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HomeMy WebLinkAboutDrainage Reports - 04/17/1995Final `- _ eRepott WATER WASTE & LAND INC. 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR MIRAMONT FITNESS AND TENNIS CENTER FORT COLLINS, COLORADO Prepared for: Mr. Clifford Buchholz, DBA Fort Collins Tennis Center, Ltd. 1800 Heath Parkway Fort Collins, CO 80525 Prepared by: Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 REVISED February 13, 1995 �E H. " G L 16466 i`S�ONAL I WATER WASTE & LAND INC. February 13, 1995 2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-2879 (303)226-3535 fax (303) 226-6475 Mr.Glen D. Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: THE MIRAMONT FITNESS AND TENNIS CENTER - REVISED, FINAL DRAINAGE AND EROSION CONTROL REPORT Dear Mr. Schlueter: Transmitted herewith is a copy of the subject report for your review and approval. All work has been done in accordance with the City of Fort Collins standards. If you have any questions or require any modifications please call me. Thank you. Sincerely, WATER, WASTE & LAND, IN GG'` c , Mau ice H. Lutkin, P.E. Manager, Civil Engineering Division Consulting Engineers and Scientists FINAL DRAINAGE AND EROSION CONTROL REPORT FOR ' THE MIRAMONT FITNESS AND TENNIS CENTER FORT COLLINS, COLORADO 1 1 1 H 11 DEVELOPMENT LOCATION AND DESCRIPTION Location A new building complex, consisting of a one story structure housing facilities designed to promote physical fitness and an adjacent structure containing indoor tennis courts, is planned on a site along Oakridge drive as shown on the enclosed Site Location Map. The project also includes outdoor tennis courts and other recreation facilities. A site layout is also included entitled Drainage and Erosion Control Requirements. This site layout drawing at a larger scale is included with the Utility Drawings furnished with this report. While the site contains approximately 6.8 acres, but only about 6.2 acres will produce runoff that will have to be drained by the new system. The drainage from the remaining acreage lying in Oakridge Drive has no impact on this project's drainage. The site lies in the Northeast Quarter of Section 1, Township 6 North, Range 69 West, City of Fort Collins, County of Larimer, State of Colorado. Property Description The property the new fitness and tennis center buildings will occupy is undeveloped. It is presently predominately covered with alfalfa and slopes from the northwest to the southeast at a gradient of approximately 1 %. There is an 18" RCP storm drain discharging to an open ditch on the east side of the project site. This pipe and ditch drains the existing stormwater system south of Builders Square and Steeles Market. The ditch drains to the south and then drains east along the north side of Rule Drive to the stormwater system along the west side of Lemay Avenue. No changes will be made to this arrangement under this development other than extending the 18" pipe to allow for new access road and parking lot construction. DRAINAGE BASIN IDENTIFICATION Description The proposed Miramont Fitness and Tennis Center (MFTC) lies in the McClellands Mail Creek Basin. This Basin Drainage Master Plan has been supplemented and amended by ongoing or proposed development in this Basin [3)[4]. HORSETOOTH ROAD HARMONY ROAD MIRAMONT FITNESS AND e TENNIS CENTER SITE > pp i t a e6 9 a a y dr. Norco Miramont Site Me na m srow WATER FIGURE 1 Date: SEP 1994 WASTE MIRAMONT FITNESS AND TENNIS CENTER & LAND SITE LOCATION MAP Project: WC 94402100 a p iii R� t �} soy �� �8� � � a! e � ls s " �S 8 i � i ®� � ® � • ' 3i° y ;1 "��; i � �i1:1i1t3� l E A e 0 g 0 I ' DRAINAGE DESIGN CRITERIA Reaulations ' The City of Fort Collins Storm Drainage Design Criteria [21 is being used as the basis for this report. Development Criteria Constraints The constraint is established by the proposed piping installation to be constructed as part of ' the ongoing construction at the Courtyards At Miramont P.U.D. (Courtyards) [3]. The pipe, a 30" ADS N12, was designed to carry runoff from other proposed developments up -stream of the courtyards including 45 cfs from the MFTC. Hydrologic Criteria The Rational Method and the runoff from a 100-year storm were used to design the drainage ' system for the MFTC development. Calculations are included in Appendix ll. Calculations ' All calculations for this report have been made in accordance with criteria established by the City of Fort Collins. ' Variances No variances are requested. DRAINAGE DESIGN ' Concept ' Most exterior surfaces, except for roofs, will be drained overland via gentle gradients and channels in the parking areas to an curb inlet in the southeast corner of the site. The tennis courts will also drain overland to a shallow swale along the south edge of the property. This is in keeping with the natural gradient of the land. Runoff entering the curb and area inlets and ' the swales will be piped to the manhole and area inlet located in the swale along the south property boundary between sub -basins B and C and roof leader collection piping will be connected to this drain. The storm water discharge from the site will be in a 30" N12 ADS pipe extending from the above mentioned storm water manhole. This pipe will extend approximately 220 feet to the south as shown in plan and profile on Drawing 3. The pipe will be constructed by MFTC during development of the property. A temporary storm water channel shall be constructed by MFTC from the outlet of the above mentioned 30" pipe to the storm detention pond if the planned development at the Courtyards is delayed and the 30" pipe section as detailed in the Courtyards plans has not been installed when MFTC is completed. I 0 1 t The storm water detention pond designated as Pond 313 in the Amended Oak/Cottonwood Farm Overall Drainage Study was constructed in 1993 in accordance with the Detention Pond and Erosion Control Plan for Upper meadow at Miramont P.U.D.. Verification of the pond detention volume was made by RBD, Inc. Consulting Engineers. The allowable 100-year storm discharge allotment to the MFTC was 45 cfs. The spillway structure from pond 313 will be constructed with development of the Courtyards in accordance with its Final Drainage and Erosion Control Report for Courtyards At Miramont P.U.D.. Second Filing. The pertinent pages from the this report detailing the information on the downstream stormwater improvements have been included as Appendix I of the revised drainage report for the MFTC. There will be no on site detention of 100-year storm event runoff except for minor sump ponding around curb & area inlets. Details Support for the following discussion will be found in the calculations in Appendix I and on the drawings furnished with this report. As stated above, the Rational Method was used for drainage calculations. The site was divided into three drainage basins, A, B and C, and the building roofs into two areas for analysis purposes. Basin A was further divided into 4 sub:basins. A composite runoff coefficient of 0.75 was calculated for the entire site using 0.95 for impervious surfaces and 0.25 for pervious surfaces and composite runoff coefficients were similarly calculated for individual basins as required. These basins are shown on the Drainage and Erosion Control Requirements Plan furnished with this report. A time of concentration of 15 minutes was calculated for flow at the point of analysis for the entire site by routing flow through the sub -basins in Basin A and adding time for flow through appropriate piping. The size of the piping was dictated by calculated flow and gradients established by elevations set by site grading and downstream receiving elements. The flow that will be introduced to the Courtyards' 30" ADS N 12 pipe (or the temporary ditch), and from there to the existing detention pond to the south, will approximate 34 cfs, well within the design constraint of 45 cfs. ' RAINFALL EROSION ANALYSIS ' Site Soils The Larimer County, Soil Conservation Service Soils Report identifies the soils as ' belonging to two similar soil units, the Nunn Clay Loam and the Altvan Satanta Loam both of which are described as having slight to moderate rainfall erodibility characteristics. The rainfall erosion season as detailed in the City of Fort Collins, Erosion Control Reference Manual (11 (the Manual) is between May 1 and October 31. The natural drainage of the site is from the northwest to south and east where any runoff is discharged to an open ditch flowing south along the east margin of the property or to the adjacent property to the south. A mixture of dryland grass and alfalfa cover currently provides an estimated 65 percent cover over the entire site. The Manual details the site as having moderate wind erodibility characteristics. The ' Manual states the predominant wind direction is from the west-northwest in this area. The wind erosion season as detailed in the manual is between November 1 st and May 31 st. ' Construction at the site is estimated to begin in March 1995 and continue through August of 1995, with the majority of the structural and grading work completed by ' June of 1995. This schedule places the project within both the wind erosion season and the rainfall season for this area. ' Performance Standard