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HomeMy WebLinkAboutDrainage Reports - 06/28/2018FINAL DRAINAGE AND EROSION CONTROL REPORT FOR CENTERPOINT PLAZA Job Number 1028 November 11, 2015 Rev: August 11, 2016 ENGINEERING COMPANY rickengineering.com FINAL DRAINAGE AND EROSION CONTROL REPORT FOR CENTERPOINT PLAZA Section 20, Township 7 North, Range 68 West Sixth Principal Meridian, Fort Collins, Colorado Design and Analysis Based Upon a Local Vertical Datum Prepared for: Mr. Sean Sjodin NexGen Properties, L.L.C. One Denver Tech Center 5251 DTC Parkway, Suite 8000 Greenwood Village, CO 80111 (303) 923-2442 Prepared by: RICK ENGINEERING COMPANY, INC. 4 Inverness Court East, Suite 300 Englewood, CO 80112 (303) 537-8020 JN 1028 November 11, 2015 Rev. August 11, 2016 CENTERPOINT PLAZA - CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT TABLE OF CONTENTS Subject Egg 1.0 INTRODUCTION................................................................................................................. I 1.1 Site Location.............................................................................................................. 1 1.2 Site Description.........................................................................................................2 1.3 Purpose and Objectives.............................................................................................2 1.4 Previous Studies........................................................................................................2 1.5 Methodologies and Procedures.................................................................................2 2.0 DRAINAGE BASIN AND SUBBASINS............................................................................4 2.1 Major Basin Description......................................................................................... 4 2.2 Sub -basin Description............................................................................................. 4 3.0 DEVELOPED DRAINAGE PATTERNS............................................................................7 4.0 STORMWATER DETENTION REQUIREMENTS...........................................................7 5.0 POST -CONSTRUCTION SIORMWAIFRMANAGEMENT................................................ :... 8 5.1 Water Quality .:.................................................................................................................9 6.0 LONG TERM MAINTENANCE.......................................................................................14 7.0 SUMMARY.........................................................................................................................15 8.0 ENGINEER'S STATEMENT.............................................................................................16 CENTERPOINT PLAZA - CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT APPENDICES APPENDIX A — FIGURES AND EXHIBITS........................................................................... A-1 APPENDIX B — HYDROLOGIC DATA SHEETS................................................................... B-I APPENDIX C—HYDRAULIC CALCULATIONS...............................:.................................. C-1 APPENDIX D—HYDRAULIC MODELS (STORM DRAIN) ................................................. D-1 APPENDIX E— BMP CALCULATIONS ..................................................................................E-1 APPENDIX F—REFERENCE DOCUMENTATION................................................................F-I LIST OF FIGURES Figure1 - Location Map.................................................................................................................... I Figure2 — FEMA FIRM............................................................................................................. A-2 Figure 3 — Proposed Drainage Map............................................................................................ A-3 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSION CONTROL REPORT 1.0 INTRODUCTION 1.1 Site Location Centerpoint Plaza (project site) is located in the northwest quarter of Section 20, Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, Colorado. More specifically, the project site is bounded by Timberline Road on the west, Midpoint Drive on the north, Railroad Right of Way on the north and industrial development to the east as shown on the location map (Figure 1) below. �PF IM VICINITY MAP SCALE 1'-IM' Figure 1 - Location Map 11/11/2015 Page 1 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSION CONTROL REPORT 1.2 Site Description ' The project site is a total of approximately 2.34 acres. Phase 1 development was completed in May of 2006. The Phase 2 area is approximately 1.57 acres. ' Vegetation on Phase 2 consists of native weeds and grasses. Onsite soils are Hydrologic Group C according to the Natural Resources Conservation Service (MRCS). The site is zoned E (Employment) and is adjacent to industrial development. The project site is within Flood Insurance Zone X, the areas ' determined to be outside the 500-year flood plain according to the FEMA Flood Insurance Rate Map, Community -Panel No 08069C-0983G. ' 1.3 - Purpose and Objectives The purpose and objectives of this Drainage Report are to: 1. Provide supporting information required for the Site Plan drainage scheme, which meets or exceeds the City of Fort Collins Storm Drainage Design Criteria and Construction Standards and Erosion Control requirements defined in the Fort Collins Stormwater Manual, Section 1.3.3, Volume 3, Chapter 7 of the Fort Collins Amendments. 2. Provide the onsite Federal Emergency Management Agency (FEMA) Special ' Flood Hazard Areas (SFHA). 3. Determine the onsite detention requirements for the runoff volume difference ' between the 100-year developed inflow rate and the 2-year historic release rate. 4. Determine the required onsite drainage improvements to convey the runoff through the project site. 1.4 Previous Studies ' 1. Anderson Consulting Engineers, Inc, Spring Creek Master Drainage Plan, Baseline Hydrologic Analysis, Volumes I & II, Fort Collins, Colorado, May 5, 2003. 2. Anderson Consulting Engineers, Inc, Hydrologic modelingand nd Hydraulic ' Analyses for Spring Creek Downstream of Edora Park, Fort Collins, Colorado, October 21, 2005. ' , w 11/11/2015 ENGINEERING COMPANY Page 2 E CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT 3. DMW Civil Engineers, Inc, Final Drainage Report for Centerpoint Plaza First Replat, Fort Collins, Colorado, October 28, 2008. 1.5 Methodologies and Procedures 1. Drainage design criteria is based on the City of Fort Collins Storm Drainage Design Criteria and Construction Standards and Erosion Control requirements defined in the Fort Collins Stormwater Manual, Section 1.3.3, Volume 3, Chapter 7 of the Fort Collins Amendments 2. Hydrologic Criteria The rational method has been used to estimate peak storm water runoff form 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 the investigation, along with other supporting material, are contained in Appendix B. Rainfall intensity data for the rational method has been taken from the intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3- la). Composite coefficients were generated using Table 3-3 and 3-4 of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. 3. Hydraulic Criteria Spreadsheets from the Urban Storm Drainage Criteria Manual have been used to analyze the capacity of proposed pipes and swales for the site. Various spreadsheets using City of Fort Collins criteria have been used in the design of the proposed detention ponds. w 11/11/2015 Page 3 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT 2.0 DRAINAGE BASINS AND SUBBASINS 2.1 Major Basin Description The Centeipoint Plaza site is within the Spring Creek Drainage Basin, as identified by the City of Fort Collins Master Drainage Plan, but not within any regulatory floodplains designated by either the City or FEMA. 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. 2.2 Sub -Basin Description Stormwater runoff from the project site drains overland generally from northwest to southeast at slopes ranging from 1.0% to 2.0%. Stormwater runoff from most of the site is conveyed to a water quality pond and routed via storm pipes to Spring Creek, located north of the site. Runoff not captured by the pond currently is conveyed from the site towards the southeast in a shallow swale adjacent to the railroad. w ENGINEERING COMPANY 11/11/2015 Page 4 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSION CONTROL REPORT 3.0 DEVELOPED DRAINAGE PATTERNS The developed site has been divided into nine (9) on -site and one (1) off -site drainage basins. Stormwater runoff will be conveyed overland to an onsite detention and water quality pond and released into existing stormwater utilities at the northwest corner of the site. Basins 1 (0.09 acres) and 2 (0.12 acres) are comprised primarily of asphaltic paving. Runoff from Basins 1 and 2 sheet flows across the paving, parking lot, and along concrete gutters from northwest to southeast. Stormwater runoff follows existing flow patterns and is conveyed to the southeast. The peak 10 and 100-year flows from Basin 1 are 0.3 and 0.9 cfs, respectively. The peak 10 and 1-100-year flows from Basin 2 are 0.4 and 1.0 cfs, respectively. Basin 3 (1.30 acres) is comprised mostly of the existing building and parking lot, and includes existing landscaping, and proposed roof and parking. Runoff from Basin 3 follows existing flow patterns and flows from west to east. Runoff is conveyed in concrete trickle pans and gutters to Basin 4, and then to Basin 5. The peak 10 and 100-yr flows from Basin 3 are 4.1 and 11.5 cfs, respectively. Basin 4 (1.01 -acres) is currently primarily grassed meadow, but was modeled as developed. Runoff was modeled as flowing east to west, conveyed by pans and gutters to Basin 5. The peak 10 and 100-yr flows from Basin 4 are 4.2 and 10.1 cfs, respectively. Basin 5 (0.09 acres) is composed primarily of a grassed Swale. Runoff is conveyed to the south and into a storm drain pipe discharging in the Pond. Basin also conveys runoff from Basins 3 and 4 to the storm pipe. The peak 10 and 100-yr flows from Basin 5 are 0.02 and 0.4 cfs, respectively. The combined peak 10 and 100-yr flows from Basins 3, 4, and 5 are 7.5 20.7 and cfs, respectively w 11/11/2015 Page 5 CENTERPOINT PLAZA — CITY OF FORT COLLINS- DRAINAGE A EROSIONCONTROL REPORT Basin 6 (1.18 acres) is a combination of developed and undeveloped areas, but was modeled as fully developed. Runoff was modeled as flowing east to west, conveyed by pans, gutters and sheet flow to Basin 7 and then to the Pond. The peak 10 and 100-yr flows from Basin 6 are 4.9 and 11.7 cfs, respectively Basin 7 (0.33 acres) is composed primarily of paving and roof. Runoff from Basins 6 and 7 is conveyed via sheet flow and gutters to an 8-foot wide concrete sidewalk culvert and into the Pond. The peak 10 and 100-yr flows from Basin 7 are 1.5 and 3.3 cfs, respectively. The combined peak 10 and 100-yr flows from Basins 6 and 7 are 6.2 and 14.7 cfs, respectively Basin 8 (0.73 acres) is composed primarily of roof and paving. Runoff is conveyed by pans, sheet flow, and gutters to a 6-foot wide curb opening into the Pond. The peak 10 and 100-yr flows from Basin 8 are 2.6 and 6.6 cfs, respectively. Basin 9 (0.21 acres) is composed primarily of grassed slopes, and the Pond. Runoff is conveyed by sheet flow and pans to the existing outlet structure, and then to Spring Creek. The peak 10 and 100-yr flows from Basin 9 are 0.4 and 1.0 cfs, respectively. The combined peak 10 and 100-yr flows from Basins 3 through 9 are 15.3 and 42.0 cfs, respectively 4.0 STORMWATER DETENTION REQUIREMENTS The drainage report for Phase I called for a Detention Pond which lies in Phase 2. The City of Fort Collins Stormwater department has indicated that detention is not required for this development providing that proper drainage facilities exist to convey the un-detained flows to either Spring Creek to the north of Skunk Pond far to the east. Due to the fact that a majority of the downstream facilities to Skunk Pond are inadequate and would require upgrading it was found to be more economical to convey un-detained flows to Spring Creek to the north. An Amendment to the Phase 1 Drainage plan was approved with this concept in the DMW Civil Engineers Final Drainage Report 0805.00-CPR, dated October 28, W ENGINEERING COMPANY 11/11/2015 Page 5 CENTERPOINT PLAZA — CITY OF FORT COLLINS- DRAINAGE & EROSIONCONTROL REPORT 2008. This project reconfigures the approved Phase 1 Pond and provides the same water quality capture volume and complies with the original Phase I drainage report. 5.0 POST -CONSTRUCTION SPORMWATERN ANAGEMENr ' In order to provide treatment of stormwater runoff, stormwater quality best management practices (BMPs) have been incorporated into the proposed site improvements. BMPs utilized on this site and shown on the Proposed Drainage Map have been designed ' utilizing the guidelines provided in the Urban Storm Drainage Criteria Manual, Volume 3 (USDCM Vol. 3), including the "Four Step Process to Minimize Adverse Impacts of Urbanization" as listed below: ' • Step 1. Employ runoff reduction practices • Step 2. Implement BMPs that provide a water quality capture volume with slow ' release • Step 3. Stabilize drainageways • Step 4. Implement Site Specific and other source control BMPs ' The post -construction stormwater quality BMPs proposed for this project include: ' 5.1 Water Quality A Structural Best Management Practices (BMPs) are proposed for the project site to ' improve runoff as recommended by the Urban Storm Drainage Criteria Manual and as described in the Fort Collins Stormwater Management Manual, Volume 3-Best ' Management Practices (BMPs). The detention pond incorporates an extended detention basin for water quality purposes. An extended detention basin (EDB) is a sedimentation basin which uses a much smaller ' outlet that extends the emptying time of the more frequent occurring storm runoff events to facilitate pollutant removal. Soluble pollutant removal can be somewhat enhanced by providing a small wetland marsh or ponding area in the basin's bottom to promote biological uptake. The detention basin planting will meet the City of Fort Collins ta 11/11/2015 ENGINEERING COMPANY Page 5 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT Detention Pond Landscape Guidelines which will help facilitate successful biological ' uptake. The basins are considered to be "dry" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. Extended Detention Basin's may develop wetland vegetation and sometimes shallow pools in the bottom portions of the facilities. The water quality pond for the project site has been designed to provide 4,704 cubic feet of water quality capture and with a water surface elevation of 4909.17. Release of the captured water is controlled by a steel plate with one column of six 5/8" diameter circular perforations. The outlet structure itself and 36" diameter RCP outlet pipe convey flows in excess of the water quality capture volume north to Spring Creek. The pond will reach ' a maximum water surface elevation of 4910.50 to discharge these flows through the outlet structure. The parking lot serves as an emergency overflow and any excess runoff ' is conveyed off -site to the southeast towards Skunk Pond. IM 11/11/2015 ENGINEERING COMPANY Page 5 CENTERPOINT PLAZA — CITY OF FORT COLLINS -DRAINAGE REPORT 6.0 LONG TERM MAINTENANCE ' The proper functioning of the drainage systems described in this report is dependent on the owner providing, annual and continuous maintenance to the ' drainage improvements. The firm responsible for the ownership, operation, scheduled and unscheduled maintenance and liability of drainage improvements ' and common areas detailed on this report is: NexGen Properties or an Officially Designated Entity by NexGen; Mr. Sean Sjodin NexGen Properties, L.L.C. One Denver Tech Center 5251 DTC Parkway, Suite 8000 Greenwood Village, CO 80111 (303)923-2442 Maintenance guidelines and a checklist is provided within Appendix E. Refer to Chapter 6 of the Urban Storm Drainage Criteria Manual, Volume 3 for maintenance of the site's stormwater quality BMPs (grass swales, grass buffers, bioretention areas, etc.). Low Impact Development (LID) Table 50%On-Site Treatment by LID Requirement New Impervious Area 42,500 sq. ft. Required Minimum Impervious Area to be Treated (509/6) 21,250 sq. ft. Area of Paversection #1 8,400 sq. ft. Run-on area for. Paver Section f#1(tip to 3:1 is permited) 24,580 sq. ft. Impervious Area Treated by LID Treatment Method 41: Porous Pavement 12,238 sq. ft. Area of Paver Section #2 1,609 sq. 