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HomeMy WebLinkAboutDrainage Reports - 04/16/2007Final Drainage and Erosion Control Report for Fort Collins Club Expansion Fort Collins, Colorado April 12, 2007 I IA OMERS 6bor"O' City of Ft Cowhe Opp d PkM Approved By gate '7- 1435 WEST 29TH STREET LOVELANO, co ao539 (970) 46.1 -2661 FAx (970) 461 -2665 www.dmwciriIonginoars.cam Final Drainage and Erosion Control Report for Fort Collins Club Expansion Fort Collins, Colorado April 12, 2007 Prepared for Todd Heenan Fort Collins Club 1307 East Prospect Road Fort Collins, Colorado 80521 Prepared by OM!/!I CIVIL ENGINEERS 1435 W. 29i° Street Loveland, Colorado 80538 Phone:(970)461-2661 Fax:(970)461-2665 Project Number: FCC I 1 1 1 OM CIVIL ENGINE!ERS/4 April 12, 2007 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 ' Re: Final Drainage and Erosion Control Report for Fort Collins Club Expansion Fort Collins, Colorado 1 Dear Staff: 1 C 1 435 WEST 29TM STREET LOVELAND, CO 8053B (970) 461-2551 FAX (970) 461-2665 WW W.DMWCIVILENSINEERS.COM DMW Civil Engineers, Inc. is pleased to submit this Final drainage and erosion control report for Fort Collins Club Expansion for your review. I hereby certify that this report was prepared by me, or under my direct supervision, in accordance with the technical criteria set forth in the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. We acknowledge that the City of Fort Collins' review of this study is only for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, DMW CIVIL ENGINEERS, INC. Jade P. Miller, P.E. (CO #33885) Project Engineer 1 I W U VI Final Drainage and Erosion Control Report for Fort Collins Club Expansion TABLE OF CONTENTS VICINITY MAP Page No INTRODUCTION 1 1 Objective 1 12 Mapping and Surveying 1 GENERAL LOCATION AND DESCRIPTION 21 Location 1 22 Description of Property 1 DRAINAGE BASINS AND SUB BASINS 31 Major Basin Description 1 32 Sub -Basin Description 2 DESIGN CRITERIA 41 Design Criteria and Constraints 2 42 Hydrologic Criteria 2 43 Hydraulic Criteria 2 DRAINAGE FACILITIES DESIGN 51 Proposed Site Development 3 52 Developed Drainage Patterns 3 53 Detention 3 54 Erosion Control 4 55 Water Quality 4 56 Floodplain Design Considerations 5 CONCLUSIONS 61 Compliance with Standards 6 REFERENCES 7 I Final Drainage and Erosion Control Report for Fort Collins Club Expansion EXHIBITS Exhibit 1 100 Year Floodplain/Floodway Map Spring Creek Master Drainage Plan Exhibit 2 Fort Collins GIS Flood Map Exhibit 3 8 5 x11 FIRM Community Panel No 08069C 0983F Exhibit 4 24x36 Grading Plan APPENDICES Appendix A Hydrology Calculations Appendix B Hydraulic Calculations Appendix C Water Quality Pond Calculations Appendix D Impervious calculations and excerpts from the Spring Creek Master Drainage Plan Appendix E Erosion Control Calculations m m m r = = = m = = = = m = m m = m PRO.JECT LOCATION VICINITY MAP SCALE 1 =2000 ' Final Drainage and Erosion Control Report for Fort Collins Club Expansion Fort Collins Colorado Apnl 12 2007 I INTRODUCTION ' 1 1 Obiective This study documents the results of a final hydrologic and hydraulic analysis of post development conditions for the proposed Fort Collins Club Expansion project ' The utility plans which accompany this report are entitled Fort Collins Club Expansion prepared by DMW Civil Engineers Inc This report will also assist the ' contractor in the preparation of a Stormwater Management Plan (SWMP) 1 2 Mapping and Surveying ' Field survey information and topographic mapping with a contour interval of 1 foot was obtained by DMW Civil Engineers from King Surveyors Windsor Colorado Additional topography outside of the project boundary was taken from City of Fort ' Collins Aerial Topography with a two (2) foot contour interval All elevations in this report are on NGVD29 datum FEMA flood elevations have been converted from NAVD88 to NGVD29 1 11 GENERAL LOCATION AND DESCRIPTION ' 21 Location The site is located in the northwest quarter of Section 19 Township 7 North Range 68 West of the 6th Principal Meridian in the City of Fort Collins Colorado The site ' is bounded by Prospect Road to the north Spring Creek to the south and developed lots to the east and west (see vicinity map) 22 Description of Property The Fort Collins Club Expansion site is approximately 0 2 acres The existing site for the expansion has approximately 90% pervious coverage which consists of ' irrigated turf grass landscaping and mechanical equipment Onsite soils are predominantly Hydrologic Group C according to the Soil Survey for Larimer ' County by the Sod Conservation Service The existing runoff coefficient for the overall site prior to construction is estimated to be 0 32 for the design storm The site is zoned Neighborhood Commercial District (NC) A portion of this site is within ' Flood Insurance Zone AE the areas determined to be within the 100 year flood plain according to the FEMA Flood Insurance Rate Map Community Panel No 08069C 0983F dated December 19 2006 1 III DRAINAGE BASINS AND SUB BASINS ' 31 Malor Basin Description The Fort Collins Club Expansion site is within the Spring Creek Basin according to 11 ' Final Drainage and Erosion Control Report DMW Civil Engineers Inc Fort Collins Club Expansion Apnl 12 2007 the City of Fort Collins Master Drainage Plan Spring Creek is a major watercourse that flows from Spring Canyon Dam at Horsetooth Reservoir to its confluence with the Poudre River The Spring Creek ' drainage basin encompasses nearly nine square miles in central Fort Collins The basin is dominated by residential development but it also includes open space parks and isolated areas of commercial and industrial development 32 Sub Basin Description Stormwater runoff from the Fort Collins Club Expansion site drains overland ' generally from north to south at slopes ranging from 0 5% to 2 0% into Spring Creek Stormwater runoff is currently conveyed from the existing parking lot towards the south through a curb cut and pan The flows are conveyed via a grass ' lined swale and metal sidewalk culvert under the trail directly to Spring Creek Spring Creek ultimately discharges into the Poudre River 1 IV DESIGN CRITERIA 41 Design Criteria and Constraints Drainage design criteria specified in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual Volume 3 by the Urban Drainage and Flood Control District have been ' referenced in the preparation of this study 42 Hvdrologic Criteria ' The rational method has been used to estimate peak stormwater runoff from the project site An initial 10 year and major 100 year design storms have been used to evaluate the proposed drainage system Calculations made as part of this ' investigation along with other supporting material are contained in Appendix A ' Rainfall intensity data for the rational method has been taken from rainfall intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3 1 a) Composite runoff coefficients were generated using Table 3 3 and 3-4 of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual ' 43 Hydraulic Criteria The computer program Flowmaster° has been used to analyze the capacity of proposed chases for the site Spreadsheets provided by the Urban Drainage and Flood Control District have also been used as a design aid for water quality calculations Hydraulic calculations are included in Appendix B ' Page 2 I 1 Final Drainage and Erosion Control Report DMW Civil Engineers Inc Fort Collins Club Expansion Apn112 2007 V DRAINAGE FACILITIES DESIGN 51 Proposed Site Development Development of the Fort Collins Club Expansion site will consist of