The estimated "During Construction" and "After Construction" Performance Standard ' for the Miramont Fitness and Tennis Center site are 76.2 and 89.6, respectively. For the purpose of estimating the site's Performance Standard the entire site was broken into 3 separate basin areas based on the final development contours. The basins, as shown on the Grading and Erosion Control Plan appended at the end of this report, consist of: • 3.77 acre Basin A, located north and east of the buildings and includes Roof Area #2. Flow from this area drains generally east and then turns south through the parking areas to the area inlet at point A. • 0.798 acre Basin B, located south and west of the building draining to the south and east to the drainage channel and then to the area inlet at Point B. • 1.66 acre Basin C, located south of the building and including Roof Area # 1. This basin drains to the south to the drainage channel then east to the area inlet at Point C. ' The Performance Standard for the site was estimated using the methods detailed in the Manual and the estimated, average slope length and slope for each basin. Flow lengths and slopes developed for calculation of the "During Construction" Performance Standard is presented on Standard Form Ain Appendix II. The Performance Standard was taken from Table 5.1 of the Manual. The After Construction Performance IStandard is calculated by dividing the During Construction Standard by 0.85. I ' Practice Factor Measures Sediment control practice measures for the Miramont Fitness and Tennis Center ' development will consist of the construction of a silt fence, a hay bale check dam, three gravel filters and the roughening of the upper surface of the topsoil stock pile. The location and details of these practice measures are shown on the Grading and ' Erosion Control Plan and the Grading and Erosion Control Details Sheet appended at the end of this report. ' Practice factor measures for the site after construction will be dismantled and thus a weighted P - Factor of 1.0 was used to calculate the effectiveness. The calculations for the weighted P - Factor for each basin is presented for both the during and after ' construction cases are presented on Standard Form B in Appendix II. Cover Factor Measures Cover factor measures for the site during construction will consist of the building and ' the parking areas and the undisturbed areas. The building and paved areas were assigned a C - Factor value of 0.01. All areas of the site will be disturbed at some point during the construction schedule and thus no undisturbed grass areas will remain. Cover factor measures for the site after construction is completed will consist of implementation of the landscaping plan which calls for sodding or the establishment ' of the grass cover of at least 60 percent cover over the disturbed areas of the site. Grass will be established with the use of hay or straw mulch applied and secured at a rate of 2 tons per acre. The mulched and revegetated areas were assigned C - ' Factor values of 0.06 as selected from Table 5.2 and Figure 5.1. Cover factor values for the paved areas and the undisturbed grassed areas were not changed from during construction conditions. The calculations for the weighted C - Factor for areas ' contributing to the east pond and west pond for both during and after construction are presented on Standard Form B in Appendix II. I"During Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site during construction was calculated as 80.1 percent and exceeds the "During Construction" Performance Standard value of 76.2 percent. The Net Effectiveness was calculated using basin effectiveness values of 82.1, 66.2 and 82.4 percent for the Basin A,B and C, ' respectively. Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II. "After Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site after construction was calculated as 97.4 percent and exceeds the "After Construction" Performance Standard value of 89.6 percent. The Net Effectiveness was calculated using basin effectiveness values of 97.6, 96.5 and 97.3 percent for the Basins A,B and C, respectively. Calculations of the basin effectiveness value and the Net Effectiveness I ' for the site are presented on Standard Form B in Appendix II. WIND EROSION ANALYSIS The surface soils at the Miramont Fitness and Tennis Center site are rated as moderately wind erodible. Construction at the site will occur during the wind season ' of November to May and the site does not fall under any of the exclusions available in the Manual. ' Construction disturbance at the site as detailed above will occur across the entire site. The limited size of the construction area and the necessary access in this area will restrict the available area for placement of a wind barrier. For this reason the wind erosion features to be constructed at the site will consist primarily of natural features at the site, water erosion controls and the features to be constructed. The wind erosion control measures which will be implemented during construction will include the items listed below and are detailed on the Grading and Erosion Control Plan. • The north/south drainage channel along the east margin of the development. ' • The silt fence along the west, south and east margins of the property. • The topsoil stockpile area located to the south of the proposed building in the ' area of the outdoor tennis courts. • The proposed drainage swales to the south and west of the outdoor tennis ' courts. • The south vertical curb on Oakridge Drive to the north of the property. • The walls of the building. • The paved parking areas to the north and east of the buildings. ' • The straw bale check dam in Basin A. ' Wind erosion control measures which will be implemented after construction will consist of mulching and seeding the disturbed areas. Hay or straw mulch will be applied and crimped into the soil surface at a rate of 2 tons per acre after seeding of the site. The straw bales and topsoil stockpile will be removed when the mulch is applied. The remainder of the wind erosion control features will remain intact to counter soil loss during vegetative establishment. I I IL I INSTALLATION SCHEDULE Construction on the Miramont property is proposed to start in March 1995 and continue during the spring with the floors, grading and paving completed by June of 1995. The approximate date of implementation of the erosion control measure during construction are shown on Standard Form C in Appendix II. As shown on Form C the gravel inlet filters, silt fence and the straw bale check dam will be constructed prior to overlot grading. Soils grading and topsoil stockpile areas, which will not be disturbed during construction until final grading and landscaping, will be roughened. Paving of the parking and walk areas is scheduled to begin in mid -April and be complete by mid - June. Permanent vegetation will be seeded and mulched after the completion of the project during the fall, cool season planting beginning in August prior to the next wind erosion season. The gravel area inlet filters and silt fence will be left in place through the end of the rainfall erosion season in October or until establishment of the permanent grass cover. All other features may be removed upon seeding and mulching. EROSION CONTROL SECURITY The erosion control security requirement for the Miramont Fitness and Tennis Center site was estimated based on the specification of Section 2.0 of the Manual. The cost of the erosion control measures at the site as detailed above were estimated to cost $2,270 with a security requirement of $3,400. The estimated cost to revegetate the disturbed areas with a dryland grass mix according to the city's 1994 mulch and revegetation bid was $4,045 with a security requirement of $6,070. The larger amount is required prior to construction. Both cost estimates are detailed in Appendix II. 1 1 1 1 REFERENCES 1. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction Standards, May 1984, Revised January 1991. 2. Denver Regional Council of Governments, Urban Storm Drainage Criteria Manual, Volumes I and II, March, 1969, 6th Printing Vol I September 1978. 3. Shear Engineering Corporation, Final Drainage and Erosion Control Report for Courtyards at Miramont P.U.D.. Second Filing, May 1994. 