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HomeMy WebLinkAboutDrainage Reports - 05/10/2001 (3)'aI Report Galloway, Romero & Associates f Design Engineering Planning Final Drainage Report for Safeway Fueling Facility Lot 6, Harmony Safeway Marketplace P.U.D. APPROVED FOR ONE YEAR FROM THIS DATE Director of Public Works Date Director of Utilities Date: June 25, 2000 Revised: September 29, 2000 November 27, 2000 December 29, 2000 Prepared for: Safeway, Inc. 6900 South Yosemite Street Englewood, CO 80112-1412 Phone: (303) 843-7600 Prepared by: Galloway, Romero & Associates 5350 DTC Parkway Greenwood Village, CO 80111 (303)770-8884 (Fax) 770-3636 Attn: Lisa C. Johnson Date 11 Date Project Name Project Number December 29 2000 Safeway Fueling Facility — Harmony Safeway Marketplace SA06 GRA ENGINEER S STATEMENT The enclosed drainage report and exhibits were prepared by me or under my direct supervision and is correct to the best of my knowledge and belief Said drainage report has been prepared in accordance with the applicable City of Fort Collins criteria and is in conformance with the master plan of drainage for the effected area David L Jones Date Registered Professional Engineer State of Colorado No 30254 ®',00 REr�sTF oO �J,D L JO 9�0 U O N an954 ENG� 1 1 [1 1 1 [1 I I TABLE OF CONTENTS SECTION PAGE NO INTRODUCTION 1 HISTORIC DRAINAGE 1 DRAINAGE CRITERIA 2 DRAINAGE PLAN 3 CONCLUSION 6 REFERENCES 8 APPENDIX A 1 Vicinity Map A 2 Runoff Coefficients A 3 Overland Time of Flow Curves A 4 Estimate of Average Flow Velocity A 5 Intensity Duration Frequency Curves A 6 Intensity Duration Frequency Tables A 7 Developed Runoff Calculations A 8 Allowable Release Rate A 9 Detention Storage Volumes 100 year A 10 Detention Pond Stage Storage Calculations A 11 Detention Pond Onfice Calculations A 12 Water Quality Capture Volume Calculations A 13 Water Quality Outlet Detail A 14 Figure EDB 2 Water Quality Capture Volume Curves A 15 Figure EDB 3 Water Quality Outlet Sizing A 16 Figure 5 Orifice Plate Perforation Sizing A 17 Chase Dram Calculations A 18 Structure Outlet Pipe Calculations A 19 Weir Calculations A 20 North Inlet Calculations A 20a Fuel Spill Control Structure Calculations A 21 Erosion Control Rainfall Performance Standard Evaluation A 22 Erosion Control Effectiveness Calculations A 23 Construction Sequence A 24 Erosion Control Escrow Calculation A 25 Excerpts from Final Drainage Report for Harmony Safeway Marketplace P U D Final Drainage Plan — Back Pocket of Report Erosion Control Plan — Back Pocket of Report Introduction ' This final drainage report is being prepared for Safeway Inc the developer of the site to fulfill the drainage requirements of the City of Fort Collins State of Colorado This report is to ' establish the site s final drainage characteristics The report analyzes onsite runoff for the minor (10 year frequency) and major (100 year frequency) storms and routes these flows through the ' site Specific details are contained within this study and are shown on the final grading and final drainage plan 1 Location Safeway Fueling Facility at Harmony Safeway Marketplace is a 132 acre site located in the southwest one quarter of Section 31 Township 7 North Range 68 West of the 6th Principal ' Meridian City of Fort Collins County of Lanmer State of Colorado also known as Lot 6 Harmony Safeway Marketplace P U D Plan The site is bounded on the west by landscaping on the north by parking on the south by Harmony Road and on the east by the Safeway Marketplace access road The site is north of Harmony Road between Wheaton Drive and ' McMurray Avenue Proposed Development The proposed site will consist of two phases Phase I will be to construct the canopy install 5 multi product dispensers construct a kiosk build detention pond including all other drainage facilities and install perimeter landscaping including sodding the Phase II area Phase II will tconsist