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HomeMy WebLinkAboutDrainage Reports - 05/15/2009City of Ft.:_CollinsA.pproyed Plans OTY OF Approved BY AL WOUT COLLINS Date 25 -oq 0 Final Drainage Report for Centerpoint Plaza First Replat Fort Collins, Colorado October 28, 2008 Prepared for: Kevin Frazier Frazier & Company Ventures, LLC 141 S. College Suite 101 Fort Collins, CO 80524 Prepared by: CIVIL ENGINEERS 460000 DMW Civil Engineers,. Inc. 3400 West 16th Street Building 5, Suite Z Greeley, CO 80634 (970) 378-6935 Fax (970) 378-6997 www.dmwcivilengineers.com Project No: 0805.00-CPR -69 PIVILENGINEERS October 28, 2008 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: 3400 WEST 1 6T" STREET BUILDING 5, SUITE Z GREELEY, CO 80634 (970) 378-6935, Fax (970) 37B-6997 WWW.DMWCIVILENGINEERS.COM DMW Civil Engineers is pleased to submit this drainage study for Centerpoint Plaza, w First Replat for your review. This report complies with technical criteria set forth in the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainaqe Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. We acknowledge that the City of Fort Collins' review of this study is only for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, DMW CIVIL ENGINEERS Jade P. Miller, P.E. (CO #33885) Project Engineer 0 I Final Drainage Report for Centerpoint Plaza First Replat TABLE OF CONTENTS ' VICINITY MAP Page No. 1 I INTRODUCTION 1.1 Objective................................................................................................:.............1 ' 1.2 Project History and Previous Studies...................................................................1 1.3 Mapping and Surveying........................................................................................1 1.4 Site Reconnaissance............................................................................................1 11 SITE LOCATION AND DESCRIPTION 2.1 Site Location.....................................................................................................1 ' 2.2 Site Description......................:.............................................................................2 III DRAINAGE BASINS AND SUB -BASINS ' 3.1 Major Basin Description.......................................................................................2 3.2 Sub -Basin Description 2 .................................................... :.................................... IV DRAINAGE DESIGN CRITERIA 4.1 Design Criteria and Constraints...........................................................................2 4.2 Hydrologic Criteria...............................................................................................2 4.3 Hydraulic Criteria.................................................................................................3 V DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development................................................................................3 5.2 Developed Drainage Patterns..............................................................................3 ' 5.3 Detention.............................................................................................................4 5.4 Erosion Control ...................... :............................................................................. 4 5.5 Water Quality.......................................................................................................5 _ VI CONCLUSIONS 6.1 Compliance with Standards.................................................................................5 REFERENCES............................................................................................... 6 1 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 Final Drainage Report for Centerpoint Plaza First Replat Fort Collins, Colorado October 28, 2008 I. INTRODUCTION 1.1 Objective This study documents the results of a comprehensive hydrologic and hydraulic analysis of both pre and post -development conditions for the proposed Center Point Plaza, First Replat development. The construction plans which accompany this report are entitled Final Construction Plans for Centerpoint Plaza, First Replat prepared by DMW Civil 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 February 14, 2003. The neighboring property, owned by Larimer County, has had multiple drainage studies done in which the subject site is considered an offsite basin. But due to reasons that will be discussed more fully in this report, the runoff from this site will not enter Larimer County's property. 