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HomeMy WebLinkAboutDrainage Reports - 09/17/1999No Text 9 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR FORT COLLINS-LOVELAND WATER DISTRICT Prepared for: FORT COLLINS-LOVELAND WATER DISTRICT 4700 South College Avenue Fort Collins, CO 80525 970-226-3104 Prepared by: JR Engineering, Ltd. 2620 East Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 April 20, 1999 Revised June 29, 1999 Job Number 9097.03 No Text t ' TABLE OF CONTENTS _ PAGE TABLE OF CONTENTS t1. INTRODUCTION 1.1 Project Location......................................................................................................1 1.2 Site Characteristics.................................................................................................. I ' 1.3 Purpose and Scope of Report .................................................................................. 1 1.4 Design Criteria........................................................................................................1 1.5 Master Drainage Basin............................................................................................ 2 ' 2. EXISTING DRAINAGE..........................................................................................2 ' 3. DEVELOPED FLOWS 3.1 Criteria.....................................................................................................................2 3.2 Off -Site Flows......................................................................................................... 2 ' 3.3 3.4 Onsite Flows............................................................................................................ Hydrologic Analysis of the Proposed Drainage Conditions 3 4 ................................... ' 4. WATER QUALITY AND RELEASE............................................................6 5. VARIANCES REQUESTED.......................................................................6 ' 6. EROSION CONTROL 6.1 Introduction............................................................................................................. 7 6.2 Soil Description....................................................................................................... 7 6.3 Erosion and Sediment Control Measures................................................................ 7 6.4 Dust Abatement....................................................................................................... 7 6.5 Tracking Mud on City Streets................................................................................. 8 ' 6.6 Maintenance............................................................................................................ 8 6.7 Permanent Stabilization................................................................................:.......... 8 ' 7. REFERENCES........................................................................................9 APPENDIX A MAPS AND FIGURES ' APPENDIX B HYDROLOGIC CALCULATIONS APPENDIX C WATER QUALITY POND CALCULATIONS ' APPENDIX D RIPRAP CALCULATIONS APPENDIX E STORM SEWER AND SWALE CALCULATIONS ' APPENDIX F EROSION CONTROL CALCULATIONS tAPPENDIX G FOSSIL CREEK DESIGN CENTER DRAINAGE REPORT ' 1. INTRODUCTION ' 1.1 Proiect Location The proposed Fort Collins -Loveland Water District (FCLWD) building is located adjacent to the east side of Snead Drive, north of Fossil Creek Parkway and south of Fairway Lane. The site location can also be described as a portion of the Southwest Quarter of Section 1, ' Township 6 North, Range 69 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. ' The site is approximately 5 acres (2 of which will remain unplatted), and is bounded on the north by Fairway Estates, on the east and south by Fossil Creek Meadows and on the west by Snead Drive and the Fossil Creek Design Center (see Appendix A - VICINITY MAP.) 1.2 Site Characteristics ' The general topography of the site consists primarily of undisturbed soil with vegetation. In general the site slopes to the southeast at slopes varying from 3 to 10 percent. ' The Soil Survey of Larimer County Area, Colorado indicates the soils for this site are ' comprised of Altvan-Santanta loams which have the potential for moderate wind and water erosion. ' 1.3 Purpose and Scope of Report This report defines the proposed drainage and erosion control plan for the proposed Fort ' Collins -Loveland Water District, including consideration of all on -site and off -site runoff. ' 1.4 Design Criteria This report was prepared to meet or exceed the submittal requirements established in the City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), ' dated May 1984. Runoff computations were prepared for the 10-year and 100-year storm frequency utilizing the rational method. ' Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" ' (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been utilized. 1 X:\9097.03\drrpt\drainrpt Page 1 I ' 1.5 Master Drainage Basin ' This site is located in the Fossil Creek Master Drainage Basin. The Master Drainageway Planning Study for the Fossil Creek Drainage Basin prepared by Simons, Li & Associates, Inc. _ dated August 1982 does not require on -site storm water detention for this site. 2. EXISTING DRAINAGE tExisting flows from the site follow two drainage patterns. Snead Drive drains to the south ' from Fairway Lane to the end of the existing pavement on the southwest side of the site. All of the runoff from the site and from Lots 13 and 14 of Fairway Estates drains overland to the south and east into residential lots in Fossil Creek Meadows, First Filing. 3. DEVELOPED FLOWS ' 3.1 Criteria The Rational Method was used to determine both the 10-year and 100-year flows for the sub - basins indicated in this drainage report.. A description of the hydrologic analysis is provided in Section 3.6 of this report. 