5. RBD Inc., Amended Oak/Cottonwood Farm Overall Drainage Study, May 4, 1994. I 1 [J 1 1 APPENDIX I ' SUPPORTING DOCUMENTS I I I I I I fI 'Ll I 1 1 1 1 1 1 1 1 1� 1 1 1 1 1 1 1 i 1 Final Drainage and Erosion Control Report for COURTYARDS AT MHtAMONT P.U.D., SECOND FILING Fort Collins, Colorado Prepared for. ALBRECHT IIOMES 4836 South College Avcnue Suite 10 Fort Collins, Colorado 80525 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 1410-01-94 DATE: May, 1994 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 ' PAGE 1 Courtyards at Miramont P.U.D., Second Filing Final Drainage and Erosion Control Report ' INTRODUCTION: The Courtyards at Miramont P.U.D., Second Filing is contained within an area considered with the Amended Oak/Cottonwood Farm Overall Drainage Study. More specifically, this is the area which contributes storm water runoff to Detention Pond #313 as defined in the ' Amended Oak/Cottonwood Farm Overall Drainage Study. Although this report has been specifically prepared for the Courtyards at Miramont P.U.D., Second Filine�several known mcmue ure rorrowing: * Oak Hill Apartments P.U.D. . * Miramont Tennis Center ' * The Cottages at Mrramont MD. * The Courtyards at Miramont P.U.D., First Filing ' The Oak Hill Apartments P.U.D. Final Drainage and Erosion Control Report is being prepared simultaneously with this proposal. The report is being prepared by RBD, Inc, Consulting Engineers. Final conclusions which relate to the Oak Hill Apartments P.U.D. ' have been closely coordinated with RBD, Inc. and included in this report. Reference to conclusions presented with the Final Drainage and Erosion Control Report for the Oak Hill Apartments P.U.D. will be clearly identified in this report when referenced. IJ 1 7 V' 7 LL The Miramont Tennis Center and the Cottages at Miramont P.U.D. have been submitted to the City of Fort Collins as Preliminary submittals only. Final conclusions which relate to these projects are based primarily on preliminary data and assumptions. The Amended Oak/Cottonwood Farm Overall Drainage Study is being prepared by RBD, Inc., Consulting Engineers simultaneously with this proposal. The Amended Oak/Cottonwood Farm Overall Drainage Study is the primary reference for the storm water management design for Courtyards at Miramont P.U.D., Second Filing. Reference to conclusions presented with the Amended Oak/Cottonwood Farm Overall Drainage Study will be clearly identified in this report when referenced. ' PAGE 8 Courtyards at Miramont P.U.D., Second Filing Final Drainage and Erosion Control Report ' IV DRAINAGE FACILTTY DESIGN• B. Specific Details: 1. Specific design details and final design calculations have been provided with this ' submittal of the Final Drainage and Erosion Control Report and Utility Plans for the Courtyards at Miramont P.U.D., First and Second Filings. ' 2. The existina�irn'gation /detention pond which will service the Courtyards and Cottages at Miramont P.U.D.. the Oak Hill Apartments .1U.1). and Me Tents ' u�Uu aJ LLu aAa. a. The pond was designed and constructed in conjunction with the Upper Meadow at Miramont P.U.D., Second Filing. ence: "Detention Pond and Erosion Control Plan" for Upper Meadow at Miramont P.U.D., Second Filing (Sheet 1 of 1) prepared by RBD, Inc. dated June 7, 1993, Project No. 504-003. ii. Preliminary detention pond volume requirements were based on the original Oak/Cottonwood Farm Overall Drainage Study; RBD, Inc.; dated May 4, 1992; RBD Project No: 504-001. iii. Final detention pond requirements have been determined and are presented in the Amended Oak/Cottonwood Farm Overall Drainage Study. These equirements are also summarized in this retZort._ ' b. The existing irrigation I detention pond was constructed in 1993. The plans for the pond indicate that the pond would first be constructed as an interim pond which would be an irrigation/retention pond. The ultimate pond would act as an irrigation/detention pond. Tlrc following represents summary data which was presented on the "Detention Pond and Erosion Control Plan" for Upper Meadow at Miramont P.U.D., Second Filing (Sheet 1 of 1). ' i. le itetmia Ive acre feet of irrigation volume. ii. The ultimate pond is proposed to have 2.7 acre feet of irrigation volume. iii. The ultimate pond is proposed to have 4.0 acre feet of detention volume. ' c. The Amended Oak/Cottonwood Farm Overall Drainage Study indicates a 4.20 acre-foot detention requirement based on the SWMM model. Refer to the Amended Oak/Cottonwood Farm Overall Drainage Study and the Appendix of the Final Drainage and Erosion Control Study for the Oak Hill Apartments P.U.D.; Sheet 10 - Site Hydrology. ' d. The existing pond detention storage volume is 5.06 acre-feet based on actual volume verification provided by RBD, Inc. Consulting Engineers. Refer to the Appendix of the Final Drainage and Erosion Control Study for the Oak Hill Apartments P.U.D.; Sheet 10 - Site Hydrology. ' PAGE 10 Courtyards at Mimmont P.U.D., Second Filing Final Drainage and Erosion Control Report IV DRAINAGE FACMM DESIGN• ' B. Specific Details: (continued) 4. A 5' type R inlet will be required at the intersection of Boardwalk Drive and the ' private Drive for the Courtyards at Miramont P.U.D. 5. A storm sewer has been considered adjacent to Boardwalk Drive and the Courtyards at Miramont P.U.D. to extend from the Oak Hill Apartments P.U.D. to the existing detention pond. This storm sewer is sized to facilitate the drainage design requirements for the Oak Hill Apartments P.U.D. and a portion of the Courtyards at Miramont P.U.D. a. The peak flow from the Oak Hill Apartments will be 65.72 cfs according to the Final Drainage and Erosion Control Study for Oak Hill Apartments P.U.D. A 36" storm sewer will be constructed from the Oak Hill Apartment P.U.D. peak discharge point to the inlet located at the intersection of Boardwalk Drive and the Courtyards at Miramont P.U.D. private Drive. b. A 42" storm sewer will be constructed from the intersection of Boardwalk Drive and the Courtyards at Miramont P.U.D. private drive, to the existing detention pond c. The Boardwalk Drive storm sewer, adjacent to the Courtyards at Miramont P.U.D., is partially profiled with the Utility Plans for the Courtyards at ' Miramont P.U.D., First Filing and partially with the Courtyards at Miramont P.U.D., Second Filing. These design profiles were coordinated with RBD, Inc. for the continuation of the storm sewer with the Oak Hill Apartments P.U.D. 7 11 a. No peak flows were identified with the Preliminary drainage plan for the Miramont Tennis Center. However, the drainage channel presented with the Preliminary Drainage Plan indicated a capacity of 45 cfs. Li Maintenance of the open space areas within the limits of the Courtyards at Miramont P.U.D., will be the responsibility of the developer until completion of the project. A Homeowners Association would then assume maintenance responsibilities for the open areas. August 10, 1994 Project No: 1410-01-94 ' Basil Hamdan City of Fort Collins Storm Water Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: Courtyards at Miramont P.U.D., Second Filing; Ft. Collins, Colorado Dear Basil, This letter is written in response to your review comments for the Courtyards at Mttatnont P.U.D., Second Filing, which were dated May 2, 1994. Each item is addressed according to the number of the comment. ' 1. All detention pond data is represented according to the Amended Overall Drainage Plan (ODP) which was prepared by RBD, Inc. This data was closely coordinated with RBD, Inca A 1.0' freeboard is provided with a top of pond elevation of 70.4. Any required revisions to the detention pond summary have been made. The summary is located on the Drainage and Erosion Control Plan. ' 2. Detention pond 340 at the corner of L.emay and Boardwalk, is part of the Muamont Overall Drainage Plan. The amended ODP addresses Pond 340 for the contributing flows, including those from detention pond 313. Our understanding is that the pipe from pond 313 to pond 340 must be constructed prior to construction of the residences within the limits of Courtyards at Miramont P.U.D., Second Filing. We anticipate construction of the pond release pipe with Courtyards at Miramont P.U.D. Second Filing. . e i will be constructed to the L.ema Avenue Swale as shown on a detention pon release storm sewer plan and pro e. The outlet structure at pond 340 for the pipe system under L.emay will be designed and constructed with the next phase of Miramont Development. 3. All onsite drainage improvements facilitating the Oak Hill Apartments P.U.D., the Cottages at Miramont P.U.D and the Miramont Tennis Center, will be provided with Courtyards at Miramont P.U.D., Second Filing construction. This includes the following: ' * The storm sewer along Boardwalk Drive to the north boundary of Courtyards at Miramont P.U.D., Second Filing (south boundary of Oak Hill Apartments). ' * The storm sewer in the Courtyards at Miratont P.U.D., Second Filing open space or greenbelt area to the north boundary of Courtyards at Miramont P.U.D., Second Filing (south boundary of Oak Hill Apartments). The remainder of this storm sewer, which goes through the Oak Hill Apartments P.U.D. site, will be constructed with Oak Hill Apartments P.U.D. * The drainage Swale through the east portion of the Courtyards at Miramont P.U.D., Second Filing open space or greenbelt area to the north boundary of Courtyards at Miramont P.U.D., Second Filing (Cottages at Miramont P.U.D.). 