Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutDrainage Reports - 08/13/2001', 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II PROPERTY OF AD. G ,_tE�t iJ1'aa,11`lEB CONSULTING ENGINEERS & LAND SURVEYORS 770 WEST HAMPDEN AVENUE, SUrrE 250 ENGLEWOOD. COLORADO 80110 PHONE: (303) 761-5142 FAX: (303) 761-5143 Final A oved Report 0411 Date 0o ACEC f ' iAAY 2 1 2001 i STORM DRAINAGE REPORT FOR IHOP RESTAURANT OAKRIDGE BUSINESS PARK FORT COLLINS, COLORADO PREPARED FOR: STUBBLEFIELD AND ASSOCIATES ARCHITECTS 101 EAST GRAY, SUITE B NORMAN, OKLAHOMA 73069 PREPARED BY: FOR AND ON BEHALF OF ADG ENGINEERING, INC. KONSTANTIN A. KONSTANTAKOS, P.E. December 19, 2000 ADG JOB NO.6463 ,.• s e so. ' a i Iwo f �qr��b A��a;�Paoe • F OF CO�� , o Leo®aI II 2 1 1 1 1 DRAINAGE REPORT CERTIFICATIONS ENGINEER'S CERTIFICATION I hereby certify that this report for the drainage design of IHOP Restaurant was prepared by me or under my direct supervision in accordance with the City of Fort Collins Storm Drainage Design and Technical Criteria Manual for the owners thereof. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. / . . 0 _, C e • PW` a CxA. Konstantakos, P.E. 16187 I W % W1DG Engineering, Inc. 1 ,♦ • FOF CO��•° •W m ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 INDEX ITEM PAGE 1, SCOPE AND PURPOSE OF REPORT 4 2. GENERAL LOCATION AND DESCRIPTION 4 3. PROPERTY DESCRIPTION 4 4. DRAINAGE BASINS AND SUB -BASINS 5 5. DRAINAGE DESIGN CRITERIA 5 6. DRAINAGE FACILITY DESIGN 5 7. CONCLUSIONS 6 6. EROSION CONTROL 6 APPENDIX DESIGN COMPUTATIONS 8-16 VICINITY MAP 17 INTENSITY CURVES 18 EROSION CONTROL FENCE DETAIL 19 REDUCED COPY OF GRADING AND DRAINAGE PLAN ATTACHED Y ADG Engineering, Storm Drainage Report,. October 17, 2000 Job No. 6463 S ' 4 FINAL DRAINAGE REPORT 1. SCOPE AND PURPOSE OF REPORT ' The purpose of this report is to determine the drainage requirements for the IHOP Restaurant Development in Larimer County. Proposed retention facilities are ' based upon data for 100 year frequency storms. All computations in this study are prepared in accordance with the City of Fort Collins Storm Drainage Design ' Criteria and Construction Standards Manual and Urban Storm Drainage Criteria ' Manual by DRCOG. 2. GENERAL LOCATION AND DESCRIPTIONDESCRIPTION a) The proposed development property is located in the North 1/2 Section 6, Township 6 North, Range 68 West of the Sixth Principal Meridian City of Fort Collins, County of Larimer, State of Colorado. b) The site is located on the North side of Oakridge Drive and South of Harmony Road. ' 3. PROPERTY. DESCRIPTION a) The area of the development site is 1.17 acres. b) The existing site is presently vacant. c) There are no major or minor drainage ways across the existing site. The total relief across the site is from elevation 4979.2 down to 4978.40. The slope is ' northeast with the drainage going to Oakridge Drive to an existing curb and gutter. d) There is no indication of any major irrigation or ditches having crossed the site. ' e) The purpose of the current development request is to add a building to the site. The drainage of the proposed development will follow the final grading of the lot ' which will be as shown on the Drainage Plan. The runoff will be detained in one proposed detention pond, with several sections of the one pond in the parking area ' ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 5 Southwest of the parking, and the second on the East side of the parking (see ' Drainage Plan attached). 4. DRAINAGE BASINS AND SUB -BASIN: ' MAJOR BASIN DESCRIPTION ' a) This site is part of the Oakridge Business park area and is included in the master drainage study. Final master drainage study for the Oakridge Business Park, Fort ' Collins, Colorado, September 1990, by RBD, Inc. Engineering Consultants. SUB -BASINS a) The Historic drainage pattern for this site was sheet flow across the site from North to South towards Oakridge Drive. The existing drainage pattern will be modified for the proposed development only. (See Drainage Plan attached). ' b) The offsite flows are sheet flows around this site and will continue in the same pattern. ' 5. DRAINAGE DESIGN CRITERIA ' a) The drainage design follows the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual without deviation from the Criteria. b) There are no other studies, master plans or reports that effect this development. c) All of the development occurs in Basin "A, B, C, D, E, and F" which will get to ' the proposed detention ponds. ' 6. DRAINAGE FACILITY DESIGN AND REQUIRED 100-YEAR RELEASE RATE OF 0.5`CFS/ACRE ' a) The drainage flows onsite for the proposed development.will be` captured in one pond, several sections, proposed ponds located on the Southwest and Southeast ' parking areas. The flows will be captured in the proposed double type 13 grade tinlets and conviened into the Southeast corner of the water quality control pond, before the 0.5 cfs will be discharged into the Oakridge Drive. ' ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 6 7. CONCLUSIONS ' a) The drainage of the proposed development will follow the new drainage pattern. ' There will be one pond, several sections, added to the site to capture the runoff. b) The drainage