.10 125.59 0.72 90.43 180.86 4.00% 131.05 4.00% 13.98 145.02 0.60 87.01 174.03 5.00% 146.51 5.00% 15.63 162.14 0.48 77.83 155.66 6.00% 160.50 6.00% 1 17.12 177.62 0.40 71.05. 142.09 7.00% 173.36 7.00% 18.49 191.85 0.34 65.23 130.46 . FL Area A = 13' • (1/2)(.5'+.76') + 2' • (1/2)•(.76'+.93') = 9.88 sq. ft. Area B = (21.5')•(0.43')•(1/2) = 4.63 sq. ft. �Qe"el IZ-fZ'` pt� F Z S C does t-5 OT CGS d ST¢t�C. cot Po. CA 51.3e"V, 0.5' 0.26' 0 IZ_ 0.17' ' Strtcap.xls 1 of 1 DETENTION & EROSION CONTROL CALCULATIONS i ' D �I Design Procedure Form`: Extended Detention Basin (EDB) - Sedimentation Facility ' Designer: Troy Spraker Company: North Star Design Date: October 31, 2006 ' Project: Redtail Location: Fort Collins 1 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = to / 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0 • (0.91 ' 14 - 1.19' 1`+ 0.78' 1)) D) Design Volume: Vol = (WQCV / 12) ' Area' 1.2 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation H) C) Required Maximum Outlet Area per Row, (Ao) D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A.) G) Number of Rows (nr) H) Total Outlet Area (A,) 3. Trash Rack A) Needed Open Area: A, = 0.5 " (Figure 7 Value)' Aa, 3) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W.„J from Table 6a-1 ii) Height of Trash Rack Screen (H,) = 79.00 = 0.79 Area = 2.86 acres Vol = 0.092- acre-feet l?eoalee "Other Q vOilVa'lfZOnfice Plate Perforated Riser Pipe : H = feet Ao = - square inches D = inches, OR W = inches no = '' number A. = _ square inches nr= ' I number Ao, = square inches A,= `-' square inches 2" Diameter Round .Ypj%2" High Rectangular Other. W.-= inches H,= inches Sheet 1 of 3 ' WD.xls, EDB 10/31/2005, 2:52 PM QIQ V V. v I rn N p el co rA O � d W OrH.00A00 o w 0 `m E o ��-o N N y o CD � CD 0 M d m y u o O O O' N .- C U N � w IL M o E o 2 a rn E F A :0 fV i z m a d W. N N N u u y u 3 n 3 o E o 0 O 6 a a N O m w � a m a) m �N L a) c w to o c rn 3 o. DRAINAGE CRITERIA MANUAL (V.3) 10.0 6.0 ' 4.0 2.0 ' 1.0 ' 0.60 m U 0.40 E 0.20 co U L 0.10 D• 0�3 o.os 0.04 ' 0.02 001 STRUCTURAL BEST MANAGEMENT PRACTICES EXAMPLE: DWQ = 4.5 ft WQCV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? EQUATION: a- WQCV K 40 in which, K 40=0.013DWQ +0.22DWQ -0.10 10 01 0 0� ro a �OA\ h� 100 Qr If 00 o� ' 0.02 0.04 0.06 0.1 0.20 0.40 0.60 1.0 2.0 4.0 6.0 D I Required Area per Row,a (in.2 ) tN FrfdllCgr_J_ 1 N�l1QT�.i 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 S-43 i 1 1 1 1 1 1 1 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. CA 4/IAI-enj i 4 ram. a Hole Dia (in) • Hole Dia (in) Min. Se (in) Area per Row (sq In) n-1 n-2 n-3 1 4 0.250 1 0.05 0.10 0.313 2 0.153 8 0.375 2 0.11 0.220.438 2 0.301/2 0.500 2 0.20 0.399/16 123 0.563 3 0.25 0.505 8 0.625 3 0.31 0.61 11 16 0.688 3 0.37 0.743 4- 0.750 3 0.44 0.88 13 16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 0.60 1.20 1.80 15 16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 1 1.063 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1 1 4 1.250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 1 3 8 1.375 4 1.48 2.97 4.45 1 7 16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 1 7.22 1 13 16 1.813 4 2.58 5.16 7.74 1 7 8 1.875 4 2.76 5.52 8.28 1 15 16 1.938 4 2.95 5.90 8.84 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 • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular` Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width Area per Row (sq in) (inches) = 