'ff. Run-on area for Paver Section #1(up t6'3:1 is permited) 4,927 sq. ft. Impervious Area Treated by LID Treatment Method #1: Porous Pavement 10,254 sq..ft. Total Impervious Area Treated 22,492 sq. ft. v 25%Porous Pavement Requirement New Pavement Area 31,935 sq. -ft. Required Minimum Area of Porous Pavement (2596) 7994 sq. ft. Area bf Paver Section.#1 8,400 sq::ft. Total Porous Pavement Area 9400 sq.'ft. Actual:% of Porous Pavement Provided 26% iM 11/11/2015 Page 9 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT 7.0 SUMMARY ' • The supporting information required for the Site Plan drainage scheme is being provided within the report. ' • The onsite Federal Emergency Management Agency (FEMA) Special Flood Hazard Areas (SFHA) have been shown on the drainage figures of the report. • The offsite and onsite peak discharges for the 100-year storm event have been calculated. The 2-year and 10-year event was calculated for comparison of pre - development and post -development discharges. • The required onsite drainage improvements to convey the runoff through the ' project site have been calculated and are shown in the figures of the report. ' , w 11/11/2015 ' ENGINEERING COMPANY Page 10 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSIONCONTROL REPORT 8.0 ENGINEER'S STATEMENT ' The drainage design concept presented in this Drainage Report assures that drainage affecting the project will be handled in a manner that does not conflict with any federal, state, and/or county regulations intended to protect adjacent properties and/or the project itself from adverse impacts during design storm events specified in the current regulations. Disclaimer —Any deviations from the drainage scheme and hydraulic design presented herein, or any variations in climatic or watershed conditions may affect the functionality and other hydrologic or hydraulic characteristics of this project and nullify the results presented herein. to11/11/2015 ' ENGINEERING COMPANY Page 11 CENTERPOINT PLAZA — CITY OF FORT COLLINS - DRAINAGE & EROSION CONTROL REPORT WORKS CITED ' • Anderson Consulting Engineers, Inc, Spring Creek Master Drainage Plan, Baseline Hydrologic Analysis, Volumes I & II, Fort Collins, Colorado, May 5, 2003. ' • Anderson Consulting Engineers, Inc, Hydrologic modeling and Hydraulic Analyses for Spring Creek Downstream of Edora Park, Fort Collins, Colorado, October 21, 2005. ' • DMW Civil Engineers, Inc, Final Drainage Report for Centerpoint Plaza First Replat, Fort Collins, Colorado, October 28, 2008. ' • Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Volume 1 and 2. June 2001, Revised April 2008. ' • Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Volume 3 — Best Management Practices. November 2010. • Stantec, Topographic Map. ' • United States Department of Agriculture — Natural Resouce Conservation Service, Web Soil Survey. <http://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm>. ' • National Oceanic and Atmospheric Administration (NOAA), NOAA Atlas 14 Point Precipitation Frequency Estimates: CO. <http://hdsc.nws.noaa.gov/hdsc/pfds/ pfds map_cont.html?bkmrk=co>. • Federal Emergency Management Agency (FEMA), National Flood Insurance Program ' (NFIP); Flood Insurance Rate Map (FIRM) 08069C-0983G. • Bentley, StormCAD V8i. November 9, 2009. ' • Bentley, FlowMaster v. 8.01. November 9, 2006. LA 1028_CentelpointPl�_DrainageReport_FtCollins_20150713.DOCX iM 11/11/2015 ENGINEERING COMPANY Page 12 'L f S J t, i Tt iERINMI, CO+ M' ANYF'� �t y . P3 t a U � a °ceF� o ry °ngLL> W Zm K% E`��p6 �� y y o _ Q -It b �2G a z ���fll °� � Sc 9 � L a B a V'•: a sU ga'e°i a �s s Se e a E� uu L Z J Q LL d o EEu: o Z _ .sae u�,' _5��2a LL W a y ? Y yy ° U OZ O y ppg�MIa FO LLL .; J a ag�a n�2ao U 1 i - vi o � o Cc, a o p c W Z a N `a c' 4 a Y O a a O U W cmn a W N n E L a a ad ld 1H03dS V C„ 1 W 4911 Z O N 4912 @ W H W W w W ag14 �Z.XJ a=Q }, Z�OW Q04 �LL W ` i U Q CENTERPOINT PLAZA - CITY OF FORT COLLINS- DRAINAGE & EROSIONCONTROL REPORT S I aY 4 ' . 4gll APPENDIX B HYDROLOGIC DATA SHEETS - � 3 f; t 4 } 1 t- n,ENCIN� EERINGCOMPANY- - P,ageB 1 _ _ n r DRAINAGE CRITERIA•MANUAL (V. 1) RUNOFF it- Time oflConcentration Ong of therbasic'assumptions underlying the Rational Method is that runoff is a function of'the average rainfall rate.dueing the time requimd:lorwater 'to flow.from the most remote part of:th.b drainage!area •under consideration to the design point. However, it : practice, the time of concentration can be an_ empirical value that results in reasonable and acceptable peak flow calculations. The time of concenire6on relationshipsrecommended in this Manual are based in part on the rainfall -runoff. data ,collected in the'benver metropolitan area and are designed io 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 ortopography found +n the Denverremon., Foriu'rban areas, the time'of'concentration, 1, consists of: an initial time or overland flowitime, s;;. plus the travel time r,;, in the storm sewer, paved gutteri roadside drainage ditch, or drainage channel For, non urban areas;: the time of concentration consists of an overland flow,time, r,, -plus `the time =of: ravel in,a, defined form,°such as a Swale, channel, or drainageway. The travel portion,.[„'of the time of - concentration can be estimated from the hydraulia,properties of the storm, sewer,.gutter, Swale, ditch, or', drainageWay. lniti6l%time, on the other:hand, will vary with surface slope, depression storage; urface cover; antecedent. rainfall, and infiltration capacityof-the soil, as well as distance of surface Flow: The time of. concentration is represented by Equation RO-Vcir both urban and non=urban areas: to -'.ti +1 (RO_2) in which: t� = time of concentration (minutes) It nitial'ciroverland.flow time (mtnutes) r, = travel time in the ditch, channei,,gutter; storm sewer;'eta (minutes) 2.4.1 InitiaLFlow Time. 'The initial or overland flow time, ti, maybe calculatedusing equation RO-3`..- G''YoA ° pr 15h1', 0,395(I'1=C5 tElltu� S v�P�i +rt f/ra T, s µ3't�7 in which: r; = initial or overland flow time (minutes) C, = runoff coefficient for 5-ye6r frequency (from Table RO-5) 06/2001 Urban Drainage and Flood Control District RO.5 ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L =.length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = aveiage basin slope (ft/ft) Equation.R073 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flovetime may be very small because flows quickly channelize. 2.4.2 Overland'Tfavel Time. For catchments with overland and channelized.:flow, the time of concentration.needs to be considered in combination with the overland travel time; r,• 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 =CAS .mi5 (RO=4) in which. , V = velocity:(ft/sec) 'C, = conveyance coefficient (from Table RO-2) S., = watercourse slope (fVh) TABLE RO-2 Conveyance Coefficient, C,. - _" - Type of Land Surface Conveyance- Coefficient, C. .Heavy meadow 2.5 Tilts elfield: - 5 Short pasture. and lawns 7 Nearly bare ground 10 Grassed waterway 11!5 Paved -areas and, -shallow" aved.swales- 20 The tiriie of concentration, t,,, is then the sum of the initial flow time, ri, and the travel Jime, r,; as per Equation RO=2. 2.4:3--First QesiOn Point Time of Concenttatlon.in..Ufban Catchments. Using;this'procedure, the time, of concentration at first design point •(i.e.,: initial flow time,, t in an urbanized catchment should not exceed `the :time of concentration calculated using Equation RO-5. IO [SO R0=6' (RO-5) 06/2001 Urban Drainage and Flood. Control District is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydms.fegov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 50 "' 30 W. v . .:0 m ]0 W -a O 5 ' N, W 3 0 . 0 v 2 W a. 3. •i' 1. VELOCITY CNi FEET" 'PE SECOND. ' FIGURE RO-1' ' Estimate of Average Overland Flow Velocityfor..'Use.With the Rational Focmtila 06/2001 R0-13 t Urban Drainage and Flood Control District is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or.an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA " MAY 1984 DESIGN CRITERIA , G Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Poeficient Business: BP. BL............ .......................,...............,........ 0:85 Business: BG, HB. C............................... :::..:............... .......:............ ........... 0.95' Industrial: IL 1P................................................ 0i85` Industrial: IG ....... ......... ........ 0.95 Residential: RE. RLP................................................................................. 0.45 Residentialt;RL. ML. RP ... ........................ .:,............... ,....,.......................... 0:50 ResientialFLM, RMP....................................................................... 0:60 Residential::RM, MM.................................................................................. 0;65 Residential:'RH'.......................................... ......................... ....................... 0.70 Parks. Cemeteries ..... ::........:........... ............... ............................................ 0.25 Playgrounds...................................:....................................:...............I...... 0.35 RailroadYari Areas ............................. .................................:.:.:.:............... 0.40 UnimprovedAreas :....... ........... ................ ........... ............................... :......... 0.20 Table 3-3 RATIONAL METH0 RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface _ _ Runoff, Coefficient 'Streets Parking Lots Drives Asphalt..................... .....::...................................................................... 0.95 Concrete..........:................................................................... ...:............. :. 0.95 Gravel.....................................::...::....:..........................I..................... 0.50 Roots::.........:.............................................................................................. 0..95 Lawns, Sandy Soil: 'Flat <2%.....••..............................................................................I........ 0.10 Avera9e2 to 7%..........................:..........:.....................I...................... 0.15" Steep.>70/6 ............................................ Lawns, Heavy Soil: Flat<2%...........................I............................; ......:........................... 0.20 Average.2 to 7°6.....................:.:..::...:.....:.......................:.................... _ 0.25 Steep>7°a............ ...:..::.............................. ........... I ..................... ....... 0.35 Table 3-4 RATIONAL METHOD FREOUENCY ADJUSTMENT FACTORS 'Storm Return Period Frequency Factor (years) C, 2 to 10 1.00 - 11 to25 1.10. 25 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' City of Fort Collins Rainfall Intensity;Duration-Frequency Table fior using the Rational :Method ' (5 minutes - 30 minutes) Figure 3-1 a' Duration (minutes) .2-ye6r intensity in7hr) 1'0-year, Intensity- inlhr 1,00-year Intensity - inlhr- 500 2.85 4.87 2.67 4.56 9 3:1 Z.00 2.52' _-4.31- - -. 8.80.. 8.00 2.40 4.10 8.38 9.00 2.30 ' 3.93 : 8.03 1,0:00 2:21 178- '7.72 ..,2:13__:..:: - 3i63. 7.42.': 1200 . "205 350-. 1.3.00 1'.98.. 3:39' 6:92 -" :14.00 1 992 ' 3.29 -. 6.71 15.00 .187 3.1 g ..- - - - --. -"6 52 j 8'6.00 :_ _. 1,81: _ _. 3.08 6.30 17.00 1:75 2.99 - - 6.10 _ -18.00_ 1.70 2.90 5.92 1,9.00 1::65 2.82 _ .. .. 5:75_ 2000 1:61 2.74 560 1:56 'w2.67 _ __ . '- 5.46. ` 22.00 11.53. . .. 2:61" 1.49 2.55 5 20 24.00 f 46 J2:49 5 09 _ 25.00 1 A-3 " 2:4:4' - 4.98 . 26.00 140 _ 2:39• . : 4:87: 27.00 1.37 2:54 --- -4 78 _ . 28.00 1.34 . 2.29 4.69 -- 29.00 1.32- _.-. -2.25: _. _.: _ . _ 4.60 : _• _:i 30.00 1.30 . 2:21 y -4.52 - ! • j E i is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com ~ or additional information or an official copy, please contact City, of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Intensity (in/hr) 0 CD 3� r! co IH�E'�',��5;Q7,Ft:�87tC��7i 1ga�9 1RI6 1 1 poll, TOM I oil 0 19 it rj j4 Is Ilia 9 19 gm R 9 1 N H OR I! �7��4 4 �3i � i till�lr ���',1�. 3'� 3[J ss���il'J I i1U[#��IT Lti tJi7���`ljTed3.lV li��iti�5,. 119 9 IM I 1 11 1 US I I I 0 21 8 a 0 i� ' U C 0 m. 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U N N Sri-�--N O 1A O d 3 pN W W C t O V fl U) 7 C � � C /0 O U f0 c m y m y y. 7 � G �- VNJ y W a � � L � N F Yi=cnzc9a CENTERPOINT PLAZA - CITY OF FORT COLLINS - DRAINAGE & EROSION CONTROL REPORT APPENDIX C - HYDRAULIC CALCULATIONS :% INLET IN A SUMP OR SAG LOCATION project Enter Your Project Name Here Inlet ID = Enter Your Inlet ID Here X Lo (C)-- I Htum M-Ven Wo WP W Lo (G) of Inlet Inlet Type; Depression (additional to corairwus gutter depression'a'fmm'O-Abv) am+` er of Unit Inlets (Grate or Curb Opening) No r Depth at Flowlns (outside of local depression) PaMing Depth In ormatbn In of a Unit Grate L4 (G) ` of a UNI Grate W^ ` Opening Ratio for a Grata -00 (typical vales 0.1590) A, ` Ilg Factor for a Single Grate gypical vale 0.50 - 0.70) Cr (G) Weir Coefficient(typical valve 2.15-3.60) C. (G)` Onfice Coefficient (typical vale 0.60 - 0.80) Co (G)' Opening bdomution n of a Unt Cub Opening t^ (C) a of Venial Cub Opening in Inches H_,: a of Curb Orifice Throat In Inches Hum' of Throat (see USDCM Figure ST-5) Theta Width for Depression Pan (typically the grater width of 2 feet) We' It, Factor for a single Cvb Opening itypical value 0.10) Cr (C)' Opening Weir Coefficient (typical vale 2.3-3.7) C. (C) Opening Once Coefficient (typical vale 0.60- 0.70) C. (C)' ll Inlet Interception Capacity (assumes clogged condition) Qa ` O�ee..D MINOR MAJOR CDOT Type R Cubpen Oing 3.00 3.00 1 / 1.6 2.1 NIA N'A N/A NIA NIA NIA N/A NIA NIA NIA NIA N/A 5.00 5.00 6.00 6.00 6.00 6.00 63.40 6340 2.00 2,00 0.10 3.00 3,00 0.67 0.67 aheo Q Ore rde 0eptl¢ eet set et hes ohes egrees :et Note: The information contained in this Appendix is taken from the Drainage report submitted by DMW Engineers in year 2008 Ubinle1_v3.14.dsm, Inlet In Sump 71132015. 12:08 PM Designer. 'Company: Date: Project: Location: r,: f)aended Detention Basin (E DMW_Civll;Englrieers _ October 29, 2008 CPR - Centaraoint Plaia'First Rentat It .1 of ,1. Basin -Storage Volume. - 4 = 85.00 96 A) Tributary Area's imperviousness Ratio p = 1, / 100) i = 0.85 8) Contributing: Watershed Area (Area) Area = 2:970 acres C) Water Quality Capture Volum9.(WQCV) WQCV = 0.36 watershed inches (WQCV =1.0.' (0,91 ' Ps: 1.19',I° r-0.78' 0) D) Design Volume:'Vol=(WQCV/12)Area'1.2 Vol= D,1075 _ acre-feet .2. Outlet Works - A) Outlet Type (Check One) X: Orifice Plate Perforated Riser Pipe Other. B) 'Depth at Outlet Above Lowest Perforation (H) ` H = 1.86 feet C) Recommended Mardmum'Outlet :Area perRorv, (A,) A, = 0.3 isquare inches ' D), Perforation Dimensions: i) Circular Perforation Diameter or D = '0,625 :inches - ii Width of 2".1-lgh'RectangularPerforations W= 'inches 0 'Number of Columns (nc;:See Table 6a-1 For MIAmum) nc = 1 number F) Actual. Design Otitlet Am pier .Row (!LJ c A. 0.3 _ squarE inches G) Numberof.Rows'(nr) nr= 6. number H) Total Outlet - 1 Aa.