system follows the Criteria and will therefore have a slight effect on ' the major drainage way. The reduction in flow from the proposed development by the addition of the Detention ponds will help, as there are no controls on the ' present runoff. ' 8. EROSION CONTROL a) Erosion control fence shall be used along the perimeter of the area that will be ' effected by construction. The Erosion Control System will be required to be kept in place until the surfaces are stabilized by the finish surfacing or landscaping to prevent erosion. ' 9. VARIANCE REQUEST We request variance for: a) The Basin 'T" that releases into Oakridge Drive should be considered free release. b) From the detailed assessment of the basin that free releases from this site, it would 1 be impractical to try to capture these flows for detention. The flows could be ' captured with a series of inlets at the entrance and directed into Pond WQ. However, the elevation of this structure would be well below the water surface ' elevation of Pond WQ, which would backflow through the structure. Another option would be to use the series of inlets and direct the flows into a separate 1 pond that would probably need to be sectioned off from Pond WQ. However, this ' would involve constructing some type of wall to separate the two sides of Pond WQ and the orifice for the outlet from such a small pond would be very prone to ' clogging. Although from calculations done in our office, the 100 year flows from this basin is greater than the release rate for the remainder of the site, the volume ' ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 9 of water is much less that the flows from the entire site. Therefore, we request a ' variance allowing this free release into Oakridge Drive. The amount of flows that ' are free releasing are from the 100 year 0.763 CFS and for the 10 year is 0.299 CFS. 1 I I ' ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 I s t 1 APPENDIX IADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 n 9 DESIGN COMPUTATION REFERENCE: "City of Fort Collins Storm Drainage Design Criteria Manual" & (SDDC) Construction Standards (1984, Rev. 1997) Urban Drainage and Flood Control Criteria Manual. Volume 3. DESIGN AREA: (Total Area) Lot Area = 51,054 sq ft = 1.172 Acres Building Area = 4,022 sq ft = 0.0923 Acres = 7.88% Paving Area = 22,077 sq ft = 0.5068 Acres = 43.24% Sidewalks Area = 5,767 sq ft = 0.1324 Acres = 11.30% Landscaping Area = 19,188 sq ft = 0.4405 Acres = 37.58% Total = 51,054 sq ft = 1.172 Acres = 100% RUNOFF COEFFICIENTS (TABLE 3-3) SURFACE C10 Roofs 0.95 Parking/drives 0.95 Landscape 0.10 sandy soils C10 = (0.95) (0.0788) + (0.95) (.5454)+ (0.10) (3758) _ .6306 CI00= CIO x1.25 = 0.6306 x 1.25 = 0.7883 1.00 = 100% 62.42% Impervious ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 R-M-P Medium Density Planned Residential District — designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-M Low Density Multiple Family District — areas containing low density multiple family units or any other istrict with square feet for one -family orutwo-familse in they dwDellings andaminimum 9,000 square ot area of 0 are feet form� t ple-fami y ' dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks ' x containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. ' B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1/2 of the total floor area of the building. B-L Limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. ' I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet I-P Industrial Park District —designates light industrial park areas containing controlled ' industrial uses with minimum lot areas equal to two times the,total floor area of the building not to be less than 20,000 square feet. ' I-G General Industrial District —designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development. ' For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins, Chapters 99 and 118. ' Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS character of Surface Runoff Coefficient ' Streets. Parking Lots, Drives: Asphalt .......Y........................................................................................ 0.95 95 Concrete............................................................................................. 0. ' Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns. Sandy Soil: Flat<2%............................................................................................. Average2 to 7%.................................................................................. Steep>7%.......................................................................................... Lawns, Heavy Soil: Flat<2%............................................................................................. Average2 to 7%.................................................................................. Steep>7%.......................................................................................... IMAY 1984 3-4 0.10 0.15 0.20 0.20 0.25 0.35 DESIGN CRITERIA ro Volume will be released at a rate of 0.4931 cfs/ac for the 100-year event, according to Oakridge Master Plan. BASIN "A" Ql 0.4931 x 0.3943 = 0.1944 cfs BASIN "B" Q,,,= 0.4931 x 0.2126 = 0.1048 cfs BASIN "C" Q„o 0.4931 x 0.1811 = 0.0893 cfs BASIN "D" Q,,,= 0.4931 x 0.1594 = 0.0786 cfs BASIN "E" Q,,,= 0.4931 x 0.0387 = 0.0191 cfs BASIN T" Q,,,= 0.4931 x 0.0830 = 0.0409 cfs DESIGN AREA: Basin "A" = 0.3943 AC Basin "B" = 0.2126 AC Basin "C" = 0.1811 AC Basin "D" = 0.1594 AC Basin "E" = 0.0387 AC Basin "F" = 0.0830 AC DEVELOPED FLOWS: Runoff Coefficient: C100 = 0.6306 C10 = 0.6306 BASIN "A" Developed Area 0.3943 Runoff Coefficient: CIO = 0.6306 L = 160 Ft S = 1.50% V = 1.1 Ft/Ft tc = 5 min. Rainfall Intensity i100 = 9.95 in/hr. i10 = 4.87 in/hr. Q100 = 0. 