3.2 Off -site Flows ' Snead Drive from Fairway Lane to the south end of the site will continue its present drainage pattern. This flow will be carried to Fossil Creek in the proposed swale and new 29"x45" HERCP culvert under Fossil Creek Parkway. Off -site flows from the property to the north will continue to be routed through the site. Most tof this flow will be intercepted by the proposed ditch and underdrain and will be routed through the proposed water quality pond and outlet structure and off the site. Off -site flows not intercepted by the ditch will be allowed to continue historic drainage patterns. Installation of the proposed drainage improvements will reduce the amount of off -site flow and will ' improve conditions downstream of this site. There are two other off -site basins which do not drain through the site but contribute to the ' ultimate outfall point for the site (the pipe under Fossil Creek Parkway which discharges into Fossil Creek). These are the Fossil Creek Center (FCDC) which is located directly west of ' Snead Drive and Commercial Envelope A of Fossil Creek Meadows, First Filing which is t XA9097.03\drrpt\drainrpt Page 2 I 1 11 1 southwest of the site and west of the proposed extension of Snead Drive. See Appendix A for off -site drainage basin delineation. 3.3 Onsite Flows Approximately 2 acres of this 5-acre site have been rezoned to allow for the development of the FCLWD building and the remainder of the site will remain undeveloped. Most of the drainage within the developed area will surface flow to a water quality pond with the exception of two basins (sub -basins 2 and 3), which will direct discharge. All other direct discharge off of the site will be at historic rates or less. All grading has been designed to carry flows in a positive direction away from structures to the proposed drainage facilities. A qualitative summary of the drainage patterns within each developed sub -basin and off -site basins is provided in the following paragraphs. Sub -basin 01 is a 4.3 acre off -site basin to the north of this site which is comprised mainly of Lots 13 and 14 of Fairway Estates. These large residential lots presently drain through the FCLWD site and to the east. This basin will be intercepted by a swale and conveyed through the water quality pond to the proposed storm sewer and swale. Sub -basin 02 is the right-of-way of Snead Drive north of the site. It will continue its current flow pattern and will be conveyed to Fossil Creek through the proposed swale and 29"x45" HERCP culvert under Fossil Creek Parkway. Sub -basin 03 is Commercial Envelope A of Fossil Creek Meadows, First Filing and''/z of Fossil Creek Drive and College Avenue. It presently drains to the existing 30" culvert under Fossil Creek Parkway. With this design the 100 year flow from this site will be conveyed through the proposed 29"x45" HERCP acting as a culvert. When the future storm sewer is installed with the extension of Snead Drive, Sub -basin 03 has been allotted capacity in the pipe for its 2 year historical flow. Sub -basin 1 is approximately 4.5 acres and contains the southern end of the FCLWD building, storage yard, and most of the undeveloped portions of the site. Runoff from Sub -basin 1 is conveyed by surface flow to the water quality pond. Release from this pond flows into a proposed storm sewer to a temporary swale and into a proposed pipe under Fossil Creek Parkway. X A9097.03\dnpt\drainipt Page 3 I ' Sub -basin 2 contains Snead Drive adjacent to the site as well as the south entrance drive and ' sidewalk on the southwest corner of the site. Sub -basin 2 contains approximately 0.3 acres and runoff from this sub -basin will discharge directly into the temporary swale. ' Sub -basin 3 is a small basin that contains the northern portion of the building and the area on the west side of the building between the two entrance drives. This area is approximately 0.18 ' acres. This sub -basin will release to a 12" PVC pipe with an inline area drain and join to the proposed storm sewer at Manhole 1. Sub -basins 4 and 5 are along the south and east property lines of the site and will continue to sheet flow off of the site to the south and east as they have historically. The amount of runoff released downstream will be dramatically reduced because of the intercepting Swale and underdrain. The underdrain will be a perforated pipe installed along the south property line ' in an attempt to alleviate downstream concerns, dry the swale, and to help mitigate groundwater issues downstream. This underdrain will release to Manhole 1. t3.4 Hydrologic Analysis of the Proposed Drainage Conditions t The Rational Method was used to determine both 10-year and 100-year peak runoff values for each Sub -basin. Runoff coefficients were assigned utilizing Table 3-2 of the SDDCCS Manual. ' As stated above, the Rational Method was used for all hydrologic analyses for the project site. The Rational Method utilizes the equation: Q = CfCIA (1) where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency adjustment ' factor, I is the rainfall intensity in inches per hour, and A is the total area of the basin in acres. The frequency adjustment factor, Cf is 1.0 for the initial 10-year storm and 1.25 for the major 100-year storm. The appropriate rainfall intensity information was developed based on rainfall intensity - duration curves in Figure 3-1 of this Manual. ' In order to utilize the rainfall intensity curves, the time of concentration is required. The. following equation was used to determine the time of concentration: XA9097.03\dr pt\drainupt Page 4 to = to + tt (2) where t, is the time of concentration in minutes, to is the initial or overland flow time in minutes, and tt is the travel time in the ditch, channel, or gutter in minutes. The initial or overland flow time is calculated with the equation: to = [1.87(1.1- CCf )L0.5]/(S)0.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cf are as defined previously. All hydrologic calculations associated with the sub -basins shown are attached in the Appendix of this report. Table 3.1 provides a summary of the design flows for all Subbasins and Design Points (DP's) associated with this site. TABLE 31rDEVEL®PED DRAINAGE W., SUIVIMARY a TABLE DESIGN AREA AREA CIO C 100 Tc (10) Tc (100) Q (10) Q (100) POINT DESIG. (ACRES) (MIN) (MIN) (CFS) (CFS) 01 4.32 0.26 0.33 13.3 13.3 4.51 9.00 02 0.25 0.71 0.89 5.0 5.0 0.99 1.98 03 2.85 0.34(2) 0.42 10.5(2) 10.1 2.36(2) 8.52 1 4.41 0.41 0.53 11.7 10.2 7.54 15.92 2 0.29 0.92 1.00 5.0 5.0 1.50 2.59 2 3 0.18 0.62 0.35 5.0 5.0 0.62 1.23 4 0.17 0.20 0.25 11.4 11.4 0.14 0.29 5 0.12 0.20 0.25 5.0 5.0 0.13 0.27 1 01+1 8.73 0.34 0.43 16.9 16.9 10.39 20.75 4 01+1+3 8.91 0.34 0.43 16.9 16.9 10.78 21.53 3 02+2 0.54 0.83 1.00 5.4 5.0 2.43 4.82 01+02+1+2+3 9.45 0.37 0.46 16.9 16.9 12.35 24.66 5A 01+1+3+FCDC(10) 49.23 5B 01+1+3+FCDC(100) 65.03 6A 01+02+1+2+3+ FCDC(10)+03(2) 54.72 6B 01+02+1+2+3+ FCDC(100)+03(100) 76.68 X A9097.03\drrpt\drainrpt Page 5 ' FCDC is the Fossil