demolition or relocation of existing mechanical equipment and the construction of an addition to the building The proposed site infrastructure includes a new sidewalks along with any necessary utility service lines All of the 0 2 acre site will be disturbed with the construction of this project The runoff coefficient for the overall site after construction is estimated to be approximately 0 95 for the design storm 52 Developed Drainage Patterns The site has been represented by one (1) drainage basin Stormwater runoff will be conveyed overland through concrete gutters and chases ' Basin 1 (0 70 acres) includes the building expansion and improvements as well as adjacent parking and buildings tributary to the proposed water quality pond Runoff from this basin drains to the south to a proposed water quality pond between two 1 1 1 existing buildings The 10 and 100 year peak discharges into the pond are 3 land 6 9 cfs respectively 53 Detention Prior to construction the 8765 square foot area of the Fort Collins Club Expansion had runoff coefficients of 0 29 and 0 36 for the 10 and 100 year storms respectively The proposed runoff coefficients for the Fort Collins Club Expansion are 0 95 and 1 00 for the 10 and 100 year storms respectively The increase of runoff generated by the increase in imperviousness is 0 6 and 1 3 cfs for the 10 and 100 year storms respectively This increase in runoff is not detained due to the physical limitations of the site and due to the site s close proximity to Spring Creek The peak for this runoff for the Fort Collins Club Expansion site will occur much earlier than the peak for the Spring Creek Basin at this point Therefore increase in the overall peak of Spring Creek attributable to the Fort Collins Club Expansion will be negligible Per the Spring Creek Master Drainage Plan the peak for Spring Creek adjacent to the Fort Collins Club site (conveyance element 419) occurs at approximately 50 minutes This is a local peak based upon the shape of the Spring Creek Basin A secondary peak for the entire basin passes through the site at approximately 3 hours and 28 minutes Runoff calculations for the Fort Collins Club Expansion site indicate that peak runoff rates are generated at a time of approximately five (5) minutes Due to the sites close proximity to the main channel for the Spring Creek Basin the peak flows generated on site significantly beat the peak of the main channel Therefore the site -generated peak flow does not significantly affect the overall peak for Spring Creek( Page 3 I 1 1 1 1 �I FI Final Drainage and Erosion Control Report Fort Collins Club Expansion Apnl 12 2007 DMW Civil Engineers Inc According to the Spring Creek Master Drainage Plan updated by Anderson Consulting Engineers Inc on May 5 2003 the Fort Collins Club site is situated in sub basin 219 Impervious percentages for sub basins in the Spring Creek Master Drainage Plan were generally assumed based upon current land use and zoning classifications For example the two zoning classifications within sub basin 219 are NC (Neighborhood Commercial) and MMN (Medium Density Mixed Use Neighborhood) and have assumed impervious percentages of 90% and 70% respectively Sub basin 219 was determined to have an impervious percentage of 79% Although the composite calculations are not included for each sub basin in the Spring Creek Basin the value for sub basin 219 was confirmed by DMW using the assumptions listed in the Master Plan This demonstrates that the Fort Collins Club site was assumed to have an impervious percentage of 90% in the Spring Creek Master Drainage Plan based upon the NC zoning of the site DMW performed an analysis of actual conditions for the Fort Collins Club Of the 7 16 acre site 4 27 acres or 60 percent is impervious This corresponds to a runoff coefficient of 0 80 for a 100 year storm Therefore the site will maintain an impervious percentage below that which was assumed in the Master Drainage Plan and will be in compliance with that plan This demonstrates that the proposed expansion of the Fort Collins Club as well as development of the vacant pad site will not adversely affect the detention pond located at the Burlington Northern Railroad Crossing near Timberline Road and Lemay Avenue ' 54 Erosion Control The erosion control plan presented here is intended to control rainfall erosion The Erosion Control Reference Manual for Construction Sites (ECRM) City of Fort Collins has been referenced for this erosion control plan Appendix E contains worksheets for erosion control design as wel I as for erosion control escrow security ' The proposed rainfall erosion control plan during construction will consist of minimizing soil exposure protection of exposed soils and temporary structural ' sediment control measures Temporary structural sediment control for the site will consist of silt fence ' surrounding the areas of construction wattle filters and a temporary sediment control pond All temporary structural sediment control measures shall be inspected and maintained as needed after every storm event See the Grading ' and Erosion Control Plan for locations of proposed sediment control measures 55 Water Quality ' The City of Fort Collins requests that 40 hour extended detention basins be used for water quality Because of physical restraints of this site this BMP was not practical Grades will not allow for the 40 hour extended water quality containment Page 4 I LI 1 IJ 1 Final Drainage and Erosion Control Report Fort Collins Club Expansion Apnl 12 2007 DMW Civil Engineers Inc volume to be practically stored on the site Constructability was also a factor when evaluating the 40 hour extended detention basin Because of the low flows routed through this pond orifice sizing and trash rack construction would have been difficult It was for these reasons that a porous landscape detention basin was used for water quality The porous landscape detention consists of a low lying vegetated area underlain by a sand bed This BMP allows water quality containment volume below the invert of the detention pond outlet Accumulated runoff ponds In the vegetated zone and gradually infiltrates into the underlying sand bed and subgrade A total water quality containment volume of 169 cubic feet is provided for the impervious areas of the expansion improvements on the site 56 Floodplain Design Considerations According to FEMA Flood Insurance Rate Map for Fort Collins Community Panel 08069C-0983 F Revised December 19 2006 this Parcel is partly within the FEMA Designated Flood Zone AE The FEMA Base Flood Elevation for the addition is 4941 8 (NAVD88) which is equivalent to 4938 8 (NGVD29) The FEMA Base Flood Elevation for the telecommunications building relocation is 4941 5 (NAVD88) which is equivalent to 4938 5 (NGVD29) Because FEMA mapping has been recently updated from City mapping there is no effective City floodplam for this site for the addition is required to be 6 inches above the base flood elevation of 4938 8 which would be to an elevation of 4939 3 The proposed building addition will have a first floor finish floor elevation of 4940 23 (NGVD29) JyO04 51oedpR)o� of the addition will not be required at this elevation FloedprooRng J;-eebx,4-d for the relocation of the precast concrete telecommunications shed is required to be 18 inches above the base flood elevation of 4938 5 which would be to an elevation of 4940 0 The proposed floor elevation of the telecommunications building is 4940 0 Floodproofing of the telecommunications building will not be required at this elevation A floodplam use