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) rk DetWadeq OAT( iT Si �u,,s w/ 40 k/z Dail a, = 19.11 raZ'- Rectangular Hole Width Min. Steel Thickness 5" :1 4 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Pond 1 Water Quality Pond - Stage/Storage LOCATION: Redtail, PDP PROJECT NO: 173-03 COMPUTATIONS BY: TDS DATE: 02/19/04 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 Required Volume = 0.092 acre-ft Pond 1 detention.xis Stage (ft) Surface Area W) Incremental Storage (ac-ft) Total Storage (ac-ft) 4976.0 0 4977.0 1272 0.01 0.01 4978.0 1659 0.03 0.04 4979.0 2109 0.04 0.086 - 4979.10 2153 0.01 0.092 4980.0 2531 0.05 0.14 <-- WQ Volume WATER QUALITY POND 1 Overflow Spillway Sizing - WATER QUALITY POND LOCATION: Redtail PROJECT NO: 173-03 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/19/04 Equation for flow over weir Q = CLH3rz where C = weir coefficient = 2.6 H = overflow height L = length of the weir top of berm b spill elevation V W WR --* : L 4 L 0 — Spillways will be designed with 1.0 ftflow depth, thus H = 1 ft Size the spillway assuming that the pond outlet is completely clogged. Water Quality Pond 1 Q. Mo) _ . 29.9 cfs Spill elev = ;.4979;10 ; .ft,,, .. WQ WSEL = 4979.10 ft Min top of berm elev.= 4980.10 Weir length required: ,L,=.... 12 ft Use L = 12 ft v = 2.21 ft/s detentionAs t 1 1 1 1 1 1 WATER QUALITY POND 1 Overflow Spillway Sizing - POND A LOCATION: Redtail PROJECT NO: 173-03 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 7/3/03 Equation for flow over weir Q=CLH' where C = weir coefficient = 2.6 H = overflow height L = length of the weir tDp of bean b spill elevation /V WSE �— L —► Spillways will be designed with 1.0 ft flow depth, thus H = 1 ft Size the spillway assuming that the pond outlet is completely clogged. Water Quality Pond 1 Q (100) = 275.0 cfs Spill elev = 4987.00 ft WQ WSEL = 4987.00 ft Min top of berm elev.= 4988.00 Weir length required: = 106 ft se L = 140 ft v = 1.94 ft/s detention.xls 4c-1, S 1 I N 9 N 07-j C'CO nl C� r 1 t O /J 5 2/19/04 r I 1 1 1 1 1 1 Riprap Calculations for Pipe Outlets " LOCATION: REDTAIL PROJECT NO: 173-03 COMPUTATIONS BY: SB SUBMITTED BY: North Star Design DATE: 2/19/04 From Urban Strom Drainage Criterial Manual, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft d = design depth at pipe outlet, ft D50 = median rock size, in V = design flow velocity at outlet, ft/s g = gravitational constant = 32.2 ft/sec2 Storm 1 (18" RCP) Hydraulic Parameters Q = 10.25 cfs Riprap Size Bed Thickness Basin Length Basin Width Riprapl .xls D = 18 in = 1.5 ft d = 1.5 ft " V = 5.93 fUs Pd = 9.1 (Eq. HS-16) Type = L (Table HS-9) D50 = 9 inches (Table HS-9) T = 1.75 * D50 = 15.8 inches (Eq. HS-17) L = 4D= 5(V/2) 6.0 feet (Eq. HS-18) L = D = 3.6 feet Required Length = 6.0 feet W = 4D = 6.0 feet (Eq. HS-20) Use: 6' Wide x 6' Long x 16" Thick Type L Riprap 2/19/04 Riprap Calculations for Pipe Outlets Storm 3 (24" RCP Hydraulic Parameters Q = 19.26 cfs D = 24 in = 2.00 ft d = 3.08 ft V = 6.13 fUs Riprap Size Pd = 11.7 (Eq. HS-16) Type = L (Table HS-9) D50 = 9 inches (Table HS-9) Bed Thickness T = 1.75 * D50 = 15.8 inches (Eq. HS-17) Basin Length L = 4D= 8.0 feet L = D 5(V/2) _ 4.3 feet (Eq. HS-18) Required Length = 8.0 feet Basin Width W = 4D = 8.0 feet (Eq. HS-20) Use: 8' Wide x 8' Long_ x 16" Thick Type L Riprap' Riprap Calculations for Pipe Outlets Storm 4 (15 RCP Hydraulic Parameters Q = 7.30 cfs D = 15 in = 1.250 ft d = 2.19 ft V = 5.95 ft/s Riprap Size Bed Thickness Basin Length Basin Width Riprap1.xls Pd = 10.3 Type = L D50 = 9 inches T = 1.75:* D50 = 15.8 inches L = 4D= 5.0 feet L=+�S(V12)_. 