of removing the kiosk and replacing it with a sixth multi product dispenser construct the c store paint parking spaces and construct the sidewalk in front of the c store with connection to the existing sidewalk to the south The developed site will consist of 46 9% (composite) impervious area Historic Drainage Overall Basin Description The site is located within the Fox Meadows Drainage Basin The site has been addressed as a ' portion of the Golden Meadows Fifth Filing Storm Drainage Report by Stewart and Associates 1 I I 1 �I, I, I L t dated December 22 1980 and also addressed in the Final Drainage Report for Harmony Safeway Marketplace P UD by Northern Engineering Services Inc revised March 7 1997 The site is unimproved void of trees and consists of native grasses and weed vegetation The north portion of the site is relatively flat and the south portion of the site is a developed grass lined swale which conveys runoff from the southern lots of the subdivision offsite to the Golden Meadows Regional detention pond A small portion of the site will dram northerly to the Harmony Safeway Marketplace detention pond which then flows to the Golden Meadows Regional detention pond Existing improvements surrounding the site consist of landscaping on the west south and east sides and parking/access road on the north The site to the north detains runoff into two mlets on the access road which flows to the developed detention pond for the overall site therefore there will not be any off site runoff from the north The off site runoff from the sites to the west will pass through the site via the grass lined swale provided on the southern portion of the site Drainage Patterns Through Property The existing site currently is flat on the northern portion and slopes to the south on the southern portion Outfalls Downstream from Property The runoff from this property is conveyed via a grass lined swale on the south side of the site and also via the existing storm sewer system to the overall drainage pond Both of these flows are conveyed via several other systems to the Golden Meadows Regional detention pond All of the above mentioned conveyance systems are located within existing drainage easements Design Criteria This report was prepared using criteria as outlined in the City of Fort Collins Storm Drainage Design & Technical Criteria and the Urban Drainage and Flood Control District s (UDFCD) `Urban Storm Drainage Criteria Manual 2 II II II II II Several plans and reports for this site and the surrounding sites were reviewed. Below is a list of this information. Plan or Report Company Date 1. Final Drainage Report for Northern Engineering 3/97 Safeway Marketplace Services, Inc. P.U.D. (Report and Plans) 2. Golden Meadows fifth Stewart & Associates, Inc. 12/80 Filing Storm Drainage Report 3. Drainage Criteria Manual, Wright -McLaughlin 3/69 Urban Drainage and Flood Engineers Control District Hydrologic Criteria Runoff for the minor storm, 10-year frequency, and the major storm, 100-year frequency, were calculated using the rational method. Where applicable, composite runoff coefficients were calculated for the individual basins by using the recommended runoff coefficients as indicated in Table 3-3 and Table 3-4 of the Storm Drainage Design Criteria and Construction Standards, City of Fort Collins. Times of concentration were calculated using the overland/travel time and urbanized basin method with the minimum time used for subsequent calculations. Rainfall intensities were derived from the City of Fort Collins Rainfall Intensity Duration Curve and Tables, 1999. Runoff Coefficients, applicable charts and graphs are included in the Appendix of this report. Drainage Plan General Concept The proposed site will be subdivided into five major basins, S-A, OS-S1, OS-S2, OS-Nl, AND OS-N2. The site is composed of paved, roofed, and landscaped areas. 