permit is required for each building and each site construction element (detention ponds bike paths parking lots Utilities etc ) in the floodplam A FEMA elevation certificate will be need to be completed and approved prior to CO being issued for any structures in the floodplam Base flood elevations on the plans are referenced to the NAVD 1988 datum The FEMA recognized vertical datum offset to NGVD 1929 (unadjusted) for the Dpjkr S14'L' -K-� Creek floodplam Is three (3 0) feet (I a NAVD88=NGVD29+3 0) Page 5 [1 1] 1 1 11 1 Final Drainage and Erosion Control Report DMW Civil Engineers Inc Fort Collins Club Expansion Apnl12 2007 VI CONCLUSIONS 61 Compliance with Standards II drainage analyses have been performed according to the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual Volume 3 by the Urban Drainage and Flood Control District Floodproofing shall meet the requirements of City of Fort Collins City Code chapter 10 There will not be any critical facilities on this site per the definition in the City of Fort Collins City Code chapter 10 Page 6 I 1 1 t 1 1 LI Final Drainage and Erosion Control Report DMW Civil Engineers Inc Fort Collins Club Expansion Apnl 12 2007 REFERENCES 1) Storm Drainage Design Criteria and Construction Standards City of Fort Collins Fort Collins Colorado May 1997 revised 1999 2) Soil Survey of Larimer County Area, Colorado United States Department of Agriculture December 1980 3) Urban Storm Drainage Criteria Manual Urban Drainage and Flood Control District Wright Water Engineers Denver Colorado June 2001 4) Spring Creek Master Drainage Plan Baseline Hydrologic Analyses, Volumes I & II Anderson Consulting Engineers Inc Fort Collins Colorado May 5 2003 5) Hydrologic Modeling and Hydraulic Analyses for Spring Creek Downstream of Edora Park Anderson Consulting Engineers Inc Fort Collins Colorado October 21 2005 Page 7 I i 1 i 1 1 0 1 1 1 1 1 1 1 1 1 1 1 Exhibits 1 '* y � pia 11 .-,J' '` � � • �\h..'�"" ✓ r , a - s � fy�„ ^3; ;L '� a 4 ''•l_ � � 't r.< �' I�' � s /h •yam I :'� -�''a` � y .ys.:•-.^ a. s S P ECT ,,. ° /.. ._ � ._�.�-, ..•'...-�_. 1 '�"•_';� ry <,at,Y � [� F5a`�n'"ra"bg ... .$;,l, x �4 Ay` � ,..,.,.,r i ._.:./���'§i ? J � MIT .. E3 a-. ! ��� yx I is •x` x� �_ ... i1..,,3. �, z .�a1 '` _t .�- y kt � .:.`l <d x ° Ft "�� ' _ R%fix l t'� • � zk v. "r" ,. ,:n " _. ♦. y�, ..-.._..., . ice` !w i ✓ x.. r , i fr^tip. '$! _ _ ra& ,a� .;n ar Y ' �„ f - .kC '•-. "'. .tea " 2 i ., y,,. Hwy � >,e:"-�.' _ ,, ,�'l i �.. -A�' �':' .. ",•k d� .. ,x I � �� �._ y � �'`-'�:�.a-y r� /ia/' � -- ,dd ,�,�� �,.�"LL .. ������S�r + "_, ',�:+ ➢" �`-y}^a 4� -'s �°za _ ___ram/.'' - ._-4 . • �ti e<,; . ti- \____ A c +.t 3 Y - -- ,- �\ 4s �... .r._ -su �..+'x.r °GIs _. _..- 1�.• � -x5n '9,' �,\. ,�„i•1... ��% �� :�� l_�:r�.� -,�, n. ;, n ,.p � t,,, � : %„�`.;°� „1... � .�-... �. �.. .".-`� '� Nf ti.� T :",v�.5� �+'•w^.} '.� 'alp x 1 , T i�f � +{.: y A \�'4, .),_� .. q... •..,.. ,.. .. •.ice ��k � --, '° j:",, m. ,y ,.;� �i. - ,` -3., �.-'':`.,. e�. +';,y )mot„ '' r�; ,.; +ew { ,:S„, •�'i; `�' .......�.c ,. q�� .pLp .. #,. "^' �,' x �'. �,�,�c'`T� t �r t .. fff it :r. j;'r Ni c+ a :� t an w s :' } ,..1, p;',a� a► , . y iJ� > I" r_ ...�' ;�• t �'�, ti: °�"'' �" LEGEND �: � ,a:�" ' «�:�-.�� -,„' y ��- yI' `�.'� � �� �' �,x asa2 HEG-RAS CROSS SECTION 3 "^ ;, j �� � ;, � :• � _ also BASE FLOOD ELEVATION` 1/2-FOOT Fl00DWAY BOUNDARY a � FLOODPLAIN BOUNDARY Aa f� } 100-YR " Y } � " �' ii 4 a y,.,, " a �t <� t✓ _ ;� f d + i + F - — - f FLOW PATH DIVIDE AREAS OF FLOODING DETERMINED • -a gk x4Aj`� ";!45 1� r ' BY APPROXIMATE METHODS - I .�� :�y-f .�AR I---' T NOTE: FLOODPLAIN MAPPING FROM PROSPECT AVENUE " ». •s-*a' —..y ' --,_ s« �\ TO THE WEST END OF EDORA PARK IS BASED ON DETAILED TOPOGRAPHIC, SHOWN ON SHEET v x �yr 1d>�A_`-. wnsr woo sr w �m COFC2005-10 TAW/MRC 100YEAR FLOODPLAIN/FLOODWAY MAP N SCALE 1' = 200- Cm' OP FORT COLLINS SPRING CREEK FP my/ocs ANdrn CONsutrtraq ENglNCM, IN: FULLY —DEVELOPED CONDITION WITH 4 CONTOUR INTERVAL e 2 FT .� �m�► Gill? • n"�I.,x...a.Kk< rnwrohmmlmi SPRINQ CREEK MASTER DRAINAGE PLAN EXISTING FACILJTIE8 _' 09,123,12005 GJK mNm:me,muw eamAvmaupray i Table 3.1 Summary of 100-Year Floodplain and Half -Foot Rise Floodway Results. "' River Station 100-Year WSEL ft{NGYM_ Rise (ft) Ftoodwav Data Without Encroachment With Encroachment Top Width (ft)- Cross Sectional Area ft2 Mean Velocity f s S rin Creek 113 4899.8 4900.1 0.3 1037 1123 2.6 128 4900.3 4900.6 0.3 1,041 1567 1.8 704 4901.9 4902.2 0.3 1,003 2194 1.3 1335 4903.5 4903.5 0.0 472 1036 2.8 1826 4905.7 4905.8 0.1 192 782 3.7 2055 4906.0 4906.3 0.3 179 942 3.1 2330 4906.2 4906.6 0.4 84 434 6.7 2434 4907.5 4907.7 0.2 87 473 6.2 2743 4908.4 4908.6 0.2 104 511 5.7 3134 4910.1 4910.2 0.1 91 492 5.9 3204 4910.9 4911.0 0.1 95 534 5.5 3412 4911.3 4911.4 0.1 78 362 8.1 3500 4911.4 4911.4 0.0 90 277 3571 4916.8 4916.8 0.0 1,012 3 827 3783 4916.7 4916.7 0.0 927 1871 4186 4917.0 4917.0 0.0 459 814 P43 4373 4917.0 4917.0 0.0 70 375 4642 4920.6 4920.6 0.0 250 1038 5154 4921.3 4921.3 0.0 383 935 5218 4923.9 4923.9 0.0 459 1461 2.7 5438 4924.6 4924.6 0.0 504 1295 3.1 5729 4924.7 4924.7 0.0 221 742 5.4 5932 4925.1 4925.1 0.0 242 583 6.9 5937 4927.0 4927.0 0.0 242 425 9.4 6348 4929.2 4929.2 0.0 222 1149 3.3 6803 4928.6 4928.7 0.1 135 539 7.1 7234 4931.0 4931.0 0.0 227 863 4.3 7492 4931.4 4931.4 0.0 129 586 6.4 7662 4931.2 4931.2 0.0 1 61 233 16.1 7744 4936.1 4936.3 0.2 174 344 10.9 7763 4938.2 4938.3 0.1 179 1123 3.2 7944 49385 4938.5 0.0 92 806 4.5 8140 493&8 4939.0 0.2 113 850 4.2 8474 4939.6 4939.8 0.2 121 777 4.6 8877 4940.8 4941.1 0.3 123 623 5,7 9188 4942.1 4942.4 0.3 98 361 9.8 9278 4944.5 4944.7 0.2 84 501 7.1 9465 4945.5 4945.6 0.1 109 371 8.4 9777 1 4948.0 4948.1 0.1 339 1470 2.1 10253 4950.6 4950.6 0.0 323 676 4.6 10535 4952.4 4952.4 0.0 303 1,051 3.0 COFC200510_Spring Cr FP Mods Repon.doc 8 ANdEaSON CONSUTANq ENgINEERS,-ANC. m m m m m m m m m m m m m m m m m m m E Hs��€ ge ..� o ge BO W V V B W W bgE VV W < C LL CL a g a o B t z $t i c i9 b E Y LLL CVO ME �-1 E :oEy� li a on$ z 0 66� x 3nN3AV NV3d SMOd u 1E6f < �' M W tL tL ppQ 3Naa a3H33W + x o�SjR� lN W uCh �OcNg�y�� V 0 � W 1 O o yp g x a .1k 7 3nN3AV AYM1 LL A 99 'a S M69-M ­77&Y w I I I I I I I I I I I I I I I I I I Appendix A I MAY 1984 DESIGN CRITERIA Table 3 2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business BP BL 085 Business BG HS C 095 Industrial IL IP 085 Industrial IG 095 Residential RE RLP 045 Residential RL ML RP 050 Residential RLM RMP 060 Residential PM MM 065 Residential RH 070 Parks Cemeteries 025 Playgrounds 035 Railroad Yard Areas 040 Unlmproveo A eas 020 Table 3 3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets Parking Lots Drives Asphalt 095 Concrete 095 Gravel 050 Roofs 095 Lawns Sandy Sod Flat <2% 010 Average 2 to 7% 015 Steep >7% 020 Lawns Heavy Soil Flat <2% 020 Average 2 to 7% 025 Steep >7% 035 Table 3 4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storrs Return Period Frequency Factor (years) G 2to10 1 00 11 to25 1 10 26 to 50 1 20 51 to 100 125 Note The product of C umes C, shall not exceed 1 00 I ' City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method ' (5 minutes — 30 minutes) Figure 3 1a 1 1 1 1 1 1 1 1 1 Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity m/hr 500 285 487 995 600 267 456 931 700 252 431 880 800 240 410 838 900 230 393 803 1000 221 378 772 11 00 213 363 742 1200 205 350 716 1300 198 339 692 1400 1 92 329 671 1500 1 87 319 652 1600 1 81 308 630 1700 1 75 299 610 1800 1 70 290 592 1900 1 65 282 575 2000 1 61 274 560 21 00 1 56 267 546 2200 1 53 261 