3.3 feet Required Length. = 5.0 feet W = 4D = 5.0 feet Use: 5' Wide x 5' Long x 16" Thick Type L Riprap (Eq. HS-16) (Table HS-9) (Table HS-9) (Eq. HS-17) (Eq. HS-18) (Eq. HS-20) 2/19/04 Storm 5 (15" RCP) Hydraulic Parameters Riprap Calculations for Pipe Outlets Q = 3.80 cfs D= 15 in = d = 0.7 ft V = 5.48 ft/s 1.250 ft Riprap Size Pd = 7.2 (Eq. HS-16) Type = L (Table HS-9) D50 = 9 inches (Table HS-9) Bed Thickness T = 1.75 * D50 = 15.8 inches (Eq. HS-17) Basin Length L = 4D= 5 feet (Eq. HS-18) L = D 5(V/2) = 3.1 feet Required Length = 5.0 feet Basin Width M = 4D = 5.0 feet (Eq. HS-20) Use: 5' Wide x 5' Long x 16" Thick Type L Riprap Riprap Calculations for Pipe Outlets Storm 7 (15" RCP) Hydraulic Parameters Q = 28.00 cfs <-- Flow from 100yr Storm D = 15 in = 1.250 ft d = 1.25 ft V = 5.50 ft/s Riprap Size Pd = 8.4 (Eq. HS-16) Type = L (Table HS-9) D50 = 9 inches (Table HS-9) Bed Thickness T = 1.75 * D50 = 15.8 inches (Eq. HS-17) Basin Length L = 4D= 5 feet L = D*5(V/2) = 3A feet (Eq. HS-18) Required Length = 5.0 feet Basin Width W = 4D = 5.0 feet (Eq. HS-20) Use: 5' Wide x 5' Long x 16" Thick Type L Riprap Riprap1.xls Riprap Calculations for Rectangular Outlets LOCATION: ' Redtail P.D.P. PROJECT NO::- 173-03 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design �i DATE: 2/19/04 From Urban..Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section). Q = discharge, cfs w = width of rectangular conduit, ft H = height of rectangular 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 4'x9' CBC Q =. 300 cfs H =. 48 in = 4 ft W = 108 in = 9 ft d = 3.5 ft From StormCad Model V = 10.8 fUs From StormCad Model Pd = (V 2 + g*d).5 = 15.2 (From Figure HS-20, use Type M Riprap) Riprap Depth: From Table HS-9, D50 = 12 in From Equation HS-17. Riprap depth = 1.75D50 = 21 in Basin Depth: From Equation HS-18a. Basin depth = 0.5' H = 24 in Basin Length: From Equation HS-18, L = 4' H = 16.0 ft From Equation HS-19, L = H'5' V/2 = 10.8 ft Basin Width: From Equation HS-20, W = w + 4 ' H = 25.0 ft Depth of Cutoff Wall: From Equation HS-22, B = H/2 + 1.75 " D50 = 3.8 ft USE: 24' W x 16' L x 25"D w/21" thick Type M Riprap & 17'x 3.8' Cutoff wall 2/19/04 Riprap2.xls Page 1 Riprap Calculations for Rectangular Outlets LOCATION: Redtail P.D.P. PROJECT NO: 173-03 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 2/19/04 From Urban Strom Drainage Criteria Manual volume 2, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cfs w = width of rectangular conduit, ft H = height of rectangular 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/se cZ Storm 9 2- 3'x5' CBC Q = .265 'cfs H = 36 in = 3 ft w= 60 in = 5 ft d = 3 ft From StormCad Model V = • ..10'.0 ft/s From StormCad Model Pd = (V z +,g`d) 5 = 14.0 (From Figure HS-20, use.,Type M Riprap) Riprap Depth: c: From Table HS-9, D50 = 12 in From Equation HS-17. Riprap depth = 1.75D5 = 21 in Basin Depth: From Equation HS-18a. Basin depth = 0.5 ` H = 18 in Basin Length: From Equation HS-18, L = 4 ` H = 12.0 ft From Equation HS-19, L = H'5 ` V/2 = 8.7 ft Basin Width: From Equation HS-20, W = w + 4 ` H = 17.0 ft 2 pipes 29 ft Depth of Cutoff Wall: From Equation HS-22, B = 1-1/2 + 1.75 ` Ds = 3.3 ft USE: 29' W z 12' L x 24"D w/21" thick Type M Riprap & 28'x 3.3' Cutoff wall 2/19/04 IRiprap2.xls Page 1 EC-DESIGN(R) 2000 Channel Analysis Report roiect Information Project Name: Redtail