9 Specific Details Basin S-A, 0.564 acres consisting of roofed, pavement and landscaped surface characteristics, flows predominantly from the north portion of the basin toward the south, via a chase drain to the detention pond located in the western portion of the lot. Discharges for the 10-year and 100-year storms were calculated to be 1.60 cfs and 4.16 cfs, respectively. This basin is part of Basin S-2 in the overall development Drainage Report mentioned above. Basin OS-S1, 0.401 acres consisting of landscaping, flows predominantly from the west to the east via a grass lined swale and then offsite. Discharges for the 10-year and 100-year storms were calculated to be 0.22 cfs and 0.57 cfs, respectively. This basin is part of Basin S-2 in the overall development Drainage Report mentioned above. Basin OS-S2, 0.070 acres consisting of landscaping and paving, flows predominantly from the northwest to the southeast to the inlet located just north of the access to the overall site. Discharges for the 10-year and 100-year storms were calculated to be 0.12 cfs and 0.31 cfs, respectively. This basin is part of Basin S-3 in the overall development Drainage Report mentioned above. Basin OS -NI, 0.112 acres consisting of landscaping and paving, flows predominantly from the south to the north into an existing inlet on the access road. Discharges for the 10-year and 100- year storms were calculated to be 0.28 cfs and 0.71 cfs, respectively. This basin is part of Basin N-8 in the overall development Drainage Report mentioned above. Basin OS-N2, 0.173 acres consisting of landscaping and paving, flows predominantly from the south to the north into an existing inlet on the access road. Discharges for the 10-year and 100- year storms were calculated to be 0.49 cfs and 1.19 cfs, respectively. This basin is part of Basin N-13 in the overall development Drainage Report mentioned above. 4 Detention An overall development detention pond is provided for the northern portion of the site, basins OS -NI and OS-N2. A grass lined Swale is provided on the south portion of the site to carry flows to the Golden Meadows Regional detention pond. As mentioned in the Final Drainage Report for Harmony Safeway Marketplace P. U.D., a release rate of 4.74 cfs per acre is allowed for the S-2 drainage basin. The portion of the proposed site that lies in the S-2 basin is 0.965 acres (basins S-A & OS-S1). By multiplying 4.74 cfs/acre times 0.965 acres, this results in an allowed runoff from the proposed 2 basins (S-A & OS-S1) of 4.57 cfs. Proposed basins OS-S2, OS -NI and OS-N2 drain into the existing basins as designed in the above mentioned report. The C values for these basins are equal or lower than originally designed for in the above mentioned report. Detention Pond The minimum total required detention volume for Basins S-A and OS-S1 is 1,330 cubic feet, this has been provided in a detention pond on the west portion of our site. This total volume is made up of the 100-year volume of 300 cubic feet, the required water quality capture volume of 858 cubic feet, and the required sedimentation volume of 172 cubic feet. The detention pond is detained through the use of a water quality outlet structure provided with an orifice plate installed over the outlet of a private 15" diameter ABS storm sewer pipe. The orifice for this detention pond is a 13.60" diameter hole that has a release rate of 4.57 cfs. The 15" private storm sewer 1 pipe will convey the pond outfall into the existing grass lined Swale, which is then conveyed via the existing infrastructure to the Golden Meadows Regional detention pond. At some point in the storm duration, the 100-Year peak level of the swale would create a tailwater control of release from the pond. However, the storm water in the pond is released over a much greater time frame than the time to peak in the swale. Designing for this tailwater would create an orifice that would allow a greater discharge than the