1.3 Mappina and Survevina ' Field survey information and topographic mapping with a contour interval of 1- foot was obtained by DMW Civil 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 a two (2) foot contour interval. 1.4 Site Reconnaissance The project engineer performed site visits to the Centerpoint Plaza, First Replat site in Fort Collins in October, 2008. Existing drainage patterns and structures were observed for use in defining drainage basin boundaries and flow patterns. 11. GENERAL LOCATION AND DESCRIPTION - 2.1 Site Location The 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. The 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 (See Vicinity Map). I 1 I [I 1 1 Final Drainage Report Centerpoiht 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 Phase 2 consists of native weeds and grasses. Onsite soils are Hydrologic Group C according to the Natural Resources Conservation Service (NRCS). The site is zoned E (Employment) and is adjacent to industrial development. The Centerpoint Plaza First Replat 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. III. 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. 3.2 Sub -Basin Description Stormwater runoff from the Centerpoint Plaza First Replat 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, 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 Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3 by the Urban Drainage and Flood Control District have been referenced in the preparation of this study. 4.2 Hydrologic Criteria The rational method has been used to estimate peak stormwater runoff from the project site. An initial 10-year and major 100-year design storms have been used to evaluate the proposed drainage system. Calculations made as part of this investigation, along with other supporting material, are contained in Appendix A. Rainfall intensity data for the rational method has been taken from rainfall intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3-1 a). Composite runoff Page 2 of 6 I ' Final Drainage Report DMW Civil Engineers, Inc. Centerpoint Plaza 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 Drainage Design Criteria and Construction Standards manual. 4.3 Hydraulic Criteria The computer program "Hydraflow" and 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 proposed detention ponds. V. DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development ' Development of the Centerpoint Plaza First Replat site will consist of a commercial building. The proposed site infrastructure includes paved parking areas with curb, gutter and sidewalk, utility service lines, and storm utilities. ' 5.2 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 •(0.1.2 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 _ 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 5 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. Page 3 of 6 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 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. 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 that 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 it was found to be ' more economical to convey undetained flows to Spring Creek to the north. There has been an amendment to the Phase 1 drainage plan to qualify these changes. This project reconfigures the approved Phase 1 pond and provides 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 temporary structural erosion control measures. ' Temporary sediment control consisting of silt 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 ' Final Drainage Report DMW Civil Engineers, Inc. Centerpoint Plaza First Replat ' 0805.00-CPR October 28, 2008 measures. In addition to silt fence, a temporary sediment pond will be utilized as ' a sediment basin for additional sediment control. ' 5.5 Water Quality Structural Best Management Practices (BMPs) are proposed for the Centerpoint Plaza First Replat site to improve water quality of runoff as recommended by the ' Urban Storm Drainage Criteria Manual. 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 frequently occurring 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 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, EDB may develop ' . wetland vegetation and sometimes shallow pools in the bottom portions of the facilities. ' The water quality pond .for Centerpoint Plaza First Replat has been designed to provide 4704 cubic feet of water quality capture 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 teach 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. VI. CONCLUSIONS 6.1 Comr)liance with Standards All drainage analyses have been performed according to the City of Fort Collins' ' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. - .1 Page 5 of 6 Final Drainage Report DMW 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 & 11, 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 Larimer County Area, Colorado, December 1980. 5) Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Wright Water Engineers, Denver, Colorado, April, 2008. Page 6 of 6 I 1 i 1 i 1 i 1 1 11 1 i 1 1 i 1 1 Exhibits 1 7 e 5(119 � PIUP® fb1I01R Pro= soumv I/ Vm i 10 M CE9 M POMf ' � PRIPG6ED FES �/ P{YYP nw ucc.� 100 0 100 200 300 Feet ( IN FEET ) 1 inch = 100 ft. / CENTERPOINT PLAZA FIRST REPLAT DEVELOPED DRAINAGE BASINS CIVIL ENQlNEER84j::Wlw;00000) M%_4M ,% 3.-GW w c W c L®° iL E lip U a_ o u mo $ P CL aWsm S Fa D�O`m: O �•y d a n� €E x z ae Or - Go G G i n ,Z o Z Sa W �% p�.� $$� 'gy f ag SEaoa a' 8G 3` mf xL�J C m°mWo W Q Chi " o F' °m f°€EEa J 0. Z p�� g$ �1/ W mOas Z U) 4 JJ s E a€$j]a rn v SOL« 8 O W gE3 [• L SLL �®u 3 `'E re ®®� v ® v$OE"S gE E15S C cca A�poo am FS ON: H - Q U W LL W > WUF Z (� U T W x E x ? o Q o W g Z N p�D W o NZ I p rn o fr Z o S N v � tL N o a' 0. W 1 o N Z Cif �,. LU N �w N x o W Z kVM>IHVd i33dSOHd N -Qwo� '> ��0zlu w H O 9 a ZW a3 ,� X w e- 0 000 w W a O z0 c iNIOd - HO3d5 _pp CT rn W 3l� V < �C\ Lu AC u V a N W 0� a e 0 4912 LL N Q O 14 o v W i$woF Q 0uj o-��zw 111 - m I 1 1 1 i 1 1 1 1 i 1 1 1 1 1 1 1 1 Appendix A 1 ' 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 1 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; + to (RO-2) ' in which: L 11 1 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: 0.395(1'I--C,4t'!t,t'` S rr�?c, t;_� -;� ,.„. m t; (RO-3) So:33 in which: t; = initial or overland flow time (minutes) Cs = runoff coefficient for 5-year frequency (from Table RO-5) 06/2001 Urban Drainage and Flood Control District RO-5 c 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, t„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V = C' S U in which: (RO-4) V = velocity (ft/sec) C = conveyance coefficient (from Table RO-2) S„. = watercourse slope (ft/ft) TABLE RO-2 Conveyance Coefficient, C, Type of Land Surface Conveyance Coefficient, C„ Heavy meadow 2.5 Tillage/field - 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, t,, is then the sum of the initial flow time, t;, and the travel time, t„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments. Using this procedure, the time of concentration at the first design point (i.e., initial flow time, t;) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. t` 1L + 10 (RO-5) RO-6 0612001 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) ' I 50 RE 20 z W U cc a 10 z W a O 5 W m 3 n O U 2 a W Q �7 1 5 .1 RUNOFF �MENNN 11_/Wo/AEI11/O/ EENNEI111///IS/N1111I5M Mon la 11 N FA M OFANV IWAWA MM NEED 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 06/0001 Urban Drainage and Flood Control District RO-13 Y ' MAY 1984 1 1 DESIGN CRITERIA Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP, SL........................................................................................ 0.85 Business: BG, HB, C.................................................................................. 0.95 Industrial: IL. IP..................................... :.................................................... 0.85 Industrial: IG ................................................................:...............:............. 0.95 Residential: RE. RLP.................................................................................. 0.45 Residential: RL, ML, RP ...... ....................:.................................................. 0.50 Residential: RLM, RMP.............................................................................. 0.60 Residential: RM, MM ............ 5 Residential: RH..................................:....................................................... 0.70 Parks. Cemeteries..................................................................................... 0.25 Playgrounds............................................................................................... 0.35 RailroadYard Areas...............................................................................::.. 0.40 Unimproved Areas ..... ............................. 0.20 Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt...............:................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: ' Flat<2%............................................................................................. 