532 2300 149 255 520 2400 146 249 509 2500 143 244 498 2600 140 239 487 2700 1 37 234 478 2800 1 34 229 469 2900 1 32 225 460 3000 1 30 221 452 ' DRAINAGE CRITERIA MANUAL (V 1) RUNOFF ' 2 4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area ' under consideration to the design point However in practice the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations The time of concentration relationships recommended in this Manual are based in part on the rainfall runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual As a result these recommendations need to be used with a great deal of ' caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region ' For urban areas the time of concentration t, consists of an initial time or overland flow time t plus the travel time t, in the storm sewer paved gutter roadside drainage ditch or drainage channel For non ' urban areas the time of concentration consists of an overland flow time t plus the time of travel in a defined form such as a swale channel or drainageway The travel portion t, of the time of t concentration can be estimated from the hydraulic properties of the storm sewer gutter swale ditch or drainageway Initial time on the other hand will vary with surface slope depression storage surface cover antecedent rainfall and infiltration capacity of the soil as well as distance of surface flow The ' time of concentration is represented by Equation RO 2 for both urban and non urban areas tc = ti + ti (RO 2) ' in which ' tc = time of concentration (minutes) t, = initial or overland flow time (minutes) t, = travel time in the ditch channel gutter storm sewer etc (minutes) ' 2 4 1 Initial Flow Time The initial or overland flow time t may be calculated using equation RO 3 �� -W)5 WAS I S to �-rrioo5 q i-no o �0 395�1 1- CS !y L BECAuSF' S WAS 1 fA % tor- f i t rT- ' _ S.0 33 (RO 3) ' in which t, = initial or overland flow time (minutes) ' C5 = runoff coefficient for 5 year frequency (from Table RO 5) 06/2001 RO 5 ' Urban Drainage and Flood Control District ' RUNOFF DRAINAGE CRITERIA MANUAL (V 1) 1 L = length of overland flow (500 ft maximum for non urban land uses 300 ft maximum for urban land uses) S = average basin slope (fuft) Equation RO 3 is adequate for distances up to 500 feet Note that in some urban watersheds the overland flow time may be very small because flows quickly channelize 2 4 2 Overland Travel Time For catchments with overland and channelized flow the time of concentration needs to be considered in combination with the overland travel time t, which is calculated using the hydraulic properties of the swale ditch or channel For preliminary work the overland travel time t, can be estimated with the help of Figure RO 1 or the following equation (Guo 1999) V = Cis• 05 (RO-4) ' in which V =velocity (ft/sec) C,, = conveyance coefficient (from Table RO 2) & = watercourse slope (ft/ft) TABLE RO 2 Conveyance Coefficient C Type of Land Surface Conveyance Coefficient C Heavy meadow 25 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration t, is then the sum of the initial flow time t and the travel time t, as per Equation RO 2 2 4 3 First Design Point Time of Concentration in Urban Catchments Using this procedure the time of concentration at the first design point (i a initial flow time t) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO 5 t`=1L +10 'm (RO 5) 06/2001 Urban Drainage and Flood Control District Composite Runoff Coefficient Calculations Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Existing NRCS Sod Type = C A B C or D Date 01/16/07 Storm Return Period Tr = 10 years 2 10 or 100 Adjustment Factor Cf = 1 00 Runoff Coefficients are taken from Table 3-3 of the Fort Collins Storm Drainage Design Criteria and Construction Standards Surface Characteristics Runoff Coefficient Streets & Parkin Paved 095 Gravel 050 Drives & Walks 095 Roofs 095 Lawn & Landscape 025 Design Basins Area Area of Area of Area of Area of Area of Weighted Adjusted Point Paving Gravel Concrete Roofs Lawns Coefficient Coefficient A C C acres acres acres acres acres acres Expansion Expansion 020 000 000 001 000 1 019 029 029 FCC E010 As Coefficient 1 of 1 Runoff Calculations using Rational Method Protect FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Existing NRCS Sod Type = C A B C or D Date 01/16/07 Design Storm Return Period Tr = 10 years 2 10 or 100 Velocity Equation V = CVS'rz = 0 395(1 1 CS)Ltn / St3 Tt= L / 60V Tc= Ti + Tt (5 minute min) Tc= (U180) + 10 (For the first design point in a series if Tc= Ti + Tt yields a larger value) Overland Flow I Reach 1 Design Basins Area Runoff Upstream Length Slope Flow Length Slope NCRS Vela Point Coeff Time Time Convey A C Tu C5 L S Ti L S CV V FCC E010 As Runoff 1 of 1 Type of land Surface Cv Heavy meadow 25 Tillage / field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 Time Camay Time Time Intensity Flow T1 L S Cv V T2 Ta I O min) (tt) (ff1ffJ lips) (min) (min) (intho (cfs) 00 0 0000 0 00 00 50 487 03 Composite Runoff Coefficient Calculations Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Existing NRCS Sod Type = C A B C or D Date 01/16/07 Storm Return Period Tr = 100 years 2 10 or 100 Adjustment Factor Cf = 1 25 Runoff Coefficients are taken from Table 3-3 of the Fort Collins Storm Drainage Design Criteria and Construction Standards Surface Characteristics Runoff Coefficient Streets & Parkin Paved 095 Gravel 050 Drives & Walks 095 Roofs 095 Lawn & Landscape 025 Design Basins Area Area of Area of Area of Area of Area of Weighted Adjusted Point Paving Gravel Concrete Roofs Lawns Coefficient Coefficient A C C acres acres acres acres acres acres Expansion I Expansion 020 000 000 001 000 1 019 029 036 FCC E100 As Coefficient 1 of 1 Runoff Calculations using Rational Method Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Existing NRCS Soil Type = C A B C or D Date 01/16/07 Design Storm Return Period Tr = 100 years 2 10 or 100 Velocity Eouation V = C S"R = 0 395(1 1 C5)L"2 / S" Tt= L / 60V Tc= Ti + Tt (5 minute min ) Tc= (L/180) + 10 (For the first design point in a series if Tc= Ti + Tt yields a larger value) Overland Flow Reach 1 Design Basing Area Runoff Upstream Length Slope Flow Length Slope NCRS Velo Point Coen Time Time Convey A C Tu CS L S T L S C V ecros min min ansr xpansi 0 20 1 0 36 00 020 1 75 00201 11 3 0 00001 0 1 0 FCC El 00 As Runoff 1 of 1 Type of land Surface C Heavy meadow 25 Tillage / field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 Reach 2 teach Time Ti min Length L Slope S NCRS Convey Cv Velocity V Reach Time T2 min Total Time To min Rainfall Intensity 1 m/h Peak Flow 0 cis 00 0 0000 0 00 00 50 994 07 M M M M M M M M M M M Ml M M I• I• M M M Composite Runoff Coefficient Calculations Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Developed NRCS Soil Type = C A B C or D Date 03/16/07 Storm Return Period Tr = 10 years 2 10 or 100 Adjustment Factor Cf = 1 00 Runoff Coefficients are taken from Table 3 3 of the Fort Collins Storm Drainage Design Criteria and Construction Standards Surface Characteristics Runoff Coefficient Streets & Parkin Paved 095 Gravel 050 Drives & Walks 095 Roofs 095 Lawn & Landscape 025 Design Basins Area Area of Area of Area of Area of Area of Weighted Adjusted Point Paving Gravel Concrete Roofs Lawns Coefficient Coefficient A C C acres acres acres acres acres acres Expansion Expansion 020 000 000 003 017 000 095 095 Weir* Weir 070 016 000 007 042 005 090 090 " Catchment area used fnr war rairuiatinn FCC D010 As Coefficient 1 of 1 Runoff Calculations using Rational