1 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 PAGE 2 August 12, 1994 Project No: 1410-01-94 ' Re: Courtyards at Miramont P.U.D., Second Filing; FL Collins, Colorado ' 4. The flows to detention pond 313 to Concentration point B, do include contributing runoff from a portion of the Cottages at Miramont P.U.D. site. Drainage basin delineation has been clarified to represent contributing areas. We have incorporated the Overall Mnamont ' Drainage Plan, which includes the Cottages at Miramont P.U.D. site, as part of the final drainage and erosion control report. Channel designs and cross sections will be provided for the overland flows through the ' open space or greenbelt areas. There are two (2) swales which have be designed. Details of both channel sections still need to be added to the drainage plan. ' 5. Proposed grading matches both the Oak Hill Apartment P.U.D. and the Collinwood sites. We had detailed the Master Grading Plan to indicate the proposed Oak Hill Apartments P.U.D. grading design, as well as the Collinwood-existing grades. We have now updated ' the Drainage and Erosion Control Plan to do the same. We are incorporating the Final Grading Plan into the report as well. 6. The rear yards of the lots adjacent to Collinwood (Basin L) will drain due east to the Collinwood detention pond, then ultimately to detention pond 340 at the intersection of Boardwalk and Lemay. Because Collinwood will not be fully developed according to the final drainage plan for Collinwood, there is capacity available for this small contribution. An analysis of the actual impervious areas contributing to the Collinwood detention pond was performed. ' We have determined that the composite 'C' factor for the existing conditions at the site are significantly less than those calculated by RBD, Inc. as part of the Grading and Drainage Plan for Oakridge West P.U.D., Fast Filing. The comparison is as follows: ' * 0.49 for current conditions for 100 year storm * 0.70 by RBD for original design conditions for the 100 year storm The smaller runoff coefficient can be attributed to the fact that the Collinwood site has not been fully developed in accordance with the original site plan. Several buildings and additional parking areas that are shown on the approved plans for Oakridge West P.U.D., ' First Filing have not been built as of this time. It is our understanding from Collinwood representatives, that not all improvements noted on the original plan will be constructed. The rear yards of the southernmost lots will drain undetained to the south, then be ' conveyed to the east within the same 20' drainage easement which is provided for the detention pond outfall storm sewer. The drainage plan will be revised to clarify the channelization of these flows. 7. Street capacity calculations for the private drive, have been added to the final Drainage and Erosion Control report. Street capacity graphic illustrations will be included on the ' Drainage and Erosion Control Plan. 8. A legal description for the offshe 20' easement for conveying flows to detention pond 340 ' has been prepared and presented to Oak Farm, Inc. for review and dedication. PAGE 3 August 12, 1994 Project No: 1410-01-94 ' Re: Courtyards at NTiramont P.U.D, Second Filing; Ft. Collins, Colorado ' 9. Drainage contributions from the Cottages at Miramont have been included with this report. However, final onsite Cottages at MCramont P.U.D. design has not yet been started and will not be a part of this report. You have required that a project specific drainage report for the Cottages at Miramont P.U.D. be prepared with the Cottages final design. Contributions ' from the Cottages at Mtramont P.U.D. to the pond are addressed with the contributing areas fbbsiIb (Refer to page 4 in the calculations). ' fiiwi mments made on the Utility Plans and the report have been addressed as well. edge that approval of the Amended Oak/Cottonwood FarmOverall Drainage ave to Rrecede approval of this planWe understan m conversations with Inc that the revisions to the Amended Oak/Cotto wood Farm Overalld h We have also addressed a majority of the comments noted on the redlined Utility Plans and those ' comments noted in the Final Drainage and Erosion Control Report. These comments are addressed as follows: ' 1. A Final Grading Plan is currently being prepared to show the actual final grading that will occur with residence construction. This final grading will be consistent with the Drainage Plan basin delineation. The Final Grading Plan will be incorporated into the final Drainage and Erosion Control Report to replace the Overlot Grading Plan (OGP). The OGP reflects the grading required to complete construction up through the road and curb and gutter stage. 2. Please note that the open space or greenbelt areas are already dedicated as access, utility ' and drainage easements. Refer to the revised final plat which is also being re -submitted for your review. We will add a note to the GRADING AND DRAINAGE GENERAL NOTES on the Drainage and Erosion Control Plan to that effect. Please note that this is a ' general note on the Cover Sheet of the Utility Plans as well. The open space or greenbelt areas facilitate the storm sewer for the Tennis Center and the drainage channel for the Cottages at N iramont P.U.D. Erosion 3. The drainage summary table has been revised and re -applied to the Drainage and Control Plan in a more readable condition. ' 4. Design flow and pipe capacity data is shown the outfall plan and profile. This information has not been added to the Drainage and Erosion Control Plan. This data will be added to ' the Drainage and Erosion Control Plan. 5. No detail has been provided for the detention pond outfall storm sewer at the pond. The outfall is simply a open ended flared end section at the detention pond with an invert elevation set at 66.0 6. The date of the referenced Amended Oak/Cottonwood Farm Overall Drainage Study has ' been revised to April 20, 1994. ' PAGE 4 August 12, 1994 Project No: 1410-01-94 ' Re: Courtyards at Miramont P.U.D., Second Filing; Ft. Collins, Colorado 7. The Final Drainage and Erosion Control Report Drainage Facility Design section has been expanded to discuss contributing flows from the Cottages at Nfiramont P.U.D. in more detail. If you have further comments or questions, please call at 226-5334. ' Sincerely, Brian W. Shear, P.E. Shear Engineering Corporation BWS / jj attachments ' cc: Albrecht Homes Kerrie Ashbeck; City of Fort Collins Planning RBD, Inc. Water, Waste and Land E� I I F— L August 10, 1994 Project No: 1410-01-94 Basil Hamdan City of Fort Collins Storm Water Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: Courtyards at Miramont PX.D, Second Filing; Ft. Collins, Colorado Dear Basil, This letter is written in response to your review comments for the Courtyards at Muamont P.U.D., Second Filing, which were dated May 2, 1994. Each item is addressed according to the number of the comment. 1. All detention pond data is represented according to the Amended Overall Drainage Plan (ODP) which was prepared by RBD, Inc. This data was closely coordinated with RBD, Inc. A 1.0' freeboard is provided with a top of pond elevation of 70.4. Any required revisions to the detention pond summary have been made. The summary is located on the Drainage and Erosion Control Plan. 2. Detention pond 340 at the corner of Lemay and Boardwalk, is part of the Miramont Overall Drainage Plan. The amended ODP addresses Pond 340 for the contributing flows, including those from detention pond 313. Our understanding is that the pipe from pond 313 to pond 340 must be constructed prior to construction of the residences within the limits of Courtyards at Mlramont P.U.D., Second Filing. We anticipate construction of the pond release pipe with Courtyards at Miramont P.U.D., Second Filing. The pipe will be constructed to the Lemay Avenue swale as shown on the detention pond release storm sewer plan and profile. The outlet structure at pond 340 for the pipe system under Lemay will be designed and constructed with the next phase of Miramont Development. 3. All onsite drainage improvements facilitating the Oak Hill Apartments P.U.D., the Cottages at Miramont P.U.D and the Miramont Tennis Center, will be provided with Courtyards at Miramont P.U.D., Second Filing construction. This includes the following: * The storm sewer along Boardwalk Drive to the north boundary of Courtyards at Miramont P.U.D., Second Filing (south boundary of Oak Hill Apartments). ' * The storm sewer in the Courtyards at Miramont P.U.D., Second Filing open space or greenbelt area to the north boundary of Courtyards at Muamont P.U.D., Second Filing ' (south boundary of Oak Hill Apartments). The remainder of this storm sewer, which goes through the Oak Hill Apartments P.U.D. site, will be constructed with Oak Hill Apartments P.U.D. * The drainage swale through the east portion of the Courtyards at Miramont P.U.D., Second Filing open space or greenbelt area to the north boundary of Courtyards at i Miramont P.U.D., Second Filing (Cottages at Miramont RUM.). 