63 06 x 9.95 x 0.3943 = 2.474 cfs Q 10 = 0. 63 06 x 4.87 x 0.3943 = 1.2.10 cfs BASIN "B" Developed Area = 0.2126 AC L = 80ft. S = 1.75% V = 1.86 Rainfall Intensity: i100 = 9.95 in/hr. i10 = 4.87 in/hr. t = 80/1.86 x 60 = 0.717 min. Use 5 Min. Minimum Q100 = 0.6306 x 9.95 x-0.2126 = 1.33 cfs Q 10= 0.6306 x 4.87 x 0.2126 = 0.653 cfs ADG Engineering, Storm Drainage Report, Job No. 6463, Feb. 20, 2001. e I 13 BASIN "C" ' Developed Area = 0.1811 AC ' Runoff Coefficient: CIO =0.6306, L=135ft, S=.81%, V=0.86ft/ft t 1 C 1 1 Rainfall Intensity = 9. 95'in/hr, tc = 135/0.86 x 60 = 2.62 min. Use 5 Min, Minimum Q10= 0.6306 x 4.87 x 0.1811 = 0.5562 cfs Q100 = 0.6306 x 9.95 x 0.1811 = 1.1363 cfs BASIN "D" Developed Area = 0.1594 AC C= 0.6306) L= 70 ft, V = 1.23 ft/ft, S = 3.46%, tc = 70/1.23 x 60 = 0.95 min Use 5 min. Q10 = .6306 x 4.87 x 0.1594 = 0.4895 cfs Q100 = 0.6306 x 1.95 x 0.1590 = 0.9976 cfs BASIN "E" Pond WQ Basin Area = 1684 ft.sq. = 0.0387 AC C10=0.10, C100=0.125 Tc = 5 min. Q10 = .10(4.87)(0.0387) = 0.02 cfs Q100 = 0.125 (9.95)(0.0387) = 0.05cfs BASIN "F" ENTRANCE BASIN Area = 0.083 AC C10 = 0.0624 x 0.95 Paved, Lands = 0.0206 is 0.0206 = 0.739 ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 1 14 11 C 100 = 0.924 Q10 =.739 x 4.87 x 0.083 = 0.299 cfs Q 100 = 0..924 x 9.95 x 0.083 = 0.763 cfs DETENTION POND RELEASE: FOR SOIL GROUP "C" Volume will be released at a rate of 0.50 cfs/acre for the 100 year event, according to Oakridge Master Plan. BASIN "A" Q100 = 0.5 x 0.3943 = 0.1972 cfs One Pond, Several portions AREA = 0.9861, Total release rate from the entire site. Total Release Rate from entire site Totals = 0.5 x 0.9861 = 0.4931 cfs ADG Engineering, Storm Drainage Report, December 19, 2000 Job No. 6463 ' "A" Basi Are 0.3943 100-Year "C" Volume 0.6306 "C" 1.25 0.78825 Area 0.9861 Release Rate 0.49605 DETENTION REQUIREMENTS FOR FAA" METHOD (Per City of Fort Collins) Basins (A - E) Excluding "F" TIME TIME INTENSITY 100 YEAR RUNOFF RELEASE REQUIRED ' MINUTES CUM. SEC. 100 YEAR "C" VOLUME CUM. TOTAL DETENTION IN/HR FT.V3 FT. V3 FT. V3 1 I r_ 0 5 300 9.95 0.7886 2268.60 236.58 2032.02 10 600 7.72 0.7886 3640.00 473.16 3166.84 15 900 6.52 0.7886 4459.68 709.74 3740.86 20 1200 5.60 0.7886 5299.39 943.20 4356.19 25 1500 4.98 0.7886 5890.84 1182.90 4707.94 30 1800 4.52 0.7886 6394.87 1419.48 4975.27 35 2100 4.08 0.7886 6756.72 1656.06 5100.66 40 2400 3.74 0.7886 7078.47 1892.60 5185.83 45 2700 3.46 0.7886 7367.10 2129.22 5237.88 50 3000 3.23 0.7886 7641.53 2365.80 5275.73 55 3300 3.03 0.7886 7885.21 2602.38 5282.83 dd- 60 3600 2.86 0.7886 8119.43 2838.96 5280.47 'WQCV = 0.024 AC - FT = 1045.44 Ft. cu. Detention Pond ' = 0.1gSAC - FT = 6y328.?-j Cu. Ft 1 1 TOTALVOLUME ELEV. AREA 74.50 0 75.00 320 76.00 792 76.41 77.00 1180 78.00 7416 78.40 15612 INC. VOL. CUM. VOL. 0.0 0.00 53.3 53.30 538.5 591.80 76.41 979.6 1571.40 2390.4 3961.80 7800.00 4469.0 8430.80 100 Year Volume needed 7963 ORIFICE SIZING Total Allowable Pelease Q = 0.4931 Solving for A: WQCV @ 76.41 100 - Yr WSEL @ 78.34 A -Q- 0.4931 C 2gh .62 6 . - .5 A = 0.0.482 Ft. Sq. =71r z r - as 40.0482 0.1239 ft. d = .2478 ft. 2.97=-3 Y'll 3.14 I POND STAGE / STORAGE CALCULATIONS POND WQ ELEVATION SURFACE INCREMENTAL CUMULATIVE AREA (Ft) VOLUME (Ft ) VOLUME (Ft ) 74.5 0 0 0 75.0 320 53.3 53.3 76.0 492 538.5 591.8 77.0 1180 979.6 1571.4 78.0 1480 1327.2 2898.6 78.4 1580 611.9 3510.5 POND A ELEVATION SURFACE INCREMENTAL CUMULATIVE AREA (Ft) VOLUME (Ft) VOLUME (Ft ) 77.4 0 0 0 78.0 4696 939.2 939.2 78.4 8676 2634.0 3573.2 POND B ELEVATION SURFACE INCREMENTAL CUMULATIVE AREA (Ft) VOLUME (Ft ) VOLUME (Ft ) 77.7 0 0 0 78.0 1240 124.0 124.0 78.4 5356 1223.1 1347.1 78.7 5868 2287.9 3030.1 I VICINITY MAP H SCALE - 1 1000 I I No Text EXTRA STRENGTH FILTER FABRIC NEEDED WITHOUT WIPE MESH SUPPORT STEEL OR WOOD POST STEEL OR WQOD POST 36' HIGH MAX VLOW FLOW �- W 10 rT MAX SPACING WITH WIRE SUPPORT FENCE 6 FT MAX SPACING WITHOUT ...._._._.._._.,WIRE SUPPORT FENCE POND!NG HT. FILTER FABRIC /ATTACH SECURELY TO UPSTREAM SIUE OF POST. PLI14OFF 99 M1AA___ (RECOMMFtiDEED) a STORACF HT. MIN, . 4".6" TRENCH WITH COMPACTED BACKF4.L -- STANDARD DETAIL TRENCH WI?H NATIVE BAS,KFILL NOTE I. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REX40VED SEDIMENT SHALL NE DEPOSITED 10 Arl AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF -SITE, AND CAIJ BE PERMANENTLY STABILIZED. 3. SILT FENCE SHALL BE PLACCD ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. v ^a• PONDING HT. RUNOFF r4. , B_ " GRAVEL ALTERNATE DETAIL TRENCH WITH GRAVEL SILT FENCE (ALT. TO STRAW BALE DIKE) GENERAL NOTE: CONTRACTOR WILL NOTIFY CITY OF PHASE WORK AND WORK WITH CITY AGENT TO MAINTAIN PROPER EROSION CONTROL. i _ F'tty14L SUBMITTAL RAINFALL EROSION CONTROL 1. CONSTRUCTION SPECIFICATIONS 2. INSPECTION AND MAINTENANCE 3. SILT FENCE 4. AREA INLET FILTER STRAWBALES (CITY OF FORT COLLINS) 5. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT 6. MAINTENANCE- DETAILS 7. STRAWBALE DIKE, GENERAL INSTALLATION (CITY OF FORT COLLINS) 8. SILT FENCE- CITY OF FORT COWNS 9. STRAW BALE DIKE CHANNEL APPLICATION (CITY OF FORT COLLINS) 10. DRAINAGE MAP D-1 (24'X 36') Construction Specifications The height of a silt fence shall not exceed 36 inches. ' Storage height shall never exceed 16'. The fence line shall follow the contour as closely as ' possible. If possible, the filter fabric shall be cut from a continuous roll to avoid the use of joints. When joints are necessary, filter cloth shall be spliced only at a support post, with . a minimum 6—inch overlap and both ends securely ' fastened to the post. Posts shall be spaced a maximum of 10 feet a art and driven securely into the ground (minimum of 12 inches. Whgn extra ' strength fabric is used without the wire support fence, post spacing shall not exceed 6 feet. Turn the ends of the fence uphill. A trench shall be excavated approximately 4 inches wide and 6 inches deep along the line of posts and upslope from the ' barrier. . ' When standard —strength filter fabric is used, a wire mesh support fence shall be fastened securely to the upslope side of the posts using heavy duty wire staples at least 1 inch long, tie wires or hog rings. The wire shall extend into the ' trench a minimum of 2 inches .and shall not extend more than 36 inches above the original ground surface. The standard —strength filter fabric shall be stapled or ' wired to the fence, and 6 inches of the fabric shall extend into the trench. The fabric shall not extend more than 36 inches above the original ground surface. Filter fabric ' shall not be stapled to existing trees. When extra —strength filter fabric and closer post spacing are used, the wire mesh support fence may be eliminated. In ' such a case, the filter fabric is stapled or wired directly to the posts. ' The trench shall be backfilled and the soil compacted over the .toe of the filter fabric. Silt fences placed at the toe of a slope shall be set at ' least 6 feet from the toe in order to increase pending volume. ' Silt fences shall be removed when they have served their useful purpose, but not before the upslope area has been permanently `stabilized, and any sediment stored behind the silt fence has been removed. Inspection and Maintenance ' Silt fences and filter barriers shall be inspected weekly and after each significant storm (1" in 24 hr.). Any required repairs shall be made immediately. ' Sediment shall be removed when it reaches 1 /3 height of the fence or 9 inches mnYimiim 1 1 1 1 1 1 C8x18.75 American Standard Structural Steel Channel. — Trash Rack Attached By Welding W CV Level 3or4 1i— H Varies 2'-0' U.S. Filter* Stainless to Steel Well —Screen 6'-0" (or equal) Per Tables 60-1, 60-2 I 2'-4" Minimum a' 4'-0" 8' Bolt Down or �Lock Down I '—Rack Swivel Hinge "+ Tres Rack On 6" 4" Centers Optional Flow Control Steel Perforated Orifice Plate _' -Flow Control Plate Micro Pool W.S. 1 Outlet Pipe 18" IMin. C8x18.75 American 3" Minimum Standard Structural 1 Steel Channel Formed I Into Concrete Bottom - And Sides Of WC„.. Trash Rack Attached 1 - By Intermittant Welds. - 4" - - Section A —A From Figure 6, Circular Openings Only Well —Screen From Attached To Chann By Intermittant Weld Steel Perforated Flow Control Plate Ww,. J FI )W L Trosh Rack Attached 6" By Intermittant Min. , Welding All Around Section B—B — Plan View From Figure 6, Circular Openings Only Limits for this Standardized Design: 1. All outlet plate openings are circular. 2. Maximum diameter of opening = 2 inches. *U.S. Filter, St. Paul, Minnesota, USA Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Foe: Detaoe.drg Stainless Steel Support Bars No. 93 Stainless Steel (U.S. Filter* or Equal) Wires 0. 9" 0 Section C—C From Figure 6, Circular Openings Only R Value = (net open area)/(gross rack area) = 0.60 Figure 6—a Suggested Standardardized Trash Rack and Outlet Design For WQCV Outlets With Circular Openings I 1 Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W,,,,,,.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Tenns. Maximum Dia. Width of Trash Rack Opening (W) per Column of Holes as a Function of Water Depth H of Circular Opening (inches) H=2.0' H=3.0' H=4.0' H=5.0' H=6.0' Maximum Number of Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 12 in. 15 in. 2 _< 1.50 12 in. 15 in. 18 in. IS in. 18 in. 2 _< 1.75 IS in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 ' Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. US FilterT`t Stainless Steel Well -Screen] (or equal) Trash Rack Design Specifications. 1 Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, S acing Total Screen Thickness Carbon Steel Frame Type 9" 0.139 #156 VEE '/," 0.31' '/8'k1.0"flat bar is" 0.139 TE .074"x.50" 1" 0.655 '/," x 1.0 angle 24" 0.139 TE .074"x.75" 1" 1.03" 1.0"x 1'/i'angle 27" 0.139 TE.074'x.75" 1" 1.03" 1.0"x 1'/2"angle 30" 0.139 TE.074"xI.0" 1" 1.155" 1'/,`kl'h"angle 36" 0.139 TE .074'x1.0" 1" 1.155" I 'L`k 1%"angle 42" 0.139 TE .105"xl.0" 1" 1.155" 1 '/,`k 1'/"angle US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 61-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = IS inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18", or less, wide opening trash rack using US Filter (or equal) stainless steel well -screen with #93 VEE wire, 0. 