0.10 Average2 to 7%.................................................................................. 0.15 Steep>7%.......................................................................................... 0.20 Lawns, Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7%.................................................................................. 0.25 Steep>70a........................................................................................... 0.35 Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor (years) C, 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1'.00 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 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.004 1.32 2.25 4.60 30.00 1.30 . 2.21 4.52 N T m c Q a O N O O m O N III Ili l l l, i i rr : p�:, I rif : r,: l is r rr r! 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MOMov. Mtnl�al mOO��NON<-0�-00 V O �eeee�aeeee�ee�r� c i I N M i 0 0 c D tri X 0 O a U I I 1 1 1 I I 1 1 Appendix B 11 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 rectangularwier: 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 ft V-Notched Weir Exponent = b = 1.50 Depth of Weir = Dw = 0.50 ft Flow Depth at Design Discharge Depth of Design Discharge = D = 0.50 ft Flow Area at Depth of Design Discharge = A= 3.32 sq ft 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 = Dw = 0.50 ft Discharge at Full Weir Depth = Qw= 7.70 cfs 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 ft Froude Number at Full Weir Depth = Fr- 0.58 CPR-CURB.xIs, 05-Curb Opening 1 of 1 I CULVERT STAGE -DISCHARGE SONG ONLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) ' Project CPRCenterpiont Replat Bain ID: Basin 5 swale and culvert 1 1 1 1 1 i 1 1 1 1 CPR-CuIv-05.xls, Culvert 1 Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -dawn list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pulldwm list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v Ift h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Bar Loss Coefficient 24.00 'inches !_w.._ri_..d..�... Grooved End with Headwall; . OR: Height (Rise) ft. Width (Span) ___ _tiR _.,.,1 : 1 Bevel wl Headwalls Inlet Elev=� ft.elev. Slope = t _ 0.005 !ft vert. / ft horiz. L =1 79.92 IR n=s� 0.0130� K �___ __.__%00 - Design Information (calculated): Entrance Loss Coefficient K.= .-.......____,-0.00_ Friction Loss Coefficient K,= V—..,.._,._._.__0.00 Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Ca= 0.00 ) Minimum Energy Condition Coefficient KEb„ 0.0000�' Processing Time: seconds 101282008, 557 PM 1 1 1 1 1 INLET IN A SUMP OR SAG LOCATION Projecta CPR - Centerpoint Replat Inlet ID = Basin 07, east side of pond ,�— Lo (C) �( H-Curb H-Vert kY 0 W \ Lo lG) Desl n Information (input MINOR MAJOR Type of Inlet. Type =r CDOT Type R Curb Opening 'Allc W) Local (additional to continuous gutter depression homO- Depression- and =1 2.001 2-00iinches Number of Unit Inlets (Grate or Curb Opening) No=j _ __- 21_ _21 ' Grate Information MINOR MAJOR Length of a Unit Grate L. (G) _( ~f W_A! i,- WAlfeet w Wgih of a Unit Grate . Wo = i WAl WA feet Area Opening Ratio for a Grate (typical slues 0.15-0.90) Am, _ WA` WA Clogging Factor for a Seigle Grate (typical value 0.50 - 0.70) G (G) _: WA WA! Grate Weir Coefficient (typical value 3.00) C. (G) - r WA! N/A� Grate Orifice Coefficient (typical value 0.67) Co (G) Curb Opening Irdormanpn • MINOR MAJOR Length of a Unit Curb Opening La (C) _;� 4,001 4.W01feet Height of Vertical Curb Opening in inches I'L,,, =.1 6,001 6.00inches Height of Cum Office Throat it Inches H. = 5,951 5.95 inches Angle of Throat (see USDCM Figure Si-5) Theta = degrees Side Width for Depression Pan (typically the gutter Width of 2 feet) Wo =F 2.00) 2.001feet Clogging Factor for a Single Curb Opening (typical value 0. 10) Cr (C) =j r 0.10 0.10; Curb Opening Weir Coefficient (typical value 2.30.300) C„(C)= � 2.3012.311� .� Curb Opening Orifice Coefficient (typical value 0,67) Ca (C) = I 0.67? 0.671 Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sump MINOR MAJOR Clogging Coefficient for Multiple Units Coef =j A WA WAS Clogging Factor for Multiple Units Clog = WA WA! Grate as a Weir Flow Depth Depth at Local Depression without Clogging (0 cis grate, 6.2 cis curt) d,. = i N/A.i N/Alinches This Row Used for Combination Inlets Only ci b = l.-� WA N/Alinches Flow Depth at Local Depression With Clogging (0 cis grate, 6.2 cis curb) d.