PDP Last Update: 7/7/03 7:53:49 AM Description: Cy(Cv�c.i�oJ 5hect- 47oti 1 'RAoS,oj Units: English Cc.7'ec) Nea{Z .SoaTii PTope2Ty Nearest City: SL-OpG Rom^ ovrL�T- ST10Z- 3 -rQ Notes: (�c�q A 2 ea Nea rL ` ONA1 C . Channel Design hannel Name: Channel A Units: English Design life: 120 months Design Criteria Vegetation and Soil Channel Geometry Flow/Velocity Flow Rate (Q) Vegetated Yes Bed Slope (ft/ft) 0.160 Discharge (cf(s) 12.830 Vegetation Class C Req. Freeboard (ft) 0.000 Flow Duration (hrs) 2.000 Soil Filled No Avg. Velocity (ft/s) 0.440 Channel Length (ft) 175.000 Channel Side Slopes Channel Bend No Bottom Width (ft) 175.000 Required Factor 2.50 Left (H:1 V) 4.000 Bend Radius (ft) 0.000 Channel Depth (ft) 0.610 of Safety Right (H:1 V) 4.000 Outside Bend esults Lining Materials Velociri ft/s Shear Stress Ibs/s ft Avg. Flow Depth (ft) 0.170 Computed Max Allowed Safety Factor Computed Max Allowed Safety Factor Left LANDLOK TRM 435 0.460 14.990 32.590 1.530 4.400 2.880 Bottom LANDLOK TRM 435 0.470 14.990 31.890 1.650 4.400 2.670 Right LANDLOK TRM 435 0.460 14.990 32.590 1.530 4.400 2.880 Calculation Results: now Depth (ft) 0.170 Flow Area (ft) 29.070 Hydraulic Radius (ft) 0.160 Composite'n' 0.3785 Left Wetted Perimeter (ft) 0.680 Bottom Wetted Perimeter (ft) 175.000 Right Wetted Perimeter (ft) 0.680 Total Wetted Perimeter (ft) 176.360 Avg. Velocity (ft/s) 0.440 Avg. Discharge (cf/s) 12.830 I 1IDESIGN(R) 2000 7/7/03 I 1 y � n y 0 00 a N N Q L � � / N W N a o0000000000�;00___00_00 N V V O O q ^f •7 C_�� O N !N N M N n1 N V V Q n N tit N L 10 I� N O O i0 0 o a o a 0 0 0 O O 0 N M V O 7 7 7 V N tV0 N 7 A m V V n 0 OR a o o c o c o e o 0 0 0 o c o o c o c o 0 0 0 Oc FQ FF a .Fi z ¢F aFa ¢F F¢¢ aFa QFQ aF ¢F ¢F¢ aa QFQ fa- QF Fa FQ QFQ Fa^ EQ^ Fa aFa m m m m m m m m m m w m m w m m m m o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o ❑ ❑ a a a a ❑ ❑ ❑ ❑ ❑ ❑ c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W i z F4 U qa N O y n o � d � a � � w N O O O T 0 O r 7 O G b m G COi v „ o p cn� d a H o Io o F•' he c 7AE a p a 'g V oc e"'o oo -9 7 p cn > > cnaa 9 C O a.En Q CA- En a<os 11 �J t I 'I , 0 O G 9, O t0 C tQ. v LJ W C LC) O J C O C q I 1 M 1 I C, Cl% 4= 1 I coC ccq cc 1 I C 1 C.' 1 Cl. a) C G C C c C 1 1 CC C CU: L'1 L^. Ln L0 L^. I CC co co 1 C, C', C1 CN C % 0+ Q1 0m CN O O C 1 . I CCCC C C C CC C C C Ln Ln L^. co q CC CC co cc C CtltlC t I n G C co C1 CI C� C O C C m C• 01 C. 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IMMENSENESS mlimmmol "mmmmmmmm North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 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) l 0.24 BARE SOIL 0.02 Ac. ROADS/WALKS 0.17 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.05 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.30 NET P-FACTOR 0.37 EFF = (I-C*P)* 100 = 88.9% 2 0.17 BARE SOIL 0.02 Ac. ROADS/WALKS 0.13 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.02 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.25 NET P-FACTOR - 0.76 EFF = (l-C*P)* 100 = 81.1% 3 0.38 BARESO 0.05 Ac. ROADS/WALKS 0.19 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.14 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.49 NET P-FACTOR 0.37 EFF = (1-C*P)* 100 = 81.7% 4 0.40 BARE SOIL 0.05 Ac. ROADS/WALKS 0.23 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.12 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.43 NET P-FACTOR 0.37 EFF = (I-C*P)* 100 = 84.0% 0.21 0.14 0.31 0.34 IErosion.xls 2 of 10 I