1 ' 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 I tPAGE 2 August 12, 1994 Project No: 1410-01-94 Re: Courtyards at Miramont P.U.D., Second Filing; Ft. Collins, Colorado 4. The flows to detention pond 313 to Concentration point B, do include contributing runoff from a portion of the Cottages at Miramont P.U.D. site. Drainage basin delineation has ' been clarified to represent contributing areas. We have incorporated the Overall Miramont Drainage Plan, which includes the Cottages at Miramont P.U.D. site, as part of the final drainage and erosion control report. Channel designs and cross sections will be provided for the overland flows through the open space or greenbelt areas. There are two (2) swales which have be designed. Details of both channel sections still need to be added to the drainage plan. ' S. Proposed grading matches both the Oak Hill Apartment P.U.D. and the Collinwood sites. We had detailed the Master Grading Plan to indicate the proposed Oak Hill Apartments P.U.D. grading design, as well as the Collinwood existing grades. We have now updated the Drainage and Erosion Control Plan to do the same. We are incorporating the Final Grading Plan into the report as well. 6. The rear yards of the lots adjacent to Collinwood (Basin L) will drain due east to the Collinwood detention pond, then ultimately to detention pond 340 at the intersection of Boardwalk and Lemay. Because Collinwood will not be fully developed according to the final drainage plan for Collinwood, there is capacity available for this small contribution. An analysis of the actual impervious areas contributing to the Collinwood detention pond was performed. ' We have determined that the composite 'C' factor for the existing conditions at the site are significantly less than those calculated by RBD, Inc. as part of the Grading and Drainage Plan for Oakridge West P.U.D., First Filing. The comparison is as follows: * 0.49 for current conditions for 100 year storm * 0.70 by RBD for original design conditions for the 100 year storm ' The smaller runoff coefficient can be attributed to the fact that the Collinwood site has not been fully developed in accordance with the original site plan Several buildings and additional parking areas that are shown on the approved plans for Oakridge West P.U.D., Fust Filing have not been built as of this time. It is our understanding from Collinwood representatives, that not all improvements noted on the original plan will be constructed. 1 The rear yards of the southernmost lots will drain undetained to the south, then be conveyed to the east within the same 20' drainage easement which is provided for the detention pond outfall storm sewer. The drainage plan will be revised to clarify the channelization of these flows. 7. Street capacity calculations for the private drive, have been added to the final Drainage and Erosion Control report. Street capacity graphic illustrations will be included on the Drainage and Erosion Control Plan. 8. A legal description for the offsite 20' easement for conveying flows to detention pond 340 has been prepared and presented to Oak Farm, Inc. for review and dedication. I ' PAGE 3 August 12, 1994 Project No: 1410-01-94 Re: Courtyards at Maramont P.U.D., Second Fling; Ft. Collins, Colorado ' 9. Drainage contributions from the Cottages at Miramont have been included with this report. However, final onsite Cottages at Nfiramont P.U.D. design has not yet been started and will not be a part of this report. You have required that a project specific drainage report for the Cottages at Miramont P.U.D. be prepared with the Cottages final design. Contributions from the Cottages at ilTramont P.U.D. to the pond are addressed with the contributing areas for sub -basin 1b (Refer to page 4 in the calculations). 10. Additional comments made on the Utility Plans and the report have been addressed as well. We acknowledge that approval of the Amended Oak/Cottonwood Farm Overall Drainage Study will have to precede approval of this plan. We understand from conversations with staff at RED, Inc., that the revisions to the Amended Oak/Cottonwood Farm Overall Drainage Study has not yet been re -submitted, but will be re -submitted early next week. We have also addressed a majority of the comments noted on the redlined Utility Plans and those comments noted in the Final Drainage and Erosion Control Report. These comments are addressed as follows: ' 1. A Final Grading Plan is currently being prepared to show the actual final grading that will occur with residence construction. This final grading will be consistent with the Drainage Plan basin delineation. The Final Grading Plan will be incorporated into the final Drainage and Erosion Control Report to replace the Overlot Grading Plan (OGP). The OGP reflects the grading required to complete construction up through the road and curb and gutter stage. ' 2. Please note that the open space or greenbelt areas are already dedicated as access, utility and drainage easements. Refer to the revised final plat which is also being re -submitted ' for your review. We will add a note to the GRADING AND DRAINAGE GENERAL NOTES on the Drainage and Erosion Control Plan to that effect. Please note that this is a general note on the Cover Sheet of the Utility Plans as well. The open space or greenbelt areas facilitate the storm sewer for the Tennis Center and the drainage channel for the ' Cottages at Miramont P.U.D. 3. The drainage summary table has been revised and re -applied to the Drainage and Erosion ' Control Plan in a more readable condition. 4. Design flow and pipe capacity data is shown the outfall plan and profile. This information has not been added to the Drainage and Erosion Control Plan. This data will be added to the Drainage and Erosion Control Plan. 5. No detail has been provided for the detention pond outfall storm sewer at the pond. The outfall is simply a open ended flared end section at the detention pond with an invert elevation set at 66.0 ' 6. The date of the referenced Amended Oak/Cottonwood Farm Overall Drainage Study has been revised to April 20, 1994. I I r PAGE 4 August 12, 1994 Project No: 1410-01-94 Re: Courtyards at Miramont P.U.D., Second Filing; Ft. Collins, Colorado 7. The Final Drainage and Erosion Control Report Drainage Facility Design section has been expanded to discuss contributing flows from the Cottages at Mramont P.U.D. in more detail. If you have further comments or questions, please call at 226-5334. Sincerely, Brian W. Shear, P.E. Shear Engineering Corporation ' BWS/J attachments 1 u 1 J cc: Albrecht Homes Kerrie Ashbecl; City of Fort Collins Planning RBD, Inc. Water, Waste and Land I 1 1 1 F- L 1 APPENDIX II I HYDROLOGY AND HYDRAULIC CALCULATIONS I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 WATER Project: Calculated By: W A S T E Project No.: Checked By: & LAND Task: Date: ¢ ll� 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 WATER Project: Calculated By: % W A S T E Project No.: Checked By: SL LAND Task: Date: 714 3 to ooD SF -=,- pig7e✓/ov s /4- ion SF = Ac;! A /70 o .SAs, !3 /moo U�-J;?- -14�,7r�?sF_/¢g4/ ,/03721�fF r' •J = J 4�) 1174r fF 1,e2 Sr 0✓6"L.(- GtI��- (:� 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 1 1 1 1 1 1 H 1 1 I [1 1/ 1 WATER Project: LIM I in Calculated By: W A S T E Project No.: iieAt1bkS ' Checked By: & LAND Task: Date: a-�►�= C�cG �iwo�� �2or-� �ti-r�.u� ..5,��Tv QjH� b5uu�- �ccNOrr= C�EGF U _ 4, y,5L 1�e- r _ �,zZ�4-e, >�z'r F€A-K- CO�PAC-Cry &r- l 1 2629 REDWING ROAD SUITE 200 .FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I I 1 I 1 I I I I I [1 I I WATER Project: Calculated By: xvW A S T E Project No.: �z 1�� Checked By: ry & LAND Task: Date: r INC. C, &X1EAJ"i2A'T=-e)#f ADD 1���.0��.►�.� U 1��� �� /=rzor� �/,�c-c�j�� err. �,piiz� �7 y 50��>f Z 2 5j C . C.99 z �o u 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 1 1 1 1 1 i 1 1 1 1 L 1 1 WATER Project: &,Tf— ttrA )7— Calculated By: S \IV W AST E Project No.: q0z .1o6 Checked By: & LAND Task: Date: B 9 ;ax_�iff_ — 13 4.,, v�\i 4, T T k, v. z' M16PJ nJ=r9 &-tP Srt0or14) _ ©. e 4/x 'L /,73 Te / PJnaAJa0J&i7 EQ T �® 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 11 J. ci hivuA cal Lu11U1iliea rilici /. L'aiS .. L'Ccli G_ii vl�'_n LI IJIIi LtJ 1' 11 '1'Iow WLii I`.JIIGe t Nlai a. Mir i111Vlit Basin A Lr V111111C11L� Ilil L'tlll\.II�1 \.7 �. I�Cl•V C1A Ye A1• Al.n i J-V 19.r A2 r^_l I-_._ DeDtL .:J LJ1 Vt_' f •JI LCL't_li ulvULci. cA'v'"'=il T r_ c .LLiL '('1 at Left Side Slop_.. 1•_3.00:1 (!-1-V, Right Side Slope. _ _. CUi A IJI.Y ; rannino's n...... 0.01' Channel Slope.... cl. DOZO ft; f t Di schai-❑e........ 1.27 o..s r..�V111V tj,LiZIJ 1\C:;l:,A t. :.l. DEpt~. • • . . . . • . . . C•L, 11, t itn 1 iJ..J , f L Vel"ci.ty......... 1.06, fpa rlo:'. Fi-ea........ 1.20 sf r-1 1- 'Width, 1' 1',J(•J 1 1.-p 'W i 1.1 t.11 n . . �c 'lc r 25. LJ '1' wetted rre i matci . 25.25 'f t. (, _ ' J. .. 1 Tl,_ r-..I. L. \.,1 1 t..L i_ Ct A 4J G. /J !.1 1 • n • :: , i17 r J- - . l / 1 L t' l S CrVI J. L. J. r_-�. J. )a tJ LJ C�. • • (' i n ��. t-1 •�/,J'/ 11 lJl-{lJ l.'.�. IYI.'.IIILI CI u • . • _. VLJ \ 1 .I. LI Yy J. � 'J 4.!LJLI .L ,. J. \�!�. .1. % Open Channel 1 Flo" M-J..1 11._.._.-: ) i�'1ni uucl Clldlnic:A 1 al=i vv 1 LItJ •_ts c. Version Cili ... 1'r1 l� A711. 11s, zi.. tad .+1_. J-L-__ds r...._ T- rr._._-.ks J Rd Id_.1._.._L ... C^t J''•:J I ICtCO!_Q�V 11':�LI 1l.J tJ�1 alli_. .tt. •J/ vi 1JV Y.'�ai 1J c-: \t.J •• WCtL�I 1J i_\'i -'V 1 �I I I 1 1 I 1 1 I I 1 I WATER Project: lj�/ 16AJ7- Calculated By: 7k� W A S T E Project No.: g627,100 Checked By: & LAND Task: Date: p INC. ZtrjoFF �S6rF, 47orAL- 4remA ?0 4 7,- O. r zl g ���A-- 7n ar- CAr- (E 47 _ 47. 6 rzz:7j qt, U H,-fJ FiCrl igL 5-Z SM r-J VAsj4z ` Cam, Paz = f 0 5(t ac 7/8 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 i 1 1 1 1 1 1 1 1 1 1 1 1 i 1 WATER Project: ot,� Calculated By: % W A S T E Project No.: Checked By: & LAND Task: Date: 9`f Q�z CA 3� q�C �, �1s �s�'�;1� 'ice) Le Li- /0- C�TI� 3 i 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 Triar Cha�mel Anal & Desig� Op �:zn Chamnel ` Un,i�crm Flcw �crks�eet ��aa�: Mirisont Basin A Ccs�ent: Miramont travel vel. A2 to A3 Sol�� For Depth. CiVen I, -,Put Data: Left Side Slopa.. 