139" openings between wires, TE .074" x .50"support rods on 1.0" on -center spacing, total rack thickness of 0.655" and'h" x 1.0" welded carbon steel frame. Table 6a , 1V t1►th f I! U/11 IL f ll� e '! .�'>aJ �11DVIJlQJL /Iln 1g411i 0 a 0 0 0 0 a p ❑ a 0 ❑ D a o o a ❑ 0 a Straw Bales Staked ;' ', With 2 Stakes Per Bale A PLAN VIEW 1 ' Stal4e Twine, ' Runoff ' a -compacted Soil bIW Q a�sp{�Gy Wes/ Filed WaEAaf- SEGTION.A—A Gen. ral Notes,: I. Wedge loose straw between the staked bales. AREA- INLET FILTER 2. Inspect and. repair filters after -each storm event. Remove sediment when STRAW BALES ' one half'of the filterdepth,has been . filed: Removed sediment shall bedeposited CITY CIF FORT COLLINS, COLORADO in an area tributary'to a J sedimentfiltering or othermeasure. STORMWATER UTILITY 3. Sediment shall be removed immediately APPROVED BY; from traveled way of roads. DATE: 3—S'•7 REVISIONS: �-2 1 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT ' Construction Specifications The aggregate size for construction of the pod shall be 2—to 3— inch stone. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it. The thickness of the pad shall not be less than 6 inches. Use t geotextile fabrics, if necessary, to improve stability of the foundation in locations subject to seepage or high water table. ' The width of the pad shall not be less than the full width of all points of ingress or egress and in any case shall not be less ' than 12 feet wide. The length of the pad shall be as required, but not less than 50 feet. ' Locate construction entrances and .exits to limit sediment leaving the site and to provide for maximum utility by all construction vehicles. Avoid entrances which have steep grades and entrances at ' curves in public roads. The entrance shall be maintained in a condition that will prevent ' tracking or flowing of sediment onto public rights of way. This may require periodic top dressing with additional stone as conditions demand, and repair and/or cleanout of any measures used to trap sediment. ' All sediment spilled, dropped, washed or tracked onto public rights —of —way shall be removed immediately. Provide drainage to carry water to a sediment trap or other suitable outlet. When necessary, wheels shall be cleaned to remove sediment prior is required, ' to entrance onto public rights —of —way. When washing that it shall be done on an area stabilized with crushed stone drains into an approved sediment trap or sediment basin. ' All sediment shalt be prevented from entering any storm drain, ditch or watercourse through use of sand bags, gravel, strow ' bales, or other approved methods. ' Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. ' Replace gravel material when surface voids are visible. After each rainfall, inspect any structure used to trap sediment ' and clean it out as necessary. Immediately remove all objectionable materials spilled, washed, deposited on or tracked onto public roadways. Remove all sediment paved roadways witF: n 24 hours. DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% 2 % 0" GREATER RDA WA ('j(�'fl) ll� +1 II Y _�. r�!;'Y.=x•'.�� 1�F ri�i.�li 4l� '.' `, r it :F� FILTER FABRIC SECTION A - A \ NOTE: / USE ��++NNDBAGS, STRAW BALES SPILLWAY SEDIMENT BARRIER �� OR HER APPROVED METHODS (STRAW BALE TYPE SHOWN) \ TO HANNELIZE RUNOFF TO BASIN AS /REOUIRED. SUPPLY WATER TO WASH / WHEELS IF NECESSARY. f `I I > FLOW FLOW Q a 1 ,� .,)•�if'SyL w ."lf met fi„Ar<,;1 ;�'yyg a ..v.. �l �t y i �: o,Y l`j•.�t j:t '� t �R<H r1)•t.� 1't � srt!T�;;1��.j. fA.._,`+� viz,{�` »�, �,, <•.i� ��f,. R A C;tAA 2 -3' COURSE AGGREGATE' (aj i �, I MIN 6 THICK 2' - •t Y� N ` 1 r' y-� J. ,. L i •.� r �, �. < k. f/, , .. t �lA 4 e� �r.s.1� 1 �,. I�•«7 _{0 .a DIVERSIO:J RIDGE W 50' MIN. F40H] NOTES: ` 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS — OF —WAY. THIS MAY REQUIRE TOP DRESSING. REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY. WHEELS SHALL BE CLEANED TEMPORARY PRIOR TO ENTRANCE ONTO PUBLIC RIGHT—OF—WAY. GRAVEL 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED SfUNE CONSTRUCTION THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. ENTRANCE EXIT I I [1 1. Excavate Trench, 4"Minimum Depth f- 2. Place end Stake Straw . Bales Wedge loose ®. ®• tra w R aLween ® . • Bales 3. Backfill and Compaq Excavated Soil Stakes % Straw Bale Twine F !� li mpacted Backfill Filtered Runoff Runoff �1i i ) MIN" . ' ► AIR 1111111_ ' CROSS -SEC Fneral Notes: 1. When used as a continuous perimeter filter barrier the maximum tributary ' area is limited to 0.25 acres per 100 feet of barrier. ' 2. Inspect, repair, and replace (if necessary) the filters after each storm event. ' 3. All bales must be replaced after 12 months unless approval is granted by the Engineering Division for longer use. IN•-11i-I -111A1�lIIF�= Tlo)J VIEW STRAW BALE DIKE GENERAL INSTALLATION CITY OF FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D-26 6.6 ' Steel ot-Wood Post—, 1 `'l 1 , J1jY I �l, u 1 kill ' Steel or ' wood Post Filter Fabric Backfilled Trench Filter Fabric Attach Securely to Post Compacted Backfill Runoff f.