North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 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 0.06 BARE SOIL 0.01 Ac. ROADS/WALKS 0.05 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.25 NET P-FACTOR 0.40 EFF = (1-C'P)"100 = 89.9% 6A 0.16 BARE SOIL 0.04 Ac. ROADS/WALKS 0.12 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.26 NET P-FACTOR 0.40 EFF = (1-C•P)• 100 = 89.7% 6B 0.17 BARE SOIL 0.05 Ac. ROADS/WALKS 0.11 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.01 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.34 NET P-FACTOR 0.39 EFF = (1 C•P)• l00 = 86.6% 7 0.17 BARE SOIL 0.05 Ac. ROADS/WALKS 0.09 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.03 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.48 NET P-FACTOR 0.62 EFF=(1 C*P)*100= 70.7% 0.05 0.14 0.15 OA2 Erosion.xls 3of10 I I I North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.06 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) 8 0.44 BARE SOIL 0.05 Ac. ROADS/WALKS 0.21 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.18 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.53 NET P-FACTOR 0.59 EFF = (I-C*P)* 100 = 69.0% 9 0.33 BARE SOIL' 0.05 Ac. ROADS/WALKS 0.20 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.08 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.39 NET P-FACTOR 0.60 EFF = (1-C*P)* 100 = 76.6% l0 0.24 BARE SOIL 0.05 Ac. ROADS/WALKS 0.14 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.05 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.42 NET P-FACTOR 0.61 EFF = (1-C*P)* 100 = 74.3% 11 0.64 BARE SOIL . 0.05 Ac. ROADS/WALKS 0.03 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.25 Ac. ESTABLISHED GRASS 0.31 Ac. NET C-FACTOR 0.50 NET P-FACTOR 0.73 EFF = (I-C*P)* 100 = 63.2% �I Erosion.xls 4of10 0.30 0.25 0.18 0.40 i r a I I H I I I I North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 I.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) 12 0.22 BARE SOIL 0.00 Ac. ROADS/WALKS 0.22 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.01 NET P-FACTOR 0.80 EFF = (1-C*P)* 100 = 98.8% 13 0.16 BARE SOIL 0.00 Ac. ROADS/WALKS 0.16 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.03 NET P-FACTOR 0.80 EFF = (I-C*P)* 100 = 97.2% 14 0.78 BARE SOIL 0.10 Ac. ROADS/WALKS 0.43 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.25 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.45 NET P-FACTOR 0.37 EFF = (I-C*P)* 100 = 83.1% 15 0.36 BARE SOIL 0.05 Ac. ROADS/WALKS 0.19 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.12 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.47 NET P-FACTOR 0.30 EFF = (1-C!P)*100 = 86.2% 0.22 - 0.16 0.65 0.31 11 Erosion.xls 5 of 10 I I 0 A 1 I I I I North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 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) 16 0.41 BARE SOIL 0.05 Ac. ROADS/WALKS 0.23 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.13 Ac. ESTABLISHED GRASS 0.00 Ac. NET. C-FACTOR 0.44 NET P-FACTOR 0.30 EFF = (I-C*P)*100 = 86.8% 17 0.41 BARE SOIL 0.05 Ac. ROADS/WALKS 0.26 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.10 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.36 NET P-FACTOR 0.30 EFF = (1-C*P)*100 = 89.1% 18 0.10 BARE SOIL 0.02 Ac. ROADS/WALKS 0.08 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.21 NET P-FACTOR 0.32 EFF = (I-C*P)* 100 = 93.3% 19 0.76 BARE SOIL 0.10 Ac. ROADS/WALKS 0.41 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.25 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.47 