Creek Design Center; 10 and 100 year flow information for this site was taken from the drainage report in appendix G. Design point 5A sizes pipes 3 and 4 as future storm sewer. Design points 5B sizes the riprap in the temporary Swale. Design point 6A sizes pipes P-5 and P-6 as future storm sewer including the 2 year flow from basin 03 and the 10 ' year flow from FCDC. Design point 6B sizes the proposed pipe under Fossil Creek Parkway acting as a culvert, the proposed riprap at Fossil Creek, and the temporary swale. Numbers above in parentheses indicate the design storm for the basin. ' 4. WATER QUALITY AND RELEASE The site will contain a water quality pond in the southwest corner of the site. This pond will provide water quality control for Sub -basin 1 and be used to route flow from off -site basin 0-1 ' to the west and away from adjacent residences. Calculations for the pond are included in Appendix C of this report. tThe ultimate outfall from this site will be an improved storm sewer from the water quality pond and Sub -basin 3 flowing to the existing inlet southwest of the site which will be rebuilt and a temporary swale south of the existing pavement of Snead Drive. This proposed outfall will allow for the 100 year release for the FCLWD site as well as maintain the flows from the ' Fossil Creek Design Center (Appendix G page 7) and all other off site basins. The improved temporary swale is within a 54' drainage and utility easement and will convey the flow to a ' proposed 29"x45" B ERCP culvert under Fossil Creek Parkway. This culvert will replace the existing 30" culvert and will be able to pass the 100 year flow from all upstream basins. When ' Snead Drive is completed, the swale will be replaced by a 29"x45" BERCP storm sewer (shown on the plans as."FUTURE"). Calculations for the swale and storm sewer system are in Appendix E of this report. t 5. VARIANCES REQUESTED A variance of a minimum swale side slope of 3:1 is requested for the temporary swale south ' of the site. The reason for the requested variance so that cover can be maintained over the existing water main in that area. ' XA9097.03\dtrpt\drainrpt Page 6 t t 6. EROSION CONTROL ' 6.1 Introduction This section represents the Erosion Control Report for Fort Collins -Loveland Water District and was prepared to meet the regulatory requirements of the City of Fort Collins. This report ' was prepared following the guidelines and regulations set forth in the SDDCCS Manual. ' The proposed improvements cover all of Lot 1 and the grading which is proposed on the unplatted area on the east side of the site. No grading or improvements are proposed on Tracts A or B. The general topography of this site consists of undisturbed soil with vegetative ground cover. ' Slopes range from three to ten percent. ' 6.2 Soil Description In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins Area, ' Colorado," the soils on -site consist of the following: ' Rainfall Wind Soil Designation Erodibility Zone Erodibility Zone ' Altvan-Santata Loams Moderate Moderate 6.3 Erosion and Sediment Control Measures ' Erosion and Sedimentation will be controlled on -site by the use of silt fence, construction entrances, and temporary seeding and mulching. The water quality pond will be used as a sediment basin during construction. ' 6.4 Dust Abatement During the performance of the work or any operations appurtenant thereto, the Contractor shall carry out proper efficient measures wherever and as necessary to prevent or reduce dust ' nuisance, and to prevent dust which has originated from his operations from damaging crops, ' XA9097.03\drrpt\drainrpt Page 7 ' orchards, cultivated fields, and dwellings, or causing a nuisance to persons. The Contractor ' will be responsible for any damage resulting from dust originating from his operations. 6.5 Tracking Mud on City Streets Wherever construction vehicles access routes or intersect paved public roads, provisions must ' be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required per the detail shown on the Plan, t with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 6.6 Maintenance ' All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their needed function. Maintenance ' is the responsibility of the developer. ' 6.7 Permanent Stabilization Vegetation shall not be considered established until a ground cover is achieved which is ' demonstrated to be mature enough to control soil erosion and meets City of Fort Collins Specifications. Erosion control calculations, cost estimate, and schedule is included in the appendix of this ' report. ' XA9097.03\drrtpt\drainpt Page 8 1 I I 1 7.0 REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards," (SDDCCS), dated May 1984. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March 1969, and Volume 3 dated September 1992. 3. Master Drainageway Planning Study for the Fossil Creek Drainage Basin by Simons, Li & Associates dated August 1982. 4. Stewart and Associates, Inc., "Final Drainage Report, Fossil Creek Design Center P.U.D.", May 16, 1989. 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CLIENT /, JOB NO. c/O / 7.03 JR PROJECT rII�W DIB`YY_� PV CHECK BY —DATE 6-27- %8 SUBJECT LVATE,_ adAz_rTX /?,Jb s% SHEET NO. OF Z A! - sa 3 ; I _ 9., sa AL, i .i L_. ` �.. s-E AL F4 _, zz so :x-,T7 g Tj_ i S gg � E i_ t j7 � e -, I :tt r — 41nZOw1 ._ wL._.. Di,�rh,, i i I ' 3 JREngineering, Ltd. CLIENT JOB No 9097- ' PROJECT FG L k! D BY MPO CHECK BY DATE— -Z% ' r p ' SUBJECT A Z_ QyA SHEET NO. � OF Z 1 1 1 C 1 1 ry { f i O:Z.J_ I ✓54, t w , IO� BE AA� t O 1 t E t € } ! E 3 E € 1 Fill, - E 1 E G3 I 1 DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT G9 A Ell 0 0 c 0 N 0 L U c 0. V m t N m itl 0 0) k0 0 0., rn v m v ¢ 0.14 0.' c 9-1-199z UDFCD 5 Extent: 10-Hot. ed De r Draii entio i time Basi (Dry) 1 s D 1 Hentic -Hour n Pon Drain Js (W( Time t) u lu 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) ✓ Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) GS DRAINAGE CRITERIA MANUAL (V. 3) Threaded Water Quality Capture Volume Level (including 200% additional volume for sediment storage) Gravel (1-1/2" to 3" Rock) Around Perforated Riser Filter Fabric a , Water Quality Riser Pipe (See Detail) / Notes: 1. The outlet pipe shall be sized to control overflow into the concrete riser. 