= 1:7 square inches 3: Trasti'RaM A) .Needed Open Area: Ac = 0:5 ' (Figure-7 Value);' A,r At = 62 square mares . A) Type,of Outlet Opening (Check One) X < 2" Diameter Round Other: C) For 2',:or Smaiier,'Round Ooininc (Ref.:.Fgure 6): Width of Trash:Ra&and Concrete Opening (W..d from Tab Je'6a-1 Wes= 3 inches, ii) Height o(Trash Rack Screen (H, Hm = 52 inches Note: The information contained in this Appendix is taken from the Drainage report submitted by DMW Engineers in year 2008 Ps unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com of additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA - Desgn.P„_rocedu'ri3 Form:, Exl 'Deilgner.' :_ Campariy:. . .Date Prbieet LocaOon: ut) Type 6f Screw (Based.on.Depth H), Describe if "Other" tv) Screen Opening Slot Dimension,'Describe if 'Other' v) Sparing W Support Rod (=.); Type and Size of.SuppoR;Rod (Ref: Table 6a-2) vi)-type and Size of,Holding:Frame (Rat: Table,6a•2) D) For-2" High RectanoularObenina (Refer to Figure 6b): I) *Ktih,of.ReclirtgularOpeningA: . ii) Widthcf Pertoiated. Plate Opening M. = W + 127 iii) Width;of:Trashrack Opening,(Wl..- ,) fmrb,Table 6b-1 iv) Heigt>i of Trash -Rack Screen�(HT d) Tyjie of Screen"(based on`depth H) (Describe it"Other) h7 Cross-bar,Spacinp (Based on Table $b 1, Klenian" KPP Grating). Describe it"0th'er Detention Basin (EDB) Sedtm, ntatlon Facii'rt) x S.S. 893 vpg wre (Usfll l "Other. X 0139":(US Filter) Other, 0.75 inches 0156:VEE. - • 31a in. x 1.0 In. flat bar. W = , •' . ..inches '.inches W, _ '.inches.. - 1HM :inches • Kk"P'm &F Senes Aluminum. . Otter: - - inches - - ' Other. •vii) .Minimum Bearing Bar Size.a emoSeries Table 6b-2) .4. Detirition Basin lenglhlcividth`ratio :5 Pre-sedimentation:.ForebayBasin Enterdesign-values - A)!Volurne,(3%to 8%_of Design: YciL4Me.from 10) •acre-feet - (3% = 5% of Design Volume (0.0032 = 0.0054 acre-feet) B) Surface Area : acres C) 'Connedw Pipe:Dameter inches (Slie to drain this volume in 5-minutes under inlet control) D) Paved/Hatd Bottom and Sides yesino 4_ s • Note: The information contained in this Appendix is taken from the Drainage report submitted by DMW Engineers in year 2008 CPR-BMP xfs,iEDB 10R9/2008 5:47 AM'' ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA - Design Procedure Form: Extended Detention Basin Designer Company: Date: Project: Location:. 6. Two -Stage Design - See Figure EDB•t f A)'Top Sfage (Depth,pm = 7 Minimum) -6m = --feet Top Stage Storage: no less than 99.5%of Design V914me,(0107 acre-feet,) .Storage= acre-feet: B) -Bottom Stage Depth (Des = 0.33' Minimum BelowYridde Channel Invert) feet •Bottom Stage Storage: 66 less than o.5% or besigh volume (o.0005.aae-feet-) Storage= acre-feet -' SIo e =:A'Deplh Above WS To Bottom Of TOP Stage - ag Surf.. Area= acres. j C) Micro Pod (Minimum Depth = the Larger of 'Depth= feet 0.50'' Top Stage Depth or2.5 Feet) o) Total volume: Vol„ = Storage from SA + 6A + 68 - 'v06 = acre-feet (h" be 5 Design Volume in l D; or O; [ 075 acri)-feet.) -- 7..Basin Side Slopes (Z; hod mntal..distance per unit vertical) Z = :(fioriwntal&erbcal). Minimum Z= 4, Flatter Preferred - 8. Dam Embankment Side Slopes(7, horizontal distance) Z = (horizontaWerticai) per un tvkcag Minimum Z = 3, Platter Preferred - 9: vegetation_(CAeck,the method or describe'Othen Native Grass: Irrigated Turf Grass .. Other. Note: The information contained in this Appendix is taken from a Drainage report submitted by DMW Engineers in year 2008 CPR-BMP.:as; EDB 10/29/2008, 5A7 AM is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ra 1 ,CULVERT'STAGEDISCHARGE SIZING pNLET Vi - OUTLET CONTROL WITH TAILWATER EFFECTS) .Protect dPR pond ouBet pine Milan tntarftlil ar4m) Clrcetar Calvert+Barrel Diameter in Inches. pat 36.00 - inches IMet Edp Type (C wm Irom Pull-downliM) ..._. ploaod bid :BoxCulvort: Barrel:'Hcight(Rise) in Feet Heght (Rise)=i. ;It. .- Barrel..WitlN (Span) in feet Width (Span) ,.....�...,_...._. IR' - InletEdge�"Typd(choose from pall-doim�IisU �. _ _ 1: t;�Bevel wl.Headwalll Numherof Bawls. ;No=( t �718 Y!R - Inkt E"tlon.ot Culvert invert ' InIck Elev � elev. . ., Ift rioriz. Oa!!el'E70VJden et&"k hlvert OR.slo o: orcutwit (R v.0 h.) - Stdpo = :0:OD4793684 vent. I R , .l Culvert Length in Feet" - Maiu*v%Roughness _ 'n= 0.0130 Bend Loss Coeflicenr K. -( 0.00 _ - Exitosscaomdeot Design Information (calwlated), . Entrance Loss Coafficiew . : . (,.�,wy S nfti Friction Low Caeient ,,,,_' - Sum'afP9;t sConffiawds ('Ae K { _----- — _�• :o:oo` - C'ea - Orifice Iola( Condbon fft ..' Mrmmum.Enefgy.(=d-ifim Coullkhantr 11 11.3S 1.�, T _.. _ 18tt6[ 46Ad1 ..W.esslon Y,.;—si _ 11.40 - 57J21 4&57: 46.571 regression equation 11.45 t �'"� . . 58.441 •..�_•.•. 4�05 _ 47.tq' ragmum e�uati0 , , ........._�a�..,�r........�.....:.59:86«.-_�4800Procam; IB_.00._._regresGon aquatlo .. , .. ;! as.Pp �o r eacR MMP b Y cpR-0ancq�te: The information contained in this Appendix is taken from the ree Drainage re o sum) e i unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Trapezoidal Weir Project: Centerpoint Plaza First Replat Project No.: CPR _ Location: Outlet Structure, above WQCV Q=Cw"(L+0.8" H*tan(O/2)j"HAl .5 Input Parameters: Design Discharge'= Weir Coefficient = Length = HodiontalNertical Weir Side Slopes Internal Half Angle = V-Notched Weir Exponent,= Depth of Weir= .Flow Depth at Design Discharge Depth of Design Discharge = Flow Area at Depth of DesignDischarge = Flow Velocity of:Design Discharge = Flow Top Width of Design Discharge = Froude Number of Design Discharge = Ma timbM Flow at Full Depth of Weir Depth, of Weir Discharge at Full Weir Depth'= Flow Area at full Weir Depth = Flow Velocity at Full Weir Depth = Flow Top, Width at Full Weir Depth = Froude Number at Full Weir Depth'--= Calculations By. S. Morgenstern DMIW Civil -Engineers, .Inc. Date: 10/28/08 Q = 42.00 Cw = 3.00 L = 4b0 4.00 0/2 = 75.96 b =1.50 Dw = 2.Ob D = 1..40 A=. 13.40 V=,3.13 T= 15.18 Fr '0.59 Dw = 2.00 Qw= 88.25 Aw= 24.00 Vw= 3.68 Tw= 30.00 'Er= '0:59 ft Cfs sq,ft fps ft Note: The information contained in this Appendix is taken from the Drainage report submitted by DMW Engineers in year 2008 . CPR-OutletWeir.xls, EaglePt-present 1 of I s unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records W ebsite: http://citydocs.fcgov.com of additional information or an official cow, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CC 80524 USA V CENTERPOINT PLAZA - CITY OF FORT COLLINS- DRAINAGE & EROSIONCONTROL REPORT x: _ f�;: r - y r t APPENDIX D - HYDRAULIC MODELS (STORM DRAIN) �? f Y i _ of fiA _ 1 l P r y gy ?YE lml� I go oil 11 1101011imminum CENTERPOINT PLAZA - CITY OF FORT COLLINS- DRAINAGE & EROSION CONTROL REPORT', 4 i n ' APPENDIX E - BMP CALCULATIONS - _ i ' ukp s'x n u Design Procedure Form: Extended Detention Basin (EDB) Sheet of Designer: RKF Company: Rick Engineering Company Date: Jury 13, 2015 - Project: Centerpolnt Plaza Location: Pond Outlet Structure 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 85.0 % B) Tributary Area's Imperviousness Ratio 0 = 1.1100) i =r- 0.850' 1 C) Contributing Watershed Area Area = 2.970 ac D) For Watersheds Outside of the Denver Region, Depth of Average d6 = 1.60 in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) Water Quality Capture Volume (WQCV) O Excess Urban Runoff Volume (EURV) F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time VoEnoN=108 71 ao-ft (VoesmN = (1.0' (0.91 - i'- 1A 9 - i` s 0.78' i) / 12' Area' 1.2) G) For Watersheds Outside of the Denver Region, VOEsiGN OTHER=i _ 0.400 ' 1 ao-ft Water Quality Capture Volume (WQCV) Design Volume (VWOCV OTHER = (d6*(V,,sIGN/O.43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VMS.GN USER= ao-ft (Only if a different WQCV Design Volume is desired) Choose One 0 Predominant Watershed NRCS Sod Group OA OB J) Excess Urban Runoff Volume (EURV) Design Volume O c/D For HSG A: EURVA = (0 1878i - 0.0104)'Area _ EURV = - - ac-f t For HSG B: EURVB = (6.11781 - 0.0042)'Area For HSG C/D: EURV;c = (0. 1043i - 0.0031)'Area 2. Basin Shape: Length to Width Ratio L : W = 3.0 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z= 4.00 ft/ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet d LLJ A) Describe means of providing energy dissipation at concentrated I inflow locations: IUD-BMP_v3.03.1dsm, EDB 7/13r2015, 12:13 PM Design Procedure Form: Extended Detention Basin (EDB) Sheet 2 of 4 Designer: RKF Company: Rick Engineering Company Date: July 13, 2015 Project: Centerpoint Plaza Location: Pond Outlet Structure 5. Forebay A) Minimum Forebay Volume VFMIN =i -0.007 ! auft (VMN = 2% of the WQCV) B) Actual Forebay Volume VF= ao-ft C) Forebay Depth OF = in (OF= 18 inch mapmum) D) Forebay Discharge i) Undetained 100-year Peak Discharge Q,. = cfs ii) Forebay Discharge Design Flow OF=! — 7'°�_W �3 cfs (QF = 0.02 • a'.) E) Forebay Discharge Design Choose One Berm With Pipe (now too small for berm W pipe) Q Wall with Rest NaKh O Wall with V-Notch Weir F) Discharge Pipe Size (minimum 8-inches) Calculated De =f_ In G) Rectangular Notch Width Calculated WN =t ; in 6. Trickle Channel QQ Concrete A) Type of Trickle Channel Q Soft Bottom F) Slope of Trickle Channel S = 0.0100 ft / ft 7. Micropool and Outlet Structure A) Depth of Mlcmpool (2.5-feet minimum) Du = ft B) Surface Area of Micm000l (10 fts minimum) AN = sq ft C) Oudel Type Choose One Q Onfce Plate O Other (Describe): D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design H = feet Concept Chosen Under 1.E. E) Volume to Drain Over Prescribed Time WQCV =. 0.333—'.ac-ft F) Drain Time To = hours (Min To for WQCV= 40 hours; Mao To for EURV= 72 hours) G) Recommended Matdmum Outlet Area per Raw, (A,) A, _; I square inches H) Orifice Dimensions: i) Circular Orifice Diameter or D=e�.=,� 'inches ii)Width of 2" High Rectangular Onfce W,,..'I 'linches 1) Number of Columns n.=i. V Inumber J) Actual Design Outlet Area per Raw (A.) A, =, �- square inches K) Number of Rows(nr) n, 'number L) Total Outlet Area (A.) Aw=r '-I square inches M) Depth of WOCV (Hr,c�.) Hwncv = feel (Estimate using actual stage -area -volume relationship and Vwocv) N) Ensure Minimum 40 Hour Drain Time for WQCV Towocv = ��� - ..'hours UD-BMP_v3.03.)dsm, EDB 7/13/2015, 12:13 PM I Design Procedure Form: Extended Detention Basin (EDB) Sheet 3 of 4 Designer. RKF Company: Rick Engineering Company Date: July 13, 2016 Project: Centerpolnt Plaza Location: Pond Outlet Structure 8. Initial Surcharge Volume A) Depth of Initial Surcharge Volume Des = in (Minimum recommended depth is 4 inches) B) Minimum initial Surcharge Volume Vis =cu it (Minimum volume of 0.3% of the WQCV) C) Initial Surcharge Provided Above Micropool V,=; Wf cu it Chasse One 9. Trash Rack - Q Circular (up to 1-1/4" diameter) A) Type of Water Quality Onfice Used Q Orcular (greater than 1-114" diameter) OR Rectangular (2" high) Al-. square inches B) Water Quality Screen Open Area: A,=Aot'38.5'(e° C) For 1-1/4"'. or Smaller. Circular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen and Concrete Opening (y'/.) W�Rm,u =j �T-!inches ii) Height of Waver Quality Screen (H.,,) ........_.....w HrR =. winches Choose One Rif Type of Semen, Describe if "Other' O S.S. Well Screen with 6D% Open Area- 0 Other (Describe): D) For Circular Opening (greater than 1-1/4" diameter) OR 2" High Rectangular Opening (See Fact Sheet T-12): 1) Width of Water Quality Screen Opening (W,) W, =[. ` `rv"dry ii) Height of Water Quality Screen (HrR) HTR =(-M "'�-'ift id) Type of Screen, Describe 4 "Other' Choose One Q Aluminum Amim pomp SR Series (or equal) 0 Other (Describe): v) Cross -bar Spacing i .--"^ finches vi) Minimum Bearing Bar Size UD-BMP_v3.03.Idsm, EDB 7/13/2015, 12:13 PM UD-BMP v3.03.)dsm. EDB 7/1312015, 12:13 PM 4: Y < APPENDIX F: FINAL,DRAINAGE REPORT FOR CENTERPOINT PLAZA FIRST REPLAT, FORT COLLINS COLORADO OCTOBER 28,2008 \ Y \ i 1 - f ` ENGI�EERING�COMPANY PageF I. Note: The information contained in thys Appendix is'.taken f. 'the Drainage report{ submitted byDMW Engineers in year 2008 l .0 Ylse.'^Sa:Y'•.. ._. i 3,r�'�i+.hS.n.�`�ft�. M otx.�- - l cny o>f Fc:.ca nsPlana Approved By PROPERTY OF FORT COLLINS QJXUZf= Final Drainage Report for Centerpoint Plaza First Repiat Fort Collins, Colorado October 28, 2008 s 'Prepared for.. Kevin Frazier Frazier & CompanyVentures, LLC '141 .S. College.=Suite 101 Fort Col,11 CO.80524 Prepared .by:. Q_ CfVIL ENGINEER'S' M DMW CivilEngineers, Inc. 3400'West Wh Street Building; 5, Suite. Z Greeley, CO 80634 {970} 378-6935 Faz (970) 378-6,997 www.dmweivifengineers.com Project No: 0805:00-CPR unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street I ' R MM 1 CIVILENGINEERS 0 October 28;_2068 City of:Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521- Re: Final Drainage Report.for Centerpoint Plaza, First Replat Fort Collins, Colorado Dear Staff: DMW Civil Engineers is pleased to submit th First Replatfor your review. This report comr City of Fort Collins' Storm DrainageDesign Cn and the Urban Storm Drainage. -Criteria -Manus Flood Control District. - 3400 WEST 1 6'" STREET BUILDING 5, SUITE Z 'GREELEY, CO 130634 (.970) 378-6935,. FAx f97.01 376-6997 WWW,.DMWCIVILENGINEERS.COM drainage study .for Centerpoint'Plaza, :s with technical criteria set forth in the ria and Construction Standards manual Volume 3, by the Urban Drainage and 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 fieel free tocontact, meat -your convenience. Sincerely, DMW CIVIL ENGINEERS Jade P. Miller, P.E; (CO #33885) Project Engineer I VIs unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official coov. olease contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 0 Final Drainage Report for Centerpoint Plaza First Peplat TABLE OF CONTENTS VICINITY MAP Page No. ' I INTRODUCTION' 1.1 Objective ..... .... ....... ...............: .. -: •-- ' 1.2 Protect History and Previous Studies .._.............. _......................._..................1 ....................... 1.3 Mapping.and$urveying:................................1 ........................................................ 1.4 Site _Reconnaissance ...... ............. .:....:............................ .......................................... ...1 ' II SITE LOCATION AND DESCRIPTION 2.1 ,Site Location..........................I................................................. ..............._.........:......1 2:2 Site;Description:......_....... ...... ........_............ ......_. 2 III DRAINAGE BASINS AND SUB -BASINS ' 31 MalorBasln Descnptlon.. ............. 3 2. -.Sub •Basin Description .. 2 2 .......................................... IV DRAINAGE DESIGN. CRITERIA .4.1 'Design Criteria and Constraints ... . ...... ........:...................................2 4.2, Hydroioglc Crite a . .................. ......... .. .... ........ ......... .:...............2. 4:3 Hydrt ulic Criteria . .................... V DRAINAGE FACILITIES DESIGN 5 1 Proposed Site Development .: ......:...:... ............: .......3 ' 5.2 :Developed Drainage Patterns 3 5:3 Detention........... .................................. ................... ..4 5.4 `Erosion Control ................................. 5.5 Mt r- Quality.......................................................................................................5 _ VI CONCLUSIONS 6.1 Compliance with Standards ............................................ ................................... REFERENCES., .............................................. ._.................................... 1 J ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Final Drainage Report for Centerpoint Plaza First Replat EXHIBITS Exhibit 1 Centerpoint Plaza, 'First Replat Drainage Plan Exhibit 2 8.5"x11" FIRM, Community -Panel No. 08069C-0983G APPENDICES Appendix A Developed Hydrology Computations Appendix B Developed Hydraulic Computations Appendix C :Detention & Water Quality Pond Calculations Appendix D Erosion Control Calculations -Appendix E Centerpoint Plaza, Phase 1, Drainage Report Addendum 'Storm Sewer Calculations 1 1 1 II III ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: hftp://citydocs.fcgov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA : Final Drainage Report for Centerpoint Plaza First Replat Fort Collins, Colorado ' October 28, 2008 1. INTRODUCTION 1.1 Obiective This study documents the results of a comprehensive hydrologic and hydraulic;` ' analysis of both pre and ;post=developr*ient conditions for the proposed Center Point Plaza, First Replat development. The)construction;plans:which' accompany ;, this report are entitled Final Con'strucfion _.P_lans _ for..Centerpoini Plaza. fIrsi' Realat;prepared by DMW Crvil Engineers 1 2 Proiect`History:and Previous Studies ' A "Master Drainage Plan for Centepoint Plaza ;could not be located. Stewart and 'Associates prepared a drainage study :for Phase 1 • of Center Point Plaza, .dated ' FebhJJry 14, 2003. The neighboring property, .owned ;by ;Larirnei County, has, had multiple drainage .studies done in which ,the subject site is considered an . offsite basin. But due wreasons'that;will be discussed more -fully in this report, ' 'the runoff "from this site will not enter,Larimer County's,property. 