= _; NIA W Inches This Row Used for Combination Inlets Only derma=) +. WA WA•inches Grate as an Orifice MINOR MAJOR Floe Depth at Local Depression without Clogging (0 cis grate, 6.2 cis curb) din = j WA WA inches Flan Depth at Local Depression with Clogging (0 cis grate, 6.2 cfs curb) der, WA WAjinches —WAiinches Resulting Gutter Flow Depth Outside of Local Depression dip =f WA Resulting Gutter Flow Depth for Curb Openim Intet In a Sum MINOR MAJOR Clogging Coefficient for Multiple Units t Coef =I _ --''71 1.25 1.251 r dogging Factor for Multiple Units Clog =1 0.06 0�.061 Curb as a Weir. Grate as an Odf ce MINOR MAJOR Flow Depth at Local Depression without Clogging (0 cis grate, 6.2 cis curb) d„. _. 4.54 8.061inches Flow Depth at Loral Depression with Clogging (0 its grate. 6.2 cfs curb) d e =�^ 4.67 &31 inches Curb as an Offfice, Grate as an Orifice MINOR MAJOR Flow Depth at Local D}pression without Clogging (0 cis grate, 6.2 cts curb) der = r� 3.671 �— 8.36l inches - Flow Depth at Local Depression with Clogging (0 cis grate, 6.2 cfs curb) cl , 3.81 9.15'inch" Resulting Gutter Flow Depth Outside of Local Depression d. =r 2ty 7.15 Inches Resultant Street Conditions MINOR MAJOR Total Inlet length _ L=' 8.0^y4— jfeet Total Inlet Interception Capacity (Design Discharge hpm 0-Peok) Q. -; 6.21 14.71'- 7 cts Resultant Gutter Flow Depth (based on sheet O-Allow geometry) d =l 2677 15 1 .15ilnches T=r__---v 3 7 20.01ft. aT-Crown Resultant Street Fiow Spread (based on sheet O-Alfow geometry) Resultant Flow Depth at Street Crowm drnooa =1� 0.00 1.66 Inches CPR-IN07.1ds. Inlet In Sump 10282006, 6:O0 PM v 1 1 1 1 1 1 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 ft 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 ft 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= 3.00 sq ft 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-CURB.xIs, 08-Curb Opening 1 of 1 0 0 A I 1 1 1 1 [1 I Appendix C I Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Designer: Company: Date: Project: Location: Steven Morgenstern DMW Civil Engineers October 29, 2008 CPR - Centerpoint Plaza First Rapist Pond Outlet Structure 1. Basin Storage Volume ' la = 85.00 % ' A) Tributary Area's Imperviousness Ratio (i = la/ 100) i = 0.85 B) Contributing Watershed Area (Area) - Area = 2.970 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.36 watershed inches (WQCV =1.0'(0.91'13-1.19'12+0.78'0) D) Design Volume: Vol = (WQCV / 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 = 1.86 feet C) Recommended Maximum Outlet Area per Row, (A.) A. = 0.3 square inches D) Perforation Dimensions: i) Circular Perforation Diameter or D = 0.625 inches ii) 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 (A,) An = 0.3 square inches G) Number of Rows (nr) nr = 6 number H) Total Outlet Area (A,,) I Aa, = 1.7 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value)' A� B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wmnc) from Table 6a-1 ii) Height of Trash Rack Screen (H,) A,= 62 squareinches - X < r' Diameter Round 2" High Rectangular Other: Wmnc = 3 inches HTR = 52 inches sneet i o1: CPR-BMP.xIs, EDB 10/29/2008, 5:47 AM Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer. Steven Morgenstern Company: DMW Civil Engineers Date: October 29, 2008 - Project: CPR • Centerpoint Plaza First Rapist Location: Pond Outlet Structure iii) Type of Screen (Based on Depth H), Describe if "Other' iv) Screen Opening Slot Dimension, Describe if "Other' v) Spacing of Support Rod (O.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (W. = W + 12") iii) Width of Trashrack Opening (W,,,,;,,) from Table 6b-1 iv) Height of Trash Rack Screen (HTR) v) Type of Screen (based on depth H) (Describe if "Other') vi) Cross -bar Soacinq (Based on Table 6b-1, Klemip m KPP Grating). Describe if "Other" vii) Minimum Bearinq Bar Size (KlemvT Series, Table 6b-2) x S.S. #93 VEE Wire (US Filter) Other. x 0.139" (US Filter) Other 0.75 inches #156 VEE W = inches W,,,, = inches W.,,,,M = inches HT = inches. Klempn KPP Series Aluminum Other: inches Other. 4. Detention Basin lengthto width ratio I (lJW) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (3% to 5% of Design Volume from 1 D) (3% - 5% of Design Volume (0.0032 - 0.0054 acre-feet.) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 57minutes under inlet control) D) Paved/Hard Bottom and Sides acre-feet acres inches yestno CPR-BMP.)ds, EDB 10/29/2008, 5:47 AM Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 Designer: Steven Morgenstern Company: DMW Civil Engineers Date: October 29, 2008 Project: CPR • Centerpoint Plaza First Rapist Location: Pond Outlet Structure 6. Two -Stage Design - See Figure EDB-1 A) Top Stage (Depth Dwo = 2' Minimum) Dwo = feet Top Stage Storage: no less than 99.5% of Design Volume (0.107 acre-feet.) Storage= acre-feet B) Bottom Stage Depth (Des = 0.33' Minimum Below Trickle Channel Invert) Des = feet 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= feet 0.50' Top Stage Depth or 2.5 Feet) D) Total Volume: Voles = Storage from 5A + 6A + 68 Vol. = acre-feet , (Must be > Design Volume in 1 D, or 0.1075 acre-feet.) 