2. Alternate designs include a Hydrobrake outlet (or orifice designs) as long as the hydraulic performance matches this configuration. Notes: 1. Minimum number of holes = 8 2. Minimum hole diameter = 1/8' dia. Access Pit (Min. 3 ft) OUTLET WORKS NOT TO SCALE i 1-12" diameter Air Vent in Threaded Cap Rows O O Water Quality 4 Outlet Holes O O O 4' Ductile Iron or Steel Pipe WATER QUALITY RISER PIPE NOT TO SCALE STRUCTURAL BMPs Hemovable & Lockable Overflow Grate for Larger Storms Outlet Pipe Size Base to Prevent Hydrostatic Uplift Maximum Number of Perforated Columns Riser Hole Diameter, in. Diameter 1/4- 1/2" 3/4- 1- (in.) 4 8 8 6 12 .12 s 8 16 16 12 8 10 20 20 14 10 12 24 24 18 12 Hole Diameter Area of Hole (in.) (in.2 ) 1® 0. 04g049 3/8 �110 1/2 0.1 g6 5/8 0.307 3/4 0.442 7/8 0.601 1 0.785 FIGURE 5-2. WATER QUALITY OUTLET FOR A DRY 9-1-1992 EXTENDED DETENTION BASIN UDFCD 1 1. 1 1 1 1 1 I 1 1 1 1 DRAINAGE CRITERIA MANUAL (V. 3) 10 6. 4. 2. 1. m 0.6 m m 0.44 E m m 0.21 _0.011 mof 0.01 STRUCTURAL BMPs 1mvj,0Avj ,JENNE OLUTION: Required Are Em FE, FdA Im OPA P0A 'OF FAMPA I ENEW'do VAN 0 r0A rj P, A I pj Ar. 41A, I M r IAMI v 'AMANNE11, PmvA FE1011 111011 ■ 0.01 0.0 0.04 0.06 0.10 Coe 0./20 0.40 0.60 1.0 2.0 4.0 6.0 quiretl Area per Row (in.2 ) Source: Douglas County Storm Drainage and Technical Criteria, 1986. FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME 9-1-1992 UDFCD G Co 1 1 1 1 1 1 1 1 t U. 0.7 oA W z 0.5 cr w > 0.4 0 a 0.3 w 0 20.2 0 z 0 a 0.1 • t, rLVW IN IV INLET PER SO. FT. OF OPEN AREA (CFS/FT4) Figure 6.3.4-1 CAPACITY OF 8ftATEO INLET IN SUMP (Frotn: WrI"t-McLe"hlln Engineers, t669) G7 6.3-9 Project No.: 9097.03 Project Name: FORT COLLINS LOVELAND WATER DIST WATER QUALITY POND By: MPO Date: 4/15/99 Contour Surface Incremental Cumulative Elevation Area Volume Volume ft. (sq. ft. cu. ft. cu. ft. 4940.00 0 0 0 4940.50 1422 237.0 237.0 4941.00 2865 1050.9 1287.9 4941.50 4245 1766.2 3054.1 4942.00 5803 2501.9 5556.0 Volume = 0.07 ac-ft @ 4941.50 WATER QUALITY Volume = 0.13 ac-ft @ 4942.00 TOTAL DETAINED GJ FCLWD SPILLWAY Worksheet for Trapezoidal Channel Project Description Project File untitled.fm2 Worksheet FCLWD SPILLWAY Flow Element Trapezoidal Channel Method Manning's Formula Solve For Bottom Width Input Data Mannings Coefficient 0.060 Channel Slope 0.020000 ft/ft Depth 0.50 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 21.34 cfs Results Bottom Width 18,65 ft Flow Area 10.32 ft2 Wetted Perimeter 22.77 ft Top Width 22.65 ft Critical Depth 0.34 ft Critical Slope 0.077536 ft/ft Velocity 2.07 ft/s Velocity Head 0.07 ft Specific Energy 0.57 ft Froude Number 0.54 Flow is subcritical. '11/23/98 11:0:03:26:26 AM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I c -'/6 6/28/99 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 I 1 LOCATION: FORT COLLINS LOVELAND WATER DISTRICT ITEM: RIPRAP CALCULATIONS FOR OVERFLOW SPILLWAY COMPUTATIONS BY: MPO SUBMITTED BY: JR ENGINEERING, LTD. Riprap requirements for a stable channel lining are based on the equation from Storm Drainage Design Criteria, City of Fort Collins, CO, May 1984 V So17 = 5.8 (d5o) 5 (Ss - 1) where: V = mean channel velocity (ft/s) S = longitudinal channel slope (ft/ft) Ss = specific gravity of rock (minimum S, = 2.50) d5o = rock size in feet for which 50 percent of the riprap by weight is smaller Determine if riprap is required using Table 8-2 Longitudinal Specific Class of d5c Min. Riprap Velocity Slope Gravity V So'" Froude Is Riprap Table 8-1 Thickness LOCATION (ft/s) (fti t) of Rock (S, -1)0'" Number F < 0.8 ? Table 8-2 (in) (in) POND SPILLWAY 2.07 0.02 2.5 0.81 0.54 TRUE 0 0 0 Riprap2.xls No Text H D U 00 C: U J U a riot Er O C O LL 6 m C 3 C c C 0 J U C cc <.0 a) cOz 3 LL oC 2 c 9 = 9 0 0 rco CO O 0 0 Co 0 rn O 6 CV O T N 3 N W cc � N r N wrrn00awv M n lh 0 0 0 0 0 O O CV N O O M M T N d L E CL a co CO t 4))a �p� _ L Q N (O ca -U -U a:.o �..a Y 0 0 > > } I m m ca a. f 3 0 LL N r O N w O N O U r « 3 c 0 0 Z0 m V 0 0 m M 0 C 'I Ill 1 -D-ZQ ' Worksheet Worksheet for Irregular Channel ' Project Description Project File untitled.fm2 Worksheet East Snead Drive Flow Element Irregular Channel Method Manning's Formula ' Solve For Water Elevation ' Input Data Channel Slope 0.044000 ft/ft Elevation range: 0.00 ft to 0.67 ft. Station (ft) Elevation (ft) Start Station ' 0.00 0.67 0.00 8.50 0.50 8.51 0.00 ' 10.50 0.17 25.50 0.47 25.51 0.67 ' Discharge 4.80 cfs ' Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 0.31 ft Flow Area 0.93 ft2 t Wetted Perimeter 9.24 ft Top Width 8.93 ft Height 0.31 ft ' Critical Depth 0.42 ft Critical Slope 0.004795 ft/ft Velocity 5.18 ft/s ' Velocity Head 0.42 ft Specific Energy 0.73 ft ' Froude Number Flow is supercritical. 2.83 1 t 1 End Station Roughness 25.51 0.013 '06✓28/99 03:29:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 I TD-� Riprap Calculations ' LOCATION: FORT COLLINS LOVELAND WATER DISTRICT ITEM: RD'RAP CALCULATIONS FOR CURB CUTS ' COMPUTATIONS BY: WO SUBMITTED BY: JR ENGINEERING, LTD. From Urban Strom Drainage Criterial Manual, March 1969 ' (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft ' H = height of rectangular conduit, ft Yt = tailwater depth, It A,= required area of flow at allowable velocity, ff ' V = allowable non -eroding velocity in the downstream channel, ft/s = 5.5 ft/s for erosive soils 2' CURB CUT (TYPICAL) - ASSUMES THAT 1/2 OF BASIN 01+1 GOES TO EACH CUT - CONSERVATIVE ' Q = 10.7 cfs W = 24 in = 2 ft H= 6 in = 0.5 ft ' YL = 0.38 ft V = 5.50 ft/sec 0/WHO.5 = 7.6 YL/H= 0.8 For Figure 5-8, O/WH' 5< 8, otherwise ' Must use L = L, + (Q/WH' 5-8)'H But still use Figure 5-8 to determine type of riprap Q/WH''S = 15.13 ' From Figure 5-8, use Type L riprap From Table 5-1, dm = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 1BA_ in Riprap depth from U2 to L = 13.5 in ' Width of riprap = 6 ft Figure 5-10 cannot be used d teu o the limit on Q/WH' 5 Therefore there is no expansion factor ' LS=3H= 1.5 ft L , =10H= 5.0 ft L= 1lu ft Use 10'X6'X18" Type L riprap 6/28/99 ' x:\909703\STORM\RIPRAP.xls.xls in I I � � � 2 ƒ } / a) § .. 7 cn /n § > co Q cm f / t}j B 9$n §\ )2( u �00 rA 5-- 2 / J E) Mgr era §k \i, \k . }0 d § t @ §® 6 2© = ] z t g \ § k k u z \ _ u� S 5)a\£ Ix w E19 � k &psi) 21 w 2\tk @%\ea $ 7 , § §� E. « § ]7 § C0 6 \ §■00 ° a o�J(D 0) CL §/ 4rJ /, `)S 1 1 1 1 L U N N co 3 J ai O c °o > rn am L C co rr C M W o E:cm � Q co m v O v U) F O C 1" O m > N p N C) y 0 N OD Z `m `D 11 . U V a o Q a 3 m u~i _ .o O c0 r; u m R " co W Q U II II > II K W LL z:, �O Z N o O 0 J Z p i m i O J O U � mL co ,n w O. w J Z J .