►00%~ LV: T 111 Ion MIN. Uliilil—1 �IIII-= SECTION VIEW Lneral Notes: 1. The maximum tributary area is limited to 0.25 acres.per 100 feet of fence. 2. Inspect and repair fence after each storm event. Remove sediment when ' one half the height of the fence has been filled. Removed sediment shall ' be deposited in an area tributary to a sediment basin or other filtering measure. P—gll1Dul Approximately Ipnu 4"x4" Trench SILT FENCE CITY OF FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D_28 6.7 1 Straw Bales Staked Wiih 2 SUKeS Par 1 Bale Point A Musa: Be Higher Then Point B � � lull a la ull=lrIII='IIIIII 1 SECTION A —A Flow I 1 I ❑ a n ❑ a'" o' Q II 1 PLAN VIEW i Compacted 13afir M = —Ills--no —>>ullu luq�'nlll 1 I u—'u Iµ —PROFILE VIEW 1 jeneral Notes: 1. Inspect, repair, and replace, (if necessary) the filters after each storm event. 1 2. All bales must be replaced after 12 months unless. approval is granted by 1 the Engineering Division for longer use Twine In Flow STRAW BALE DIKE CHANNEL APPLICATION CITY OF FORT COLLINS, COLORADO STORMWATER UTILITY APPROVED BY: DATE: REVISIONS: D_27 6.5 4FA ADG ENGINEERING, INC. CONSULTING ENGINEERS /�6� JOB NO. 6 DATE 0'Z.-20- O,.& LAND SURVEYORS PROJECT 1=N19Q FbfLT GoLc_iNS770 W. HAMPDEN AVE., SUITE 250 SUBJECTCRO5ln Con 2LENGLEWOOD, COLORADO 80110 PHONE: (303) 761-5142 BY A,-/4 ►< SHEET NO. j o F 5X: (303) 761-5143 A IN P)+LL, Tc-42,F=0R.vvl rS tl 5 TAiVDj P-D S ' Li SING- INPoF-migT(OH 5 F{Zow1 THE Drzigrryy (A.N0 vRL.vES FRowtTk+-c- pcz-R�=e:�C2n✓Ir9(VC c- 5Tr9NORZD 1) cIT`{ Oiz FO(zr COLC,tN,5 7 IH-ce- ��2l�o�wr�4r1C6 L-S rc- D I rk i if G Po u L.O Gw I N G» nvKlvV 6- QL Q�� crTY 07 T=v GO l.(.- IrvS 5i Acv0viZ-DS L)13'8 r4S I N S a to Lb =. SUM CL i, X Qs6) s111. Asb Sur) CSs6xgsb)/svmE sb ' Ly `(t). 3q X 60 + 4bX O.21 I- o. I X l30 -t. '7DxO, t6 -i 5 �c o.04 �OXocae o6 ' -7s.so CJ,� --, C0.3y jcl•67 {.2•SoKO.21 �-o.00g�co.l8+ I.43�Co. (`+¢.SoXo•o4 �3.75)C�•og`�, SEE s T4 ry O /I- I�D ' C c-v Fotzvvlar CC- s r ti Nq 40 %(F2orl T4vLc 9.1) ' TI+6?,C-7=D2-&j riH (sRostot4 C.oµTZoL'PCkS14 Wtc.C. BC- �Dcr-V&(.O'QEp 'CO C0r{Tr9I14 %9.4051v OF (Hce SGplv►7(N7- 1,1d0aSrN 1.6NC-T44 W►D r4 FAN0 OIL s*'Izraw 1?19L j S ( LT F FNC4- r� c . RR I t4 F A -Lc. L ZO S ( ems t4 CpNTEOL EFt-6C-i IVEf��S ' FoR Gr4C-.N 501313)g15fel 6CTIvc-tvc-SS is CA(.6uc,14-Tc-9 �Y TK{E P70b -C.C7wING &C?u"" iron, L/ Gv�Gj t7� Lvov FgL'l O�� -F�4L(0v (_ct(C.6: �WGInTZ� ' ADG ENGINEERING, INC. CONSULTING ENGINEERS /^ G JOB NO. DATE 2 8, LAND SURVEYORS PROJECT (f4QC--C-1_"NS 770 W. HAMPDEN AVE., SUITE 250 OFAX: C SUBJECT ROS/Ol✓ CO/{'TL�OC, S/� LR!✓ �,I9[L✓Ll3TiONs ENGLEWOOD, COLORADO 80110 PHONE: (303) 761-5142 BY ��} SHEET NO. 2 Cl P (303)761-5143 C-oNT?,oL M& +too G-- FA[ioZ t�->=14tYo2 G0mm6-iv7'S ' VRLuC- VgLuE ' SAeE So I u d.' 00 !'00 swoill 6,vpfrl"5 Ro9D5/w/3cKs�f�1RK/Nrt O.OL 1,00 56511v 81 P-Ou61+61VF0 GQouNI) 4-' 0 0 0 'qv 6T9,14w 13HRv'l>✓25 ' 0 0 0.60 ebmJINS 'l, fi, Gi Dl ' SI)pIrv1En,T- $19S114 1.0-0 0.50 PIMIC--S To 9[.c SvJrBgslNs ' 91SINF14LL C-Q05(04 CoNTLZOL GFFFGT(VFKf-$ 'OR SvB6�4SiN7 (-j-=K'rlYc�NC-SS G.A�-GuLwTt0(As 41?-kc- 13gs" 6NTI-F6- PwV(-LO(AJ%-NG GWUKFIoi`1. F FR = C.I- C ' 146T-'P- FPicr0Q, CA Xv►4c.Uc-') KC-T C - 1=pr-ToR = C X va1-uE)/A ToraL Su198prs(N A rIET =tom- FAciDT?- CO' 3943 X ' 90) Q' 3 jS j ' N E--C = G-- R W c cF, = (0.3943 )< L-00 �ob a.-3IS A)V.3%Zo> 100 ' Su88Fls�(J B. NE?-C�F9�io2 (-'I.�996i 6or-13r SvBCi�51N �fE7 P,Ft9cro(Z _ , i�oo ' (\I 'I ^ G - Fq [ To cz, O. l -70 0 1✓0 � C,S�r313H51N oc— -�- F�-LTo� = 0.136-1 NE'r- C. - 'FgcTOIZ p 150Q 12751�OiZ T� ADG ENGINEERING, INC. CONSULTING ENGINEERS & LAND SURVEYORS 770 W. HAMPDEN AVE., SUITE 250 0FA ENGLEWOOD, COLORADO 80110 PHONE: (303) 761-5142 X: (303) 761-5143 JOB NO. 6 4 3 DATE 2- z l O PROJECT T 1' 0? ro A T GO L.C, l WV S SUBJECT EROSION COZY! 0Cr_ ItVIV GA[,cuck i ror(s BY 1C.. SHEET NO. 3 ^ F ' E'F"F5513 _ G. tc7) x IOD q G, "1 % cXp)xtoo Q X7 X 0.1367)X/00 L: Fr' C1- GK�) boo g8.o8% Tom& NFT E PP v'Al_uE li7oTf,_ T NE ECV71TLa,. o6 19 Crz(- 73+ssin/ IS, G�L-Cuc AT&D A-S. C FFNEI s L� ( EFFSbi.�Sb,D x As5q-� ASIDM.v6 ' = �g$.3�X•3943 4- x.z1264 91.68g8•og)e, 4��.o 6 gg.72. -7g.4 INc.0 EFFhe•r tg GRcl9 TL--e T+414s �S(8S.iz�%78'4�� l -rK-E PKO FOSC<D CRoS(oN (::-,ON ►2.0C. M&TC40DS WLLL. w1K-� lffC— ' C I T Y 0 F F 0 4>-T C-© c-, c- I N S 1�2, s qri i 'PRE. "v1 & Iv L S. 9 0 -� 5- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: T^ ►+O F O R T Cc L- L. 11l S STANDARD FORM A COMPLETED BY: krv9• K- DATE: Z-Z2—oi DEVELOPEDIERODIBILITYI Asb --------------------------------------- I Lsb I Ssb I Lb I Sb I PS SUBBASIN I ZONE I (ac) I (ft) I (A) .1(feet) I (o) 1 (a) -- R ----I----------- I------- I MoDFRhW 0.31 I------- 1 Go I-------I------- 1 1.6-7 1 I-------t------ 1 1 -B I �� 1 0.21 1 40 1 Z.So I I I C 0.00g I -7o 1'.,4 3 1 1 1 13,7S I 11, o6 I I 9 I-lS.90 ---------------------------------------------------------------------I DI/SF-A:1939 1 1 1 1 1 1 1 -------------------EFFECTIVENESS-CALCULATIONS------------------------- PROJECT: 