NET P-FACTOR 0.30 EFF = (1-C*P)* 100 = 86.1% 0.36 0.37 0.09 0.65 Erosion.xls 6 of 10 1 1 i 1 1 1 1 1 1 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: Redtail P.D.P. STANDARD FORM B COMPLETED BY: TDS DATE: 19-Feb-04 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) 20 0.18 BARE SOIL 0.05 Ac. ROADS/WALKS 0.04 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.09 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.78 NET P-FACTOR 0.94 EFF = (1-C*P)* 100 = 27.0% 21 0.04 BARE SOIL C 0.00 Ac. ROADS/WALKS 0.04 Ac. STRAW MULCH 0.00 Ac. ROUGHENED GROUND 0.00 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.08 NET P-FACTOR 0.32 EFF = (1-C*P)*100 = 97.5% TOTAL AREA = 6.82 ac TOTAL EFF = 80.5% _ (91.1 % * 0.44 ac. + ...+97.5% * 0.04 ac)/6.82 ac REQUIRED PS = 80.7% Erosion.xls 7 of 10 0.05 0.04 5.49 �i 'c 7 0 c p � N a m p"�0 N Q � 0 O G Z Or W Q F- cn W F. cn O H z va z o O a y is o y0 W H N F- to O O O LO ao co M CO � V' M V% V It In OO mm m co cc m m O to O -� O M , 1-7 to O N to w to co fD Co CO M M 0) m O In U v3 f» es ea e3 es ea 64 6 J Q 0 e9 to LO LO LO ~ � 6% bB Z 0 0 O�- LO an U U U �(D �( c -' c $w ZLL :30 o U u Z0 0 Z) J W W W U) U H Q fn U F- f LO h N N N Z c O z ('J 0 U U W U O O � � `m ``° C� Z c :? c z co LL LLJ Z m c W L) : O N M C O U � U cCO— D v O CD }� W W = Co cc c rn c4 U D 0 U 0 O a I A I] IF I i 11 C 1 I I I 11 CONSTRUCTION SEQUENCE Project:_ Redtail. Date: 11/24/2004 I ndirata with hnr lino when rnnetnirfinne will nrriiff and whan FMP'c will he incfnllari/ramnvad in mI.finn fn fhn nnncfn ,..flnn nh�e. CONSTRUCTION PHASE (Week/Month) 1 2 3 4 5 6 7 6 9 10 11 12 Grading (Include Offsite) Overlot Detention/WQ Ponds Swales, Drainageways, Streams Ditches Pipeline Installation (Include Offsite) Sanitary Sewer Water Stonnwater Concrete Installation (Include Offsite) Area Inlets Curb Inlets Pond Outlet Structures Curb and Gutter Box Culverts, Bridges Street Installation (Include Offsite) Gradiing/Base Pavememt Miscellaneous (Include Offsite) Drop Structures , Other (List) - Retaining Wails BEST MANAGEMENT PRACTICES Structural Silt Fence Barriers Contour Furrows (Ripping/Disking) Sediment Trap/Filter Vehicle Tracking Pads Flow Barriers (Bales, Wattles, Etc) Inlet Filter Sand Bags Bare Soil Preparation Terracing Stream Flow Diversion Rip Rap Other (List) Vegetative Temporary Seed Planting Mulching/Sealant Permanent Seed Planting Sod Installation Nettings/Blankets/Mats Other (List) 1 I .i APPENDIX E FIGURES AND TABLES a �� i City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1 a t� r 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 1.317 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N O 00 CO (Jy/ui) Aisua;ui 19T N LO M O co lf) N O N LO Lo N DRAINAGE CRITERIA MANUAL Z E'' a I a 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT v p v N c � v ° � m N _ In i N J W J LL O D: (L r, 15 c t, uv ou � � N C ` Nwo J c t rz 0 . U O RIPRAP Z U W a O U) cr W. H W J H O.. F- O Z U LC i Lo D_ LL HYDRAULIC STRUCTURES 1 1 i 1 1 1 DRAINAGE CRITERIA MANUAL (V. 2) 30 25 20 0) E i 15 d c En �, 10 0 5 - *GroutedBIB Boulders---- --------------- -��� � Jam.-.1,-���^r_ y4-�.J..�- '1:.; 1:1: ;1:�'�1:: .,!