- y 7 m ,D L ZU j-6 c0 rn .. w a W m i LL C .JJ p U Z coo am ro co U a O a z �_ 5 2 to d CL p -J r e H pC 0 W m caw co LLOC�� Us ai O v m mcu m m O U E 3 ca0 s a .. O m roams a 4) c vao r m O II II II E p" T cn o :3 z O m p a �5 0 Z r a H — a)Q U�2m E a)O d -iOLU F-c.Uoi O LfSE a) —AW 0 co X ?c N O N \ E ) E + k / ( § 2 $ / 0 co co t c. f / 0 } § 5§$± (§e§ \«00 @ co» — akk /\/] a > /k Ln \_0 § _§� j �- k® §8 co#��¥#_ ^ 2§ 2 @22=-f Te£a;= ] / 2 -!t 2) ou z Co )�D k§Ew (.) 2g2� &poa=� co �CU ■ Qco \( l\ rc Cl) � . ° 4 LU LL 0 LL R LO � > C� >_ — Lu z §Ep k » ® ±I^ W k/2 7 = w EF ■a3h 0�|r w0 &■/r, kco LL � §a— z % w k _ § � 0 -1 § k wo �m N U ' C t C CO L U f6 � N y C ' 3 a � '' 1 v ° � 'o co O L OD 1.1 F- a m G Co t- O~ O •a c0 a J OLO Q U m L a co3cn v 01 dO LL o s C 'o`y T 11Vn' Z Z Oco:j (O V) U a1Z � c00"CLSao J Co N N 7 d 0 `,cts a 3to 3 1 J O Lo O O ui ~ W Q i II II A v Q ' 0 o N O A r N m r N J ~ LU O H 3 ^' © ` Q s o O `V LL O ` Z ^ U 7 3 00 ' Q Z 6c u) c c !O a o f a,^ �o 22:c— rnOCHH 4 Z j o n9o_ J Z U cr c c °' I J W R O O O a J w �a) r1=a I S U Z o ca Z O- cu so-- L L \ n ' HQ Z N.0 N 3 d W O L n, 0a a W UL II LL. n o� oO�2> ' •c O Y J 00 �, z.. �� ' Fn Zm ° 2 O CD -� o F- a O Uw U IJ- VVV co 0 � co.) cn � °C OJ 0 EOL |\ I � � � rL �U ci §A J�\oQ A CY 0g2 J�Iom � k § $ IA cS LL \Ee �Lk�2 co m . L c ( \ / \ N \)§ .5 �CD � d\ § 00 E A ��� 3a 20 ■ca ci 2E LL o �kk2 /\f± #a% /\ 'a-0 0 Ca kE_on o< _ ) 2��§\ k) }� /kk§§ me ]� k /C ) _eCU 72 fE/ co c0000 o£ E#7 co� §k � " 7 ^°P c \\z$ «� >#\§��� /( Mn k) 2 # <' \§ , /> / § \/ in \ E\) »- k Vic/ L) e \ /E » uz- SME[ 3 SE] » £ I DRAINAGE CRITERIA MANUAL, MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 1 1 1 1 1 DRAINAGE CRITERIA MANUAL I 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT RIPRAP -L�fD O N Is v 0 m O Z 7 O c o F, co U W H a • Z O N iA- O J W X W _J U- O W 0- r, O Z O U N v S, i W • li 1 1 1 1 t DRAINAGE CRITERIA MANUAL I✓' o4( 0 2( RIPRAP -I::)1A ENEENEEMEN NONE NOME MEN I 0 EA No m0ma No 0 WA OWAA I a op. a mom; 0 00 .2 .4 Yt/D .b Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. 1.0 FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT ��2 DRAINAGE CRITERIA MANUAL RIPRAP ! 6 = Expansion Angle mmmmmmmm 0 0 rAd rAd VAA I F 09" - a muffimmomE Emmmmmum Emmmmmum mummmmom mmommomm Z--w 10'00'"'EmEm .1 .2 3 A .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15 -82 URBAN DRAINAGE 5 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP �1 3 L-d 4C 0 x 3 0 r; NoI ME 0 �� MEN AJ%PV DO .2 .4 .6 .8 1.0 Yt/H Use Ho instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT u DRAINAGE CRITERIA MANUAL RIPRAP � 4 8 7 cr- 4 V 0 = Expansion Angle mommommomm Effimmmmmmmm mommmmmulapm For ff I Fj VA A VA J, VA A FFAAAAA 0 0 Is VAR FAAMENEEN wfflunm 1 2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/ CONDUIT HEIGHT-Yt/H FIGURE 5-10. EXPANSION FACTOR FOR RECTANGULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT D/S Table 8-1 ' CLASSIFICATION AM GRADATION OF ORDINARY RIPRAP 9r of Total Weight Smaller than the Stone Size dsat ' Riprap Designation Given Size (in pounds) (inches) 70 100 85 Class 6ti' 50-70 35 35-50 10 6 ' 2-10 <1 70-100 440 Class 12 50-70 275 ' 35-50 85 12 2-10 3 100 1275 Class 18 50-70 655 35-50 275 18 2-10 10 ' 100 3500 Class 24 50-70 1700 35-50 655 29 ' 2-10 35 ' Table 8-2 RSPRAP REQ�-ENTS FOR Cffi+*IIEL IM,-MGSt..j{-. ' - V.0.17/ ($ -1) 0.66t RL7L'k Ty�J01 0 to 1.4 1 No Riprap Required 1.5 to 4.0 Class 6 Riprap 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap 7.2 to 8.2 Class 24 Riprap tUse S6=2.5 unless the source of rock of design. and its densities are known at the time tjTable valid only for Froude number of 0.8 or less and side slopes no steeper than 2h:ly. DRAINAGE CRITERIA MANUAL M .inn V i OS .10 .50 1.0 5 SIEVE SIZE IN INCHES FIGURE 5-2. GRADATION CURVES FOR GRANULAR BEDDING 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT RIPRAP DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE ' Table 5-4 THICKNESS REQUIREMENTS FOR GRANULAR BEDDING ' Minimum Bedding Thickness (Inches) Riprap Fine Grained Soils* Course Grained Soils** ' Designation Type I Type 11 Type 11 ' L, G. SM 4 4 6 M 4 4 6 H 4 6 8 VH 4 6 8 ' *May substitute one 12 inch layer of Type II bedding. Substitution of one layer of Type II bedding shall not be permitted at drop structures. Use of a combination of filter fabric and Type II ' bedding at drop structures is acceptable, see Section 5.3.2 for use of filter fabric at drop structures. ' **Fifty percent or more by weight retained on the #40 sieve. ' 5.3.2 Filter Fabric ' Filter fabric is not a complete substitute for granular bedding. Filter fabric provides filtering action only perpendicular to the fabric and has only a single equivalent pore opening between the ' channel bed and the riprap. Filter fabric has a relatively smooth surface which provides less resistance to stone movement. As a result, ' it is recommended the use of filter fabric be restricted to slopes no steeper than 2.5h to Iv. Tears in the fabric greatly reduce its ' effectiveness so that direct dumping of riprap on the filter fabric is not allowed and due care must be exercised during construction. None- theless, filter fabric has proven to be an adequate replacement for granular bedding in many instances. Filter fabric provides an ade- quate bedding for channel linings along uniform mild sloping channels ' where leaching forces are primarily perpendicular to the fabric. At drop structures and sloped channel drops, where seepage forces may run parallel with the fabric and cause piping along the bottom surface of the fabric, special care is required in the use of filter 11-15-82 No Text C .L.--2- AREAINLET P-7 MH-1 P-1 CURB INLET P-2 P-3 FUTURE MH-2 P-4 FUTURE MH-3 P-5 MH-4 P-6 FES POND OUTLET Project Title: FT. COLLINS LOVELAND WATER DISTRICT 9097.03 Project Engineer: JR ENGINEERING, LTD. x:\909703-fclwd\storm\9097rev1.stm JR Engineering, Ltd Storm CAD v1.5 [1581 11/19/98 03:06:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 C�J oL� J N O u [] I t I co t0 M GO W CO i > m c- f0 It ao v O M O 00 c0 cl m 1l. 0 M u) J OC 0 V V V 0M M tri cm O u) O O v aCnoo00 o�`ryLU vvvo�M i0 N O cO N 0> Co C N N 0 w 0 n 0 o> ItV)iCl) Cl) C9CO"li c rn N a 7 O cm N q u7 @ 07 V n CL Cl) o of of Cd ui vvvCOCOCON 0 " 0 1LO V COO V 100 CL m^ vvovvam w N O O N w 0 h V O wu) f` n n ad c0 u) ch j'4 ; 'Q Cl) (7 c7 N CO Co c NCOo000aN N w V c7 co ad a 0 ad Uv m m n in w t N M 7 V0) 0 N N LO N LO N O UO CO j; 0 0 0 Co o Co o rn m OCO•in CM 00.0 00•00 U� 0 0 0 0 0 0 0 c m m m m m m m 4- m m m d m i ijCU 0 0 0 0 0 0 d U U U U U U U U U m N C C C L L L L N O N O c0 N CON N c� N N N LO W v .IT O O O v (A N 0 0- tO n a M 0' Cnv u°ii n v Cl) J m a n N M It c0 am a CL a d a a a u? m Z i O spa wQ wV E z o W� N 0 a` N CD N n Cl) 0 Q U 7 0 r. 0 F a J N C11 j C d c m m m c ¢ w y rc o � N Y ([1 Cl) c 0 0 Cl) m m � O N 0) N U N 0 w a 3 z z J w E cto o Z O JEi J d 090 0 FU 0 rn y n a) O o 9 IL ii o i F__� roject Name.. ulvert Type.. iameter (in). Inlet Elev.... utlet Elev... ength (ft) ... lope (ft/ft). FLCWD Q 100 Q FOSSIL CK DRIVE CULVERT Date: 11-19-1998 Concrete Pipe, Grooved End with Headwall 36 4- E:QOIQ: GeC,0L_AZ Kok *A, �lE ? 