Method Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Developed NRCS Sod Type = C A B C or D Date 03/16/07 Design Storm Return Period Tr = 10 years 2 10 or 100 Velocity Eauatron V=C S'n = 0 395(1 1 C5)L" / S'/3 Tt= L / 60V Tc= Ti + Tt (5 minute min ) Tc= (U180) + 10 (For the first design point in a series if Tc= Ti + Tt yields a larger value) Overland Flow I Reach 1 Design Basins Area Runoff Upstream Length Slope Flow Length Slope NCRS Velocit Point Coen Tim Time Convey A C Tu C5 L S Ti L S Cv V acres min min s ansi ansi 0 20 0 95 0 0 020 10 00201 41 45 0 020 20 2 8 Weir` Weir 0 70 090 00 020 10 00201 41 1 90 100101 20 1 20 ` Catchment area used for weir calculation FCC D010 As Runoff 1 of 1 Type of land Surface Cv Heavy meadow 25 Tillage / field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 Tima Convey Time I Time I Intensity I Flow Tt L S CY, V 12 Tc I O (min) (ft) (tVR) (fps) (min) (min) prim) (cis) 03 1 0 10000 0 1 00 1 00 1 50 1487 09 Composite Runoff Coefficient Calculations Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Developed NRCS Sod Type = C A B C or D Date 04/12/07 Storm Retum Period Tr = 100 years 2 10 or 100 Adjustment Factor Cf = 1 25 Runoff Coefficients are taken from Table 3 3 of the Fort Collins Storm Drainage Design Cntena and Construction Standards Surface Characteristics Runoff Coefficient Streets & Parkin Paved 095 Gravel 050 Drives & Walks 095 Roofs 095 Lawn & Landscape 025 Design Basins Area Area of Area of Area of Area of Area of Weighted Adjusted Point Paving Gravel Concrete Roofs Lawns Coefficient Coefficient A C C acres acres acres acres acres acres Expansion Expansion 020 000 000 003 017 000 095 1 00 Weir' Weir 070 016 000 007 042 005 090 1 00 Site Site 716 239 000 059 1 01 1 316 064 080 • Catchment am -a usad fnr weir ralri latinn FCC D100 As Coefficient 1 of 1 I• = M M M Ml M M M M M M M M M M M M Runoff Calculations using Rational Method Project FORT COLLINS CLUB EXPANSION Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Condition Developed NRCS Sod Type = C A B C or D Date 03/16/07 Design Storm Return Period Tr = 100 years 2 10 or 100 Velocity Equation V = Ck/SV2 Initial Overland Flow Time Ti = 0 395(1 1 C5)L" / S" L/60V Ti + Tt (5 minute min) (U180) + 10 (For the first design point in a series if Tc= Ti + Tt yields a larger value) Type of land Surface Cv Heavy meadow 25 Tillage / field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 Overland Flow Reach 1 Reach 2 Design Basins Area RunoR Upstream LengN Slope Flow Length Slope NCRS Velocity Reach Length Slope NCRS Velocity Reach Total Rainfall Peak Point Coen Time Time Coney Time Convey Time Time Intensity Flow A C Tu CS L S T L S Cv V T1 L S Cv V T2 Tc 1 O acres min min min f min m1n inch cfs ansi ansr 0 20 1 00 00 0 20 10 0 020 41 45 0 020 20 28 03 0 0 000 0 00 00 50 1 994 20 Wert" Weir 1 0 70 1 1 00 0 0 0 20 10 0 020 4 1 90 0 010 20 2 0 0 8 0 0 000 0 0 0 0 0 5 0 9 94 69 * Catchment area used for weir calculation FCC-D100 As Runoff 1 of 1 I 1 I I I I 1 1 I Appendix B I Normal Flow Analysis - Trapezoidal Channel 11 Project FORT COLLINS CLUB Channel ID SWALE 1 T FE------------------------- 1 x Ye Y l� • W zi E-----B -----> Z2 Desi n Information (input Channel Invert Slope So = 0 0100 Wit Channel Manning s N N = 0 035 Bottom Width B = 0 0 ft Left Side Slope Z1 = 10 0 ft/R Right Side Slope Z2 = 10 0 ft/ft Freeboard Height F = 04 It Design Water Depth Y = 060 ft Normal Flow Condition (Calculated) Discharge Q = 68 cfs Froude Number Fr = 061 Flow VelocFty V = 19 fps Flow Area A = 36 sq ft Top Width T = 12 0 ft Wetted Perimeter P = 12 1 ft Hydraulic Radius R = 0 3 ft Hydraulic Depth D = 0 3 ft Specific Energy Es = 0 7 ft Centroid of Flow Area Yo = 0 2 ft Specific Force Fs = 0 1 kip FCC-CH01 As Normal 3/16/2007 9 46 AM I i 1 i i i 1 1 1 1 1 1 1 Fj 1 i 1 1 Appendix C 1 Design Procedure Form Porous Landscape Detention (PLD) I 1 1 1 1 1 Designer J Mift Company DMW CMI Englneers, Inc. Date March 8, 2007 Rood Fort Collin Club Expansion Location Water Quality Pond 1 Best Storage Volume (1, 100% 7 all paved rid. areas We of PLD) 4 73 00 % A) T butaryArno Impermusnoss Rah ( L,/ 100) 073 B) Contributing Watershed Area Includ g the PLD (Area) Area 8 765 square feet C) Water Quality Capture Val me(WQCV) WC= 0.23 wat relied riches (WQCV-08 (091 0 119 l' 078 0) D) Desg Vol me Val, (WQCV / 12) Area V 1 169 cube feet 2 PLD S rface Area (Am) rid Average Depth (d.,) ApLo 200 square feet (from 169 02 square feet to 338 04 square feet) (d,,. - (Vol / A.vd Mmn=0 V Ma)-1 (r) d., 085 feel 3 One ng of PLD (Check A, or B or C answer D) X Infiltration t S bgrade with Permeable Based on ansvMrs t 3A through 3D check the appropriate method Membrane 3(C) checked and 3(E) no A) Check box if subgrede ms heavy or expansive day EI Underdmi with Impermeable B) Check box if subgrade is silty or ceyey sand f Liner 3(/) checked or 3(E) yes C) Check bar d subgrede is welWre i g sod X U derdra with Non -Wove Gedexhle Fabric D) Check box if rdardramrm are not desirable or 3(B) checked and 3(E) no d ndardram are riot feasible at this ad 16M1 Impermeable Membrane with No Underdra E) Does I nbutery catchment costa lend uses that may have 3(D) checked Evapotransgrshon only petroleum products greases or ther hemmcals present such as gas stem no Dow Tyes hardware store restaurant at ? l�� 4 Sand/Peat Mix rid Gravel S bbase (See Fig PLD-1) A) Heavy or Expensive Clay MRCS Group D Sails) Present 18 M6 mum Depth S d-Peat Mix with 8 Gravel layer 16MI Perforated HDPE Undordrw Used Impermeable Line and 3- t 4 P rforated HDPE U derdra B) Slty or Clayey Sail (MRCS Group C Soils) Present Perforated HDPE Underdrar Used Ur Ai in in Depth Sa d-Peat Ma with Ir Gravel Layer nd T to 4 Perforated HDPE Underdra vd Norm -Woven Pemeable Membrane C) No Potential For Content mhos And WeIFDrai ng X 18' Ai in m Depth Sand -Peat Mix with Non -Wove (MRCS Group A or B Soils) Are Present Underdrams Ell m noted Pemeable Membrane rid No Underdrw (Direct Infiltration) D) Undardrerm Are Not Desirable Or Are Not Feasible At This Sit lir Ain mum Depth Sand -Peet Mix with An Additional 18' Ain in m Layer Sand -Peat Mix or Sand -Class A Compost Bottom Layer (Total Sand -Peal Depth of 36") 16-A51 Impermeable Liner Used E) Other Other FCC-BMPAs PLD 3/160007 947 AM 1 1 1 1 Trapezoidal Weir Calculations Protect Fort Collins Club Expansion Calculations By J MILLER Project No FCC DMW Civil Engineers Inc Location Pond 1 Outlet Date 03/14/07 Input Parameters Design Discharge = Q = 6 90 cfs Length = L = 700 ft Height = H = 0 50 ft Weir Coefficient = Cw = 3 33 Internal Angle = O = 151 93 V Notched Weir Exponent = b = 1 50 Weir Calculations Capacity = 1013 cfs Depth of Design Discharge = D = 0 39 FT FCC OW01 As Pond FAA 1 of 1 I 1 1 1 11 I 1 1 IL j 1 Appendix D I ,IPA @1 90°/ ) --- I I SITE I �a I � I � F _ � I � 1 \ mm (2 3 AC 700 i ° G , � I 200 0 200 400 600Feet ( IN FEET ) 1 nch = 200 ft ;me FORT COLLINS CLUB EXPANSION L>o� IMPERVIOUS ANALYSIS .isro7 2 IMPERVIOUSNESS D"r-d 6%, BASED ON ZONING JPr i j, 10 0 CIVIL ENGINEERS 600 I435 Wnt 29M Some Loveland Comodo B053E Pdm (970)46 266 F. (970)/6 66S �Amrdwlen9nKaa.wn ■ F'"` —] r FORT COLLINS CLUB EXPANSION ootc IMPERVIOUS ANALYSIS i3ro7 100 SITE IMPERVIOUSNESS �� fff BASED ON ACTUAL JFY I�I CIVIL ENGINEERS us W"t 29a ed.et L ,<wb caaom SM38 FNma (970)46 266 F= (970){6 2665 A A�1d19111ElM1CORI ' Confirm Analysis in Master Drainage Plan Imperviousness based upon zoning Zone Area Impervious ' NC 1841 90 0% MMN 2227 70 0 /o Total 4068 79 1 % [] 1 1 1 [1 1 1 1 79 1 % matches Master Drainage Plan Therefore the Fort Collins