allowable 100-Year release from W this site when tailwater is not present. Therefore, inlet control was used to design the size of the orifice. Conclusion Compliance with Standards I' This report has been prepared using the criteria and methods as described in the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" and the "Urban Storm Drainage Criteria Manual". The proposed drainage facilities will adequately convey runoff from the minor and major storms and will provide adequate incidental detention based upon the historical release rates of the site. 0 11 I [1 I 1 1 Erosion Control Temporary erosion control for this site consists of silt fence hay bales and vehicular tracking control devices Silt fencing is to be placed around the entire site except at the construction entrance where there is a vehicular tracking control measure The exact location of the gravel entrance shall be coordinated with the construction manager and the City public inspector Prior to initiating the overlot grading all silt fence shall be installed in accordance to the approved Erosion Control Plan Curb inlet gravel filters shall be placed in front of the two inlet structures Please refer to the Grading Drainage and Erosion Control Plans for specific location of erosion control devices and notes The erosion control measures will be inspected weekly during construction Silt fences will be cleaned of excessive sediment and replaced if necessary Straw bale barriers and curb inlet filters will be checked for sabotage and bypass and replaced or increased as necessary In areas where building construction has not begun bare soils will be mulched and checked regularly and areas where it was lost or damaged will be remulched within seven working days when necessary During construction stormwater runoff will be directed through straw bale barriers to filter sediments prior to entering the access road and the grass lined swale All runoff leaving the site will be limited to non erosive velocity to limit land disturbance The perimeter controls will be installed prior to any site grading The intent of the erosion control measures listed above and described in this report shall be strictly adhered to during all construction Erosion Control measures for this site can be found in the Appendix of this report Storm Water Quality Control Water Quality Capture Volume (WQCV) has been calculated for the detention facility based upon the criteria listed in Volume 3 of the Urban Storm Drainage Criteria Manual This has been provided through the installation of a water quality outlet designed to handle both the WQCV and twenty percent increase to account for sedimentation The details and calculations for the 7 I outlet structure have been provided on the drainage plan and within the Appendix Section of this report To provide permanent stabilization measures landscaping will be installed throughout 46 0% of the site The permanent landscaping shall include a wide variety of deciduous and evergreen ' trees and shrubs Before any site runoff enters the public storm sewer grass will be installed within the detention pond These measures will intercept and settle out sediments before they reach the outlet structure of the detention pond and public storm sewer These permanent stabilization measures shall be installed prior to the removal of any temporary erosion control devices utilized during construction ' References ' 1 Storm Drainage Design Criteria and Construction Standards City of Fort Collins May 1984 (with current revisions) 2 Urban Storm Drainage Criteria Manual Urban Drainage and Flood Control District March 1986 (with current revisions) 11 1 1 1 8 F 1 1 1 APPENDIX 1 1 1 1 o g Z �� N ao Z¢ tn OU w F z zzO O 0 r db 3N1 N3 WIl � �2nly�y J�j��bd NO/Nn Mw M¢ W H co m CN w '< w 0 w J J 0 U O H O Table 3-3 ' RATIONAL METHOD RUNOFF COEFFICIENTS FOR cadpoSITE ANALYSIS Character of Surface Runoff Coeffi=ent ' Streets Parking Lots Drives Asphalt 0 95I Concrete 0 95 ' Gravel 0 5 Roofs 0 95 ' Lawns Sandy Soil Flat <2% 0 10 Average 2 to 7% 0 15 Steep >7% 0 20 Lawns Heavy Soil I � Flat <2$ 0 20 Average 2 to 7% 0 25 Steep>7% 0 35 3 1 7 Tame of Concentration Table 3-4 ' RATIONAL. METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor ' (Years) C ! 