1=vAo p F O P- T c-o L. L IN S STANDARD FORM B COMPLETED BY: t DATE: Z-7,2—o/ Erosion Control C-Factor P-Factor Method Value Value Comment I ------- --------------------------- -- ---------------------- dn StoIL no 1' O D Srvtvor►1 6avoirIONS Rout-► GNCLD G nip 1•00 0. yo �IRIAw F319RFZ I GRS i•0v O• $O 13NK�N5 , Sg1)Irv1ENT BAstN 1 • op D • Sfl PPP�Ivs o r- L-L i -------------------- ----- - I -5 ----------------------------- ------------------I MAJORI PS I SUB I AREA I I BASINI (;) IBASINI (Ac) ICALCULATIONS -----I------I-----I------i--------------------------------------------I A I0'3`� .I �o►i�slwYkrs�P�}YKivJQ. •� g5to= g01M _p,00go WTI) Co.go X0'90l p 72 I I / � Io.og 11� $ I I I I q3 73 79- 419 ---------------------------------------------------------------------, I/SF-B:1989 I G 17 ©F ..... o.R T.... G_z2.C.C.W S._. 1 1 'R c- : TRo ;,. � cr . ...I. . 8. ,_.� + _ Ofikizr ti _ u s � n►..c s.s 1 . 1 1 1 1 �crz out .�Hor(.F dlscgc l.oN o.H . "M-.vc�v, ZS,. ZCO �.� ... T if-6....... A..1ZEt4 . O t= .7"If_44- . Pee VALOPDX&T . 5 '� -�7.1� CUES, t1 f . ..e'f F .Cosj F1 R i ff F C Q$f Dttr� ..._. H E _ f2QJEGT w..cc� C3_ . w L �, g c-.. �C� A _ tt E i M E- O.F Tk4.C- .ISSc, c-►CI� o_ . THtC. ..L�IuDrr?&TC-P-%t,7. v9- -cc, B.c- ant AI�F_E... A�ccovcvT. 6110 -L./( -0 low p� Z'd e6S=60 i0 Oi 2nH 1 DG ENGINEERING, INC_ �`, CONSULTING ENGINEERS 1 & LAND SURVEYORS #FP: ACEC �'� ` \� �.—' 770 WEST HAMPDEN AVENUE. SUITE 250 •—r 1 ENGLEWOOD. COLORADO 80110 HONE (30J) 751-5142 �� (303) 761-5143 i 3) 1------------------ FAX 1 FACSIMILE TRANSMITTAL SHEET 1 TO:_Ml( ��-�-6 r✓ S GILI.l1 G TC 2 1 FAX NO. 1— 9_7 O — 1 FROM: K 14 1 RE: G7zo DATE: 'L S '2-V O NUMBER OF PAGES (Including cover sheet):— 1 MESSAGE: C-1�11 L 1 1 1 1 If pages transmitted are incomplete please call 303-761-5142 immediately j •d ess=60 10 OT 2nH -.x 7":' '"'P'sl �1F.^"'s `T'+ ?$-3hL"°1 .-c++: a q. �' ,: r.'c +, fA s".',:r v $ '<`*�::{ Nit`• v WEST B.-D- EAST (II 1 7/4'-7/2" PER a.. I_1 E CONCRETE WALK (4" THICK) CONCRETE WALKS #4 O 1 6 m \ NO POND. M1 /4 T6ON CE. 2 BARS THIN. -�- HARMONY, ROAD _ 4979 e ? ,Eea OF vANINc a, .. .. 9 4977 �A b90� f \H �'•o x j4 V WATFJi _ DUALITY, POND 4919 SS�LCCT�f06NN A -A. ,--•�..•r..rl ;,� Lam+ Ae�+ rcm -t4 O IY SIDEWALK (HEEL) 9V+ 'Q. raa /4 O le COW. 1 BAR MIN. A O m a M sm, I ay , r BAR DNA RETAINING WALL DETAIL 10' 4 1R all AN J TIP I.` Q SPILL VERTICAL CURB & GUTTER MATCH EXISTING 4X _ I lJFp I b� Il- b rl © CATCH 1 VERTICAL CURB & GUTTER GENERAL NOTES 1, ALL PANNO M PAW NG 40 CARTEL $ SHALL BE CONCRETE. 2 REFER TO WAMAGE REPORT PON BASIN LEA, M10 POND m Jr REFER TO SHEET A -I FOR OIYFNSLN4 STE PLAN, 4. REFER TO RQT C-J FOR UTILITY EMOEPT. 4977 5 CONCRETE SOE`MAM TO BE CONNECTED TO WALL( AT _ INTERSECTION MTH WMEATDN. L1 E' i E Is All AIIII11111 i I GENERAL NOTES: L ALL SITE GRADING (EXCAVAIIGN, EMBANKMENT, AND COMPACTON) SHALL CONFORM TO THE Oie RECOMMENDATIONS OF THE LATEST SOLS INNESTIGATION FOR THIS PROPERTY AND SHALL TUNER BE IN CONFORMANCE WITH NE CITY OF FORT COLLINS "STANDARDS AND SPECEI- CADONS FOR THE DESIGN AND CONMUCTION OF PUBLIC IMPROVEMENTS: (LATEST EDI➢ON), 2. NATURAL VEGETATION SHALE BE RETAINED AND PROTECTED WHEREVER POSSIBLE. EXPOSURE OF SM. TO EROSION BY REMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO ME -- -Z AREA REWIRED FOR IMMEDIATE CONSTRUCTION OPERATION AND FOR THE SHORTEST PRACTICAL PIERCE, OF THE. 3, TOPSOL SHALL BE STOCKPILED TO THE EXTENT PRACTICABLE ON THE SITE FOR USE ON AREAS TO BE REIEGETATED, ANY AND ALL STOCKPILES SMALL BE LOCATED AND PROTECTED FROM EROSIVE ELEMENTS. 4. TEMPORARY NE(ITATION SHALL RE WSTA11E0 ON ALL DISTURBED AREAS MERE PERMANENT SURFACE IMPROVEMENTS ARE NOT SCHEDULED FOR INSTALLATION WNW 3 MONTHS. 7y VEGETATION 91ALL BE A VIGOROUS. DROUGHT TOLERANT, NATIVE SPECIES MIX. RETER TO MLTION 226.00 OF "STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCIICN OF nee+ PUBLIC IYMOVEMEHTS; LATEST EDITION, FOR SEEDING MIX PROJECT SCHEDULING SHOULD TAKE ADVANTAGE OF SPRING OR rl PUNTING MASONS FOR NATURAL EERMINATIQN, BUT SEEDED AREAS SMALL IRRI.A D. IF CONDITIONS W MERRIT 5. AT ALL TONES THE PROPERTY SHALL DE MAINTAINED AND/OR WATERED TO PREVENT WNO CAUSED EROSION. EARNMORK OPERATIONS SMALL OF DISCONTINUED SEMEN VOTIVE OUST SIGRFlCANRY IMPACTS ADJACENT PROPERTY. IF EARTHWORK IS COMPLETE OR DISCONTINUED H AND EAST FROM THE SITE CONTINUES TO CREATE PROBLEMS, NE OWER/DEx LOPER SHALL IMMEDIATELY INSTITUTE MITIGATIVE MEASURES AND SHALL CORRECT DAMAGE TO ADJACENT PROPERTY. 6. TEMPORARY CUT/HHLL SLOPES SHALL NOT EXCEED A STEEPNESS OF 2:1 (H: V). PERMANENT SLOPES SHALL NOT EXCEED 4:1 INN) IN AREAS TO BE SEEDED OR SODDED. 