Club site zoned NC was assumed to be 90% impervious Actual analysis of Fort Collins Club site Total Site 716 Roof 129 Concrete 059 Asphalt 239 Total imp 427 % imp 59 7°/ Includes future pad site TECHNICAL DOCUMENTATION for the HYDROLOGIC MODELING OF THE SPRING CREEK BASIN PREPARED FOR City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80521 PREPARED BY Anderson Consulting Engineers Inc 772 Whalers Way, Suite 200 Fort Collins, CO 80525 (ACE Project No COFC17) May 5, 2003 T\OPEMCOFCI7\COFCI7HYDROLOGY TEXT DOC ANdERSON CONSULTING ENGINEERS INC ' Subbasm boundaries were modified for three principal reasons (1) to correct inaccurate boundaries as dictated by actual drainage patterns including major roads which act as drainage divides (2) to accurately reflect the area tributary to local detention ponds and (3) to correct the point of concentration for an area A map showing the revised subbasin boundaries within the study area is provided on Sheet Al A schematic diagram for the 2001 SWMM model is provided on ' Sheet A2 Documentation of the revised subbasin parameters is presented in Appendix B 1 1 N L Each of the subbasins in the study area were modified in response to the evaluation described in Section A2 1 Within the area upstream of Taft Hill Road and downstream of College Avenue a complete basin re delineation was performed to represent the actual flow divides and land usage using the best available mapping The subbasm re delineation was performed using City of Fort Collins quarter section mapping at a scale of 1 =100 with a contour interval of 2 feet In the extreme western portion of the basin the subbasm re delineation was performed using the USGS Horsetooth Quadrangle map Where available grading plans for individual developments were used to help define local subbasm boundaries and flow direction The surface retention storage depth roughness coefficients and infiltration parameters were modified for each of the subbasms within the study area to conform to current City criteria The subbasm width for each of the subbasins within the study area was recalculated in conjunction with the current S WMM model revisions Although SWMM does not specifically use overland flow length as an input parameter it was estimated for each subbasm in order to calculate the corresponding subbasm width Generally the overland flow length was estimated for each subbasm by averagmg the distances associated with several representative flow paths as defined using the topographic mapping The subbasm width was then computed by dividing the overland flow length into the subbasm area For the 130 subbasms within the entire Spring Creek Basin the subbasin width calculations resulted in a range of overland flow lengths that vary from 70 to 1 372 with a weighted average of 524 feet As modeled the overland flow lengths and corresponding subbasm widths appear to be reasonably representative of the actual runoff conditions in the Spring Creek Basin Documentation of the results of the subbasin width parameter calculations are presented in Appendix B Impervious percentages were assigned using estimated development densities and considering current land use and zoning classifications in the basin The following general guidelines were developed for assigning impervious values to individual subbasms Open space along the foothills ridge (POL RF) a 20 percent Open space and parks (POL) = 10 percent Estate and foothill residential lots (RF UE) = 30 percent T \0PEMCofc17\C0FC17 hydrology textdoc A 12 ANdERSON CONSUITINq{ ENGINEERS INC I 1 1 1 1 Existing single family residential (RL) and low density neighborhood conservation (NCL) = 45 percent Future low density mixed use neighborhood (LMN) and medium density neighborhood conservation (NCM) = 50 percent Medium density mixed use neighborhood (MMN) and neighborhood conservation buffer (NCB) = 70 percent Employment (E) and river commercial (RC) = 80 percent Commercial (C) neighborhood commercial (NC) and industrial (I) = 90 percent Exceptions were made to these general assumptions in areas such as cemeteries schools and campus facilities where impervious percentages were adjusted considering the actual existing land use Additional parameters including overland roughness values surface storage and infiltration rates were defined using standard values currently specified by the Stormwater Utility The following values were used for these parameters Overland roughness coefficient (impervious areas) = 0 016 Overland roughness coefficient (pervious areas) = 0 250 Surface storage (impervious areas) = 0 1 inches Surface storage (pervious areas) = 0 3 inches Initial infiltration rate 0 51 in/hr ' Final infiltration rate 0 50 in/hr Decay rate coefficient = 0 0018 sec i ' A2 4 Update and Addition of Detention Ponds ' As noted in Section A2 1 the rating curves for four ponds were modified in the area upstream of Taft Hill Road and eleven rating curves were either modified or added downstream of College Avenue Since the current study represents the completion of revisions to the Spring Creek Master Plan model a summary of each of the detention ponds within the basm is given in this section in numerical order of the SWMM model ID The complete documentation of the ' development of the rating curves is provided in Appendix C The CSU Veterinary Teaching Hospital (VTH) Pond (#50) is a regional detention pond ' located within the VTH site directly north of Drake Road The existing pond outlet pipe is a 24 T \0PEN\Cofcl7\C0FCl7 hydrology text doc A 13 ANdERSON CONSUITINrt ENCIINEERS INC 1 ' Table A3 1 Spring Creek Discharge Summary for Fully Developed Conditions with Existing Drainage Facilities 1 1 0 i Li I a Co, e anncc ea p, ' ar � �em� "._ t vW ern e �ti — s 1 aR Spnng Creek at confluence with Cache La Poudre River 702 849 1 339 2 867 Spring Creek at C&SRR 610 853 1 342 3 354 Spring Creek at Lemay Avenue 720 841 1 435 3 554 Spring Creek at Stover Street 729 820 1 249 3 123 Spring Creek at College Avenue 321 801 1 233 2 940 Spring Creek at BNRR 303 798 1 232 2 939 Total Spring Creek inflow to BNRR Pond 703 925 1954 4 581 Spring Creek at Arthur Ditch 327 698 1 496 3 643 Spring Creek upstream of confluence with Canal 328 660 1 384 3 008 Importation Channel Spring Creek at Shields Street 330 659 1 383 2 996 Spring Creek at Lanmer County Canal #2 331 646 1 337 2 862 Spring Creek at New Mercer Ditch 332 493 1 071 2 378 Spring Creek at Drake Road 335 322 785 1 855 Spring Creek at Taft Hill Road 304 207 579 1 356 Spring Creek upstream of Taft Hill Road 236 207 599 2 644 Detention Pond Spring Creek at Pleasant Valley and Lake Canal 338 102 1 871 PTtkin/RTverside flow path at confluence with 603 1 29 100 Spring Creek Parkwood Lake Outflow 640 3 4 5 Parkwood Lake Inflow 740 310 620 1 586 Proposed VTH Outfall Channel at confluence with Spring Creek 261 88 255 579 Trend Cedar Diversion Channel at confluence 101 90 204 564 with Spring Creek T \0PEN\Cofcl7\C0FC17 hydrology textdoc A 27 ANdERSON CONSULTING ENGINEERS INC I L I 1 Spri 9 Creek Hydrologic Model Updat — J ly 1999 Anders0 Consu"Engmeers Inc—COFC9812 SWMM Model S bbasr Parameters S bba Area Width Ov rl d FI % Si pe acre feet Le h it Im ry Rm 143 72 2 7000 449 12 0 062 170 37 3 4500 381 45 0 014 180 51 7 4900 460 11 0 030 182 20 5 3400 263 40 00 015 194 4 0 1400 124 25 0 014 146 514 1900 1178 10 0 075 167 50 9 3450 643 28 0 078 1611 25 9 3700 305 45 0 013 189 19 6 2800 305 45 0 009 171 147 2800 229 45 0 010 144 76 3 5300 627 30 0 013 145 693 2200 1372 10 0 090 147 1256 4100 1334 10 0 080 148 4027 17350 1011 24 0 219 149 561 