133.00:1 (H:V) !lioht Side Slope- 133.1 (H:V) Mann. in0's n....°. 0.013 Channel Slope.,.. 0.0050 [t/Ft DischargE........ 8.43 c{s Co��ut�d F"'esults: Depth............ 0.19 ft Velocity..,,..,.. 1.70 fps Flo;-� Area........ 4.96 sf Flow Top Width... 51.35 ft W'etted Peri�eter. 51.35 {t Critical Deipth... 0.17 ft Critical Clope... 0.0054 {t/{t FrcL, de Nui-,,ber..,. 0.76 <[low is 3ubcritical) Open Channel Flow ���ule, Version 3.41 (c> 1971 ||aastad Imc. » 37 6:side �d » erbury, Ct ()S700 7- L 1 1 I 1 I I I I 1 I I WATER Project: Calculated By: T� W A S T E Project No.: __ 4(�Z I OD Checked By: & LAND Task: Date: poant �Eow @- 43 ✓ s 10, �5) 33�'�33 �. 460 Ile- = �). 73 / 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1 WATER Project: Calculated By: — 72-0'� W A S T E Project No.: /4cm 10 0 Checked By: 1 & LAND Task: Date: / 0 1 A-3 1 1 ��,�.-ram J��►c_ l��vl.� @ �-j T �y . 1 `J✓�rir� %�l�uc.arL �j�lsra�a5 �1E� i�2s�T D.�-) 1 7irp-r(4 1 T�✓L- ��,, A,T��� 1 A1q 1 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 TriangUlar ChaAnalvsis & Design Ope: Channal [orm �lo: �orksheet Mirim,'nt Basin A Cc��ent: Mira�r.ont travel vel. A3 to A4 Solve For Depth ci;en I:put Data: Left Side Slope.. 133.00:1 (H:V) Right Side Slope. 133.00:1 (H:V) ' Manning's n...... 0.013 IE Channel 3lcpe..�. 0.1-1050 rrt/ft Discharoe........ 14.74 c{s Cc.T. Puted Results: Depth.........,.. 0.24 {t Velocity......... 1.?� fps Flow Area........ 7.54 sf 'low Top Width... 63.32 t wetted rerimater. 63.32 {t Critical Dept 24 ft Critical Slo 0.0050 {t/{t Frcude 'Nu.mber..., 1.00 (flow is Critical) Open Channel Flow Mcdule, Version 3.41 (c) 1971 |Iethods, 1nc. » 37 side Rd : Waterbury, IC It �67�O ' WATER Project: ^-► Calculated By: _T�u vvWASTE Project No.: Checked By: .& LAND Task: Date: � INC. I i b N C) � E- ��T a2>�wJ� trot r7 �� T AY 0 2-4 �z� ' = 6, 00 0. 43 7m T� a ZA 'T '15� �� I�t2TC z- �a,.� 0, 5)d� ' flczr �a tJ77),� L- l N S,o'�� �� Q= 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1] 1 1 i 1 LJ 1 Tr,ali azoidj,1 Channel Analvsj. R; �:! ✓!_y�. [i rl Open Chamn,="l ul I1 1 ul ul 1 1 =r rr 1.1__._1. 1..._ F 0 Vv aJl r:. :�I lr.�t' - 1 .alllia. I lii aulu l_i : .� _rimer -it. {..rG11ment: 24' parking lot section, East of building r^. ._.). a For ri_pth J IJ .L V t- For Na�:V 1 Given 1ripUt Jatar L7ottrim Width ..... 24. i_):-) 'i t 1 P .t- n _, n) - Ll_ i u Ji'd a .:11 'uui�. i a- a / 1 l •. _i..�S 2: 1 \1't: IY 1 �� ram''--•�-•+'�'�r n (//� i (�•L.l w•y.R'��..� �•••�/v�l:/ Right Cid& slope_. 0,00- ]. (i'i: vl) W I Ill lrl i. ny ' 8 il. . . . . . i 1 i an _ a n vu Ch aril aJ. S1 op, a. . . . 0. 0111 C,/_) '1 t l t i._ _ � ._ . iYS _ _ 'ci't_ilcaf t=.. . 14.74 fr _b l_ 1 Coll-1E:r._Sted 1•(eiSLJ.J. ts: _ .J L.I Dep�-h............ a ♦ _' 1 'V a_ l_ r 1 /,. FI 1 aJV•I t'l l � v L1 . ........ Flow Tcp Width... Witted F'erirrlater. 1 Cr it_icAl Depth... Critical n_'iiopc'... r� r -I r• h 1. . 1 1�•V L!1..1!a IYlalll�Crn • s • 1 1 1 1 1 i n -,.. .r. + E LTI. CL� i 2.35 fps 1 6.27 .27 s Ir. 24. CC) rt 24.52 ! t <_. Tt V rl 11 1L�L_ I c,Ja,i Charrrlr-_,. ,.,✓., i`;ouule IV' a; o7i -,'1 (C:) 1 , ; 1 1 i•_t.__nt_at iJ inc. Ji Ni :., :ter:. ':J1 u•a IaL x wa v�i LJ ui wj Cl: _•i�ri :•u 11 11 1 u Tf amezcidal C ai-i ICl finalvris & Desiu_nl VV _.1 Channel - J-i -flow fa JV WVryp___L NIQ_ lc:w. MJ_ vmi11t r o T CCnt w VVIIIIIIC'I IL'Yu iLI CII M1.Z n�tj AtJL 'mCt. LA IIII, I._Q7L �.JI buildingJol r_ ve' / VI Dauth Gi van Input Data: roLL t_ Width ..... LCIV Vide VA'V LJG.• `T. 00 t .L.`J•A 1 ��Ji �\�-��.� Right Side .CJlopa. (11.1VI) ' MAmnir.g,s n...... C,.020 Channal slope.... 0.0050 . ti (t Di'scharg'a........ 1^.(_;i= c'Fs Depth L/4=V L11• • • • • n u • . Y k._• 1 I.J c: i t_ t-1oa`; rrea. rl'o y Tco Width... Wetted rarimetEr. ' Critical Depth.. Critical Slope ... Imo•-._. _t-. 1`1.. 4 1 1 VLIVI= IY�_t1111J{?I .... 1 t I (7, . ii fps 7.45 ST 4.i:0 'ft 2n.V2LTG. 1 .rt• 1_ 0.0,75 T tilt rll uL1 1 � V'.J C:II •-rl C.\Ilii C�a I aV\Y IIVI_i 1...iA Cw Vf_1 Si U1i .41 (L) li e'1 d It I G7 Trlc. . --7 'D;_a ea ,u ,t 1.,,1 «Y- t,-z; C 7 C ` Q L I �I WATER Project: Calculated By: W A S T E Project No.: "-�Z, A0 Checked By: & LAND Task: Date: Z--AJ LaL-D /r F,,,lT 6,c rove. 7 = D, 45 f- 0,1 D, 5'Le oepT�k A-F 1�&e-A-Tzzv'] fl�te-)�D,56) I I L I I I [1 I I _ /v 31 �c,r't f o7ir� C4" 7 3� - FL�oL,3 A vo /, yze " /y, qt�roi M /j, /D C 1' 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 1 1 1 1 1 1 i 1 1 1 1 1 i LJ 1 7 WATER Project: Calculated By-Z21 N/ W A S T E Project No.: 40Z Checked By: & LAND Task: Date: RAT C�^ `_-T vLc�r ►., There �a t-CT Q = / 0/, / 4, N�sS�� Cn�� d✓� �� _ �27 I' L 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 Circ�lar Cha��el Anal�sis & Design Col --,-ad with Manning 's C�uation Open Channel - Uni-form {lo�-; �orkshiEet Namne: Mira�ont F & T Centr Storm Drainage Pipe; Pt. A to Pt. C, 2' ADC �oIve For Actual Depth Given Input Data: D........... �lope,,........... 0.0178 lCt/ft �Nanr,ing's n....... 0.012 Discharge......... 19.10 cfs Cuted [|esults: Dept", .............. 1.10 ft Velocity.......... 10.81 fps Flow Area......... 1.77 sf Critical 57 ft Critical 3lone.... 0.00�� ft/ft 7arcant Full...... 54.71 % Full Capacity..... 32.70 c f s Q�AX @.74D........ 35,17cfs Froude NUM. ter..... 2.02 ({loW is Supercritical> Open Cel Flcw dule, Version 3-41 (c) 1791 Haesta� ��eth��s� Inc. * 37 ���Wksi�e �d « Water�:ry, n I I I I L I I I 1 I I I WATER Project:Calculated By: vv W A S T E Project No.: Checked By: & LAND Task: i71094Lx Date: INC. ��c�,� T2a✓� lT�r-t� � � �rsc.rr � T - Abe- 10�. 0 0 z Le C)1" A� Z G,o "Iwo , - L Lr-tF, i�.44'z p� Q'2d,�:'r4:2 = Z.3:3 Ur'S Is Iq • q r�J 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 I I I t 1 fl I I I u I WATER Project:Calculated By: =T:�- NVW A S T E Project No.: By: & LAND Task: iorpmm �t±r::6-6 Date: INC. l;A- �_� � C fi nn% �� �ID2 N�( ��.q'EG/J S �b 2 S� �t-o J 76 e i 67-A-L, T�-47-AKJLr. ZOE Z4-zi C) CA 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 CiS' cuiar lci Ch. ! - I' D•aign c'tiili11IQ y'si'� ,Solved with Mannino's Equation Open C h a nnaI -- Uni cr Gi"iil i IC,ri Work.sheet Nola: Miral-ncnt F &< T Cent CGslmant: Storm Drain Pipe, NE car. ITC to Pt. C, ADS SGl va For Actual Dac;th Giv,an Input Data: Di amate ........ • . 1. 0C) 'f t Gl'Gp'a............. 0.0130 ft/-Ft Mann ina's n....... 0.012 Di scharga......... 3.46 c f's CG.7.ZjUted Re sU 1. tS: Depth ............. 0.6; 'ft IVI C�I 1J city • v • • . • • . • . lJ. 21 1 p's 1 V;Y Area • • . • • • • • C �ln JV j' Critical D(apth..•. o.C) ft Critical Slope.... �) 0.005 1r ti'it r.'_,. c-a r! 1 1 C'1 LC1�1 t. 1 lIl I • • . • • • r l �JV • - 1 r I• Full 1.. cr (J ci 1..1 I. y . .4r- uiiAX Q.?TD........ 4.TS 1. S FP oude Nurlbai . ... . 1.42 t'i 1Gri is .C.iUpei Critical i .JiJ cil Channel 1"1GW 3du11?7 vcl of loll :7.41 (l..) ..I r1 l ieiccitciu 1 e•_ilu•Jn. Inc.. * _r Rd 'xWat c'i ii ui'v, CL 0u700 I 1 I WATER Project: 1-ft??T- Z0AJ7- Cal( W A S T E Project No.: Che & LAND Task: Data INC. c tlr`1�F�� -3L 175 fir. ° z51FE;'e-✓�cus T D '7oc, w ._ llscr� 414%�I,-,))VT 1;!'rq E— Co T.� 'Foe t-A ,'T02H:J-�F I 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 2-- ' WATER Project: Calculated By:IM W A S T E Project No.: �• ! Dy Checked By: ' & LAND Task: fZ291`1 a�2S Date: ' 7A5�: �- _ r _ I �►-���,� � ���5 /fir s� �,,,�-�� ��T � 3,04q/�_ /6cn5 I 1 I I I 1 1621 REDWING ROAD SUITE 200 FORT COLLINS, COLORAOo 60526 (303) 226-3535 FAX (303) 226-6475 �J 1 I L� I 1_1' I I I I 11 I WATER Project: Calculated By: W AST E Project No.: Checked By: & LAND Task: 6� Date: INC. rZK !`f4nJ� � AP--C �b 44 E- r%IJ 4-Ot F, @ % tsa:: JQ S I-AJ✓ems ffL-tZy,4TT4tuJ 0 )- ✓ Tv 77,,- Z = Z )5' ZD" McUWINU KUAU Ouf1G.Y00 FORT COLLINS. COLORADO a0525 (303) 226-3535 FAX (303) 226-6475 Circular Channel Analysis .x ui=n S'y ii Solved with Manning I s Equation open Chaiiiia1 viiii i cr u, -f 1'-0 Wo;-kshaat Nai7,c: Miraliipnt F & T Cent Drain Fipe, Pt. C to Pt. 8, YiDS '412 Solve For Actual Depth Given Input Data: Di aim,S Lei-.......... 2. C:i 'ft SIcJpe............. 0.':'_%47 f ti-ft Manning ' s n ....... (). 012 . Discharge. . . . . . . . 25 nn � �.uo r_-fs CoMPUted Results: D4 ............ 1.77 r.+ �'elccii:y.......... 6.?7 fps Flo4.; A; -ea ......... 3.72 sT Critical Depth.... 1.73 -ft Critical . .. Slope, IE0 r .t rI tS,:.l � i � t {... rr c--nt Ful I ...... 70. . 79 ,. Full Capacity ..... 30.46 c'fs nM.nv Q.i4D........ ., ,n n =2.77 c-fa Froude Nu,�,ber..... 0.96 :'floss is Subcritical) Oran Cli_.i iii'e ,'l�Jv`i i0..r dui♦l=, 'V Cf b1 V11 :_i. rti i c.vst ciu Methods. inc. , RV wnL. ei LJ i..{t-V. CL t)�r l+v I I I I 11 1 1 I 1 I 1 1 WATER Project: df ' CIIJT Calculated By: -ZT7—<� WASTE Project No.: Gfc� — . ! O O Checked By: & LAND Task: Date: Z X� 3o°�Elc x -%3 Z5, - CD.C'65 �Zr�/� 6F �N C�1T2�r�T1 /c f ooL,+rz EA 74o- o T'C tc v � v CDO� 1, 2 i %F� Or7 GNC..1 � FA-ew;6j 5 ZZ; L g55 '7TtAj ti T/16i.-7,CO F� Os€ i Fae— iBa,6ZnJ A 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 r [1 I 1 I I I I I I I I 1 1-1 I WATER Project: Calculated By:—T'� WASTE Project No.: Checked By: & LAND Task: Date: lQ INC. TA%= 7#� T orb ✓ ..Lp� - ' t Kra �`✓�i�J� Z;V,N)T A/VALS�iS C ZTULe-7T �q1 s t7ti1 c A<fa ':�c000 -Az = 0, vzC,& _7Err-- Or:� -r4i� VN') 7i,*,4r Tvwn- ZA4�7��J T�tiE7 ] � ZbZ9 RtuWINC ROAD SUITE 290 FORT COLLINS, COLORADO 80525 (303) 226-3535 FAX (303) 226-6475 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 WATER Project: ffkzAr ::N r Calculated By: � - W A S T E Project No.: 4{l`�Z__ Checked By: & LAND Task:Date: J INC. 7&76r-�-rS3. 