4934.56 4933.79 164.0 Roughness (n)... 0.013 0.005 Inlet Coeff (Ke) 0.2 QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURES Q cfs Dn INLET HW OUTLET CONTROL ( HW = H + ho - LSo) Dc TW Area R Va HL HW Control ELEV Vel Flow Type 76.7 3.00 5.65 2.74 0.00 6.96 0.853 11.0 4.150 6.25 4940.8 11.3 FF All calculations follow the nrocedureG Set fnrth ;n tha egcc4 " = cations of the Federal Highway Administration. The results of the analysis should be reviewed by an engineering professional for validity. UINLET CONTROL- -SUBMERGED INLET- HW = H * (A + BX + CX2 + DX"3 + EX"4 + FX"5) IA-F = Regression coefficients for culvert X = Q/(H)"5/2 Circular conduit or 1 X = Q/B*(H)"3/2 Box culvert H = Height of culvert -OUTLET CONTROL- HW = [c [Q/ (AD"%) ] Y + Y + S' ] D S' = Slope correction factor c,Y = Submerged inlet coeff A,D = Barrel geometry -full flow -BACKWATER ANALYSIS- 1 H = [1 + ke + (29n2L)/R"1.331 * V2/2g EL = (H2-H1)/(So-Sf) total head losses H = y + V2/2g 1 Va = Velocity at.(dc +D)/2 So = channel slope ho = Tailwater OR (dc+D)/2, Sf = water surface slope whichever is greater H = head loss A,R values given at a flow depth of (dc +D) /2 ONTROLLING ELEV based on flow type; CONTROLLING VEL based on tailwater ILOW TYPE- << Values less than 0 M1 Backwater S2 Drawdown curve Values exceed reason M2 Backwater SI Submerged inlet I> bw Backwater analysis PF Part full flow S2J Drawdown/Jump IC Inlet Control FF Full flow SJ Submerged jump 1 1 1 1 _� e-- A ?_ 6c�) 4�-i I'oo 1 11 E S— 1 1 1 t 1 t JREngineering, Ltd. PROJECT CLW D BY M PO CHECK BY DATE I - 9� SUBJECT IA,L„JE CIA CADA.a-V SHEET NO. OF CLIENT JOB NO.�' d� MEN MEN mom C Pon ■ r.w' 0.1 0.0 f- W Z 0.5 Ir W > 0.4 0 x a 0.3 0 0.2 0 z 0 a 0.1 0.0 i rLVW IN IV INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 6.3.4-1 CAPACITY OF GRATED INLET IN SUttp - (From : Wright -Mc Loughlin Engineer:, t"s) 1 6.3— 9 j5l�(p 1 ' Worksheet for Triangular Channel ' Project Description Project File x:\909703-fclwd\storm\swale.fm2 ' Worksheet Flow Element FCLWD OUTFALL SWALE O 100 Triangular Channel Method Manning's Formula ' Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 3.000000 H : V ' Right Side Slope Discharge 3.000000 H : V / ---5J 76.68 cfs Results Depth 2.69 ft Flow Area 21.71 ft2 ' Wetted Perimeter 17.01 ft Top Width 16.14 ft Critical Depth 2.10 ft ' Critical Slope 0.018848 ft/ft Velocity 3.53 Ws Velocity Head 0.19 ft ' Specific Energy 2.88 ft Froude Number 0.54 ' Flow is subcritical. I 1 1 1 t 11/20/98 FlowMaster v5.15 09:18:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I8 Worksheet for Triangular Channel Project Description Project File x:\909703-fclwcNstorm\swale.fm2 Worksheet FCLWD OUTFALL SWALE Q 100 + 33% Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft ' Left Side Slope Right Side Slope 3,000000 H : V 3.000000 H : V Discharge 102.24 cfs ' Results Depth 3.00 ft �.��� I .1� t Flow Area 26.94 ft2 Wetted Perimeter 18.95 ft Top Width 17.98 ft ' Critical Depth 2.35 ft Critical Slope 0.018139 ft/ft Velocity 3.80 ft/s Velocity Head 0.22 ft ' Specific Energy 3.22 ft Froude Number 0.55 ' Flow is subcritical. '11/20/98 FlowMaster v5.15 09:18:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JR Engineering. LTD 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: FORT COLLINS LOVELAND WATER DISTRICT ITEM: STREET CAPACITY CALCULATIONS - SNEAD DRIVE COMPUTATIONS BY: MPO SUBMITTED BY: JR ENGINEERING, LTD. 10-year design storm ' Design in accordance to "Stone Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 34' Roadway, vertical curb and gutter - local street ' no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity. use revised Mannings eq. Allowable Gutter Flow: Q=0.56'Z/n'S12`yM Qall=F`Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (ft/ft) Call = allowable gutter capacity (cfs) ' n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Qc y = depth of flow at face of gutter (ft) ' Section A Section B Section C Z = 12.0 ft/ft Z = 12.0 Wit Z = 50.0 Wit n= 0.013 n= 0.013 n= 0.016 ' y= 0.49 ft y= 0.33 It y= 0.33 it Both sides I S Qa % Qe Qtotal F Qall Gall 0.40% 4.88 1.70 5.76 8.93 0.50 4.47 8.93 0.50% 5.45 1.90 6.44 9.99 0.65 6.49 12.99 0.60% 5.98 2.08 7.05 10.94 0.80 8.75 17.51 0.80% 6.90 2.40 8.14 12.64 0.80 10.11 20.22 1.00% 7.71 2.69 9.10 14.13 0.80 11.30 22.60 1.50% 9.45 3.29 11.15 17.30 0.80 13.84 27.68 2.00% 10.91 3.80 12.87 19.98 0.80 15.98 31.97 3.00% 13.36 4.66 15.76 24.47 0.72 17.62 35.24 4.00% 15.43 5.38 18.20 28.25 0.60 16.95 33.91 5.00% 17.25 6.01 20.35 31.59 0.48 5.16 30.33 6.00% 18.90 6.59 22.29 .35.59 0.40 14.24 28.47 7.00% 20.41 7.11 24.08 37.38 1 0.34 12.71 25.42 FL yb=y,= 0.33 ft ya = 0.49 it E '�D 11/24/98 0 `-�r-a1b 3,5`7 Z T'' ' Street Capacity.xls 1 of 1 r r I I I JR Engineering, LTD 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: FORT COLLINS LOVELAND WATER DISTRICT ITEM: STREET CAPACITY CALCULATIONS - SNEAD DRIVE COMPUTATIONS BY: MPO SUBMITTED BY: JR ENGINEERING, LTD. 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 34' Roadway, vertical curb and gutter - local street depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Q=1.486/n-R'-Sty-A where Q = theoretical gutter capacity (cfs) n = roughness coeff. R= A/P A = cross sectional area (ft2) P = wetted perimeter (ft) S = channel slope Section A . A= 6.17 ftz P = 17.87 ft R = 0.35 ft n = 0.016 Allowable Gutter Flow., Call =F'Q F = reduction factor (Fig. 4-2) Qall = allowable gutter capacity (cfs) Q=Qa+Qb Section B A = 0.85 ftZ P = 8.67 ft R= 0.10ft n = 0.035 Both sides of atront S Qa Qb Qtot F Qall Qall 0.40% 17.89 0.49 18.37 0.50 9.19 18.37 0.50% 20.00 0.54 20.54 0.65 13.35 26.70 0.60% 21.90 0.60 22.50 0.80 18.00 36.00 0.80% 25.29 0.69 25.98 0.80 20.79 41.57 1.00% 28.28 0.77 29.05 0.80 23.24 46.48 1.50% 34.63 0.94 35.58 0.80 28.46 56.92 2.00% 39.99 1.09 41.08 0.80 32.86 65.73 .3.00% 48.98 1.33 50.31 0.72 ](3.236 72.45 4.00% 56.56 1.54 58.10 0.60 34.86 69.72 5.00% 63.23 1.72 64.95 0.48 62.36 .18 6.00% 69.27 1.88 71.15 0.40 28.46 56.92 z FL q 0.2' 0.30' 0.17' Area A = (2")'(1/12")(17') + (2"/12)'(2')"(1/2) + (4"/12)'(2') + (4"/12)'(15')'(1/2) = 6.17 sq. ft. Area B = (8.5')'(0.20')'(1/2) = 0.85 sq. ft. f-:10 11/24/98 ' Street CapacityAs 1 of 1 �k y b YtSy h' , tt pp a+ $$R ¢ 4 k i • Wy ks.I�: 1• • f� 'yi'Y EROSI®NOMNKTROL @-°ALCULA>T,IONS; �N v+4 S ��.