8000 305 45 0 010 150 995 6000 722 20 0 070 152 817 4800 741 13 0148 153 2052 8000 1117 15 0 128 154 1395 10000 608 18 0 083 1 278 3900 311 40 0 016 100 439 5500 348 40 0 016 2 321 5000 280 40 0 010 3 107 550 847 10 0 016 4 193 2400 350 40 0 010 5 396 5100 338 40 0 020 6 472 6500 318 40 0 010 7 276 3600 334 30 0 013 a 504 7700 285 45 0 010 9 64 lion 19, 10 20 0 3000 no 30 0 033 i t 424 4000 462 60 0 010 12 leg 2800 294 45 0 013 14 428 3200 583 62 0 013 138 60 9 8000 332 40 0 015 158 706 9200 334 40 0 015 137 584 7600 335 40 0 015 38 391 8000 213 63 0 011 139 186 2500 324 45 0 020 141 494 5000 430 30 0 013 142 626 4500 606 30 0 034 121 82 4 5500 494 90 0 015 12.2 166 2500 289 75 0 010 125 226 2450 402 51 0 015 126 726 7900 400 25 0 015 127 418 4557 400 25 0 015 128 417 6000 303 40 0 015 129 199 3500 248 72 0 010 130 903 15000 262 50 0 020 131 178 3700 210 60 0 025 132 221 5200 185 71 0 020 133 339 4900 301 67 0 025 37 171 2500 298 10 0 010 134 618 5500 489 10 0 020 135 226 7000 141 57 0 025 86 104 6470 70 100 0 020 87 537 9350 250 90 0 010 88 178 3100 250 82 0 010 89 254 2750 402 90 0 010 70 140 2030 300 40 0 020 71 421 4150 442 45 0 022 72 763 6650 500 40 0 020 73 249 3000 362 60 0 020 74 87 2920 130 60 0 015 75 349 3500 434 80 0 020 76 332 1450 997 25 0 010 S bba Are Wdth Oved nd FI % SI pe acres fe t L it Im rvrous NB 77 118 1710 301 70 0 010 78 1091 9500 500 40 0 020 79 492 5360 400 40 0 020 80 93 1160 349 g0 0 015 50 446 9500 205 45 0 029 60 308 3200 41 660 0 020 61 204 9800 91 90 0 010 62 59 957 300 70 0 010 63 183 3140 254 80 0 010 64 142 1550 399 90 0 010 65 65 500 566 8 0 009 66 178 1550 500 55 0 009 67 292 1720 740 55 0 008 68 11 5 680 737 55 0 008 202 463 5000 403 59 0 020 203 246 4500 238 90 0 020 204 358 5000 310 73 0 020 205 505 6000 367 43 0 030 206 215 2600 380 90 0 014 207 376 4500 364 90 0 020 208 405 4400 401 54 0 012 209 682 6000 495 64 0 010 210 458 2500 798 90 0 020 211 260 3100 ' q 1e 212 614 6500 411 55 0 030 213 251 3500 312 70 0 020 214 480 4500 485 10 0 025 215 447 6000 325 55 0 010 216 313 4000 341 70 0 010 217 575 6500 385 45 0 020 218 184 1800 445 80 0 020 219 220 408 317 4500 3500 395 79 Er 0 035 395 65 0 035 221 403 4500 390 45 0 009 222 595 7000 370 53 0 008 223 749 7300 447 45 0 005 224 374 4000 407 56 0 020 225 268 3100 377 50 0 030 226 359 4000 391 47 0 035 227 485 5000 423 54 0 015 228 245 2500 427 45 0 010 229 584 6000 424 50 0 025 230 1102 10000 480 51 0 010 232 339 3700 399 27 0 028 233 339 3800 389 79 0 020 234 287 3500 357 45 0 015 235 226 2700 365 55 0 015 236 204 3000 296 70 0 020 237 268 3500 334 60 0 020 240 479 7000 298 78 0 020 241 565 5600 439 53 0 020 242 93 1250 324 90 0 020 243 341 5000 297 55 0 008 244 257 2800 400 54 0 008 245 222 2400 403 72 0 005 248 407 4400 403 52 0 008 247 302 3300 399 60 0 013 248 303 3000 440 70 0 009 249 355 5000 309 57 0 010 250 155 2500 270 67 0 008 251 409 4500 396 82 0 011 252 200 2500 348 90 0 013 253 837 8000 456 45 0 013 254 283 3500 352 45 0 018 255 255 1 3200 1 347 90 0 010 ' HYDROLOGIC MODELING AND HYDRAULIC ANALYSES ' FOR SPRING CREE%DOWNSTREAM OF EDORA PARK (Prepared in Support of a Conditional Letter of Map Revision ' Application for the C&SRR Detention Pond Pre Disaster Mitigation Grant Improvement Project and the Timberline Road Widening Project) 1 ' Prepared for City of Fort Collins Utilities ' 700 Wood Street Fort Collins, CO 80521 ' Prepared by Anderson Consulting Engineers, Inc 772 Whalers Way Suite 200 Fort Collins CO 80525 ' (ACE Project No COFC2005 06) O REGi U ' t V r October 21, 2005 `1 I ' IH EXISTING CONDITION ANALYSES 31 Existing Condition Hydrologic Modeling The duplicate effective hydrologic (UDSWM2000) model described to Section 2 1 was i� modified to represent existing conditions as follows (a) incorporating recently updated inflow ' hydrographs from both the Canal Importation and Old Town Basins (b) revising the stage storage discharge curve for the Taft Hill Road Detention Pond to reflect detailed topography that has been acquired recently within the pond s active storage area and (c) modifymg subbasm boundaries and hydrologic parameters in the vicinity of the Timberline Road/Prospect Road intersection in response to the recent Spring Creek Center development These changes and the ' results of existing condition hydrologic modeling effort are described in the following sections f MOD IF tC,tzT1005 -M MO-PEL Do 4&rM'FC-r &2T d"U45 -� C L,u B S 17G7 311 Rev�se�tlnJlow Aydrogiaphs As documented in the Spring Creek Basin Master Drainage Plan the Spring Creek Basin receives runoff from the Canal Importation Basin primarily via spills from the three major irrigation canals that transect the western portion of the City of Fort Collins Spills from the bo Canal Importation Basin also enter the Old Town Basin located directly north of the Spring ' Creek Basin These spills from the Canal Importation Basin to the Old Town Basin influence additional inflows to the Spring Creek Basin as part of the southern portion of the Old Town Basin directs runoff into Spring Creek via several existing storm sewer facilities Two recent detention pond projects in the Canal Importation Basin have served to reduce runoff reaching the irrigation canals thereby reducing outflows to both the Spring Creek and Old ' Town Basins These projects prompted a revised hydrologic analysis of the Canal Importation Basin which included updating the unsteady flow analyses of the basm s three major canals The hydrologic modeling changes and the revised inflow hydrographs to the Spring Creek and Old Town Basins are documented in the report Hydrologic Update for Canal Importation Basin [ACE April 2005] Correlation of Canal Importation Basin outflow hydrographs to ' Spring Creek Basin inflow hydrographs is provided in Appendix D 1 of the current report Also included in Appendix D 1 is the documentation of the revised spill hydrographs from the Pleasant Valley and Lake (PV&L) Canal directly to Spring Creek at the location where the canal crosses the creek The spill hydrographs for the 2 10 and 100 year events at this ' location were modified pursuant to the revised hydrologic modeling for the Canal Importation Basin 1 COFC2005 06_final clomrreporLdoc 9 ANdERSON CONSU[TINq ENQNEERS INC No Text ' SP NG CR ER BASI MASTER LAN HYD OLOGIC ODEL 1 0 YEAR 3 6 I ( EVEIAPED) PILE SC 0 DEV PEE 0 3 AND RSON CONSULTI G ENGINEERS ' PEAR FLOWS STAGES AND STORAGES 0 GUTTERS AND STENTION DAMS NOT I P I SURCHARGED ELEMENT AND IES SURCHARGED mmm ON FACILITY CONVEYANC EAR STAG STORAG IME ' EL6MENT TYPE 3 (CPS) 11 (FT) IAC FT) ( CT FLO ) (H I N) 6 8 3 8 1 (DIRECT PLO ) 1 16 3 3 93 8 ( RECT FLAW) 1 1 19 3 9 (DIRECT FLOW) 1 8 3 3 38 3 Z 1 23 (DIRECT FLOW) (DIRECT PLO 1 0 3 6 ' 3 3 593 5 1 Cr PIA 1 Z 10 50 53 0 21 3 1 1 5 1 5 6 16 0 0 56 52 3 08 3 1 RECT FLO 1 1 21 563 9 51 ' 5 6 ] 0 1 1 5 23 9 10 5 6 5 5 Z 1 5 5 3 40 O6 5 9 E 0 3 10 5 3 0 36 ' 308 3 8 0 3 09 3 ] 5 8 7 9 75 1 05 1 7 1 3 6 11 ] B 3 ' 18 565 J 9 6 9 3 9 9 3 7 1 6 13 Z 13 53 71 116 3 Z 0 36 153 3 3 9 0 3 ' 1 3 1 IR Ct LO 1 5 3 1 9 6 1 5 3 16 15 3 5 Z 76 1 3 5 5 9 6 7 3 5 63 8 1 8 6 9 3 0 S 1 ' 8 5 5 1 9 3 1 0 7 ]93 3 ] 5 3 B S 1 7 3 3 ] 8 Z 9 195 8 3 93 8 1 3 6 1 ' 137 899 9 3 1 30 66 5 5 735 1 77 6 1 1 9 3 B B ' 338 6 5 5 2 1 9 1 77 5 ] 3 1 1 1390 9 3 Z 3 53 5 3 0 ] 99 9 7 36 9 0 360 3 560 1 (DIRECT PIA ) 1 ZO 161 3 3 1 5 8 5 6 3 ( RECT FLAN) (DI Cr FLO ) Z 0 7 ' 771 3 71 6 (DIRECT FLOW) 0 45 Z 3 3 B{ 9 ( IRECT FLAN) 7 Z 3 72 (DIRECT FLO ) 0 55 Z 5 3 69 Z (DIRECT FLO ) 55 Z 3 7 5 (➢ RECT FLO ) 56 1 89 0 (DIRECT PLO ) 36 278 3 7 Z ] 9 17 Z 9 0 36 Z 2 1 0 S 