5ZE, p� I.D ATE �k✓ �-�� 2�,/-/3cj� 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I I I I I L I I I r WATER Project: Calculated By: WASTE Project No.: 4OZ. Checked By: & LAND Task: Date: �.,✓� : _ �o / 4 Tb now., 15 v.0,-off �9, C� 5 3.7Zo > I) Fo2— WET Dz*rQ (2, Z-r?076 7629 RrnONO RnAn SIIITF 900 FORT COLLINS- COLORA00 80526 (303) 226-3535 FAX (303) 226-6475 1 i 1 1 1 i 1 i 1 1 1 1 i 1 1 1 1 C4YCul ar Chai'I rlaI Ar.aI•y sia & gn SoIva- ' Y1-. M _. r vvu rii ul IILZInlaria�5 �_GLiz, t1 Gil Cui=n Channel Unl Forlm 4'1cw wcrk.sheet Name. Miraclont F & T Cent Cc:mment: Storm Drain "ipe, NE cor. ITC to ^t. C, ADS Solve For Actual Death Civan, Input Data: i cliilG t_cr. �.: 1.t•_ .1c s. � Op 0............. JJ11 0.( 246 Ft1'ft 1y�,l I lal_11_li n a ' s n....... Q. 012 Discharge......... 4.42 cFs Computed ReSUI tS.- Depth............. (7).6' Tt 1ve l o c i t•v.......... Fpa -/II f lo�4 Area......... i1.57 sf Critical Depth..., 0.CC Ft Critical Slope.... C>.C)110 dtf"ft Percent Full ..... Vim-•. 47om• V /. Full Capacity..... u.05 c'fs�= f,IM/� V (l A., Jih �. /YLj........ . , v.51 c-Fs Froude Number. . . .. 1.01 t'f i on i S .SJii%ici-Cr i t J. Cal i p L r w,_u 11_.rs " nr7 i.JN'an Ilani"�i?I 1 ItJY'{ III.a1.JI_lle, vr_I �acn .:•.�1 �C) 1, /1 'C\LFi1_C\U IG LIIaUs. Inc. * J/ Lrl VVM1.�a UG 1\lJ » 1r6 UV?t•V WATER Project: 'r" Calculated By: vv WASTE Project No.: Checked By: & LAND Task: Date: Fob Jt r;�Fri . TT o - _'r_ = S q I wz Tix- 5—Z 7E+.1✓Fir, T)e0 PJPJ 4cmF_ 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 [1 1 I I I I 1 I I WATER Project: dt:_ ti.nnKr Calculated By: --11r vv WASTE Project No.: �iL7Z Checked By: & LAND Task: Date: INC. f EtJrZr—lr�-T� �t1 rC, �A-�G f �T, . FiZ�M Tlt� 47� � 7'vc�T- g L,/ T = /� o r/z5Z n ,=-FLDL.0 Fr�t-4, .0 -F4,✓5 r ram/ OUe 7L- a Z7(?80 O ' F 51 �pr- F , 362t cis l Q "J nK I 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORA00 80526 (J0J) 226-3s35 I-Ax k.WJ) ZZO-04/Z 1 1 1 1 1 1 1 1 1 1 i 1 1 1 Circular Ch annal Fi rl ii''v B1 S & Das:. arl v-�Vwith hI,ann Sngs r q_aL SGn L'-.; s^�- � NEiI IiaiiriE1 - lu 1 L., 171 1'al:i iv I.1 �._1. sh w+_Ji r:. �111:']Et h,�• 1 _ r I4c\lil!�. IIA i-n.lillJnt I' i• 1J c•rlt. Collll_ it: 30" f412 'Storm Drain, Pt. Li south 220 Ft .n.,i�1 rE i-Vi n'-tUal Di nchl:�! y-a 01 en Il put- D-tai DId1iIc:tei .......... 2.J_ 'Ft 7 11 J 1 L p C • • • . . . • . • • • • • Marinina+s n....... CJ.i�12 — iZ rw' Depth ............. CoMC,U.tEJ Results. 1 zLllai a, L J 156, 11 1 V4Y 1 HtC n • • • • • �i'• 71 s'F' C-itil_ai in-pth.... ?. _» Ft Critical Clcc:E.... C7. rEi'-C en,t i'1_iii..... Full Capacity..... 3I_/.6 C'FS in M.nu n n v/� 'ua r, n V_ • D . . . . . . . . Zr,i n _ . ._ r_„ F 3 F•-rouJe Ni_M"Ei ..... FUlLL in ... ry nh _ __._ ♦ Ir• Ivl .-..1. e 11__._s /1 i ` 1 001 II _-Z as t GL_L1L_.r'-t < I I I I i I I I I I 11 I I I WATER Project: Calculated By: W A S T E Project No.: Checked By: & LAND Task: Date: C_o+.rt-r v3 --sL-0R0-= - _ 7,y n� 0 OZ ( T�6 LE, ITS v' "�Zpn-\13 3f- oe- % , j o Q 1. ` Lf3 , 89 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 Chan -''GI rl l .Z J. V s L '"J 0parii C%iciiiIC1 iU fJ.for m ' lo" vv vi r:.ollc'a-: I'1<auli?: 1 L1 glil l.Jt'1t 1" .. 1 CI-111_. {..uuuuCilL. av 11 $u. u{-iariilcl tlll 1i.luh C!'..li..it Vi'4i-ds LJI Lt_ COl'v'e FGr T.r!-- Jth Cl veM 11lpl.lt Da - C' _,.1_ y .._ 1.1. ..1 •!- t. 1 '1 1' �i uu•_L{.Jul wLLJ LII..... S_1 t L-t_ I' 4_ ..i .l lJ t3 -..i1 o}Je. -tn 0, 1 (1 "1: J Ria"It Side Slope. 4.00: 1 (1-1: V) 11a"i-iing'a n...... Channel Slope.... 'ft/'Ct Bi s''__hai-ge........ :1 00 c.-F's I� NV iJ _. 1 1 . . . . . . • • . . • • IY C 1 o 4_ 1 t ,y . . . . . . . . . 4 . 0 4 Flow r -7 plc.-i Tcp Width... 15.19 Ft witted Peririeter. I 1` 'f 4- Critical Depth— ti.IS-1 r't �-- • J_ _ . J. 'S _ Cr1.LLCi-i11iJ�Ic?... `��� 'i-'Lri_i'd i= 1•VLi.m"Wi Cr . . . . ri.i 1_1_ ��`'��-� •��� �- VV:�II VIICSI IIICI 1 ;VW IIVU Ll1Ce VC.:i �11Ji1 _n1' tL.. _ J __ r -+-r r•.._ ._ _ 1 . __ _I __ n l a _ �_ __ __ 1_ ... r�.4 :'1 <."r"• rl id.c�•_c{''_J i l'•._t_114_J iJ'a / lllt_. _ / t'i ui.J r: b;L UCJ Ild •• .-ati \. cl Jt_{i.••J 7 +.�L IIJ, v{J Tracs4 ci dal Channel & Dasi an VV;i:n IILZ;IrC 'JI11'1 \JI ill 1 1'J M{ w�l rv. nlicce_ IVdiuc.': M1:uiit r & T Cent. (Vrix,ant: 10' Tir\p. Channel thrcu'Vh C'VU Lya des Site J 1..11 V C' 1-VI- Depth Gi''v'i_n Input naA �, - a a Bottom Width ..... 10. 00 r t 1 [. Side L��C.-. 1 t �.%.l 4JC ..J11J•I.J Cam. . Slope— /1 i\ri. i (11- 11 "1'• �. �. L 1 : Y Right 'Side Slope. 4.0U-;1 (H:V) ii a ran i nlg'e n...... ti.d_5 Channal Clape.... O.V21Gft/ft uist_ha ge.....•.• 43.Vr% cfrs — �3� \.0 VII1LI l\• V{�Ill ill1. \_J. LCp Lh. • . • . . . • . • • . (' 0. 7L T t V el Gc i t'y'......... 4.42 -iLS Flow Area. . . . . . . . 9.92 S'f \ 1 V W Topi V1 t 16. L Wv, 1 Seri iiletei . 16.27 f t Critical L;\_pth... 0.76 f't`�S— Critical alone... 0.021.=' ftlrt r1.- VV.a hLInIIV VI - • . • • FULL n-._ rr.,.__. _) rl I n,',, ) Lr_._._: _ nt t tool v fJCll �.1\c.l iilci �. G\v I VL_I a_la c:, vca ��.vn -ra lCi a r . tcot.ad .Gt__i1lLds, Inc. *' ,Jr vl I��r.of ur3 IVJ .Ja \. i=1'ti L�r'v) , , ,-r(�\J Ilct ' WATER Project: lliVAM663T Calculated By:---'TIx W A S T E Project No.: WaZ Checked By: & LAND Task: Date: f Q� I AJS 1 1 - 1 , q-CLa� --T� B06Z7� G � c qu=ot� = ( LOLD ly 112-5-)L7,15 ��C) I 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I I i I I u 11 n u 1 1_:cii�_lt clr._ r1Lc._il, Hl-ictl v>. l"_c _.. n IJ. c�_o.,a•__.i�li V L•G-11 IJI IQI111^� L �"�' LJI I1 I lJl 11�1 1 VVf vv l..Il r. cn lc'c_•_ Ivcuucd. Illi ci1TliJii e- w L EGv c(iL A. (�. S L 1 J. _ J. r'•J. Y• T L. I.. LJu(nli'_i i � • vvvb t' o L. CwaIG l lc_e1vf C-i l_Ci 1. l.! I" L.. ti) Lrll •L cdol va For Depth C .L v I_i 1 i 1 i 1 i:J i.i L Data: Le t ^.Ii da 0-i ou c.. ^iuht �ida Mann .11 lu • } 11 • • • • • n lr.•I ICI II ICl Jl'_J 4JL • • • 1-._..J r'--._. l J-. LJ 111 LJ l_l l_ L'=1.J 1 \'v.-':J LI A. l-"_) u Depth............ Y C� A lJ L Z \. •N u • a . • n • W •= L. 1_ c. Ca F _' t31 �. rr c t �' 1 5.J1 .L ._1 LCll A./C_V _Ilu v r,..: _, c, _._ 1 1 Jt.'.IJ C� 1'1'1.A 111U C1 • u u JV • 4.1Cl' L• 1 L 1 L cf i s . " s St. 0 z.., Fs i . iv S'r. �..(r r IJ3 „f t• �J I 4 J. 1 t •. n J'J 5. _ iLJi '1 tr,L �:a t.i i_ \1 Lu6� Zb JUUL.(.L 1_i cci ) Ui.I e11 • 1t.IW IIVV �4 J. L'�. V 1 _)i lJll _u`r J. \L 1 i I ICI CC ::J I. Ct L! Y_i ... J.t VJ- IICJ •_III_'S7 'f .. X T"T llll�• ^ _• L•1 -V iJ 1'�. 7.L IJ i� 1\•J ^ Y'Y i:4 l.l�l-IJ \.i1��V • �.. illl JV 1 TrLG'llltl'lygl VII11111CJ. n11C1 VEi1s LCJ1V11 L L�>=l 1 Ll lctl 11 ll� 11 I r, f ._ _ .. f 1 l lJl l l f Lf 111 i:01 1': sf-1a•-•t r4a;—.,�.- ", 3ra"mC'm W �L I"aIz r�-- L y 1.1-- f-- ram• l V 111111C r1 •_ V1=pt 1_a Z;t I-WZI'=. ` -. i• 1,• n 11l�QWC.LQr tLJ f L. L• Tl;ll FI Solve Foi- Dent h 1F.PLit D:'ta: Lei.` n1 lJ c= Lrii Uu C. 'Y .C��•: 1 \1'1: Iv1i (�1 LJI1t •..31LJPF. 4. !L,a 1 \1 1: J M_..-. -. .. I IC4111IJ. ii7 S i1.. i). f)_i7 `JIICtllrlel •.JLIJ'JC..•• (•l./ 1 ' D-1 s c h a r u_........ 5.45 C'lfs 1..V 1110 Lt •_GU I\a S7 Ll Depth ............ C).70 St F n._,_C 1 1 VhY tllC:t . 2. 4 5 ..J CJ 1 .L Le wi 1LU iL cL c\J i=1`1171c Lcl LIB' L1\_._, LL_'t J. JJ�IJ L11. v. -ram 1 � U. UV L� f,- t_ r-�1 criti Ccil. :rloz:JZ... i)271 TIIIt ' 11 V'_IUC IYL41111J\�1 ••.. i_ V.iJ �' \1 ItJW 1-J .Jubc it GI 1 1 1 -. �._1 rl-.. M-.J..t V *.'III V� r't1111CJ1 1 AVW 1 VVlI1C•V 11-•_f G'1 �1 VIi 1 1 . 1 _J !♦ _,_ 1_ - _I Y - IIC\c J'_ClV 11_�l_11'.J\J�J �1 LIIL_. n ?'7 ._ _. 1.._ _J — f1 J 1.1 _ L _ _1....�/ n.l ,-• J 'I '.19 'J/ .l'I �VLIt.�IIJ t� i\•J ^ Wit •._VI J l_l1�)%T LL 1lJ/r!r_! 1 1 � Trian�ular Channel Desic;ri ;pe: Channel ' U:i[cr� flcw ' W��rksh t �a::e- M.iramont W E Swale --=nt: W est [ast Cwale, 7t. D Inlet to Pt. C inlet Solve For Depth CiVen Inp��t �ata: Le.t Side Slope.1 U|.;) �ight Side Slope. 4.O0:1 <H:V) Man �ing's n.....- 0.035 Channel 3lope..., 0.0100 ft./fit Discharge........ 5.24 c{s it�~~-~.�) � �I (�Ic) Cc�put�d �esults: Depth............ 0.77 ft �el.......... 2.20 fps Flow Area........ 2.30 sf �lcw Tcp �idt�... 6.17 ft Watts! 6.36 {t Critical Ejapth... 0.114 ft Critical 0.0272 {t/ft 0.S3 (�lcw i� Cu�critical) 1971 ||a�ste�1h i: � Ls, �r ic. x 37 Erz - D 1 ide R d » '�'4atsr1:5 L ry, Ci- �,. �703 j Q ~�� `-~-"-o� �� °~,_- ' ~-~_' .'-- ,.. TriancAular Anal�sis & Desigr, ��en Cha��el �ni�cr� flow Works�ee� �a���: �ira�z�t W E S�ale C3m. m ntest- East Cwale, Pt. 8 Inlet to 7t. C inlet Solva For Depth Given Ii-iput Data: Le't Side Slope.. 4.0C:1 (H:V> Right 3ide 3lope. 4.00:1 (H:V) Manninci's n...... 0.035 Channel Clcpe.... 0.0100 1:t/ft Discharoe ....~.., 6 . 97 cfs � Depth......-..... 0.86 {t �elocity......... 2.37 fps Flow Area......., 2.94 sf Flc-,w Tcp Width... 6.Q 6 ft wetted 7,08 {t Critical Depth... 0.72 [t Critical Slope... 0.02.12 ft/ft Froude Nu�ber.... 0.