�.. �ilr.. 1• ' 'v iqA' + A r 1.' ij c (� . /f •,. kd h• � '` of ,. .s it ` IRS I 3 i r4{ i -lXa�� :jG � - h a{t* y .•ilF 1 i' •Y �� S 1 1 JR Engineering, LTD. 2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525 RAINFALL PERFORMANCE STANDARD EVALUATION �Z 9/21 /98 Fort Collins -Loveland Water District STANDARD FORM A ppk DATE: 21-Sep-98 F ERODIBE ITF4.50 Isb Ssb Lb Sb PS ZONE) (FT) (%) (FI) (%)MODERATE 650 5.4 510 5.8 3 0.09 100 8.0 4&5 0.29 250 9.6 Total 5.17 610.1 5.7 84.1 Ash = Sub -basin area Lsb = Sub -basin flow path length Ssb = Sub -basin slope Lb = Average flow path length = sum(Ai Li)/sum(Ai) Sb = Average slope = sum(Ai Si)/Sum (Ai) PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain 81.9% of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. x:\9097.03\storm\Erosion.xls ' JR Engineering, LTD. 9/21/98 2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80626 1 1 t 1 r 1 EFFECTIVENESS CALCULATIONS PROJECT: Fort ColBas-Loveland Water District STANDARD FORM B COMPLETED BY: PPK DATE: 21-Sep-98 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 SEED/MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 4.50 ROADS/WALKS 1.14 Ac. ESTAB. GRASS 1.98 Ac. SEED/MULCH 1.38 Ac. NET C-FACTOR 0.06 NET P-FACTOR 0.90 EFF = (1-C*P)* 100 = 94.9% 2 0.29 ROADS/WALKS 0.28 Ac. ROUGHENED GR. 0.00 Ac. SEED/MULCH 0.01 Ac. NET C-FACTOR 0.01 NET P-FACTOR 0.90 EFF = (I-C*P)* 100 = 98.9% 3 0.09 ROADS/WALKS 0.01 Ac. ROUGHENED GR. 0.00 Ac. SEED/MULCH 0.08 Ac. NET C-FACTOR 0.05 NET P-FACTOR 0.72 EFF = (I-C*P)*100 = 96.1% 4&5 0.29 ROADS/WALKS 0.00 Ac. ESTAB. GRASS 0.17 Ac. SILT FENCE 0.12 Ac. GRAVEL FILTER NET C-FACTOR 0.46 NET P-FACTOR 0.72 EFF = (I-C*P)* 100 = 66.8% ' TOTAL AREA = 5.17 ac TOTAL EFF = 93.6% REQUIRED PS = 84.1% t Since 93.6% > 84.1 %, the proposed plan is o.k. tx:\9097.03\stonn\Erosion.xls 17, I 11 JR Engineering, LTD 2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: Fort Collins -Loveland Water District SEQUENCE FOR 1999, 2000 ONLY COMPLETED BY: MPO DATE: 28-Jun-99 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. 1999 2000 MONTH J A S O N D J F M A M J Demolition Grading.: Wind Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Sift Fence Barriers - Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving ` Other Vegetative: Permanent Seed Planting Mulching/Sealant a Temporary Seed Planting ll Sod Installation Nettings/MatsBlankets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATIONIMULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: APPROVED BY CITY OF FORT COLLINS ON: r x:\9097.03\storm\Erosion.xls.xis COST r� 1 1 1 1 1 1 1 t FORT COLLINS-LOVELAND WATER DISTRICT JOB NO. 9097.03 RRnSIIIN C(INTRni. MF.ASURFS EROSION CONTROL COST ESTIMATE COMPLETED BY: PPK TTEM DESCRIPTION UNITS UNIT COST[QUANTITY TOTAL COST 1 JSILTFENCE LF $ 3.001 800 $ 2,400.00 2 IGRAVEL CONSTRUCTION ENTRANCE I EACH $ 500.00 2 $ 1,000.00 PRELIMINARY COST $ 3,400.00 r��rar�xvyyu.rernxw� ITEM DESCRIPTION UNITS I UNIT COST IQUANTITY I TOTAL COST 1 RESEED/MULCH I ACRE 1 $ 500.001 1.5 1 $ 740.00 PRELIMINARY COST TOTAL PRELIMINARY COST $ 3,400.00 TOTAL COST WITH FACTOR OF 150% $ 5,100.00 ESCROW AMOUNT = $ 5,100.00 Page 1 ' C Q C O J ' O U N Z ' J J O U F C O LL C O GL 0 0 C C Q C C M C O N O O r-1 O Ot O CO O D � C vtn LU a.tn O • J cf to u c rn o c c c to to co co q co q co � Q• Ot C� C G O O O C ct tT C to to to to to to CLggqqqqqqco 1 q C1 a1 Ot m C1 C1 at C� C1 O1 -C1 O O C --d cf' tt ct V' C"S 4 to to to I OC N g co q co q co co q co q co q q ' i I�cogq Ol Cl Ct rn at Ot m rn C+ Ot O+ at at a%a%Ct 1 . . . . . . . i Q -�*,ctC ct t7 Ctt -cl, -0- Q'.:*' C'C' tt.7 -*, Q Q< I gcoC0mCoco cogqcocococococoqqcoqco I 1 CD cn to t0 to t0 t0 f., f� f-I f I f-I f� f� f\ f� f-. f, f-, co co co q co q t 00 i 0000pco==gcococogqqcoq0c0q00q000q000000coq 1 1 gNMtttntntnto%0to%0tot0r-If,f-If,nnfIflf�r\gcoco 1 . . . . act C' I co co g co co co coq Ibq co q 00 co co g q q q q qq Coco coco 1 1 to O N M � cP to to to to t0 to to t0 t0 t0 LO t0 t0 to fl, f� n fI 1� f� I . . . . . . . . . . . . . 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Opra C O O O O CD CD O CD CD CD CD CD CDCD O CD O CD I O cm F- 1 0 0 0 0 OittVOD CD O O O O o O O O O O O O O O O- C O O CD-1 1 JZtL 1 r-INm—) rLn r�coatO.--IN7tot0r�gatOtnOtnotnCD I I U- W v 1 r-1 rl rr cn M -:r tt In I 1 J I I TABLE 5.1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 I PAGE 23 r!P No Text (2-,1 Z FINAL DRAINAGE REPORT FOSSIL CREEK DESIGN CENTER P.U.D. E STEWART &ASSOCIATES. INC. MAY 169 1989 l7 J I 1 STEWART&kSSOCIATES . Consulting Engineers and Surveyors May 16, 1989 Mr. Glen Schlueter Storm Drainage Utility Department City of Fort Collins P 0 Box 580 Fort Collins. Co. 80522 ' Dear Glen: 1 1 1 i 1 Fossil Creek Design Center P.U.D...is'a proposed retail .planned unit development on the East side of South .College Avenue just:North of Fossil Creek Parkway. It islocated in the Fossil. Creek Drainage -Basin. The site has a net area of 2.98 acres and a gross area of 3.67 acres including a ten —foot wide dedication for South College Avenue and the right—of— way for Snead Drive. The site is zoned B.L. — Limited Business. The site slopes fairly steeply from North to South toward Fossil Creek. The adjacent property on the South and East does not drain onto the proposed P.U.D...The storm.water runoff from the Fred Schmid Appliance Store on the North is detained and .then discharged into Snead Drive at their Southeast corner. The area lying. North of Fairway Drive is presently only partially developed. The State Farm Insurance Office has storm water detention. Some of the older properties at the North end of the Replat of Fairway Estates do not have detention. The undeveloped lots will be required -to provide detention. The discharge from this total area flows Easterly in the existing drain swale on the