0 D 55 ZB Z 5 6 1 11 5 21 ]8 6 1 ' 789 5 1 6 6 3 295 3 3 7 5 ( IRECT PIA ) 2 7 196 3 1 8 (DIRECT FLO ) 1 19 3 6 0 (D RECT FLO ) 19 Page 13 of 15 9 3 115 ( IRQC[ FLOW) 3 299 3 0 (D RRCf PLO ) 0 28 3 3 2 2939 3 1 35 1 307 133 8 0 D 1 6 J 8 3 8 11 4 11 1 B S D 7 6 ' 321 3 2939 6 (DIRRCI FIRM) 3 15 32 3 36 3 1 (DIR C[ FLO ) 1 23 328 3 3 06 (DIRRCf PLOW) 1 71 33 3 2 95 8 ( IRRC[ PLO ) 1 19 331 7 286 5 (DIR C[ LOW) 1 1 ' 3 8 ( Cf FLOW) 333 7 6 4 1 5 0 D 7 3 3 2 6 9 2 2 335 3 855 (DIRRCI FLAW) 1 3 336 151 6 73 3 9 3 MIRE= PLOW) 0 75 ' 338 3 0 (DIRRCI PLO ) 0 55 1 9 2 0 0 2 5 3 9 55 6 8 2 1 3 355 3 5 ( RRCI PLO ) 7 6 3 (OI BCf PLO ) 0 35 JS 7 266 1 ' 358 3 6 1 J S 9 360 2 29 0 7 5 D 0 58 3 7 3 D 1 70 36 5 2 6 3 3 8 6 36 3 3 5 ' 7 5 3 6 3 0 7 ] 3 3 3 ] 3 6 3 ] 2 0 78 ] 18 1 1 0 9 ' 5 5 ( RRCf PIA ) 2 3 396 3 5 (D RRCI FW ) 3 6 6 5 15 36 1 1 9 3 1 1 3 ' 9 3 1 30 3 ( Cr PLO ) 54 9 36 8 5 1 3115 5 9 0 51 3 8 9 J 3 3 5 �� LEMAJ 6 J 65 3 5 1 ' 99 6 3 3 6 3 25 3 36 9 3 5 1 3 5 3 19 3 3050 3 35 1 3 J 33 ' 6 1 3 1 3 5 3 36 6 8 6 9 3 5 8 9 6 9 5 17 9 3 36 452 4 154 1 55 265 2 1 3 0 38 B 3 5 1 1 ' 517 5 0 6 1 3 11 8 J 5 5 26 1 51 5 30 1 3 51 9 9 3 5 5 7 3 6 ' 5 353 5 521 16 8 0 39 5 2 89 9 1 7 0 43 5 3 6 3 16 41 52 1 1 1 0 3 ' 53 3115 0 4F 5 3 7 528 96 0 6 0 41 529 3119 1 6 3 1 53 5 8 8 3 15 511 3050 9 6 9 3 18 53 11 6 0 J ' 535 81 81 3 6 4 4 536 5 189 8 8 2 5 53 2 3 3 8 2 19 5 1 8 9 1 26 5 3 01 1 1 0 45 S 3 5 1 0 ' 5 9 183 8 1 55 1 9 5 5 1 J 6 2 5 1 3 3 36 ' Page 14 of 15 1 1 1 1 1 1 1 1 N 1 1 1 1 1 1 55 5 1 595 8 603 2 2 1 4 6 0 610 2 3353 9 613 2 3 6 6 96 5 61 2 9 1 63 3 3 6 0 2 8 642 2 5 8 6 6 2 59 9 6 2 9 655 200 9 695 3 8 5 02 3 2866 6 3 5 6 3 8 0 3 7 2 8 3 562 9 3 3353 0 3 3553 3 2 3 3 2 5 3 5 5 6 6 0 3 585 6 9 3 2 3 9 5 5 2 8 9 9 36 6 9 5 3 8 5 3 9 3 8 3 3 51 3 9 8 a 9 6 6 93 21 9 3 9 8 9 5 5 3 9 3 3 0 5 9 5 1 9 6 6 62 3 9 963 3 2155 9 3 96 3 35 3 3 9 3 00 9 3 969 3 8 9 3 9 END OGRAM OGRAM CALLED 2 39 1 22 1 D 26 3 2 3 1 63 1 2 9 5 1 3 8 0 5 3 3 9 3 1 121 9 1 1 5 0 5 1 9 D 2 0 5 1 0 0 39 2 0 3 (DIRECT FIA 1 2 18 (D REM FLOW) 16 (DIRECT FLOW) 1 26 ( RECT PLO 1 8 (DI Cf PLO I 3 (DI Cr FLOW) 3 ( RECT PLOW) 1 ( RECT PLOW) 0 (DIR Cr FLOW) (DI Cr FLOW) B ( RECf PLO I 3 ( ECT PIA ) 0 3 (DIRECT PLOY) 0 35 ( RECT PLOW) ( REM FLOW) 0 2 CT PLO ) 6 Cf PLO I 3 ( RECT PLOW) 38 RECT PLO ) ( CT FUW) 28 ( Cr PLO 1 RECT PIA ) (DIRECT FLO ) 9 ( RECT FLOW) 0 38 ECT PTA 1 2 ( Cr PLO 1 ( RECT FLO ) 6 ( RECT PLO ) 3 B ( RECT PLO ) RECT PLO ) 5 8 59 0 2 1 CT PLO ) RECT PIA ) RECT PIA ) 39 RECT PLO ) CT PLO 1 RECT PLO ) CT FLO ) 56 RECT PLO 1 5 RECT FLO ) 3 RECT FLO ) 2 CT FI.o ) ECf FLO 1 RECT FLOW) 9 RECT LO ) 0 ' Page 15 of 15 I 1 1 1 1 Appendix E I I- I1 I 1 11 J 1 F Rainfall Performance Standard Evaluation Project Fort Collins Club Expansion STANDARD FORM A Project No FCC Calculations By J MILLER Date 04/12/07 DMW Civil Engineers Inc Developed Erodibdity Area of Length of Slope of Avg Basin Avg Basin Perform Subbasm Zone Subbasm Subbasin Length Slope Standard Asb Lsb Asb x Lsb Ssb Asb x Ssb Lb Sb PS (acres) (ft) (% % (% (ft) (k 1 Moderate 070 100 7000 1 00 070 000 000 000 000 coo 000 000 000 000 000 Total Moderate 070 7000 070 10000 100 74 60 FCC EROS As FormA 1 of 1 E IJ I 1 1 1 Effectiveness Calculations Project Fort Collins Club Expansion STANDARD FORM B Protect No FCC Calculations By J MILLER Date 04/12/07 DMW Civil Engineers Inc Treatment C Factor P Factor Comment Bare Soil Packed and smooth 1 00 100 Not used Freshly disked 1 00 1 090 Not used Rough irregular surface 1 00 090 Not used Sediment Basin/Trap 1 00 050 Wattles at all inlets for sedimet traps Silt Fence Barrier 1 00 050 Surrounding areas of Construction Asphalt/Concrete Pavement 001 1 00 All existing and proposed paved areas Established Dry Land (Native) Grass 1 00 In undisturbed undeveloped areas Sod Grass 001 1 00 In landscaped areas Temporary Vegetation/Cover Crops 045 1 00 Not used Hydraulic Mulch @ 2 Tons/Acre 010 1 00 Not used Erosion Control Mats/Blankets 010 1 00 Not used Gravel Mulch 005 1 00 Not used Hay or Straw Dry Mulch 1 % 5% 0 06 1 00 Not used 6 / 10 /0 0 06 1 00 Not used 11 / 150/ 007 1 00 Not used 16 /6 20% Oil 1 00 Not used 21 % 25% 014 1 00 Not used 26% 33% 017 1 00 Not used >33 /6 020 1 00 Not used C Factors and P Factors are taken from Table 8B of the Fort Collins Storm Drainage Design Criteria and Construction Standards FCC EROS As FormB Page 1 of 2 7 J 1 1 J 1 1 Effectiveness Calculations Project Fort Collins Club Expansion STANDARD FORM B Project No FCC Calculations By J MILLER Date 04/12/07 DMW Civil Engineers Inc Major PS ]Subbasinj Area Calculations B (Ac) DURING CONSTRUCTION Plan Intent Erect silt fence and wattles and construct sediment basin C Factor P Factor Site 7460 Total 0 70 Impervious Area 0 05 Acres 001 Landscaping 0 65 Acres 001 Weighted C Factor (0 05x0 01)+(0 65x0 01)/0 7 =001 Silt Fence 050 Sediment Trap 050 Weighted P Factor (0 05x0 5)+(0 85x0 5)/0 7 = 0 50 Effectiveness EFF=(1 (CxP))x100 = (1 (0 01x0 5)x100 = 99 50 / Since 99 5% > 74 60/ the proposed plan is OK FCC EROS As FormB Page 2 of 2 I 1 1 1 1 Engineer's Estimate of Probable Cost for Erosion Control Escrow Security Project Fort Collins Club Expansion Project No FCC Calculations By J MILLER Date 04/12/07 DMW Civil Engineers Inc Itemized Costs Item Unit Quantity Unit Cost Total Silt Fence LF 180 $2 00 $360 00 Wattles LF 15 $4 00 $60 00 Subtotal $420 00 Multiplier 1 5 Total $630 00 Formula Based Unit Quantity Unit Cost Total Rev eta AC 070 $775 00 $542 50 Multiplier 1 5 Total $813 75 Escrow Security greater of two est $1000 min $1 000 00 FCC EROS As Cost Page 1 of 1 CO48TAUOTION SEQUENCE FOR. 2007 -BIOME COMRmEp Bol DATD: 03/16/09 _.. _. p Iz l] 14 b Ie IR IB ly '101' PONT I�emlio mne (oar •. 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W... ) The FEMe Bane road Elsmmn IF, the cal to 494I.8 (W. ) All I. m m 49MA (xUNCLI The FEus am, naafi IWIE: "a TO BE USED AS ADMEIr EIrvlun far the rN«atea abaammaMmmns eaumn9 is 4941. TRAP DURING CONSIRUMN Be 5 (NAwN) vucn n All to 49355 (NGw29) TOUT INLET i EAN AGO CONSTROUCT z. A hWplmn a.. MORL Is Real Far arm eaumn9 aM WATER CU LEY FEAMIRES OF MIND e h she a faraelian whernel(ddeff pal ei4 potne, AFTER GROUND DISNMIII6 RDINC ACT ppYn9 low, LEARN, OF,.) in I Ilrcdplain, IMVE ENDED. ]. A FEW, elwnliw «,Rillcote All OF Yl to c1meplelN / µe ON apowf pstar to CO AI N i... ed w aq rvc ur m the omdpt 4. She bottom is NG D 1929 !Mum, EmoeM pencpmaMs am: (1) are OF FORT COLLINS BENCNWRI( R-01 / \ l M AT ME NORMWEFT CORNER OF MUDM LANE AMID COI£OE qR T AFFIC1 SIGNAL IGN C COULE N1.19BNOU NGYO NADJU -4 VNAWVSTEO z (2) CITY OF FORT COLLINS BEHC K 4-97 O OR THE $OIINWEST MNCII TO TIE BRIDGE MR TIE I MTA AND WELD AT Sol s. BETWEEN wUllK LINE AND IAWIOR E N Z M YVAn0N.49ME2 NOUN 1929 VNN4VSrEO Q 5, Bass IRAN . . To No map a misr eat a MR.(L NAND 9m dealUFF, Flowahowso a " l a m Vfiwt to FORD 1929 ILION) Tar the DO Case, Ileadpluln p W tMee (3.0) rood La, tuw66-NGVD29.30 m 6 The base RON .Fero an IN how, a loop w Woe D al�Nl:ea FORM FEW Feed I..umm, Raft Mato ror Fort CONN. J _ CsMM ly P," CG069C-0953-F RevuM DocamM 19. 2006. U �• "l Iv Need to a.lbow who mmms eIMo6e to, ram p.mnrn fn AAA-— z 0 O LL O / / ' / / . / / NOTE: 1. - Top FATpX n£VAIKNs sxOWN IRE THE llM ErrvAmREw ulxwxs nRPROTECTIONroR PROTECTION ROM E SEE IWIE 6 a-rEw STORM, Alt GCN ICEINTTE�R OF C/OOLO�RA\OO -92 D� OR }nn 232-s MMWnE l"oENurKEL'R0R CALL 2 BUSINESS DAYS IN ADVANCE 20 0 ED AO m FM BEFORE YOU MG. GRADE, OR EXCAVATE FOR THE MARGINS OF UNDERGROUND () MEMBER IRILMES. 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