7. UTILITY CONSTRUCTION IS NOT APPROVED UNDER THIS PLAN. INe W. TUBE OMNER/DEA.LOPER SHALL FROMM ANY ADDITIONAL DUST ABATFMCNI AND EROSION CONTROL .. MFil DEEMED NFn"SSA'rr Illy.. GO GO 9. TEMPORARY FENCES SHAH BE INSTALLED KCMG ALL B NDMU 6 THE CONSTRUCT LIMITS AS SHOWN ON THE APPROVED EROSION CONTROL PLAN, TO PREVENT GRADNG ON PROPERTY Go NOT OWNED BY THE pEVFLOPER. IN ADDITION, THE CITY MAY REQUIRE ADDITIONAL TEMPORARY FENCES IF FIELD CONDITIONS SO MERIT THEM, Qj ID, Pill DOGS CURRENTLY ARE NOT PRESENT ON THE SM. IF THIS IS THE CASE, HOWEVER, IF ANY RELOCATE ON FTE SITE PRIOR TO CONSTRUCTION (INCLUDING OVERLOT GRADING) YHEN THEY MUST EITHER BE RELOCATED OR HUMANELY ERADICATED. IN ACCORDANCE WN THE CITY OF FORT COLLINS MUNICIPAL CODE, CHAPTER 4. BENCHMARK: FOUND ALLOY CAP: 7-94 NORTHEAST CORNER EAST HARMONY RD. AND SOUTH LEMAY Al ON THE NOMNMEST COWER OF A CONCRETE AREA INLET. ELEVATION = 4955,07 FOUND ALLOY CAP: 9-94 SOUTHWEST CORNER EAST HARMONY RD. AND MCMURRY AW ON THE NORTH SIDE OF CONCRETE RING OF A TELEPHONE MANHOLE. ELEVATION - 4975.38 SQgR LEGEND g + M DONS RUC ION LI F nNCGER7Y LANE + ._. — — RwDwC SETBACK ON -- - -- EASEMENT LINE NEW cuxe _- — EMSNNG NRB J+ 405 - �� D 8 £ z 2�_f CCU �SI W N£OO 4 Nm y 4975 NN',R �R o i • GE DRIVE IEn: Uti&Nq- on _ y -- �� GRADING PLAN O4M1 L1K P1RB © CRb TYPE CJW MO OI CONTOUR EASMI CONTam A MSTmG SPOT MEVAMMI Tc 7&90 MOPOSEO TOP CMR TALL 17g4D WP u ROW TN.E MADE 4 79.10 MMv SPOT WADI ROW ORECTIN Fo A ITS RooF MAIN � 4 5. SHED SURFACE t City of Fort Collins. Colorado UTILM PLAN APPROVAL J(dE0 wL _ Wall Y T,YmmHv REPAY RY P.MED a --- aum.Mm, ONnb RAW oaaEa X� W T•WM ByW,t — >Y 0.M 0 V3 F c mm n 00 �• 00 c Gi 9 M•m L m�00I N Y ase M 9D �A..r wh fWEW� ]Gill STORE NO 9569 LOCATIM. OAKRIDGE BUSINESS PARK FORT COLLINS, CO DATE 02-211-01 ISSUED FOR: PEREIR Ens fANSIRIICTION SCALE AS NOTED MAN BY: WW DOYLE " NO SOB SHEET TITLE GRADING PLAN SRI NO.: C-2 OF - - - ---- - - ---- RENSIOMS Ia a a I POND VOLUME 100 YR W.S. RELEASE RATE A 12,318 C.F.1 4978.40 - B 11,353 C.F.1 4978.70 - C I 1,152 C.F. 4978.90 - D 1,014 C.F. 4978.70 - WO 1,045 C.F. 4978.40 _-- TOTAL 16,882 C.F. - 0.49 CPS DETENTION POND DATA: { i C Bg m o r m T' t 7.20' e � rL m \ I LA INLET a P IM=7840 4 96 7@� �Po a _ \c I r 0 Q+R 1 0 0If K o 0 0.1 0.6 z w ° A O m y 6 w ^� 0 RA So qN u p s V w ME SETH n I as FYI At ED VD f 4978 BENCHMARK: FOUND ALLOY CAP: 7-94 NORTHEAST CORNER EAST HARLIONY RD. AND SOUTH LEMAY AAI ON THE NORTHWEST CORNER OF A CONCRETE AREA INSET. ELEVATION = 49M 07 FOUND ALLOY CAP: 9-94 SOUTNNEST CORNER EAST HARMONY RD. AND MCNVRRY AA.. ON THE NORM SIDE OF CONCRETE RING OF A TELEPHONE MANHOLE. ELEVATION = 4975.38 PO / ANSPOVT 4OL of 308'O6' I -� V=ISO yd 3/Ac 3 Mea. 0 ID e0 M \/ \ P• •I i - aOMlrarcaveteParmnn nL PvNd try F-.- xaw 1 - m PARKEsEimatzd Sedlrnerrt Loe� L-. ii =77 Y1POND A well �410 6 I F � � TaOjO . 0.21 0.6 U� C INLET T IJ �H D P6 D B,.R (Doves) ae,, SEE DETAIL 11R15 SHEET RELEASE STRUCTURE a 4 0O� R9 6 p��N 40'� N 89", 23=W 1s. r Say 4, SRJI WI MI RESS bPof Splllwd� IOye. 9�rrn RUI 12•(Min) L 7 AM FIDW I Us Pllad aW Wire Mesh 12YMi A6aeTopaIips Q PIPE OUTLET WITH GRAVEL FILTER t GENERAL N07S: TRH I. Sediment not] be lemo.ed when one hot( of the Eosin design depth has GTY OF FORT COWNS, COLORADO Eem pled. STORMWATER UTILITY 2, ReenOHd Moment shothe depo5 ed ama0H0 B. N an area VTuta,V l0 0 9edmenl DAR xsas D-22 1n'm, nEa .TAT v Att .` .E.R.,w ILANE see f f..'�.. N1.0946G5�ALL II . 1z V D W c PA GHM 51nrM. ,+ TAIL L�13A69' `.r 'A' bb ^ K a !BENCH ORAINLC�S BS'29'8$ W ORIFICE b' 4 SHT C-5 134.'0 PLATE DETA/L r ,b tiG � 7 I wen w:• LINE DmI,, HrO T owo ' LAIDIl FL >e 'ON 90'I n1a, r F I - - i U. sn� fA it'sE wi �1 r r (SmogNA s elrN is men. i _.AO �00 • t O ,.1 �I R NE D0� I LJ 1 ] 11 f` EIC I IY 1 Q 1 _ _-I'1 F- Rem wYM 1 - p I --- �- Fw - � we 1p•If4B/LM .IA�OIIstMWO.0 a I SS PLATE s (T`P1 I '� Section A A SW r=Mme E ::' . M a. a DDRAINAGE PLAN a w F. - a 11 T71 °H�m+NmP"w.w, scale = zo p, 7111� HOE - 21 - 1/2- a HOLES I Si WITH OC. EACH WAY (PonPROPOSED 1 � ~ 1ir ,^ C nln �,IIA\ e TAU I EMBf.ODMENT Men EMS' O CENTERED OVER PROPOSED mn eae 4 " 2.•a' I Y a OUTIFT PIPE At.'4%N M y=,y Fen. kam- ORIFICE wBw PLATE Section B-B - Plan View N S ..�.ryw e. ceaa yny, P•r Limits few this Slw<adlred Design: Section C-C I. NI ou Vet plate cpenM9• we coccow rm ry, M i.r q..inY wry w WATER QLI AL_I TY AREA 2. MoNnum INN of opnin9 - 2 H[Mv R Vduc - (net opm w Agcros ack - O BASIN AREA C 0100 `IN DID `fa A 0.3943 0. 306 3.1400 1.5400 B 0.2126 0.6306 1.6920 0.8290 _ C 0.1811 3015 1.4420 0.706 D 0.1594 _0. 0. 306 1.2690 0.6210 E 0.0387 0. 250 0.7630 0.0200 LF 0.0830 0. 240 0.0500 0.2990 A = BASIN DESIGNATION �'. A B = AREA IN ACRES C RUNOFF COEFFICIENTS n 0 G 57,0`3.48 C SQ. FT, 1 AREA 2. C IS 5 IN ACREAGE THE RUNOFF COEFFICIENT 1. 172 ACRES 3 0100 IS THE 100 YEAR STORM RUNOFF IN CUBIC FEET. 4., 010 IS THE 10 TEAR STORM RUNOFF IN CUBIC FEET. BASIN KEY MAP w.w RAW, •U.S. FiEw, St. Paul. MunnoNE USA _GEND NOTE: DUE TO THE RESTRICTED AREA, ME RMP'S PROCEDURE CANNOT BE APPUED. City of Fort Collins, Colorado 0 BUILDING CCANR.mmTDN PROoH . T„N:�;�R aw UTILITY PLAN APPROVAL APPR PROPERTY ENE I EXISTING -,I - IL I .: 1 i,. _r4pm WE - � to Cx7 O r-1 T• CJ O O N 0 R'mm c0 U 01� .A I Cfp d m ��za 5 TOtE No. 9569 LOCATION: OAKRIDGE BUSINESS PARK FORT COWNS, CO DATE: 02-21i-01 IswED FDa: PERMITS BIDS CONSTRUCTION SCALE: AS NOTED DRANK BY mow mn E JOB NO: 5N SHEF` TITLE BUIEDING S Ta r TO 76 90 - FACPDsm men EPD 'FALL WI A E am ataNaeaEar RNmT DM* GRADING k a 7B.w DRAINAGE PLAN - - - EASTERN, LW[ PROPOSES Rpw ENE LaApE vYr VYtl1r 0.Y RD R0.'( DRAM 'Hlam BY_ c _1 _- NEW CURB S. FINISHED SURFACE Paaway,A NtiYm Dow 91EET W. --. EMITTING CURD . , DERNT N FORD LINT am BL _ 1Np1 Y/Iw 0.M D B.SSW BIINOAR. [NEdm BC - 0.Y OF.