1.3 Mapping;and Surveying Field :survey ;information and ;topographic mapping with a contour ;interval of 1,- . foot was obtained by DOW" Cwii Engineers from Stewart and Associates, Fort Collins_ ; Colorado. Additional topography outside of the :project boundary was ' =taken from City of Fort Collins. Aerial Topography with ai two {2) foot contour interval. 1.4 Site 1Reconnaissance The .project engineer perf6 ned stte visits to the Centerpoint Plaza, first Repiat site- in fort Collins in October, 2008, Existing drainage patterns. "and strnclures ' were observed for use in defning drainage "basin boundaries and flow patterns: 11. GENE_RAL LOCATION AND DESCRIPTION' -.. r 21 SdeLocation t; The site is located in the northwest quarter of Section '20,- Township' 7 North, Range 68 West of'the..,6th Pnncipa"f.Meridian in the City. of.Fort Collins, Colorado.. 'The -site is bounded by Timberline Road on the west, Midpoint Drive on thenorth, Railroad ;Right of Way ori'the north and industrial development to the east (See V16nity Map). is unofficial copy was downloaded on Jan-07-2015 from. the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' FinalDrainage;Report Centerpoint Plaza First Replat 0805.00-CPR October 28, 2008 DMW Civil Engineers, Inc. ' -2.2 Site Description The-Centerpoint Plaza site is a total of approximately 2.34 acres of land. 'Phase 1 ;development was completed in May of 2006. The Phase 2 area is approximately 1.57 acres. 'Vegetation on Ph grasses. Onsite soils are Hydrologic Group C Conservation Service (NRCS). The site adjacent. to industrial development. The Ce within Flood Insurance Zone-X, the areas de flood :plain according to the FEMA Flood InSC No. 080696-0983G. 3se 2 consists of native weeds and according to the Natural Resources s zoned E (Employment) and is nterpoint Plaza First Replat site is ermined to b_ a outside the 500`year ranee Rate Map, Community -Panel Y 111. `DRAINAGE BASINS AND,SUB=BASINS 3.1 Maior Basin Description The Centerpoint Plaza, First Replat site is.within .the Spring Creek Drainage Basin as identified by the City of .Fort Collins Master Drainage Plan, but not within any regulatory floodplains designated by either the City or FEMA. 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 Storniwater runoff from the Centerpoint Plaza. First Replat: site .drains overland generally from northwest to southeast at slopes ranging from, 1.0% to Stormwaterrunoff from most of'.the site is conveyed to a water quality pond and routed via storm pipes to Spring Creek, north:of the site.. Runoff not captured by the pond currently is conveyed from the site towards the southeast, in a shallow, swale: adjacent to the railroad. . IV. DRAINAGE DESIGN CRITERIA 4.1 Design Criteria -and -Restraints Drainage design criteria specified in the City of Fort Collins Storm Drainage Desicin Criteria and Construction Standards manual' and the Urban Storm Drainage Criteria Manua t, Volume -3 by the_ Urban Drainage and Flood Control District have been referenced in the.preparation of this study. 4.2 Hydrologic Criteria The rational method 'has'been, used to estimate peak storniwater 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 datafor 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 3-1a). Composite runoff Page 2 of 6 Vis unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://eitydocs.fcgov.com or additional information or an official coov. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' Final Drainage Report; DMW Civil EngineersInc. CenterpointPlafra First'Replat ` ' 0805.00-CPR. October 28,, 2008 coefficients -.were generated using Table 3-3 and 3-4 of the City of Fort Collins Storm'Dralnage Design Criteria and Construction. Standards manual. ' 43 Hydraulic Criteria The computer program "Hydraflow" and spreadsheets from the Urban Storm ' Drainage Criteria. Manual have been used to analyze the capacity of zptbposed, pipes ;and wales for the site. Various spreadsheets using City of Fort Collins criteria, aye been used in the design of proposed .distention ponds. V. DRAINAGE -FACILITIES, DESIGN 5.1 Proposed Site Development ' Development, of the Centerpoint Plaza First Replat site will consist of .'a comme.rcraI ;building. The proposed site ,infrastructure includes -paved ,parking areas with. curb, gutter and sidewalk, utility service' lines, and storm utilities. ' i5 2: Developed Drainage. Patterns The 'developed sde'. has been divided into nine (9)' on -site and one' (1) ,off site drainage basins. Stormwater runoff will be conveyed overland to an onslte detention and watcoer quality pond and: released into existing storrriwater utilitles,at ihe<northwest rner of the: site. - Basins 1 (009 acres) and 2 -(0.12 acres) are: comprised primarily of .asphaltic paving. Runoff from Basins 1 and.2 sheet flows across the paving, parking lot, and' along concrete gutters from"northwest to- southeast. Storniwater runoff follows existing flow patterns and is _conveyed to the southeast. The peak 10 and 100-year flows from Basin 1 are :0.3 .and, 0 9 cfs; respectively. The .peak 10 �a_ nd _ 100=year flows :from, Basin 2 are'0.4 and 1.0 cfs; respectively: ;Basin 3 (1.30;acres) is comprised mostly of"the existing building and parking lot;, and Includes existing landscaping, and proposed roof and parking: Runoff,frorn Basin 3 follows existing flow patterns and flows from west to east. Runoff Is 'conveyed fi :concrete :trickle ;pans and ,gutters foBasin 4,' and then to �Basin 5. The;peak %and 100=yrflowsfrom':Basin 3.are4.1 and 1.1.5 cfs;.respectively: - Basin 4 (1.01 `acres) is currently,primarily grassed meadow, but was modeled as developed. ;Runoff'was modeled -as flowing _east to west,'conveyed by pans and 'gutters to Basin 5. The ,peak 10 and100-yr filows "from Basin 4 are: 4.2 and 10.1 `efs, respectively. Basin. 5 .(0.09 acres) is composed primarily ,of a grassed swale. Runoff is ,conveyed tothe-southand into a storrii drain pipe discharging in the Pond. (Basin` 5 also conveys runoff from 1136sihs 3 and 4 to the storm pipe. The. peak 10 iand. 100-y'r, flows from Basin 5 are 0..02 and 0.4 cfs, respectively. The combined peak 10 and ,1.00-yr flows•from. Basins 3, 4, and 5 are 7.5 20.7 and' cfs, respectively - Page. 3 of 6 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com - or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Final Drainage Report DMW Civil Engineers, Inc. ■ Centerpoint Plaza First Replat ' 0805.00-CPR October 28, 2008 ' Basin 6 (1.18 acres) is a, combination of developed and undeveloped areas,'but ' was modeled as fully developed. Runoff was rhodeled .as flowing east to west, conveyed by,pans, gutters and sheet flow to .Basin 7 and then to the Pond. The , Peak 10 and 100-yr flows from Basin 6 are 4.9 and 11.3 cfs, respectively. Basin 7 (0.33 acres) is composed primarily of paving and roof. Runoff from' ' ' Basins- 6 and 7 is conveyed via sheet flow and gutters to an 8-foot wide concrete sidewalk culvert and into the Pond. The peak 10 and 100-yr flows from Basin 7, are 1.5 and 3.3 cfs, respectively. The combined peak 10 and 100-yr flows from ' Basins 6 and 7 are 6.2 and 14.7 cfs, respectively. . Basin 8 (0.73 . acres) is composed :primarily of roof and paving. Runoff is ' conveyed by pans, sheet flow, and gutters to 'a 6-foot wide curb opening into the Pond. The peak 10 and 100-yr flows from Basin 8 are 2.6 and 6.6 cfs, respectively. Basin ,9 :(0.21 acres) is composed primarily of grassed .slopes, and the Pond. Runoff"is conveyed .by sheet flow and pans to the existing outlet structure, and then :to Spring Creek. 'The peak 10 and 160-yr. flows .from Basin 9 are 0.4 and 1.6 cfs, .respectively.. The combined peak" 10, and 100-yr flows from Basins 3 through 9 are 1`5.3 and 4210 cfs, respectively: 5.3 Detention The drainage report for Phase 1 called for a Detention Pond which lies in Phase .2. The City of. Fort Collins Stormwater department has indicated that detention is not required for this development providing !fiat the proper drainage facilities exist to convey the undetained flows to either Spring Creek to the north or Skunk Pond far to the east. Due to the fact that'a majority of the downstream facilities to Skunk Pond are inadequate and would require upgrading at was found. to _be more economical to convey undetained flowsao Spring Creek to the north. There has been an amendmentao the Phase 1 drainage plan to qualify these changes. This ;project reconfigures ithe approved 'Phase 1 pond andprovides the same water quality capture volume, and complies with the original Phase 1 drainage report. ' 5.4 ;Erosion Control Plan'and.Criteria 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. The proposed rainfall erosion control plan during construction will consist. of ' terhporat .structural erosion control measures. Temporary sediment. control consisting of sift fencing will surround areas of the proposed, construction. See the Grading and Erosion Control Plan for locations of proposed erosion control Page 4 of 6 is unofficial copy was downloaded on ]an-07-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Final DrainageReport :DMW Civil Engineers,; Inc. I Centerpoint Plaza, First Replat 0805.00 CPR October 28 2008 ' measures. I.n addition. to silt fence, a temporary sediment pond will be "utilized as a sediment basin for additional` sediment control. ' 5.5 Water Qualltv Structural`Best Management Practices (BMPs) are proposed for the Centerpoint Plaza=First RWbt site to improve water quality of runoff•as ;recommended,by the Urban Stdrrri Drainage Criteria .Manual. The .detention pond incorporates an: ' extended detention basin #orwater quality purposes. An; extended detention .basin (EDB) is a sedimentation basin which uses a much smaller outlet .that extends the emptying time of the more frequently. occurring .` runoff events to. #acilitate pollutant removal. Soluble pollutant removal. can Abe somewhat enhanced by providing a small wetland -marsh for ponding. area In the i basin's bottom to ;promote' biological uptake The '.basins are considered to ;be "dry" because they are designed not to have a significant permanent pool ..of water remaining between storm runoff'events. However, ED& may develop ' . wetland vegetation and sometimes shallow pools in 4the ;bottom`;portions of the - facilities. The water qualitypond for Centerpoini Plaza First. Replat has'been designed to provide 4704 cubic feet of water ;quality ppture :with a. water surface elevation of ' 4909;17: Release off the capfured water is controlled by a steel,plate. with, on,e , column of six' 5/8"' diameter circular' perforations The outlet structure itself and n , 36" diameter RCP outlet pipe convey flows in excess ',of •the water:quality capture volume north to: Spring Creek. The;pondl will ,reach a maximum water ' surface elevation, 4 4910:50 to discharge the§e flows through the'outlet structure. The parking lot serves as an enlergehcy`overflow and 'any excess runoff is conveyed off -site to thesoutheasttowards Skunk Pond. VI. 'CONCLUSIONS. 6.1 Compliance with Standards All drainage analyses have been ;performed according to the City •of Fort .Collins' Storm_ Drainage :Design_Criteria . and-Construction_Standa_rds manual and them_ _ _. 4Wban ;Storm Drainage Criteria Manual,: Yolufne ,3, iby the Urban_ Drainage and Flood Contr61`Distnct -Page 5 of 6 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' Final Drainage Report CMw Civil Engineers, Inc. Centerpoint Plaza First Replat ' 0805.00-CPR. October 28, 2008 REFERENCES 1) Anderson Consulting Engineers, Inc., Spring Creek Master Drainage Plan, Baseline:Hydrologic Analyses, Volumes I & 1I, Fort Collins, Colorado, May 5, ,2003. ' 2) Anderson Consulting Engineers, Inc., (Hydrologic Modeling and Hydraulic Analyses for Spring Creek Downstream. of'Edora Park, Fort Collins, Colorado, October 21, 2005. 3) City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction Standards, Fort Collins, Colorado; .May, 1997, revised -1999. 4) United States Department of Agriculture, ;Soil Survey of LarimerCounty Area, Colorado, December 1980. 5) Urban Drainage and Flood Control District, Urban Stoffn &ainage Criteria Manual, Wright Water Engineers, Denver, Colorado, April; 2008. Page 6 of 6 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: bttp:Hcitydocs.fcgov.com or additional information or an official coov. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA No Text 0.32 • III A Milk At PFVPOSW FU W/ 1~ 100 0 100 200 300 Feet IN FEET I inch = 100 ft. cm Dot= stow: KA Dedwwd Dr. CENTERPOINT PLAZA FIRST REI31LAT DEVELOPED DRAINAGE BASINS N 1 CIVIL ffNG1NffMR84j:::5o# JIM Wait Ift UNNIL 611111111111111 5...X 0111111111111111, 04 piiin MM M"M J ; unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official CODV. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA w c eg 8u- ---- -- --- — sit a W ae, Ka " ifi z � sa� c c °C°p v µA7 a & in 2 I' m Q 5 N a iY LL �t e £a Q a Z W O CS py p T o c d Q P i LL U. Neiog ��$ °ESE Ll � a V < a �Fl U A V - 1 B9TOPO 6 H E] ,� a x z x uj w tL_? WUW zza a 00Z) w 0 U- N =v w x w O x r W x z � w N Z N � aT AVM NNdd 1O3dSO8d N pp (7 75zW iD e =W�Fa3 �VU2� W N e U? i. SV7 [� O V OWN 1N14d lliO3d5 N u w w I N W 4912 iu 1 N .u/ ' 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 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: t, = t, + It (RO-2) ' in which: ' t, = 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: Tr(l) v5 I,9 t�2Fy,�JS �aJ 0.395(1-.1- C5 WL. a e s wPF, tr+ lr, n.trr F t r v in which: ' t, = initial or overland flow time (minutes) ' C, = runoff coefficient for 5-year frequency (from Table RO-5) 06/2001 RO-5 ' Urban Drainage and Flood Control District ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA RUNOFF DRAINAGE CRITERIA MANUAL (V. 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 (ft/ft) 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, r„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, r„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V=C�Sµ05 (RO-4) in which: V = velocity (ftlsec) C, = conveyance coefficient (from Table RO-2) S. = watercourse slope (fVft) TABLE RO-2 Conveyance Coefficient, C,. Type of Land Surface Conveyance Coefficient, C,. Heavy meadow 2.5 Tillage/field - i 5 Short pasture and lawns _ 7 Nearly bare ground �^ 10 Grassed waterway 15 Paved areas and shallow paved swales 1 20___ The time of concentration, r,, is then the sum of the initial flow time. r„ and the travel time, r„ 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.e., initial flow time, r,) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5 t, = L + 10 (RO-5) ISO RO-6 06i2001 Urban Drainage and Flood Control District ris unofficial copy was downloadedan on J-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA DRAINAGE CRITERIA MANUAL (V 1) RUNOFF 50 30 t- 20 C� 1 5 t ROM I - ►A - MONISM n /����ENININ �Iln� -r F�� I /A —nn _M Novi nnnNEN� 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE RO-1 Estimate of Average Overland Flow Velocity for Use With the Rational Formula 06/2001 Urban Drainage and Flood Control District RO-13 his unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.tcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA MAY 1984 DESIGN CRITERIA Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP. EL ......... ................ ..........._.....__........_............_..............._. 0.65 Business: BG, HB. C.................................................................................. 0.95 Industrial: tL. IF .... ........... _..»...............»............ .......,._..... .... *.... .............. . 0,85 Industrial: IG................................... ............................................................ 0.95 Residential: RE, RLP........................ ........ ...._..._.,..,........ ..... 0.45 Residential: RL, ML, RP _.._...._ ................. ......... ...... ........................ ...._.. 0.50 Residential: RLM, RMP........................................................................... . 0.60 Residential: P:M. MM......... ......................:......_..............,. _ _ .._._......... 0.65 Residential: RH.............. ...................:.»....._............................_................. 0.70 Parks. Cemeteries ........................................ -.. __......................................1 0.25 Playgrounds 0_35 Railroad Yard Areas ............... _... ..._........ ---....,....... ......... .... ,.............. 0,40 UnimproveoAreas...................................._._............................................. 0.20 Table 3.3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surlace Runott Coet5cient Streets, Parking Lots, Drives: Asphalt. .................... .......................................... -- ----- ..................... 0.95 Concrete ._ _ » _ ..».._._........»..............»...».._....r 0.95 Gravel.......................... _..,_....... _................................................ 0.50 Roofs........................................ ........................ ......__ .....»._a._ 0.95 Lawns. Sandy Soil: " Flat<2%...................................... ..._._»...------------- —--------- ------------------- 0.10 Average2 to 7%.................................................................................. 0.15 Steep> 7"/e.._.__--- ----------- .................................................................... 0.20 Lawns, Heavy Soil: Flat<2%.......... ».... .............................. .............. . ........ ..................... .. 0.20 Average2 to 7%.._........................................»..........................._......... 0.25 Steep>7%................... »..._.._._............ .............. ... ......... .............. 0.35 Table 3-a RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Stone Return Period Frequency Factor (years) Cr 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 1.25 Nole. The prgducl of C umes C, stun not exceed 1.00 ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) I 2-year Intensity (in/hr) 10-,year Intensity- (in/hr) 100-year Intensity in/hr) 5.00 2.85 4.87 I 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8,80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 I 3.29 6.71 15.00 1.87 3.19 6.52 16.00 I 1.81 3.08 6.30 17.00 1.75 2,99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 I 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 ( 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 I 1.32 2.25 4.60 30.00 1.30 2.21 4.52 ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: hfp://citvdocs.fcgov.com or additional information or an official copy, please contact City of FortCollins Utilities 700 Wood Street Fort Collin ..��..... .. r-r rn. .-��. r�.f _ .... � .. � � 3..a an. .s .�. a._a�. .....�_ U C O W c c 'o) M W a _ C N OD 2U o O � N O T G1 �Q m C cu ❑ O IL) N is U U cu U c d U Q� C d 0 cn O �n UT N G LU—. o 0 0 0 0 0 U U N C N NCL c 2 Y 1N CO J Q� e6 co N y > N t m> m> 00 3 cc U U) (7 ❑ m J O � U ca O c m c o � 0 O O N O CL d U N L 0 E m . or_ O m Q > ch m .@ c -0 — A '� O y c0 U 076 C E a c U > O O N �U� Epp O m C II I` KII_ H U N c c cu " O - i U O � N ❑ a Na1L .V1. c U U � T O u aci r-(n Z 0. o c ' U E w o oU _oQ U Of ti �V N o0 Vl N O, cO oD r M n cA tD �U roconaonMnw aornw oonMn<r y o 6 o 6 o 6 6 6 6 6 6 6 6 6 a o U v c N N M 0 to M c0 M In CO M n of c0 �U 00 (O naDnMnOJO aOnMn d 'p� y O O O Co lO O O O O O O Cl O o O U O N y N LO W LO N n O n N m M W O m N y 0 0 M r 'n O w r a r N r N N Q Jcu sa) cu > c a0 O � c m > as O101a101olo10101OIOIOIoiC)CD l01 ilolololololololol0 Ilimmmmmimmmmmi N aj 0 N O '- •- Cl a c.. r M 0 M d r MC) to n N aO c+l a O r r N O N r O r O O d 0 to cf'i O c r N (O d cn d cO n co Q) 'r co M O me o n 0 rNMd d tninwt-r awmm 1 i 1 1 1 1 1 1 1 i i 1 1 1 0 c to v tU C E W I N C Cr. `U o 0 0 (n ❑ _N Q o t ( d m Y mcy Y cy m ❑ W o U) fd u 0 U 11 0 m > > 4 U N 0 �75 o O _V N 0 ❑ O n me o N 0 C a U m to co Q T a G o v a U O U C dZ.� II 11 aF a o o 4)) ~ o U a o., �a (n E U � N z w E 0 F c rn N N ❑ U0 N 0 P 0 0 N N L m N v m Q N c 00 V v 1:3 C 7 m N V W 30 m � C m m y vY..3 � m m v E a m a m m o m a, m> IT a=L = 1-(n Z(7 m 0_ Ma.-NPN�rntn NtO t{MP L O S O O �t �t POP V' lD N 0 0 0 c.- E co m N m N m O w o P m w O 00 rc E � � V' 'V' � it V V V d' •Y et V' V' V NO toC) MOQ MOP MCo E to to P to P to m to to to 10 to m to O O O O N O 0) tT 0 0 P E 0 0 r O O O O O O O O O O TgOO P 00000 d 0tV t 00 O N O O O O O O N � O O N m O N N O CI CD O O N O N N 0 0 O C) P O O O O O 0 Q O tD O O a O O O O O C. 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It E 11 II II E a N m O V to to W (� r+ m m m 0 F- No Text Curb Opening Calculations Project: Centerpoint Replat Calculations By: S. Morgenstern Project No.: CPR DMW Civil Engineers, Inc. Location: Basin 5 Date: 10/20/08 Formula for contracted rectangular wier: Input Parameters: Q=Cw'(L-0.2'H)'H^b Design Discharge = Q = 7.70 cfs Weir Coefficient = Cw = 3.33 Length = L = 6.64 It V-Notched Weir Exponent = b = 1.50 Depth of Weir = Dw = 0.50 It Flow Depth at Design Discharge Depth of Design Discharge = D = 0.50 ft Flow Area at Depth of Design Discharge = A= 3.32 sq It Flow Velocity of Design Discharge = V= 2.32 fps Flow Top Width of Design Discharge = T= 6.64 ft Froude Number of Design Discharge = Fr— 0.58 Maximum Flow at Full Depth of Weir Depth of Weir = Ow = 0.50 ft Discharge at Full Weir Depth = Ow-- 7.70 cis Flow Area at Full Weir Depth = Aw= 3,32 sq ft Flow Velocity at Full Weir Depth = Vw= 2.32 fps Flow Top Width at Full Weir Depth = - Tw= 6.64 It Froude Number at Full Weir Depth = Fr— 0.58 CPR-CURB.xls, 05-Curb Opening 1of1 ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records W ebsite: http://citydocs.fcgov.com or additional information or an official covv, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA u CULVERT STAGE -DISCHARGE SIZING PILET Vs. OUTLET CONTROL WITH TAILWATER EFFECTS) ' Project: CPRCenterpiOd Replat Bain 10: Basin li swaN atld culvert El 1 Design Information (input): Circular .utven: Barrel Owrtwlar m Iricnes D = 74.00 'InGMe Inlet Edge Type (choose rrwr pull down list) Grom*d End win Head Well OR: OR Box Culvert: Bartel Hagtd (Rise) in Feet Height (Rise) - It I Barrel WdM (Span) in Feet Width (Span) - It Inlet Edge Typo (ceaose from pub-0cwn hs0 1 1 w/ FAo ii all ' Number d Barrels Inlet EMvoaon at Culvert Invert No = Inlet ETev 1 813 r. n" Outlet Elevation at Cutwlrt Irrvert OR Slope of Culvert (It v M h) Slope = 0 005 It vart In,, r..� Culvert Leng81 in Feel L 79.92 It Manning's Roughness n = 00130 Send Loss Coeffr font K = 000 ' Ern Los coefficient icient K. = 1 00 Design Information (calculated): -nor..ce Loss caencc um K. 0.00 FnCnon Loss Coef 1c,em K= 0.00 Sum df al Loss Coefficients K = 0.00. Onhce trial Condition Cooficient Cr= 0.00 Minimum Energy Condition Ciefteni KExx,= 0. D000 C I 1 Elevation Surface Elevation R Culvert In1et�Ccmtrol Ftowrate Cfs i 44 7 $4 ._ ... 7.73 .__..». __... - 783 93 8.03 812 'a 22 832 543 8 53 8.73 t,_ 883 894 .__�.._.....__.,,. 904 914 9.88 9 25 ' A89 i„ 9 3`., 946 ..__ 971 --� t .__. _•�,� 956 1272 967 976 _�; triic i 9.77 - i 10.21 978 - 10.31 CPR-CUIV-%ds, C.iAy01t Culvert Controlling Inlet Outle6Con"i Culvert Equation Flowr6e Flowrate used: cfz Cfs (Output) (output) (output) 7 i5 7.15 regression equation 728 728 repression equation __., 742 ._._.... _. TAZ regression apwCon 7.55 7% MgreaRon equation 7 68 7.611 regreaegn equa8on 7.81 _ .... 741 regressron equation 794 7-14 ingression equation 807 L07 rezMM iquaban 819 11,19 rri��brr egwtian 8.31 a.31 , NO-nna ion equation 836 9.36 equation Dot .,_._. 9A1,__ .w�waion eepression equation nArreeslon sgwtion t0_..___.._....__._..., mWeafan equation 8 43: 0.43 esaldi equator 8.55 os�raWon_squanon 8,37 _. a.67 Resales aquatwn 8 7e 3.78 eedmapinporl.. _ 889 ___.. am _.. _ tegraaalati egaa0on. 900 9.di ..�._..,_.....m.. CegfeM101f eQnglltill 9.11 9.11 leO10,11 92 9.72 933 933 asgr�ftin a�IWipn, 944 .... _._. 9.44 9.54 9.54 n I(�e9916n jq! W 9.65 9.65 regression equation 9 75 9.75 regression edwtidn 985 9-35 regression equation 9.95 9% regresafoeefOn An ,ng T,, s000 n16 10rillr 08 5 5 . this unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records W ebsite: http://citydocs.fcgov.com =or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA INLET IN A SUMP OR SAG LOCATION ProtectCPR - Centerpoint Replat Inlet 10 a J sawn 07, east side of pond t-- Lo (C) H-Curb_ H•Vert ILA Dalian Inf n anon fn WHOR MAJOR Type of Inch Type • CCl7r Tips R Cum Openg I - _inS Local Dmeassu, (addbonal to continuous Bunn Jeprcu,ol, ;f frnm'O Allow) a.` 200 200 mchw Number of Unit mbh (Grate or Curb Opor+mgl NO` t._.» 2 2 rate lni r ati n MAJOR I. engm of a Umt Grate F�WMOR I+(0)`+ �..t�.__._. MW WA fee- alto of a Un# Grate W. •! WAI WA leat, ea Opanmg Ratio W a Care (typ"I values 015 090) r A. `` WAi...__-_... N/A Cloning Fwhlr for a Singh Grrte (typal value 0 50 0 10) Ce (G) `� WAI � WA WA Gran, NM Coefficient (typo) vaax 3 00) C. (G) • r WA rate Office CMTcen: (typical value C 67) C. (0) a _-MAJOR. WA. _ Curb Opening tbarm>don MINOR Lerrtrth of a Una Cum Opening r-- I.. (C) •t a oo a�00 feat Mont of vertical Gum Opening inInce r Kr `�-" Sao Goo M"s !lava! of Cum Office Throat n arches Heew `i.� 5,95 SJIE inches Arigie of Throat (see USDCM F♦➢Ixrs ST-5) That, . _ f7S.4 61aideryaen Salo Vindah for Depression Pan (typically We guthrc width of 2 reel) Wp • zoo 2Wifba wpgng Factor for a SngM Cum Opening (typical varue 0 10) q tC) •; 0.10 0.10 Cum Opening vyelr CoeONera (typical value 2 303001 C. IC) `�-._. _ 2E0 230 m OPWWIQ Oraax CoeOcaM DCat falls! 0 67) C. (e) `t O.H7 O.67` Rgingling Quitle, Flaw Depth Fair Oran, 1nM In a Sum Whop!- _..w.�,.. MAJOR,.,_'•••-.-. ( b00'ng Coerticcrl for Multiple Units Co •.,....~ al IWi 1 Cbggirp FaCsa for Mult owe Un#s Clog `I , IIM NIA ran as a Well Fbw Depth at Local Depress en without Ctoggng (0 cis grate, 6 2 cis cum) d. ` _. IMI± Y INVIrscAas This Row Used fa COmMafnn Inlets Only 4a..w i s WA I(ntlMa Flow Depth at Local LYpesslon wm Cbggag (C Cs grate 6 2 M CUM) d.w `y--~ _ WAI WAilische The, Rot Used for CO t nilren Mle s Only nee as an 0,11" !per MAC Fww Depth at Local Depataion without CIONng (0 ch gmtO. 6 2 cis cum) d.:7 WA't WAI riches Fto. Depth at Local DeWmio^ ware Clrrr g (0 Cis grab. 6 2 ins alml dw •..� WAi- i1C11aa Resulting Grader Flow Depth Outside of Local Depresalati dear e- MIX IIW:bellaa RNNun Grata Flow Depth for Cum Opening Inkilt Cargichit In MIOR MAJOR b rQ CoaHicent tor, Multiple Units cow •' 125 _ 1.25'. ,,gglrg Factor tar Multiple Units Cbp aJ OAE o x Curb all a Wen, Gan sit an Oft" MINOR MAJOR flow Depth at Lor21 Depression isch" Clogging 10 cta gnn. 6 2 cls cum) 4+`r— 54 _ 41.06't Flow Depth at Loral rMPr whin CloggesJ (0 CIS grant, 6 2 ds curb) 6.E1 rlalaa Curb N an Or r i«. Grate s a1 Oreace MINOR MAJOR_ �_.....—.. Flows Depth at Local Qfpeaon wtPout Clegg" 10 ch gore. 6 2 ch curb) 4. `,,._... E.fT) !- 0.36 aIda, Fbw Depth V Local DepreesQ±wan Cloggeg (C eh g-- 6 2 eh cum! d+` _ g-�+ � Resulting Gunter Flow Depth Outsida of Lod Dworeslon d..c.. `� 2p T.10iMaYa RNUllant Street Cor1001orris MINOR MAJOR Tecal Inlet Length L� 0.0r �- 801" obr rnbt :aPa<n (Dr!sgn Decnarge nom J Met) Q. ° 0.3) ±c 7 As asuhainft Gutter Flaw Depth (head on shelf[ PArrow geometry) Is • jp' 7.15 Inches Resultant s1rM Flow Spread (bash 0n sheet 0-4bw geometry) _ T • S7T`R `Q�.. _�_ __. 20.0 M >TCfawn Resuhan Flow Depth at Stfeal Crown dma. • 1.N Inches CPR-INO7 rds. Inlet In Sump 10r?8r2008, 6 OU PM is unofficial copy was downloaded on ]an-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Curb Opening Calculations Project: Centerpoint Replat Calculations By: S. Morgenstern Project No.: CPR DMW Civil Engineers, Inc. Location: Basin 8 Date: 10/24/08 south side of pond Formula for contracted rectangular wier: Input Parameters: Q=Cw`(L-0.2"H)"H^b Design Discharge = Q = 6.60 cfs Weir Coefficient = Cw = 3.33 Length = L = 6.00 It V-Notched Weir Exponent = b = 1.50 Depth of Weir = Dw = 0.50 ft Flow Depth at Design Discharge Depth of Design Discharge = D = 0.48 ft Flow Area at Depth of Design Discharge = A= 2.90 sq fl Flow Velocity of Design Discharge = V= 2.28 fps Flow Top Width of Design Discharge = T= 6.00 ft Froude Number of Design Discharge = Fr— 0.58 Maximum Flow at Full Depth of Weir Depth of Weir = Dw = 0.50 ft Discharge at Full Weir Depth = Qw= 6.95 cfs Flow Area at Full Weir Depth = Aw= 300 sq It Flow Velocity at Full Weir Depth = Vw= 2.32 fps Flow -Top Width at Full Weir Depth = Tw= 6.00 ft Froude Number at Full Weir Depth = Fr= 0.58 CPR-CLlRB.xIs, 08-Curb Opening 1 of 1 tis unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com 'or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA No Text 11 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility 11 Designer. Company Date. Project: Location: Steven Morgenstern DMW Civil Engineers October 29. 2008 CPR - Centerpoint Plaza First Replat Pond Outlet Structure 1. Basin Storage Volume I, = 85,00 % A) Tributary Area's Impetuousness Ratio (i = I, 1100 = 0.85 B) Contributing Watershed Area (Area) Area = 2 970 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.36 watershed inches (WQCV=10'(0.91'13.1.191'-078'0) D) Design Volume Vol = (WOCV / 12) ' Area' 1 2 Vol = 0.1075 acre-feet 2 Outlet Works A) Outlet Type (Check One) x Orifice Plate Perforated Riser Pipe Other B) Depth at Outlet Above Lowest Perforation (H) H = t.86 feet C) Recommended Maximum Outlet Area per Row, ik) A. = 0.3 square inches D) Perforation Dimensions i) Circular Perforation Diameter or D = 0.625 inches n) Width of 2- High Rectangular Perforations W = inches E) Number of Columns (nc. See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (AJ A„ = 0.3 square inches G) Number of Rows (nr) nr = 6 number H) Total Outlet Area (A. S A„ = 1 7 square inches 3 Trash Rack A) Needed Open Area. A, = 0.5' (Figure 7 Value)' AW 8) Type of Outet Opening (Check One) C) For 2", or Smaller. Round Opening (Ref Figure 6a) i) Width of Trash Rack and Concrete Opening (W.) from Table 6a-1 n) Height of Trash Rack Screen (H,R) CPR-BMP xls. EDB A, = 62 square inches x < 7' Diameter Round 2" High Rectangular Other V,J.� = 3 inches HrR = 52 inches 10129/2008, 5:47 AM is unofficial copy was downloaded on Ian-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA IIDesign Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer. Steven Morgenstern Company: DMW Civil Engineers Dates October 29. 2008 Project: CPR - Centerpoint Plaza First Replat Location: Pond Outlet Structure iii) Type of Screen (Based or Depth H). Describe if "Other' I >< S.S #93 VEE Wire (US Filter) Other iv) Screen Opening Slot Dimension, Describe if ^Other' x 0. 139" (US Filter) Other v) Spacing of Support Rod (O C) 075 inches Type and Size of Support Rod (Ref Table 6a-2) #156 VEE vi) Type and Size of Holding Frame (Ref.. Table 6a-2) 318 in. it 1.0 in. flat bar D) For 2" High Rectangular Obening (Refer to Figure 5b)' 1) Width of Rectangular Opening (W) W = inches it) Width of Perforated Plate Opening (W. = W + 12-) vv „ = inches tit) Width of Trashrack Opening (W.) from Table 6b-1 Woo„w,a = inches iv) Height of Trash Rack Screen (HTR) H-,r, = inches v) Type of Screen (based on depth H) (Oescribe it "Other') Klemor"' KPP Series Aluminum Other vi) Cross -bar Spacing (Based on Table 6b-1, Memor"' KPP I inches Grating). Describe if "Other' Other. vii) Minimum Beanno Bar Size (Klemon' Series. Table 6b-2) 4. Detention Basin length to w+dth ratio I (LNV) 5 Pre -sedimentation Forobay Basin - Enter design values A) Volume (3% to 5% of Design Volume from 10) acre-feet (3% - 5% of Design Volume (0.0032 - 0.0054 acre-feet ) B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain mis volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no CPR-BMP.xts. EDB 10129121308, 5A7 AM rs unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Design Procedure Form: Extended Detention Basin (EDS) - Sedimentation Facility Sheet 3 of 3 Designer. Steven Morgenstern Company: DMW Civil Engineers Date: October 29, 2008 Project: CPR - Centerpolnt Plaza First poplar Location: Pond Outlet Structure 6 Two -Stage Design - See Figure EDB-1 A) Top Stage (Depth D,,,o = 2' Minimum) DwQ = feet Top Stage Storage no less than 99, 5% of Design Volume (0 107 acre-feet.) Storage= acre-feet B) Bottom Stage Depth (Da, = 0. 