•.i1 .;!:' , - - - - - - - - - - - - - r - - - - -, - - - - -1 r 1 2 3 4 5 6 7 Storm. Sewer Diameter, D, or Height, H, in ft. FIGURE HS-20 Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets—Riprap Selection Ctiart for Low Tailwater Basin at Pipe Outlet - (Stevens and Urbonas 1996) 0612001 HS-79 Uftn Dmbme 3 Fbod Control District ' DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT ' wgcvo =d6 wQcv 0.43 in which, ' WQCVo Water quality capture volume outside the Denver region ds = Depth of average runoff producing storm from Figure SQ-3 (watershed inches) ' Once the WQCV in watershed inches is found from Figure SQ-2, then determine the required storage volume in acre-feet as follows: rr 11 Required storage =LwQ2 V J(Area) in which, ' Required storage = Required storage volume in acre-feet Area = The tributary catchment's area upstream in acres ' The independent variable in Figure SQ-2 is the total imperviousness ratio (i.e., i=1 Wd100) of the tributary watershed (catchment): The chapter on Runoff in Volume 1 of the USDCM contains -guidance for how to find the total imperviousness of.a watershed and its use is recommended with one exception. Figure 21 in Runoff chapter of Volume 1 relate housing density to the impervious area percentage is no longer ' valid. Instead: use Figures SQ=4, SQ-5 and SQ-6 to estimate the imperviousness of single family: residential areas. Note that these figures require the knowledge of the average housing densities, types of housing, and their average square footage to find the imperviousness of these areas. a K ' 9-1-99 SQ-23 Urban Drainage and Flcod Control District STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL (V. 3) 0.50 0.45 40-hour Drain Tim 0.40 24-hour Drain Tim 0.35--- X4 0.30 WQCV=a•(o.sr3-j.j9r1+0.78,) d 6-hr drain time a = 0.7 d 0.25 12-hr drain time a = 0.8 24-hr drain time .a = 0.9 40-hr drain time a =1.0 0.20 U C7 3 0.15 12-hour Drain Time 0.10 0.05 6 hour Drain Time 0.00, 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (I=1„;g1100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80a' Percentile Runoff Event SQ-24 9-1-99 Urban Drainage and Flood Control District ' APPENDIX F 4'A k. EXCERPTS FROM PREVIOUS REPORTS 5 0 F P South Shields Street N N N V N to r ][(C(o ENGINE mn ERING, INC. k, 5uke 3o0, 6rekwd c0 80ce P' ° (303) a 080e / Fax (303) eaF-M 0 0 A O m j A) (N T 98 m wcaT s09 Mac 0 —1 LA ° .�Ar cg un r _ ° �F c i be Vo/u D � A', FOSSIL C, MASTER DRAII SWMM No Text I' I, 82:3 1420.5. FOS100E.out (DIRECT FLOW) I , 84:2 888.7 1 8:D 1 31. 86:3 1006.9 (DIRECT FLOW) 15. p 46. I ' CONVEYANCE PEAK ELEMENT:TYPE (CFS) STAGE STORAGE TIME (FT) (AC -FT) (HR/MIN) 88:3 719.0 (DIRECT FLOW) ego. 0 I ' 90:2 92:3 491 7 2088.9 '1 62.5:D 45. 1 35. 94:3 (DIRECT FLOW) p 92 96:3 (DIRECT FLOW) 0 40. 9--- (DIRECT FLOW) 0 35. -----------C14 1 24.1•D 1 12. <----------�--- 99:3 101:1 3483.7 3375.5 (DIRECT FLOW) 2 45. 102:1 3207.5 8.3 1 0. 103:1 464.2 2.,0 0 56. 104:3 467.8 (DIRECT FLOW) 0 47. 0 1.05:1 451.4 1.3 46. 106:1 10.2 0 46. '107:2 108:5 1.2 .1 56.7:D 14 17. 14 20. 26.6 1.8 109:5 4.9 5 2 2. '110:2 111:1 4.9 3083.6 .1 4.2:D 6.8 2 5. 2 3. 112:3 3088.3 (DIRECT FLOW) 0 A 9. ' 113:1 114:1 439.4 2633.0 .1.8 0 48. 0 48. 6.5 115:1 103.9 1.4 0 116:1 2338.6 5.6 0 52. ' 117:1 353.4 0 48, 118:1 2298 5.6 0 4 1. 119: 1 1284.5 .6 4.1 1 0 97. . 120:1 1013.6 3.1 0 97. 121:1 1060.5 2.5 0 47. 122:1 1070.5 3.9 0 92. ' 123:1 232.8 1.5 0 42. 125:1 282.9 1 2 0 54. 130:3 3518.9 (DIRECT FLOW) 0 45. 0 135:3 3544.7 (DIRECT FLOW) 55. p 140:3 145:3 533.5 (DIRECT FLOW) 99 0 40. 150:2 632.0 34.4 (DIRECT FLOW) 0 ' 155:3 3080.8 ' 1 11.8:D (DIRECT FLOW) 1 . 50. 1:3 520.0 (DIRECT FLOW) 0 48. 