North side of Fairway Drive. Therefore, the only undetained offsite storm water that enters the Fossil Creek Design Center property is that which falls on the South half of/Fairway Drive adjacent to the Fred Schmid property and that which -falls in the pavement on Snead/Drive, and that from South College Avenue./ The storm water runoff from College Avenue includes that from the West half of the pavement from Mail Creek South.to:.an.existing 6 foot inlet near the South entrance to Poudre Valley REA and also that which falls on the pavement between the above inlet and another existing 6 foot inlet adjacent to Cameron Park and directly West.of the inlet in the Fossil Creek Design Center. Both inlets discharge East under College Avenue in existing 24 inch C.M.P. culverts. The REA culvert discharges into the existing concrete line irrigation ditcb.located between College Avenue and the frontage road. The Cameron Park culvert discharges out the back of the East side inlet onto the Fossil Creek Design Center. Cameron Park storm water does not enter the College Avenue inlet: It flows South to Fossil Creek along the West Frontage Road. Arbor Plaza storm water - does not enter College Avenue either. However, most of the other undeveloped properties on the West side of College Avenue do flow to College Avenue. James H. Stewart and Associates, Inc. 214 N. Howes Street P.O. Box 429 Ft. Collins, CO 80522 I G41 1 The East half of College Avenue also drains South from Mail Creek to 1 an existing inlet across from the REA inlet and then into the concrete irrigation lateral. The runoff from the East half of College Avenue ' South from the above inlet to the existing Fossil Creek Design Center inlet discharges out the rear of the inlet onto Fossil Creek Design Center. The concrete irrigation ditch runs South to the North line of Fossil Creek Design Center and then the storm water drops into a 15 inch pipe for 117 feet and then continues again in a concrete ditch. Because of elevation conflicts and the necessity of .a sidewalk the pipe is being 1 lowered and the concrete ditch is being replaced with a 15 inch pipe. The amount of runoff will be limited to that which the 15 inch pipe will carry. The 15 inch pipe continues South of Fossil Creek Design Center ' to Fossil Creek. The 24 inch pipe that- discharges from the rear of. the Fossil Creek Design Center inlet has an existing 13 inch square opening that allows water to drop into the 15 inch. pipe as it crosses. This opening allows low. flows from the highway to run South to Fossil Creek 1 rather than through the Fossil Creek Design Center. 1 1 1 1 1 1 1 t The Master Drainageway Planning Study for the Fossil Creek. Drainage Basin prepared by Simons, Li & Associates, Inc., and dated.August 1982 does not require onsite storm water detention. The site will be graded to carry the runoff from, the front or west side of the building Southerly on the surface of the parking area to the South property line and then Easterly to Snead Drive. The East half of the building and the -area lying East of the building will also drain Easterly to Snead Drive. The discharge from the Fred Schmid detention pond is 0.71 c.f.s. Fossil Creek Parkway is proposed to be realigned, however, the storm 'T drain will be costructed with this projec o allow the storm water to cross the existing alignment.. The storm drain .was designed to carry �. the ten year storm developed on Fossil Creek Design Center P.U.D. and on South.College- Avenue and the detained discharge from the Fred Schmid Appliance property and on College Avenue. A temporary graded swale will be constructed to carry the 100 year discharge of 43.5 cubic feet per second from the South line'of Fossil Creek Design Center to the North end of the 27 inch strom drain. Curb inlets will not be constructed until the realignment of Fossil Creek Parkway occurs. At the time Snead Drive is constructed, the 27 inch pipe will be extended North to the South ,line of the Fossil Creek Design Center. Temporary rip rap will be used at the South property line of the P.U.D. to prevent erosion to the temporary end of the pavement. Also, temporary straw bales will be used at the southeast corner of the P.U.D. and then again at the North end of the proposed pipe under Fossil Creek'Drive to prevent silt from entering Fossil Creek. 65 The storm water runoff calculations and the grading plan; are enclosed as a part of this report. If you have any questions regarding this project, please call. Sincerely, Richard A. Rutherford, P.E. & L.S. President %%%%. �%`, lkm = enclosures - 5028 SUBJECT -EaSJ" C Q�CLfad! Lie BY--� --. DATE �� z3[B !Hl----=-- SHEET NO.-----___ C �^ --- -----. 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Z a ALLDIROS EXPORT DUSIRMI DISTURBINGABLITYRACTICAL IIIMNC[ ORMISTS JURY R STALunaMA SYSTEMS ENBNE£Ria S�PlLNG, PUNT. ETC) SHALL EPT IN FARRIPPING DIVING DATE LOD ET OFFER PERMAIEENNTTOEROONSox CSANAU xSTALLEn�LLI DEPUTY SHEET m 0 Z SITS IN AREASCAMPUS PROTECT WdOs HE WAY SHALL REMAIN EXPOSED BY LOD DIGVPONNO AGITATE WEE TRAM THIRTY(GATT DAYS BEFORE REwwEn TEMPORARY OR PERMANENT EROSION CO CEOLANDSCAPING, ETC) IS INSTALLED. UNLESS OTx�RwsE A➢PROCIP BY DIE = RE 0 ve nLIrvMUECH. City o/ Fort Collins, Colorado ' Z ALEFTED 00 MONITORED AT ALL ITEMS UTILITY PLAN APPROVAL PIE PROPERTY NAI I BE WVALUDMOST w O SO AS TO PRESENT AMID IMPO5A TS NNT mavw W TEMBER NY TUTU O - BY THEE CSTRUCTION DISCONTmwRO MEN ADJAT �s s EPREAS OF J (/l POST COLLINS EMMEERxO DEORTHAND APPROVED: JALL CRY fn9laee Bate (S ANDREPAIREDOR RSON RUNT TSmUUCMD (STRUCTURAL) rvECOMARYEAFTTER W O_ Z EACH Ewrt x ORDER 10 ASS RE Z w MEN TBE TENDEREDCUECKED BY. AND DIVo OFTINT A xn NERLARLY 4 POOR RRowg6Nwp ADEas^ SHALL NOT Lounp AS AG �Ls s wae\e.aLs uulry DUMP NOT To s o MY DRMNAIEWAr, NO NFL SHAVINE SHALL EXCEED DUN (10) FEET IN HEIGHT . NFL DIE STWIPLES VALE K CHECKED BY. (J PROTECTED MIN MUTANTTRMNEpT RMWEYN4 WARRING N.a RRYTER al S\RROPSAa, U\RLr Doll ♦- REFUND. MY MAIL STACROLE SHALL S SEEDED NN W , ryBY�RRACCEE Ld Off CRYINANCE PROMOTION ME aI XNY oILeN CHECKED BY: WE DEAwR„ alwOnix4 WATERAIG wm BYoAmrtMASSAN ILL, A PoSIm WRRAL Pete ! Rw\Im DPIe SMALL S CUMED IMMEDIATELY CdITiACTF CHECKED BY: SHEET 6 OF 8 WHEN MCI DOWNS DAWNS FOR USE AS A Dab WATER BA MvaA9SHALL SRET pEWER AD Ydu T YMER EHL REACHES A'. Au S W H MOLL T HE NOKB AT THE END Ip W ST Tp AND BEFRE PERMANENT SEMIG IS COME CHECKED BY: JOB NO. BEN w, 9097.03 0