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/ver ical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontals distance) Z = (hodzontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other') Native Grass Irrigated Turf Grass Other. notes: CPR-BWAs, EDB 10/29/2008, 5:47 AM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) .1 Project: _CPR pond outlet Basin ID: I. 6. �. 1.♦ __ Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v.fft h.) Culvert Length in Feet Manning's Roughness , Bend Loss Coefficient Exit Loss Coefficient - Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient D- 36.00�Tiinches r Grooved End with Headwall; _ OR: Height (Rise) = t_..__..__?ft' Width (Span)=t - �'.ft. - �..__.____..._._..._..��_ 1 : 1 Bevel w/ Headwall' Inlet Elev = _7.28 iR elev. Slope = 0.004793664ift vert. / It horiz. L=i191.90m )R n 0.010 Ko -� -.- 0.00 K K, 000.�.� K,-; 0.00 ' F t CPR-Outl.xls, Culvert Hrocessng ume: secanas 10282008, 6:03 PM 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 HAV Internal Half Angle = 0/2 = 75.96' V-Notched Weir Exponent = b = 1.50 Depth of Weir = Dw = ZOO. 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 ft Discharge at Full Weir Depth = Qw= 88.25 cfs Flow Area at Full Weir Depth = Aw= 24.00 sq ft 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 I I I 11 I 1 1 1 I Appendix D I 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 Wattles 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 1.00 Not used 21 %-25% 0.14 1.00 Not used 26%-33% 0.17 1.00 Not used >33% 0.20 1.00 Not used G-t-actors ana v-ractors are taKen from r aure oo ut ure Fort Collins Storm Drainage Design Criteria and Construction Standards CPR-EROS.xIs, FormB 0 Page 1 of 2 a r 1 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 Sitt 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. r 1 r ' CPR-EROS.xIs, FormB Page 2 of 2 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Rainfall Performance Standard Evaluation Project: Centerpoint Plaza First Replat STANDARD FORM A Project No.: CPR Calculations By: J. MILLER/S. MORGENSTERN Date: 10/28/08 DMW Civil Engineers, Inc. Developee 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 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 1 0.97 Total Moderate 5.06 1740.30 1 7.63 343.93 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 1 1 1 1 1 1 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 Revegetal AC 1.57 $775.00 $1,216.75 Multiplier 1.5 Total $1,825.13 Escrow Security (greater of two estimates, $1000 min: $5,251.37 CPR-EROS.xls, Cost Page 1 of 2 n ;] 11 1 PI 1 1 11 1 1 1 1 1 1 1 1 Appendix E 1 Drainage Report Addendum for Centerpoint 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: PVIMNGEERS J 1435 W. 29°i Street Loveland, Colorado 80538 Phone: (970)461-2661 Fax: (970)461-2665 Project Number: CTR E ro me � O r Y'r r a Y ro CU WriNMV� 3'c Y o> 022xx2 or, 02:EFF a 7 Nd'O) rIN01 00 00 dl V Y L fV Mat C)n 000000 > 0101 Ol 01 d101 Ntd'd'Vtqzr qt NW4- Nm II 00 II i •• II " at M 11 0o it r"I ri r4 11 O 01 fV'It O1 1-4N If ri OO ri OIL ...... 11 Y . . . . . . Y N 0! II 0)L NM 0 CD u110 E 01 11 000000 ro r M. 11 > rnrnrnrnrnrn pl a 11 cY 'ravvvv II H4 tl 11 11 a 11 �n IONVriIT it D 00 NM�Mri 00 11 11 C100 0rno 001-1 0Y 9t -;t T O101 0 II 2� V'Vd'Va'V' II 4J 11 II t 11 aii 3 rvorl�io� v n 0 �00 0io 0o W W 11 o II d'�LO 00 00 000000 II l7 Y 0) 0) 0) 01 0) 0) ITS 11 24- vvvvv-It E II N E II 3 11 N 1n 11 VI 11 E ro N 11 L 11 a N 11 0000O0 a3i it a o00000 to 11 'C lO lO lO l0 �O l0 ro 11 0 •r mmmmmM N E II ro 0 11' r O II IL Y 11 it Y u 3 c it O r It r O II LL a It �r Itr ri 00 lO00N✓r Ol r 11 ro V.rn. . OO . . V' Y ro 11 � 1 cv 110u V o00o n ot. z II ♦- M�IVVV V 3 I N O II I II ro tl n � it Gr CID u E II N E •• •• II E z U L. 11 z 1-1 N m V u•1 kO N O 11 L.r 3 11 w NN w N C/N 0) 0 Y II a aO. a O.a 0. D L N 11 •r - r•r •r r•r Paz 11a aaaaaa r-I ' User Name: Jade Date: 10-19-05 Project: CTR - Centerpoint Plaza - Phase 2 Time: 10:08:50 Network: 01 - ' storm sewersDetail Report PIPE DESCRIPTION: Pipe 1 --RAINFALL INFORMATION -_-- Return Period = 100 Year I Rainfall File = Fort Collins ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = outfall Pipe Material = RCP Pipe Length = 122.75 