0 Page 50 40. i' t 11 Feb 20 04 09:52a ASSOCIATES July 24, 2003 Lagunitas Mr. Jon Prouty Lagunitas Companies 3944 JFK Parkway Fort Collins, Colorado 80525 19701 226-5125 P.2 '�o F'la�5 T. N�eovs �I e XfSl' z 3 4"GM p UN8ee. PAll -goad To ?oNd k, Re: Approximate drainage study, Redtail PDP development site Dear Mr. Prouty: Per your request, Ayres Associates has completed an approximate study of surface drainage conditions at your proposed Redtail development site. Specifically, at your direction we have focused our assessment on the existing culvert under the Burlington Northern Santa Fe railroad embankment at the northwest comer of the site. We also assessed the potential for . flood overtopping of the railroad embankment along the western boundary of the Redtail site. Our assessment is based on 1999 topographic mapping developed by the City of Fort Collins. A detailed field survey is not deemed necessary to substantiate the findings of this investigation. We have concluded that the maximum capacity of the existing 36-inch circular concrete pipe culvert under the railroad embankment is approximately 150 ft3/s. In addition, examination of the elevation of the railroad embankment with respect to the natural ground elevation west of. the railroad indicates that floodwaters will spill southward toward Fossil Creek, and will not overtop the railroad embankment in the, vicinity of the Redtail site. Enclosed please find Sheets 1 and 2 which we prepared using the City of Fort Collins 1999 aerial topographic mapping (2 foot contour interval). Sheet i provides a plan view of the study area, showing the location of the topographic profile developed for this study. Sheet 2 provides the topographic profile of the railroad embankment and the natural ground just west of the railroad. In the vicinity of the existing culvert located near the northwest comer of the Redtail site, relevant elevations were determined to approximately the nearest foot These elevations include the following: • Culvert invert: 4,988 ' • Maximum flood elevation at culvert: 5,004 Min. elevation of railroad embankment 5,010 This information, along with the topographic profiles provided, indicates that floodwaters will remain contained to the west of the railroad embankment At an elevation of approximately 5,004, floodwaters will begin to spill over natural ground, in a southerly direction, before the railroad could be overtopped. 0%vr-n A;ros 8 As_nciales. Inc. Engineers/Sclentists/Surveyors pL 3F05 .)F{ Para:vay 9--aidioy 2. Suite ?i;G. P.O. Box 270460, Fort Collins. CO 80527 DOC (97 0) 223-555G. Derver Melro (303) 572-1806, FAX (970) 223-5578 32-0749.00 Feb 20 04 09:52a Lagunitas 19701 226-5125 p.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Mr. Jon Prouty July 24, 2003 Page 2 The maximum hydraulic head on the culvert is appmudmately 16 feet at the point when southward spill commences. At that head, the e)dsting 36-inch diameter culvert can discharge approximately 150 Wls (Federal Highway Administration, 2001. `Hydraulic Design of Highway Culverts." Publication No. FHWA-NHI-01-020, September): We trust that the information provided herein has answered your questions and concerns regarding the culvert capacity and potential railroad overtopping in the vicinity of the Redtail development. Please do not hesitate to contact us if you have any other questions or need additional information. Sincerely, — nw AOwenaoo.Ayres &Associate tiles Paul E. Ciopper. P-E. Manager Water Resoure PEC:ab �"m�AL ►```` Enclosures: Sheets 1 and 2 PROUTY7LDOC 32-0749.00