33' Minimum Below Trickle Channel Invert) Das - fee, Bottom Stage Storage. no less than 0.5% of Design Volume (0.0005 acre-feet.) Storage= acre-feet Storage = A - Depth Above WS To Bottom Of Top Stage Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= tee! 0.50 - Top Stage Depth or 2 5 Fee;) D) Total Volume. Vol. = Storage from 5A + 6A + 68 Vol,q, = acre-feet (Must be > Design Volume in 1D. or 0.1075 acre-feet) 7 Basin Side Slopes (Z. horizontal distance per unit vertical) Z = (honzontailvertical) Minimum Z = 4, Flatter Preferred 8 Dam Embankment Side Slopes (Z, horizontal distance) Z = (horizontativertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9 Vegetation (Check the method or descnbe'Othef) Native Grass Irrigated Turf Grass Other Notes, CPR-SMP As. EDB 10,'29/2008, 5 47 AM rs unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com oiadditional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA CULVERT STAGE-MCHARGF SONG (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) /fo1leet CPR pad r3t4tNt pipe bean 0 L re. <.." 'tir. ..e.n a.we.. e _ a � 1.• t fi 4.• (J.h 1f Design information tlntwtl: . Circular Culvert: Barret OwrneM m Inches O * : W inches Intel Edge Type (choose from pull-00iiin IVAI Grooved End won Headwall M OR: Boa Culvert Banff Hoot (Rrse) in Feet Heghl ;Rise) = ft ' Barrel Wtd81(Span) in Feet Width (Span) = n Inlet Edge Type (choose Flom pull -down Est) 1 1 Bevel wt Headwall Number of Barrels No = 1 ' inlet Elevation at Culvert lnvert India Elev = 7.28 it elw Outlet Elev~ at Culvert 11we OR Sipe of Cu W1 (n v M h.) Slope = 0 0o4793664 1t art i it hu'-'.z Culvert length in Feet L � 191 90 , P. Warnings Roughness n = 00136 Bend Loss Coefficient K"= 000 ' Edda toss CnelBaent K. = 100 pesian Information (cakutOedl: ' Entrance Loss Coefficient K,= 000 Friction Loss Coeff ert lit, = 0.00 Sum of All Loss Coefhclents V, 0.00 Orifice inlet Condition CoeRicierit Cn= 000 ' Minimum Energy Condion Coeft,ent KE,-= 00000 Calculations of Culvert Capacity out Wafer Surfxe Tailwatef Culvert Culvert Cuntfolung Inlet Elevation Surface Inlet -Control 0~C01wal Culvert Equation ' Elevation Flowrate Intoserate Howell Used: R cfs c1s cis IR... Hilli (outpuq {output) (outputt,.,, __.. 1010 3530 'ki50 3.60' ragre�ssIon equation � ..._ 10.15 3630 34 34.16 M .16 regression equation .. 10.20 3728 :W 82 34.82 regression equation _ f0.2S 3826 35.46 35.46 rogresslnn equaOnn _r._...__.- 10.30 39 ?3 3606 38.08 regression cguanon 11135 4019 3670 36.70 nVvissigrl egwtwn 10.0 `---'� 4114 3726 3726. 1a�esalon aWwBon f0-�--� 4208 001 0.01 ,rovreacon equation eq wain 4301 4392 3767 3827 37.67 38,g5 r equation r�-- 1060 4d 63 3885 38.S.S %Tsrn regression equation 1065 4512 3942 38.42 regression equation _ jrj 1070 v 41360 3999 34.99 regression equation 1075 [I 46 40.55 40.55 regtessta+agwtion 11 1080 4832 4110 41.18 reiTiiweguation -&__ 1 1085 =. 4916 41 64 41.64 ngressron equationr_._�...-7C - l~T-_ .._�. 49 99 42 18 42.13 cession equation r to % 5081 4255 42.56 re�rrstign equabdr 71 00 � _ - 5162 001 0.01 fegresvon ttgwbon 11 0S .. �-- 5242 43 06 43.06 regression equation 11 10 __. 53.21 4356 43.58 regression equation 11 15 5399 4d 09 44.09 regression equation 4--- . _ 1; 20 ' 5475 4460 44.60 regression equation f - - 11 25 - 5651 56 26 4510 45 59 45.10 4i59 regression equation rar�ressron squadron _ 11 30 -._-. 1135 56.99 4808 44.08 n 7140 5772 4657 {837 regraWOa qua00n ._ 1745 tt 50 58.41 5915 4705 1753 437.OS 4T.83 reg!aOlo!IiC!Wa^ regriQWW^ _.__._.. -1155 i466 4800 QJO regre"m eptraeon b__ .T._.... _ .. Processing Time. $O=kK 10128/2008, 6.03 put CPR-Ouil IDs, Culvert ' this unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website. http://citydocs.fcgov.com �or additional information or an official corv. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Trapezoidal Weir Calculations Project: Centerpoint Plaza First Replat Calculations By: S. Morgenstern Project No.: CPR DMW Civil Engineers, Inc. Location: Outlet Structure, above WQCV Date: 10/28/08 Q=Cw'[L+0.8'H `tan (O/2)]-H^ 1.5 Input Parameters: Design Discharge = Q = 42.00 cfs Weir Coefficient = Cw = 3.00 Length = L = 4.00 ft Horizontal: Vertical Weir Side Slopes 4.00 H:1 V Internal Half Angle = O/2 = 75.96 ° V-Notched Weir Exponent = b = 1,50 Depth of Weir = Ow = 2.00 ft Flow Depth at Design Discharge Depth of Design Discharge = D = 1.40 ft Flow Area at Depth of Design Discharge = A= 13.40 sq ft Flow Velocity of Design Discharge = V= 3.13 fps Flow Top Width of Design Discharge = T= 15.18 ft Froude Number of Design Discharge = Fr- 0.59 Maximum Flow at Full Depth of Weir Depth of Weir = Dw = 2.00 It Discharge at Full Weir Depth = Ow-- 88.25 cfs Flow Area at Full Weir Depth = Aw= 24.00 sq It Flow Velocity at Full Weir Depth = Vw= 3.68 fps Flow Top Width at Full Weir Depth = Tw= 20.00 ft Froude Number at Full Weir Depth = Fr- 0.59 CPR-OutletWeir.xls, EaglePt-present 1 of 1 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA No Text I L L! I I 1 O `J I I C I E Effectiveness Calculations Project: Centerpoint Plaza First Replat STANDARD FORM B Project No.: CPR Calculations By: J. MILLER/S. MORGENSTERN Date: 10/28/08 DMW Civil Engineers, Inc. Treatment C-Factor P-Factor Comment Bare Soil Packed and smooth 1.00 1.00 Not used Freshly disked 1.00 0.90 Not used Rough irregular surface 1.00 0.90 Not used Sediment Basin/Trap 1.00 0.50 lWattles at all inlets for sedimet traps Silt Fence Barrier 1.00 0.50 Surrounding areas of Construction Asphalt/Concrete Pavement 0.01 1.00 All existing and proposed paved areas Established Dry Land (Native) Grass 1.00 In undisturbed, undeveloped areas Sod Grass 0.01 1.00 In landscaped areas Temporary Vegetation/Cover Crops 0,45 1,00 Not used Hydraulic Mulch @ 2 Tons/Acre 0,10 1.00 Not used Erosion Control Mats/Blankets 0.10 1.00 Not used Gravel Mulch 0.05 1.00 Not used Hay or Straw Dry Mulch 1%_5% 0.06 1,00 Not used 6%_10% 0,06 1.00 Not used 11 %_15% 0.07 1.00 Not used 16%-20% 0.11 1 1.00 INotused 21%-25% 0.14 1.00 Not used 26%-33% OA7 1.00 Not used >33% 0.20 1,00 Not used C-Factors and P-Factors are taken from Table 86 of the Fort Collins Storm Drainage Design Criteria and Construction Standards CPR-EROS.xIs, FormB Page 1 of 2 LI rhis unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: hUp://citydocs.fcgov.com 'Or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Effectiveness Calculations Project: Centerpoint Plaza First Replat STANDARD FORM B Project No.: CPR Calculations By: J. MILLER/S. MORGENSTERN Date: 10/28/08 DMW Civil Engineers. Inc. Major PS Subbasin Area Calculations Basin {°/,) (Ac) DURING CONSTRUCTION: Plan Intent: Erect silt fence and wattles and construct sediment basin. C-Factor P-Factor Site 78.95 Total 5.06 Impervious Area: 3,80 Acres 0.01 Landscaping 1.26 Acres 0.01 Weighted C-Factor. (3.8x0.01)+(1.26x0.01)/5.06 = 0,01 Silt Fence: 0,50 Sediment Trap: 0.50 Weighted P-Factor (3.8x0.5)+(1.26x0.5)/5.06 = 0.50 Effectiveness EFF=(1-(CXP))X100 = (1-(0.01x0.5)x100 = 99.50 % Since 99.5% > 78.95%, the proposed plan is OK. CPR-EROS.xIs, FormB Page 2of2 [rhis unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydms.fegov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I I I I i 1 0 0 0 0 Rainfall Performance Standard Evaluation Project: Centerpoint Plaza First Replat STANDARD FORM A Project No.: CPR Calculations By: J. MUER/S. MORGENSTERN Date: 10/28/08 DMW Civil Engineers, Inc. Developed Subbasin Erodibility Zone Area of Asb (acres) Length of Subbasin Lsb (ft) Asb x Lsb (%) Slope of Subbasin Ssb %) Asb x Ssb (%) Avg Basin Length Lb (ft) Avg Basin Slope Sb (%) Perform. Standard PS (%) 1 Moderate 0.09 90 8.10 0.10 0.01 2 Moderate 0.12 125 15.00 1.00 0.12 3 Moderate 1.30 410 533.00 1 0.53 0.69 4 Moderate 1.01 390 393.90 2.00 2.02 5 Moderate 0.09 135 12.15 1.00 0.09 6 Moderate 1.18 370 436.60 2.00 2.36 7 Moderate 0.33 265 87.45 1.40 0.46 8 Moderate 0.73 315 229.95 1.25 0.91 9 Moderate 0.21 115 24.15 4.61 0.97 Total Moderate 5.06 1740.30 7.63 343.93 1 1.51 78.95 assumed all are Moderate CPR-D010.x1s used for areas and slopes, and Form B CPR-EROS.xIs, FormA 1 of 1 this unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Websitc: http://citydocs.fcgov.com -or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Engineer's Estimate of Probable Cost for Erosion Control Escrow Security Project: Centerpoint Plaza First Replat Project No.: CPR Calculations By J. MILLER./S, MORGENSTERN Date: 10/28/08 DMW Civil Engineers, Inc. Itemized Costs: Item Unit Quantity Unit Cost" Total Silt Fence LF 880 $2.00 $1,760,91 Wattles LF 35 $4.00 $140.00 Sed. Bas. EA 1 $1,600.00 $1,600.00 Subtotal $3,500.91 Multiplier 1.5 Total $5,251.37 Formula Based: Unit Quantity Unit Cost Total vegeta AC 1,57 $775.00 $1,216.75 JR ultiplier1.5 otal $1,825.13 Escrow Security (greater of two estimates, $1000 Min.1 $5,251.37 CPR-EROS.xis, Cost Page 1 of 2 is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA No Text i 1 1 1 1 Drainage Report Addendum for Centerpojnt Plaza, Phase 1 Fort Collins, Colorado November 11. 2005 Prepared for Kevin Frazier Frazier & Company Ventures, LLC 141 S. College Suite 101 Fort Collins, CO 80524 Prepared by: 1435 W. 29" Street Loveland, Colorado 80538 Phone. (970)461-2661 Fax (970)461-2665 Project Number CTR ris unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA aaa Y E 6) pFa W a rn ro L a I m N ro r a E ac L p r Y'r r ro CV 4-riNM�./1 3 C Or' O£f mmrnnma 'v0 a M 0 M O 0 0 C Y v a v v< v H 4- A 3 pp O1NVMr4N d 0 0 0 0 0 0 U T (710)Ol 010l c 11 Y it H4- II M r7 GO HW ° ry nONV II � NTv� 11 J OOOOOrI li O Y O�O10016�T II SV- tC�t <1'Vd C � j NO00n v �nmM C)omm � v�n�aoaorn J 0 o 0 0 O X4-- .4avv1*v O 000000 C o00000 -�' c tO It; (D W' a r M T T M M M 3 v LL ,y �ltM �O 0p M V Y h �- v � � v v v v a E 2 rINMVtn �D a aaaaaa r 'r -r rrr a aaaaaa rl a b a user Name: Jade Project: CTR - Centerpoint Plaza - Phase 2 Network: 01 - ' Storm sewers Detail Report PIPE DESCRIPTION: Pipe 1 --RAINFALL INFORMATION ---- Return Period = 100 Year ' Rainfall File = Fort Collins ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = outfall Pipe Material = RCP Pipe Length = 122.75 ft Plan Length = 124.7S ft Pipe Type = Circular ' Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.012 Pipe Capacity at invert Slope = 51.74 cfs Invert Elevation Downstream = 4902.19 ft invert Elevation upstream = 4902.82 ft invert slope = 0.51% invert slope (Plan Length) = 0.51% Rim Elevation Downstream = 4903.00 ft Rim Elevation Upstream = 4912.00 ft 1 Natural Ground slope = 7.33% crown Elevation Downstream = 4905.19 ft Crown Elevation Upstream = 4905.82 ft ----FLOW INFORMATION ---- ' catchment Area = 0.37 ac Runoff coefficient = 0.300 Inlet Time = 5.00 min inlet intensity = 9.89 in/hr Inlet Rational Flow = 1.11 cfs Inlet Input Flow = 0.00 cfs inlet Hydrograph Flow = 0.00 cfs Total Area = 6.44 ac weighted coefficient = 0.912 ' Total Time of Concentration = 7.95 min Total Intensity = 8.53 in/hr Total Rational Flow = 50.51 cfs Total Flow = 50.51 cfs ' uniform capgcity = 51.74 cfs skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- ' HGL Elevation Downstream = 4904.52 ft HGL Elevation upstream = 4905.25 ft HGL Slope = 0.60 % EGL Elevation Downstream = 4905.66 ft EGL Elevation Upstream = 4906.31 ft ' EGL sl0 e = 0.52 % Critical Depth = 27.76 in Depth Downstream = 27.93 in Depth upstream = 29.22 in velocity Downstream = 8.58 ft/s Velocity upstream = 8.22 ft/s uniform velocity Downstream = 0.00 ft/s uniform velocity upstream = 8.35 ft/s Area Downstream = 5.88 ftA2 Area upstream = 6.14 ftA2 Kj (TLC) = 0.50 Calculated Junction Loss = 0,540 ft ----INLET INFORMATION ---- Downstream Inlet = outfall Inlet Description = <None> Page 1 Date: 10-19-05 Time: 10:08:50 ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegovcom or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I F U I I I Inlet Type = Undefined computation Case = Sag Longitudinal slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter width = 0.00 ft Ponding width = 0.00 ft Intercept Efficiency = * % Flow from catchment = 1.11 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.11 cfs Flow intercepted by current inlet = 1.11 cfs aypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity = 0.00 ft/s curb Efficiency = * % Grate Efficiency = % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 2 --RAINFALL INFORMATION ---- Return Period = 100 Year Rainfall File = Fort Collins --PIPE INFORMATION ---- Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = RCP Pipe Length = 159.38 ft Plan Length = 163.38 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning Is 'In1. = 0.012 Pipe Capacity at Invert Slope = 51.81 cfs Invert Elevation Downstream = 4903.02 ft Invert Elevation upstream = 4903.84 ft Invert slope = 0.51% Invert slope (Plan Length) = 0.50% Rim Elevation Downstream = 4912.00 ft Rim Elevation upstream = 4913,00 ft Natural Ground Slope = 0.63% Crown Elevation Downstream = 4906.02 ft Crown Elevation upstream = 4906.84 ft ----FLOW INFORMATION ---- catchment Area = 0.31 ac Runoff Coefficient = 1.000 Inlet Time = 5.00 min Inlet Intensity = 9.89 in/hr Inlet Rational Flow -= 3.09 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 6.07 ac weighted coefficient = 0.949 Total Time of Concentration = 7.59 min Total Intensity = 8.67 in/hr Total Rational Flow = 50.38 cfs Total Flow = 50.38 cfs Uniform capacity = 51.81 cfs Skipped flow = 0.00 Cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION ---- Page 2 this unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' HGL Elevation Downstream = 4905.80 ft HGL Elevation Upstream = 4906.36 ft HGL slope = 0.36 % EGL Elevation Downstream = 4906.64 ft ' EGL Elevation upstream = 4907.34 ft EGL Slope = 0,44 % 27.72 in Critical Depth = Depth Downstream = 33.30 in Depth upstream = 30.28 in ' Velocity Downstream = 7.38 ft/s velocity upstream = 7.94 ft/s uniform velocity Downstream = 8.36 ft/s ' uniform velocity upstream Area Downstream = 8.36 ft/s = 6.83 ftA2 Area upstream = 6.35 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.546 ft --- -INLET INFORMATION---- DOWnStream Inlet = MH 1 Inlet Description = <None> Inlet Type = undefined computation case = Sao 0.00 ft/ft Longitudinal slope = Manor ngs n-value = 0.000 Pavement Cross -slope = 0.00 ft/ft Gutter Cross -slope Gutter Local Depression = 0.00 ft/ft = 0.00 in Gutter width = 0.00 ft Ponding width = 0.00 ft Intercept Efficiency = * % Flow from catchment = 3.09 cfs carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 3.09 cfs Flow Intercepted by current Inlet = 3.09 cfs Bypassed Flow = 0.00 cfs ' Pavement Flow Gutter Flow = 0.00 cfs = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = % slot Efficiency = % ' Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 3 --RAINFALL INFORMATION ---- Return Period r 100 Year Rainfall File = Fort Collins ----PIPE INFORMATION ---- current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = RCP Pipe Length = 185.01 ft Plan Length = 189.01 ft Pipe Type = circular ' Pipe Dimensions = 36.00 in Pipe manning's "n" = 0.012 Pipe capacity at Invert Slope = 51.75 cfs Invert Elevation Downstream = 4904.04 ft Invert Elevation Upstream = 4904.99 ft Invert slope = 0.51% invert slope (Plan Length) = 0.50% Rim Elevation Downstream = 4913.00 ft Rim Elevation Upstream = 4913.00 ft Natural Ground slope = 0.00% Crown Elevation Downstream = 4907.04 ft ' Page 3 ' is unofficial copy was downloaded on !an-07-2015 from the City of Fort Collins Public Records W ebsite: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I ' crown Elevation upstream = 4907.99 ft ----FLOW INFORMATION ---- catchment Area = 0.69 ac Runoff coefficient = 0.550 Inlet Time = 5.00 min Inlet Intensity = 9.89 in/hr Inlet Rational Flow = 3.78 cfs Inlet Input Flow = 0.00 cfs ' inlet Hydrograph Flow = 0.00 cfs Total Area = 5.76 ac weighted Coefficient = 0,946 Total Time of Concentration Total Intensity = 7.15 min = 8.86 in/hr Total Rational Flow = 48.66 cfs Total Flow = 48.66 cfs uniform Capacity = 51.75 cfs skipped flow = 0.00 cfs ' Infiltration = MO gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 4906.91 ft HGL Elevation upstream HGL slope = 4907.S2 ft = 0.33 % EGL Elevation Downstream = 4907.67 ft EGL Elevation Upstream = 4908.43 ft EGL Slope = 0.41 % 27.26 in ' Critical Depth = Depth Downstream = 34.43 in Depth upstream = 30.41 in velocity Downstream = 6.99 ft/s velocity upstream = 7.64 ft/s Uniform velocity Downstream = 8.33 ft/s Uniform Velocity upstream = 8.33 ft/s Area Downstream = 6.96 ftA2 Area upstream = 6.37 ftA2 Calculated junction Loss = 0.543 ft ----INLET INFORMATION ---- Downstream Inlet = MH 2 Inlet Description = <None> Inlet Type = undefined computation case = sagg Longitudinal slope = 0.00 ft/ft Manor ngs n-value = 0.000 ' Pavement Cross -slope = 0.00 ft/ft Gutter cross -slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter width = 0.00 ft Ponding width = 0.00 ft Intercept Efficiency ` % Flow from catchment = 3.78 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 3.78 cfs ' Flow Intercepted by current inlet = 3.78 cfs Bypassed Flay = 0.00 cfs Pavement Flow = 0.00 cfs ' Gutter Flow Depth at Curb = 0.00 cfs = 0.00 in Depth at Pavement/Gutter joint = 0.00 in Pavement Spread = 0.00 ft Total spread = 0.00 ft Gutter velocity = 0.00 ft/s Curb Efficiency = ¢ % Grate Efficiency = • % Slot Efficiency = * % Total Efficiency = 100.00 % ' PIPE DESCRIPTION: Pipe 4 ----RAINFALL INFORMATION---- ' Page 4 ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydms.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' Return Period = 100 Year Rainfall File = Fort Collins ----PIPE INFORMATION ---- Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = RCP Pipe Length = 100.52 ft Plan Length ' = 104.52 ft ' Pipe Type = circular Pipe Dimensions = 36.00 in Pipe manning's "n" = 0.012 ' Pipe Capacity at Invert Slope Invert Elevation Downstream ' = 51.95 cfs = 4905.19 ft Invert Elevation upstream = 4905.71 ft Invert slope = 0.52% Invert slope (Plan Length) = O.SO% Rim Elevation Downstream ' = 4913.00 ft ' Rim Elevation upstream = 4914.00 ft Natural Ground Slope = 0.99% crown Elevation Downstream = 4908.19 ft crown Elevation upstream = 4908.71 ft ----FLOW INFORMATION ---- ' catchment Area = 0.00 ac Runoff Coefficient = 0.500 1 Inlet Time Inlet Intensity = 5.00 min = 9.89 in/hr Inlet Rational Flow = 0.00 cfs Inlet input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 5.07 ac Weighted coefficient ' = 1.000 Total Time of Concentration = 6.89 min Total Intensity = 8.97 in/hr Total Rational Flow = 45.85 cfs Total Flow = 45.85 cfs ' uniform Capacity = 51.95 cfs skipped flow = 0.00 cfs Infiltration = 0.00 gpd '---HYDRAULIC INFORMATION---- 4908.07 ft HGL Elevation Downstream HGL Elevation upstream = = 4908.34 ft HGL slope = 0.27 % EGL Elevation Downstream = 4908.74 ft ' EGL Elevation upstream ' = 4909.10 ft EGL slope = 0,35 % critical Depth = 26.48 in ' Depth Downstream Depth upstream = 34.52 in = 31.53 in velocity Downstream ' = 6.58 ft/s velocity upstream = 6.99 ft/s uniform velocity Downstream = 8.30 ft/s uniform velocity upstream = 8,30 ft/s ' Area Downstream = 6.97 ftA2 Area Upstream = 6.56 ftA2 Kj (JLC) - = 0.50 - calculated Junction Loss = 0.526 ft ' ----INLET INFORMATION---- ' Downstream Inlet = MH 3 Inlet Description = <None> Inlet Type Computation Case = undefined = Sag9 Longitudinal slope = 0 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter cross -slope = 0.00 ft/ft ' Gutter Local Depression = 0.00 in Gutter width = 0.00 ft ' Page 5 ' is unofficial copy was downloaded on ]an-07-2015 from the City of Fort Collins Public Records Website: http://citydocs. fcgov.com ' For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' Ponding width = 0.00 ft Intercept Efficiency = * % Flow from catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs ' Total Flow to current Inlet = 0.00 cfs Flow Intercepted by current inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs ' Depth at curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement spread = 0.00 ft Total Spread 0.00 ft Gutter velocity = 0.00 ft/s curb Efficiency = * % Grate Efficiency = * % slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 5 ----RAINFALL INFORMATION ---- Return Period = 100 Year Rainfall File = Fort Collins ----PIPE INFORMATION ---- current Pipe = Pipe 5 Downstream Pipe = Pipe 4 ' Pipe Material = RCP Pipe Length = 77.99 ft Plan Length = 81.99 ft Pipe Type = circular Pipe Dimensions = 36.00 in ' Pipe manning Is "n" = 0.012 Pipe capacity at invert slope = 52.37 cfs invert Elevation Downstream = 4905.91 ft Invert Elevation Upstream = 4906.32 ft Invert slope = 0.53% ' Invert slope (Plan Length) = 0.50% Rim Elevation Downstream = 4914.00 ft Rim Elevation upstream = 4914.00 ft Natural Ground Slope = 0.00% ' crown Elevation Downstream = 4908.91 ft crown Elevation Upstream = 4909.32 ft ----FLOW INFORMATION---- Catchment Area = 0.00 ac Runoff coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 9.89 in/hr Inlet Rational Flow = 0.00 cfs Inlet input Flow = 0.00 cfs inlet Hydrograph Flow = 0.00 cfs Total Area = 5.07 ac weighted coefficient = 1.000 Total Time of concentration = 6.68 min ' Total intensity = 9.06 in/hr Total Rational Flow = 46.32 cfs " Total Flow - = 46.32 cfs Uniform capacity = 52.37 cfs ' skipped flow = 0.00 cfs infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 49W 86 ft HGL Elevation Upstream = 4909.11 ft HGL Slope = 0.32 % EGL Elevation Downstream = 4909.54 ft EGL Elevation Upstream = 4909.S2 ft EGL Slope = 0.37 % critical Depth = 26.61 in Depth Downstream = 35.44 in ' Page 6 ' his unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA J ' Depth Upstream = 33.51 in velocity Downstream = 6.57 ft/s 6.76 ft/s velocity uppstream uniform velocity Downstream = = 8.37 ft/s uniform velocity upstream = 8.37 ft/s Area Downstream = 7.05 ftA2 Area upstream = 6.86 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.557 ft --INLET INFORMATION ---- Downstream Inlet = MH 4 1 Inlet Description Inlet Type. computation case = <None> = undefined = sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -slope = 0.00 ft/ft ' Gutter cross -slope = 0.00 ft/ft Gutter Local Depression = 0.00 in 0.00 ft Gutter width = Ponding width = 0.00 ft Intercept Efficiency - R. % ' Flow from catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs ' Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in ' Pavement Spread = 0.00 ft ft Total Spread = 0.00 Gutter velocity = 0.00 ft/s ' curb Efficiency Grate Efficiency ° % = % slot Efficiency _ ' % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 6 ' --RAINFALL INFORMATION ---- Return Period = 100 Year Rainfall File = Fort Collins ----PIPE INFORMATION---- _ ' current Pipe = Pipe 6 5 Downstream Pipe = Pipe Pipe Material = RCP Pipe Length = 190.59 ft = 194.59 ft Plan Length Pipe Type = circular Pipe Dimensions = 36.00 in Pipe Manning's "n" 0.012 Pipe capacity at invert slope = 51.53 cfs 4906.52 ft Invert Elevation Downstream = 4907.49 ft invert Elevation upstream = Invert slope = 0.51% Invert slope (Plan Length) = 0.50% Rim Elevation Downstream = 4914.00 ft = 4909.10 ft Rim Elevation upstream Natural Ground slope = -2.57% crown Elevation Downstream = 4909.52 ft crown Elevation upstream = 4910.49 ft ---FLOW INFORMATION ---- catchment Area = 5.07 ac Runoff Coefficient = 1.000 Inlet Time = 6.20 min Inlet Intensity = 9.29 in/hr Inlet Rational Flow = 47.45 cfs ' Page 7 ' is unofficial copy was downloaded on Jan-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA iI1 Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 5.07 ac weighted Coefficient = 1.000 Total Time of concentration = 6.20 min Total Intensity = 9.28 in/hr Total Rational Flow = 47.45 cfs Total Flow = 47.45 cfs uniform capacity, = 51.53 cfs skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 4909.67 ft HGL Elevation upstream = 4910.84 ft HGL Slope = 0.61 % EGL Elevation Downstream = 4910.37 ft EGL Elevation Upstream = 4911.54 ft EGL Slope = 0.61 % critical Depth = 26.93 in Depth Downstream = 36.00 in Depth upstream = 36.00 in velocity Downstream = 6.71 ft/s velocity upstream = 6.71 ft/s Uniform velocity Downstream = 8.27 ft/s uniform velocity upstream = 0.00 ft/s Area Downstream = 7.07 ftA2 Area upstream = 7.07 ftA2 Kj ()LC) = 0.50 calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 5 Inlet Description = <None> Inlet Type = undefined Computation case = sagg Longitudinal slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft cutter cross -slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter width = 0.00 ft Ponding width = 0.00 ft Intercept Efficiency = * % Flow from catchment = 47.45 cfs Carryover from previous inlet = 0.00 cfs Total Flow to current Inlet = 47.45 cfs Flow Intercepted by Current Inlet = 47.45 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement spread = 0.00 ft Total spread = 0.00 ft Gutter Velocity = 0.00 ft/s curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % Page 8 ris unofficial copy was downloaded on Ian-07-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA P.LQP ' tf T OF I it 1 2m3 FORT G- S �I'�2��' MEFINAL I DRAINAGE, EROSION CONTROL & EXTENDED DETENTI _ORT ' FOR CENTERPOINT PLAZA PHASE I fi toad Repon ' Date 13 SITUTATE IN THE SPRING CREEK DRAINAGE BASIN t PREPARED FOR , FRAZIER & COMPANY ' FEBRUARY 14, 2003 ' PREPARED BY STEWART & ASSOCIATES, INC. ' 103 SOUTH MELDRUM STREET P.O. BOX 429 FORT COLLINS, CO 80522 ' TEL: 970.482.9331 FAX: 970.482.9382 ; en'ruVOINI fm dip tqt dm is unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com ' For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I �I ' ris unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I STEWART&ASSOCIATES Fcbruary 14, 2003 Consulting Engineers anti Surveyors Mr. Basil Harridan Stormwater Utilities City of Fort Collins P.O. Box 580 Fort Collins, CO 80522-0580 Dear Basil, EXISTING SITE: ' The following is a Final Drainage, Erosion Control, and Extended Detention Report for Phase I of Centerpoint Plaza. Centerpoint Plaza is a Replat of Lot 1, Nor -Colo Subdivision and a Tract of Land situate in the Northwest 1/4 of section 20. Township 7 North, Range 68 West of the Sixth P.M., Fort Collins, Larimer County, Colorado. The total area is 7.0 acres net. This area does include 40.5 feet of Timberline Road and 3.0 feet of Midpoint Drive. This project is located in the City of Fort Collins Spring Creek Drainage Basin. Phase I area is 1.62 acres which is the Northern part of Lot 1. This project is bounded on the West by Timberline Road; on the North by Midpoint Drive, on the East by Lot 2, Nor -Colo Subdivision, which is undeveloped, and on the South by the Burlington Northern Railroad. There are no offsite flows from the North, East or South. A recently updated (February, 2002) Spring Creek Master Drainage Plan shows that there is a Q101i of 417 c.f.s. that flows across this site from the Southwest overflow of Timberline Road. They show a ponded WSEL of4916.8 feet at the railroad tracts on Timberline. Also, the limits of that study end at Timberline Road. On Lot 3 there is an existing one-story warehouse building with an asphalt parking area and asphalt driveway from Midpoint Drive. There is also an existing railroad spur on the East side of the building. The site West of this existing building is grass, bare ground, and weeds. The historic slope of this site is Northwest to Southeast. A small portion flows to Midpoint Drive to the existing culvert; then North is a borrow ditch along Timberline Road to Sprint, Creek. All of Timberline Road also flows South to North to the existing culvert. Because the City at conceptual review requested all runoff be directed to the Southeast corner of this project we are considering the Historic and also the developed site as one basin. The average slope of' this site is 1.25%. IThere is an existing small retention pond located at the Southeast corner of Lot 3. Runoff is stored there until it reaches an elevation of 4908. At that elevation, runoff is to an old ' irrigation ditch that is not being currently used for irrigation. This ditch is not being maintained. The irrigation ditch runs East under the railroad spur in a 24" CMP, then East along the old fence line toward the Latimer County Detention Center. At the "Center" the runoff is redirected to a retention pond developed by the "Center." Runoff from the West was included in the County's Drainage Report. This pond is temporary until the County develops their site more. Then the runoff will be connected to the existing drainage channel along the developed lots in Prospect East, which routs the runoff to the Poudre River. The existing irrigation ditch has captured and James H. Stewart and Associates, Inc. I ER111,.,,I ra, 4Kgn ,,,, 103 S. Meldrum Street P.O. Box 429 • Ft. Collins, CO 80522 is unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http //citvdocs.fcgov.com or additional information or an official copy, please contact Cih, of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA carried runoff since it was constructed. It has a prescriptive use easement and has been in existence for many, many years. DRAINAGE CRITERIA: ' Due to the small size of this site, the Rational Method has been utilized to determine peak runoff rates and required detention pond volumes. The release rate is the two-year Historic rate. ' Design factors used are in accordance with the recommendations of the City of Fort Collins Storm Drainage Criteria and Construction Standards Manual. ' DEVELOPED SITE: This project is proposing to develop one office/storage building with parking, access ' drive, and landscaping. The building is Building "A" and is located at the North end of Lot I of Centerpoint Plaza. The developer will build out the balance of Centerpoint Plaza when they are no longer restricted by the City's 2% regulation, which will be when Timberline Road is ' designed and constructed from Prospect Street to Drake Road. A final drainage plan and report has been completed for this Total Site, being Lots 1, 2, ' and 3, but have not yet been approved by the City at this time. Because the site does not meet the City's 2°'0 development requirement the developer is being required to submit utility plans ' and drainage plans for one building only. Therefore we have recalculated this project for the one building only and have moved the detention pond South of the proposed parking area. This pond is sized for the Phase I area and includes extended detention. The outlet of this pond will flow ' South in a swale then Southeast to the existing prescriptive drainage/irrigation ditch used for the overall development. Offsite flow of Q,00 = 417 cTs. flow across the railroad track and Timberline road at our Southwest corner of the site. We were told that the railroad track acted as a dike for runoff on the West side of Timberline and that all the water from the Southwest was forced to cross at the low ' point which was stated as being the railroad and Timberline Road. We surveyed the elevation of the Southwest rail and actually found the low point in the railroad -tracks to be 100 feet West of the center of Timberline. Our survey elevations are included at the end of this report. The low ' elevation was at 2916.0. The centerline of Timberline Road and the railroad is at elevation 4916.4. There is about 370 feet of track lower than the said centerline. Any runoff that flows over the tracts West of the centerline of Timberline cannot get to our site because it is lower than ' our site by two feet or more. V Using the Weir equation for the railroad and the average depth of the Weir at 16.25 feet, 1 67 C.F.S. can overtop the railroad before it can cross over at Timberline to our site. Therefore, the 417 C.F.S. is now down to 350 C.F.S. After elevation of 16.4 is reached, runoff flow will overtop Timberline Road. I again used the Weir equation using elevation of 16A as the ' overtopping elevation and added 40 more feet of length to the Weir due to overtopping the road to the East. Length of Weir is now 410 LF. Because the Spring Creek drainage study showed 417 C.F.S., I used this number for the Weir equation. Both Weir Sections are shown on sheets 9 ' and 10 of this report. Using a ratio flow overtopping Timberline and flowing East is 40.9 C.F.S. Now before this runoff can enter our site, it flows into an existing Swale (created by past runoff) l Es9KRPp15'r f"hg nv hr Vis unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA F I iL n J F I I I I [1 C F that flows North along Timberline Road to Spring Creek. This Swale slopes 1 %. 