ft Plan Length = 124.75 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 ' 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 Cap4city = 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 slope = 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 ft/s uniform velocity Downstream = 0.00 Uniform velocity upstream = 8.35 ft/s Area Downstream = 5.88 ftA2 ' Area upstream = 6.14 ftA2 Kj (JLC) = 0.50 calculated junction -Loss = 0.540 ft ' ----INLET INFORMATION ---- Downstream inlet = outfall inlet Description = <None> ' Page 1 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 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 % 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's "n" = 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 [I ' 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 % Critical Depth = 27.72 in 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 = 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 = 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 = 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 Pipe Dimensions = Circular = 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 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 = 7.15 min ' Total intensity = 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 = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream HGL Elevation Upstream = 4906.91 ft = 4907.52 ft HGL slope = 0.33 % EGL Elevation Downstream = 4907.67 ft EGL Elevation Upstream = 4908.43 ft EGL slope = 0.41 % ' Critical Depth = 27.26 in Depth Downstream = 34.43 in Depth Upstream = 30.41 in velocity Downstream = 6.99 ft/s ' velocity upstream = 7.64 ft/s ft/s Uniform velocity Downstream = 8.33 uniform velocity upstream = 8.33 ft/s Area Downstream = 6.96 ftA2 ' Area upstream Kj (JLC) = 6.37 ftA2 = 0.50 Calculated Junction LOSS = 0.543 ft ----INLET INFORMATION ---- Downstream Inlet = MH 2 Inlet Description = <None> inlet Type = undefined computation Case = sag Longitudinal slope = 0.00 ft/ft ' Manor ngs n-value Pavement cross -slope = 0.000 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 Flow = 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 [] 1 [I i 11 J 1 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 = 51.95 cfs Invert Elevation Downstream = 4905.19 ft Invert Elevation upstream = 4905.71 ft Invert slope = 0.52% Invert slope (Plan Length) = 0.50% 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 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 = 6.89 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---- HGL Elevation Downstream = 4908.07 ft 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 = 34.52 in Depth upstream = 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 = 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 Page 5 ■ Ponding width = 0.00 ft Intercept Efficiency = k % 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 Gutter velocity 0.00 ft = 0.00 ft/s curb Efficiency u % 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's "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 inlet input Flow = 0.00 cfs = 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 = 4908.86 ft HGL Elevation upstream = 4909.11 ft HGL slope = 0.32 % EGL Elevation Downstream =•••4909.54 ft EGL Elevation upstream = 4909.82 ft . EGL slope = 0.37 % Critical Depth = 26.61 in Depth Downstream = 35.44 in ' Page 6 Depth upstream = 33.51 in velocity Downstream = 6.57 ft/s velocity Upstream = 6.76 ft/s 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 Inlet Description = <None> 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 = c % 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 6 ----RAINFALL INFORMATION ---- Return Period = 100 Year Rainfall File = Fort Collins ----PIPE INFORMATION ---- Current Pipe ='Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = RCP Pipe Length = 190.59 ft Plan Length = 194.59 ft Pipe Type =.Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.012 Pipe Capacity at Invert slope = 51.53 cfs invert Elevation Downstream = 4906.52 ft invert Elevation upstream = 4907.49 ft invert slope - = 0.51% invert slope (Plan Length) = 0.50% Rim Elevation Downstream = 4914.00 ft Rim Elevation upstream = 4909.10 ft 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 = 9.28 in/hr inlet Rational Flow = 47.45 cfs Page 7 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 (JLC) = 0.50 calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 5 Inlet Description = <None> 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 = 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