-L4 (rlow is Cubcritical) OpE.n Channel Flo�4 �zd�le, V&rsiorii 3.41 (c) 1771 ||aestad ��tho�s, Inc. » 37 'Droz:�kside 1-Z'd * �at�r�ury, Ct ()670[] 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 WATER Project: -J 2EAJ Calculated By: �r ,YAS7E'4 vv W A S T E Project No.: 4v2 Checked By: 14 & LAND Task: r►^ A4g—c 4#J Date: � � 9 Viob ln�ES-r 5W4 La n/o 56A LE 0/ F71 T 7.) ,p E�(/ S77NC� � JT/�Ei05i SG✓A�.6 No Sc.A L B 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80525 ksuj) 2zo-J5J5 rn koua) ccn-o+iJ 1] 1 1 I 1 I I I I 1 1 1 1 1 1 WATER Project: Calculated By: WASTE Project No.: �%5 z Checked By: & LAND Task: c�/1/u`i ��/a1CnJ' Date: —�7 J�'1 QrJ c� T AT-5 A� 3 L'y ►� GZrr44 f2(5Q' Urle'-15,Z) % to (ram.-3:5- L7D 11 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 i 1 1 1 1 C 1 1 1 1 1 [1 1 1 i I� 1 1 WATER Project: �A�S u•� Calculated By: vv W A S T E Project No.: N1S.Z Checked By: & LAND Task: .1 tz,7r i-Ipd Date: i OpEr4J z 09 sFI ti Ai sr- � Tkp bPE-ri I.SC15F 01(f- 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 60526 (303) 226-3535 FAX (303) 226-6475 I I I I 1 I I I I WATER Project: 7 Dn'G Calculated By- v/ W A S T E Project No.: �i�S, Checked By: & LAND Task: T!�--� Date: INC. :i�� :T•.» Ate- �fLDh r--SGot 17-?j`ZcS t�J/ �,1�—�7" �.n��-�,--t( �� L•.c-T�nr r A(_.TT�IL �20 ►'I IIJL `� 1Co�acz 1✓ = L-I..��s DI 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I I APPENDIX III I RAINFALL AND WIND EROSION CALCULATIONS I i I I I 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 WATER Project: A 0^JT Calculated By: 'STK W A S T E Project No.: '41U . Checked By: & LAND �/mil (� Date: Task: %� - �✓AEU-�� T � ��S4i2 � ��''� [.tr�1=5 �}1�T� CvNSTiZr,CLT�U�I. OF- 0 ';tf 546 r Ai� 3 SC.g 5wc ✓er1r,) 6 � (.Jv^-Z Ayze T t7bV5<-�-rr H 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1 2 RAINFALL PERFORMANCE STANDARD EVALUATION 1 1 1 1 1 1 1 i 1 1 1 1 l 1 PROJECT: -- STANDARD FORM A sKA ,\jr rnl /En1 �E^rTz COMPLETED BY: ace 4 �Klo ,77•C DATE: / T DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBAgIN ZONE (ac) (ft) M (feet) M M A J�UY'r.l Con s�r�c & � IJ2r, nrc.e rad; 6; l; /� 7a // yL CIS CAN Z(U��rJi' �O/�O I'✓en,r`o .i �OH.Y d. QY o.es" 1 MARCH 1991 8-14 DESIGN CRITERIA I 1 1 i 1 1 p1.= �' '•J' 1 � i. 1 1 i 11 1 --------EFFECTIVENESS CALCULATIONS ----------- ------------------------------------- PROJECT: m 0 T •C1 rtir5 5 STANDARD FORM B COMPLETED BY: WA-r IJr1 a Lf}�r�. /NC. DATE: h Erosion Control C-Factor Method Value -------------------------------- 91k,e Sei'-p—,44 J' 1,00 Gri..oJ' I �ers I.Op Df� jr rai+J P.Qr/'�erS I.OQ 5; Jt F«ce /,00 -------------------------------- MAJORI PS I SUB I AREA P-Factor Value Comment -------- ;l i 7 O ----------- ------- f�r,PRs H e E fl� 1.00 /Uort<A£a=F. /o fs+g"J5 -0. eo 0, SO £a, 'E 3o.. �+e/rs /UG- car.,.e, BASINS () BASIN (Ac) CALCULATIONS I ----------- ------------------------------------A74. a ! . � � �a � � /i Rr, �. cos � �----- ( J 7 0 C — F!}c TO v f = 0154 WTD P_ Fp,TOP- �L,�xo,;a�� xioo A a 111 --------------- 1 HOI/SF-B:1989 FL EFFECTIVENESS CALCULATIONS --------------------------------------------- ------------------------- IPROJECT: /KkAnAo/Jr !"/r,J£55 Twn�s �.�T£Q STANDARD FORM B I ' COMPLETED BY: �it�� rr R , ��s rf i���iy /�. ///r DATE: I I Erosion Control C-Factor P-Factor I I Method Value Value Comment I Z5k. /-ram G,,�77OJM� 1• OO 0,70 IO? Sea / JLO/.G� S, lC F<-CP Ll�rr.'@r • 1. 00 � Q •S SO.,Lh Co ro, or I Cor cry fP Po �<wa..-E �. O 1 ' , 60 v-1vI k S oaf: o� Poo I Goa Pp F,I �er /.00 0.80 / /eo/r- - ' MAJORI PS SUB I AREA I �BASINI ( ) (BASIN (Ac) CALCULATIONS -I 13 7k a I 0, -798=--- Ida rg soy I o, S,�9��, W rp C- Fis-crek I � I I I o,�4 s I i I wro P- F,+r rod I = ©.SO X O,So Xo,4o P 0.36 I I I I I I I I I I 1 I I I i --------------------------- -------------- ------------- ---------------- ' HOI/SF-B:1989 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -------------------EFFECTIVENESS CALCULATIONS ------------------------------------------------ PROJECT: /4/)e 9 MonvT lrlrrvcss O/ TT NNrs CS'Av iE Q STANDARD FORM B COMPLETED BY: �AlTs �. �J✓f- T� fi AN r� /��� . DATE: /6�9 Erosion Control C-Factor Method Value ----------------------------- P .c 5a� / - P, c,k..d /. 00 &#kc,✓ 4,n F'�-TF,.Z 1, 00 RoavAs �rwo. �S FG,cB r�a,r c:tr' I,00 . MAJORS PS SUB AREA BASINI (;) BASIN (Ac) C 12oo F'r P-Factor Value Comment -------------------------- 1, 00 S f%,PPQ.." Xrea. 0.80 YZ[Z7-@/Av�C 6.90 Te/� se'/ sExbp:/e CALCULATIONS FSa /. 6sG Qom• `� ItiJr p C - FA e 70 )+(0,8S1xo or�� / . 6 SG _ p L W9'o F- Fi}cTorZ 0. 8 o )c 0. so x o.�o 0.36 �r.0.=�,. [ I- (0,L10.3(,) jx/00 c ---------------------------------------------------------------------- DI/SF-8:1989 , 1 1 1 1 1 1 1 1 1 1 1 -------------------EFFECTIVENESS CALCULATIONS ------------------------------------------I PROJECT: /14 ; eArv�a yr FiTNf S 5 TNNlS C£NTc 2 STANDARD FORM B COMPLETED BY: U�t7fP_ �s+ rs �Li?.v0,1. �< DATE: / //S�9`i� Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- MAJOR BASIN C II ' I Ave- 7- S S �II i PS SUB BASIN iu T Brew AREA f��, (Ac) o7a . . CALCULATIONS ------------ %U2 f ��tect; re. eSS �•}?N`T —��. ��xSa.I� i-�O,�48x66•�� o. i °7 C 7}Ner f �NEr > P�s C. --------- ------------------- -------- --- ----------- ---- ----- ------ ----- DI/SF-B:Ia89 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- Q Vaan Y .. ¢�wall�s O.01 .l,00 Lo-Zr0 601J2r. -------------------------- MAJORI PS AREA BASIN (I.)IBASUS!N (Ac) ----- ------ ----- ------ p a�. � � 13,731 CALCULATIONS ------------------------------ See�(E%%y1v�<� �JtD C - Fc ro , _ {�.��� xo.olifCl.oa6xO.o6� C = O, o� H WT F- F14 -- ro P pS S"ee aII eres"O. �rae�%ce _72,670 JJ ----------------------------------------------- ----------- OI/SF-8:1989 I 7 -------------------EFFECTIVENESS CALCULATIONS ------------- ------------ PROJECT: STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Corment ---------------------------------------------------------- po tee» I/f_S 0.01 /, 00 7e-- s C.....f: d" iks Ae J�/�(�• SeepYLI/'It1�Gh 0,0(, U.11: L11 �oe/ MAJOR BASIN PS ------------ HOI/SF-8:1989 -------------- SUB I AREA ! BASINS (Ac) I ----- - 1 -------------------------------------------- CALCULATIONS ----------------------------------- ---------� 0. 3 8-r R c . �JTp C-/-arc ro t2 - �(0.3aSx o.o 1)+ (0.3'.91x0,04)3 L �s� C = O.o� WTD P- Fj�c ToG_ Ir55umE rac7�/c/e/ C on'E�o � N�en��re5 are rowa ue L re.wo+'p. (o,oUSXAo)� XiooEg 1/ I It C. I EFFECTIVENESS CALCULATIONS ----------------------------------------------------------------------� 1PROJECT: STANDARD FORM B ' 1COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value mm Coent I --- ---------------------- /Ava.+. Q ...'E/Wo. iks o.o f --- -------- /,00 T/---1l----p--A /Q�n:SCo...rLs�UlpaYq SiIM1hIC.g Se'-�n%�l�/t� O.O 6 . /, oo exp.. S:.- A"e�d MAJRPSSUB BASOINI (%) IBASINI AREA (Ac) 1, 6s6 oi's1LI�.eLA J.656 �6.1y6 ------------------- DI/SF-8:1989 -------------------------------- CALCULATIONS ---------------------------------------- lea a Ptf Gtb.l�s I-Jo6 Ac. 1,6S6A-c -- C — &-Ae 7'0(2 C6xo.o1)+(o.ssox 6,06�1 1.6s6 P- FA (2 �rrac / Ica conZ�v A/ � are ior�0u ao7 c7 �o�So� f ��rEe��Y. 24Su re5 40 [`�J-ecE-�e noss �AS iN C �3S = I ( 0, 0--2 7 x 1. O� ] )C /OD 7 C N£'r r/U9N£S5�fotis7r�_Uc-r,onJ N[r <L6s4 xX C?/6.1y6 r JAG �89,6� ' Nf -------------------------------------------- I C. L 10 ■ WATER Project: Calculated By: -'ire W A S T E Project No.: 140 Checked By: & LAND Task: lle'la� Date: we 1 �� � Cormw�. �•c�cr c��2.+.-ccrso�✓. qT A . M in �� zoo �1�J�s sue. A 1 P��acc �1r' CAZ2 r i 1 [_1 1 1 2619 REDWING ROAD SUITE 200 FORT COLONS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 CONSTRUCTION SEQUENCE PROJECT: MOI�in1�}��l%sr/�JN�i CEnfT%.�-) ^�►^� STANDARD FORM C 4 SEQUENCE FOR 19 ONLY COMPLETED BY: DATE: 1 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for 1 approval by the City Engineer. 1 1 1 1 1 1 1 1. YEAR MONTH OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other rx�c��j RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers I Silt Fence Barriers I I ! I Sand Bags j Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other Gjc�` Qpt tn��y�y VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettinge/Mats/Blankets Other - i I ' STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON i ' MARCH 1991 8-16 DESIGN CRITERIA )23 I 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 WATER Project: Calculated By: S W A S T E Project No.: Checked By: & LAND Task: ^% Date: I -192 Z 443 ' / I(.c 7-5-, lbw JTA rCE�- 00/ Y- Z 0 _ 4)vZ) �l •mil �, I�os� �tST,, 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (3031 226-3535 FAX (303) 226-6475 N i I U I WATER Project: A41`2c)t� Calculated By: vv W AST E Project No.: 41LL Checked By: & LAND Task: Date: J✓mac oa T �a2 e,7A IkSe� .Coy.-kz5 3sv� -F� Derr K. i e-oSr Cr- PEJ7i�:,0rA7/Iti �eNR:r DF- FC. 13ry 91opo4A4- -9-LiCc&3 i-orz jc?�q 5- �� z �c��o/4-(, II -Fgr.,7 �T; 6Iioo+r� C� 7- 2gOuZ2O�) Icx7rr/ izsute-4 �p t5%70 I I r I 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORA00 80526 (303) 226-3535 .FAX (303) 226-6475 r I I 1 I I 1 t 1 1 WATER Project: �� Rri Calculated By: �K W A S T E Project No.: `��� Checked By: & LAND Task: Date: INC. �� 3 � C�za ✓tom ���x. cZ.v4� I��,-tom -. i �. � a� G-+�✓cam �Z�.r�.r Gem✓�c� = � �� lcY _ -5a S hQc, DT t R c' L c� N Fh Iz3,JC� f7p �jo� src�C 300 TeD SY =/5S %t_ Co SQ 6)r J2 no,.i 6k)T2oL / l A4u2e5 = 4Z, Z'10— . I - 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475