1 calculated the capacity of this existing Swale to be 95 C.F.S., which exceeds the estimated flow. This Swale cross-section and design is shown on sheet 12 in this report and on sheet 4 of 8 of the Utility Plans. This is more than double the calculated flow of 40.9 C.F.S that reaches the Swale Engineering no longer wants the walk constructed on Timberline Road therefore we are final grading to match that original design at the right-of-way line. This creates a new swale configuration between the final graded area and the asphalt. I calculated the capacity of the swale to be 104 C.F.S. This is also more than the design capacity. This swale's design and cross-section are on sheet I I of this report and also shown on sheet 4 of 8 of the Utility Plans. The results are that the existing swale and design swale have the same effect and do not force water elevation changes back to Timberline or cause any other downstream effects that don't already exist now. There are no changes that affect Timberline Road or the downstream properties caused by the development of this property as far as off stream flows from the West over Timberline Road. The runoff that is shown on the "City" Spring Creek Master Drainage Plan that flow "our direction" is also temporary. The design and construction to Timberline will eliminate this runoff across our site. I think the road will be completed within 10 years. Secondly, the reason this runoff is shown here is an impass at the Spring Creek/Railroad underpass. This is also proposed for construction by your department but I don't know the time frame. This would also eliminate runoff to our site. EROSION CONTROL: The site is in the high rainfall erodibility zone and in the moderate wind erodibility zone. The size will be developed in two phases. Part of Lot I is Phase I along with the access road, which is in Lot 2 and also the detention pond. The extended detention will also be constructed with the pond. A straw bake dike will be constructed around the area inlet. Also a silt fence will be constructed along the East property line and remain in place until all construction is completed. The historic and developed calculations are included herein. The report and design of the drainage system are in compliance with the City of Fort Collins Stonn Drainage Design and Criteria. The erosion control required escrow amount is $ L591.65. If you have any questions or need any more information regarding this project or report please let me know. CE\TE¢P7[NT fm <trg rM doo Vs unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: hup //citydocs.fcgov.com oiadditional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA STEWART&ASSOCIATES ' Consulting Engineers and Surveyors ' January 3, 2003 Stonnwater Utility City of Fort Collins P.O. Box 580 ' Fort Collins, CO 80522-0580 Dear Basil, The following is the cost estimate for the erosion control measures for Centerpoint Plaza. 1. CONSTRUCTION COSTS ' 300 LF Silt Fence @. $3/ft $ 900.00 Straw Bake Dike $ 100.00 ' Total Construction Cost Estimate $ 1,000.00 2. RESEEDING COSTS ' Reseeding -- 1.62 acres @ $655/acre $ 1,061 10 3. ESCROW REQUIED FOR SITE 1.5 x 1061.10 $ 1,591.65 ' if you have any questions or need more information regarding this estimate please let me know. ' Sincerely, y� c4��ts?'�u/}x: meww ' Franklin D. Bla(e', P E.:&tL,: � _• FDB/meh James H. Stewart and Associates, Inc. ' Ccarrcerutr,T�m udm 103 S. Meldrum Street • P.O. Box 429 • Ft. Collins, CO 80522 Vs unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com oiadditional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA C I I C 1 1 r I 0 I I I I STEWART&ASSOCIATES Consulting Engineers and Surveyors By: ?'a w__ Date: /- Project: Subject: 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 1 Client: Sheet No. / of rr �iea ��/��, �Z /y/i/r �•�� �%�ve = /�2ec /ty 'OP.2,17 G = /pis zoo °,`��� 1 1' S /2 �Z= O.G3 X /,98 /,6Z or ZaZ C 5 3.39 this unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com or additional information or an official copy. Please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 'T-2 1 1 ,r,,� 1 1, 11 t 1 ' I ' I , I ' I, I I I I I # # C� u a a 0 V(/ c T— O C/i w 0- u = Q a F- N Q a 0 g LL � a Z z (� OO Z w w w W C; w c LL � II Q w c Ir W r.r CO)ap Kr0 r �p r: '-C r, � ct M ��ppT (p Qlir N r I N, s pp lA 0A0, l oo `s I (hllAA(D%�W��C> O rTrrT N rTl CL T T T T T T r r r T T r j V/ O c 0 V O O a-)�i `% O O O c`� O O `% V O Woo O O O o� V (�� O O O 0 O r r r r T N N I� lit(Q O LL TMTOOi(fI(OrTO�Npp�-MN(�O.� U5 1+ C8 0 0 ItN M (O . . I t . . l . U. ( d. � d01 . I r r r r r r r r T r T rI r r r T r cr- U --NNCVNNR�NNNNNN NNNNNNNNjpq 4 T r r T r r T T T r r T r T r T T T T T r T 0 il E M1�(D(C» V' V'MM(MMCV NNf CV Nrrr�rrr W Z " ; ----- oocooc;00000000000000ao uior?9488Vv9"i 9098$0cR,iM too 2o�� jT c 1)�rnY�iRM�e viq AiVAr1:�4Y�YwltYytl�lly� mW H Z iE w ��D T l J rrw^ w v! Cc Q Z 2 p Q Z N w Q � w a o O O IL cr w cr- w <t U p V / w O ti N spoesnoy,L iaaj DIUM ao SCOOM g a 0 v r y I i 1 I L t I I 7 L✓ 0 DETENTION POND HIGH WATER LINE -1-k /)V 4) 13 762.0 = REO. VOLUME CONTOUR 8.5 AREA ft 12,998.0 AVERAGE AREA s .ft. INTERVAL VOLUME (cu.ft. __ U-M U VOLUME cu. 0 � GNAT LINE 14,584.0 2,692.3 2,692_3 9.0 16,170.0 9.6 18,203.5 18,165.5 20,857.8 10.0 20,237.0 21,836.5 21,816.9 42.674.8 _ 11.0 23,436.0 NOTES: 1. f-UH I tit HI-1,51 GVN I VUM VVLUIVIC A Vvrvw onre-c vvn� nwvmw VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REO.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5) �— 9.61 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 0.61 = Allowable Des. Release Rate cfs 8.50 = Flowline Orifice Efevation(ft) 0.65 = Orifice Coefficient (Cd) 1.11 = Avaiiable Driving Head(ft) IL.Y.ERT. CIRCULAR PLATE 17.54 = Outlet Area(- Inc—hesi— -� II 2.36 = Circular radius(MChes) 11 0.91 = L�VLERT. SQUARE PLATE l 17.34 = Outlet Areas . 4.16 = Side for S . O nin Inches 0.94 = Actin H draulic DrivinSl Head ft NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE LJ 'his unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com W additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA EMERGENCY SPILLWAY DESIGN Weir Eguation_Q = C L�H) ^ 3/2 Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet) 25 = Weir Len Lin fin e 3.1 = Weir Coefficient Weir Shape Broadcrested Design Flow 12.74 (cfs) Depth of flow ft Flow Over Weir 0.101 2.45 1 0.151 4.50 0.161 4.96 0.171_ 5.43 0.15 0.19 5.92 6.42 0.20 6.93 0.30 12.73 0.40 19.61 0.501 _ 27.40 a, /4'e ris unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street For: Collins, CO 80524 USA � � � wgMN�w r- 00NNM N CNI >1 0 C) C) 6 ci d :Y I 0 U) 041 a) N 04 N 00 V) CY) 0 lzt a)(D00� V CD (0 M N 2) 66 1-: N Iti cd P� Oi ci ci C\l LO, m V CO) -T U) w C4 �06 ai c; . CM . 04 . Cw) . t . -;t . -d- U6 cd CD CD Ir mv°' CD IND cl 8 A NW &f R 40 ............ 0 0 UL C\l 'rD 000084,MN lqt 00 (0 wC\joo (D 8 0 b C%i E a) 2 OLLL C) Fn 0 qt 0 00 0 (Do 0 cli (D 0 0 -i -i L6 0 (6 (d c6 r-4 r: t,: N' co 0 b E 0 CL � 0 LL (D co 0 co (D N 04 —0666 N N 6 4 4 4 0 (6 ag C) lL 1 1 1 I STEWART&06SOCIATES 10 S. M LDRU , FORT 82OLLINS, CO 80521 Consulting Engineers and Surveyors ' By: Date: /—//--G-y Client: _--- --- Sheet No. Z of Project: Subject: l9.: e 95 �`om Fi, art ,Fj - / �c� . J` a ✓ O, /2D% lygC' 1!-= D. Dom/ •� / Z � �/3, SGO = /G;Z�, yc� , Tile �C �/.e�o �/arsaNrio� 1 7;10 of A? 1 'Ope . �/ y I ris unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://cityofficialocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA STEWART&ASSOC(ATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Chow( Date: Client:z�7zae! _ Sheet No. --;!� of Project: /I /DO/� �'/a g A;5e / Subject: G ,) unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citvdocs.fegov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA EMERGENCY SPILLWAY DESIGN Weir Equation Q = C L (H) ^ 3/2 Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet) 370 = Weir Le_—n6 h L in feet I 3.1 = Weir Coefficient Weir Shape Broadcrested Design Flow _417 Depth of flow Flow Over Weir 0(it) .10 36.27 0.15 66.63 0.20 102.59 0.251 143.38 0.301 188.47 0.35 237.50 0.40 290.17 0.45 346.24 0.50 405.53 0.55 467.85 ���•�y� ���� ��. 2 -7 vc. 3`7� ris unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I I i H I i Li I I I I 1 I P CENTERPOINT EMERGENCY SPILLWAY DESIGN TIMBERLINE OVERTOPPING Weir Equation Q = C L (H) ^ 3/2 Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet) F� 410_=Weir Length L in feet 3.1 = Weir Coefficient Weir Shape Broadcrested_ _ Design Flow 417______CA Depih of _. flow�ft)_ Flow Over Weir �q§ZT__ _ 0.10 40.19 0.20 113.68 0.30 208.85 0.35 263.18 — — 321.54 _0.40 0.45 - 383.68 0.471 409.54 0.48 422.68 0.49 435.95 0.50 449.37� t his unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com :or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ov �TZ OZ 0Q O C: O uu � o �� U N ^ U -� w Lij J d U cr u) w O_ 0 OJ .. 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I v a N 0 oco no E E 0 v O' O) ! �N W N Q b Ln oIin O DIO O U E z� W cc� c v wwW v C ° U C m H : Cc cr Ir a) www ac v CU D N N U O CD g - .. cc a: a: W W W _a O , 0 cc aacc wwwDa,v N C U 3 C O > in Co °' N .�°-� 1 N �n h to Qf N O C ° m a E in v c HH0- �- t Mc0m111 (� Z R�\ LOP O N N 10 N 0000000 0000000 6666666 mvinmt.�oorn in o Wn o in O in � N N 0 M it v diC61616161616 DRAINAGE CRITERIA MANUAL 50 30 f 20 Z w 0 Cr a 10 Z w a 0 5 N w m 3 0 U 2 w H a 1 5 .1 RUNOFF Ellin NMI • / r IMMMOO►� 2 .3 .5 1 '- 2 3 5 VELOCITY IN FEET PER SECOND 10 20 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: 'Urban Hydrology For Small Watersheds' Technical Nalease No. 55, USDA. SCS Jan. 1975. 5-1-84 URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT No Text City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 I 1.05 1.80 1 3.68 42.00 1.04 1 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3,36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 1 2.86 [lFhis unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website. http://citydocs.fcgov.com or additional information or an official corv, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA C� I I I I 11 I I I I I I I I I I I City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 1 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 1 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 225 4.60 30.00 1.30 2.21 4.52 ' is unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA CON TRUCTION SEQUENCE PROJECT: •�1='/J1,f, QUENCE FOR :W ONLY COMPLETED BY: STANDARD FORM C GATE: - 7— L—Z40Z ' dicate by use of a bar line or sy+r,bols when erosion control measures will be installed. jor modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR MUN TH — -- ----- S - ------------------ iERLOT GRADING WIND EROSIou CONTROL 'Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soli Sealant Other I INFALL EROSION CONTROL 'STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers — Sand Baas 'Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other R 1VEGETATIVE: Permanent Seed Planting Mulching/Sealant tTemporary Seed Planting Sod Installation Nettings/Mats/Blankets Other 1 ------------------------------ WJCTURES: INSTALLED BY MAINTAINED BY TATION/MULCHING CONTRACTOR t SUBMITTED APPROVED BY CITY OF FORT COLLINS OH ISF-C:1989 his unofficial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA RAINFALL PERFORMANCE- STANDARD EVALUATION ---------------------------------------------------------------------( PROJECT: C E N re,e PO i,v -T p, 4t�4 STANDARD FORM A COMPLETED BY: .A. ------------------ ------------------------ -- ----'--------------- OEVELOPED(ERODIBILITY( Asb ( Lsb ( Ssb ( Lb ( Sb ( PS i SUBBASIN ( ZONE ( (ac) ( (ft) ( (Aj .((feet) ( (0) I (%) --- � ------------ (------- (------- {------- (------- I ------- i 1 I 0 (, 4-`rF7; 0.-,1701 15.0 --------- I f I 1 I 1 I 1 e unoffic--------------------------------------------- -------- -------- ial copy was downloaded on Sep-01-2015 from the City of Fort Collins Public Records Websiw httpdcitydocs.fcgov.com additional information or an official covv, please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA EFFECTIVENESS CALCULATIONS PROJECT: CeA1-rdEzP01,l7' pz-ALA STANDAP..D FO?Y B COMPLETED BY: ie, A -P- DATE: ? / %0/ Erosion Control C-Factor P-Factor Method Value Value Co=ent AkE �01C. /•DO 7Ac. �Ec�/'1EU * vAS't1 f,00 0.S0 A s PuRL-r IF' . 0.01 1.06 t. 19 A &. I—) AAJD GRAZ 7•G7 /.00 3, tq-A� StcT rE^%F-- /.00 3.S'0 JTX A1,j '5Ac.ES J•90 C>. E,O PS SUB (BAJOR ASIN, M (BASIN( ((AC) CALCULATIONS 17)+(0.9-7x /• 00 Z. �V F- o.Ott9 -f- 0•Zt96 Z.IoI7 "1 • oo 7.00 = 0-4 WTV. P= O. '0 A 0-50 = 0,4-0 0,40) ' X /00 = g3.4*,' is unofficial copy was dowmloaded on Sep-01-2015 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA \ w u VVV 1 x 40 J < O¢ / zo �O� ZJ N O m O W Tis O J 4' Y • i 1 �/ / I W ru O W N �•� Y� IY///J�l i J • 1 ; lit � f ld t • .a. �i .� �k a a4v ... 1 � 1. ' t � � / f \ �` \ �i `j ���. 1� � i✓ � 1 N � y� � \\ 71 t. if 920 Loll o It t'j �: } , t - I 71NBfRtlNE ROAD �a STEWART 81 ASSOCIATES C .W. TNG SFGINBF_YS .WD �.R4Ev4BP al v Ev w•. 0.CRa4. /:, EPoigv �.lL MIDPOINT DRIVE I r � I I 0 r � (BUILDING I � it I Z (Y WIn -fi I Ill ^911!f3 F9 le J\ II bw Impact Oeyelopmmt (BD) Tal New lm ervlays Area Al W.h Required Minimum ImPervious Area to be Treated(SON) 21.250 K.h Area of Paver Section Rl S,a]t AT.h Run-on area for PrnrSedian p1 (up to 3:1 Is permuted) 24 POD .IC Imcervlous Area Treated by On Treatment Method M: Porous Pavement 2L2iB .PC Area of Paver Section AT I,ws PA.R Run-on area for Paverxmon An (up to 31 is cemlmed) A823 MR.rt ImpervmU:Area Treated by uO Treatment MCMod Nl: Porcus Pavement TEDS& NaN. Total Impervious Area Treated 6- MR.h ReeulremeM NewPmmentAM 3 935 .fE Re ulred Mlnlmum Areaof Pomus Partmeir l25%1 i III So.N. Area of Paver Section Yl 4M2 Salfl. Total Rental Pavement Area MR. N. Rowel be of Porous Pavement Proulded 26% PROPOSED BUILDING L� ♦♦ 4 11) I _ ♦ E � A^ I I I ♦ON aft I \ / I / Om�4 a I I a I 'ryI I I I / 1 / ♦ / r jN`A I f■ -` L�� milli all A° `vil' FORD •�_ © ��LOCATION 01 Hall al 14 �• \\ 0 6 k I\ I I I 30 15 0 30 GRAPHIO® CALL lITL11Y NOTFIWON CENTER OF COLORADO 1-800-922-1987 OR 1-303-232-1991INNMETRO GRLL 2 i1A63 DAYS N AWMKE SP01E Intel W. GIVE ORIXUVATE FOR THE IlVg6. OF V"CENNWND 1E21SER I1RI1RE5. DESIGN POINT BASMS AREA C. elm 1 CPS 1 C I 1 B.m I'm 0.3 0.9 E 2 0.12 o95 OA 1.0 3 3 ibm 0.93 6.1 11.5 a 6 1.01 d�9911 Lm 4.2 10.1 a ] 131 Ow 1.7 21A 5 5 am 0.16 0.2 0.6 5 3p,5 1a0 0.9T 7.5 20.T 6 6 ibis Lm A9 11.0 t 1 0.33 IN 1.5 3.3 1 0 1.51 &a IN 62 1417 8 a U.'n 0.'A 0.91 26 66 9 9 0.21 n 0.* 0.4 1.0 9 H a.85 Qi8 0.9T 15.] 610 0.10 0.I0 D32 016 0.5s 0.7 1.9 1 1 LEGEND: EMRTING STORM SEVER C- EX17ING STORM SEWER WEN (RACE Mee- - PROPOSED STORM SEWER OR CULY 91- Me PROPOSED STORM SEWER OR CDLYEIR 'Mill N£T -� --- EMSTNG INDEX CONTOUR - "Is Erael CONTOUR m20 - PROPOSED II CONTOUR �501B� PROPOSED COMWR PROJECT eoun0ury M M M M M M M DE4Gry DRNNAGE Eaton B]UNWe! AliASEL G IN ACRES QDESIGN PANT PROPOSED EES V/ NFPM call tornow n m¢CINMI ® MgOSD PERApE PAYEYENT City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROv£O: w nyw p.w CHIXNm Fl: Rlw a WN1RF Gab CHECKED W. amiwWm uaV G` CIECItEO HI: Pow Ram CIEIXd RI: TiwN Fry. m C1EQm W. Iee. qc C) 6 J W J I N Co 0 W CC Z Mee W O ` U QLLI 0. O < o ¢ a LL a a H Z z U W Or x cc X W W Z W V ENGINEERING COMPANY e INYEl4VES5 COURT FA5T.5lA1E Iql ENCI D, GO BOt 12 3012259125 3mM.N w..M.. Gra9n 3avNrenN.Sm LN GNIP`� �o BIOA IIENTEAEO Pm caartla2x,[ m SGMURE DArz 94WTIPE wrz RMSKNS: NOL CESpPllgl MR: WTE: tt-n-2o15 DRAWN BY: JOK CHECKED BY: RKF JOB N0: 1023 CENTERPOINT PLAZA FIRST REPLAT DRAINAGE PLAN PROJECT No. DRAWING NO.. yy XX.XX SHEET NO. 07 of 1 1 SHEETS