2 to 10 1 00 11 to 25 1 10 ' 26 to 50 1 20 51 to 100 1 25 Note The product of C tames Cf shall not exceed 1 00 O 'J 500 400 5 I— Lu w LL ►J DRAINAGE CRITERIA MANUAL 200 to U Z i5 cn E 100 E RUNOFF OVERLAND TIME OF FLOW CURVES E to uw F Z_ 40 i Z uI H 30 EE 10 Lai 1 1 1 1 1 1 1 1 1 1 I DRAINAGE CRITERIA MANUAL 50 Kra; t— 2 0 z W U Ir lu 0. 10 z tU a O 5 W cc Cn O U 2 D: W F- 3 1 5 1 RUNOFF _=MEIII,'_,-AFA.FJ„'._ _.■.,,"'-A,/.3,1""_ ME FA FIE ON FA MR ME ; I I IEms MENOMINEE!= •I Il I' ���tlltt�����,t■�ntttttt� /I➢➢llDtl•Itttt�tl�t��t■��� 2 3 5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION REFERENCE Urban Hydrology For Small Watersheds Technical Release No 55 USDA SCS Jan 1975 FIGURE 2O 5184 URBAN DRAINAGE & FLOOD CONTROL DISTRICT No Text I' ' City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method ' (5 minutes - 30 minutes) Figure 3-1 a Duration (minutes) 2-year Intensity n/hr 10-year Intensity inmr 100-year Intensity inmr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 1 2.40 4.10 8.38 9.00 2.30M2.99 .93 8.03 10.00 2.21.78 7.72 11.00 2.13.63 7.42 12.00 2.05.50 7.16 13.00 1.98.39 6.92 14.00 1.92.29 6.71 15.00 1.87.19 6.52 16.00 1.81.08 6.30 17.00 1.75 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67P5.46 22.00 153 2.6132 23.00 1.49 2.5520 24.00 1.46 2.4909 25.00 1.43 2.4498 26.00 1.40 2.39 .87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 11 11 I I 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes -60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 .1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 1 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 2.86 Ii O Plopotp D19MIiBe O PROJECT: SAFEWAY FUELING FACILITY LOCATION: HARMONY ROAD AND MC MURRAY CITY OF FORT COLLINS. COLORADO COMPOSITE RUNOFF COEFFICIENTS FOR DEVELOPED DRAINAGE BASINS BASH DESIGNATION OVERALL AREA (SF) LANDSCAPED AREA (SF) PAVED AREA (SF) ROOF AREA (SF) IONTAR COEFFICIENT IWYEAR COEFFICIENT PERCENT IMPERVIOUS VALUES S-A 24.590 RU80 9,924 6,S76 0.69 086 62.8 OS-SI 17p80 17,460 0 0 0.15 0.19 0.0 OS-S2 3,038 2.016 L022 0 0.42 0.52 32.3 O6 ' N D.R: OY25I2000 File: f'L. SAOBIq Eninap0 re0on PaIaMIM5.4D LANDSCAPE 0 PAVNG % ROOFING 90 I 1,881 2,OW 2,]90 0 0.61 0]6 54.8 10 too Y. 05-N2 7,549 Z,OA 1,895 0 06T 0,81 62.2 LANDSCAPE 0.15 0.19 PAVING 095 LI9 TOTALS 57.531 25.560 18,631 6,576 0.41 0.60 46.9 ROOFING 0.95 1.19 ADD. PA(7OR IN 1.25 RUNOFF COMPUTATIONS(RATIONAL METHOD) DESIGN STORM: 10 YEAR DEVELOPED RECURRENCE INTERVAL T,CFIELK BASIN AREA 10-YEAR C0EFF. SLOPE LENGTH VELOCITY DELTA T, DELTA T, I. URBANIZED BASINS) Tc INTENSSTY RUNOFF REMARKS TOTALLENGTH TlBJH01 DESIGNATION (A9) (C) % (FEET) PPS (MIN) (MN (Ft) H0 (MIn) MN) (INMR) (CPS) S-A 0.564 0.69 1.0 10 - 5A - ].] 280 114 11 4,L IN LANDSCAPE 2.0 ITS 2.9 1.0 PAVED DRIVE 2.0 75 1 1.3 POND SWALE 0S51 0401 015 Ao 117 - II) -- 113 117 10] 10] 165 0.22 LANDSCAPE OS-52 0.070 042 1.0 20 - Z6 - ]? 62 10.4 7.9 4.12 0,12 LANDSCAPE 3.0 43 2.8 03 PAVED DRIVE W-NI 0. 112 RAI IU 20 - 7.6 - 8.1 100 10.8 RI 408 0,29 1.1 SO 28 0.5 LANDSCAPE PAVED DRIVE OS-N2 0.173 067 2.0 20 - 6.1 - 22 208 11,2 1J 4.27 049 2.0 OR 2.8 1.1 LANDSCAPE PAVED DRIVE 1320I OVERALL IDYEAR DEVELOPED RUNOFF 2.72 CFS RUNOFF COMPUTATIONS(RATIONAL METHOD) DESIGNSTORM: UPYEARDEVELOPEDRECURRENCEINTERVAL TIMP OP I-AMCPNTV ATVIN T, CHECK BASH AREA Ilnl'EARCOFFF. SLOPE LENGTH VELOCITY DELTA Ti DELTA T, I. (URBANIZED BASINS) Tc INTENSITY RUNOFF REMARKS TOTALLENGTN To•(!/180) DESIGNATION (Ao) (C) % (FEET) (PPS) (MN) IMN) (FE ♦10 (Mm) (Mm (NIHR) (CFS) S-A 0.564 0.86 1.0 10 - 5.2 - 7.5 260 114 I'S 8.39 4.16 LANDSCAPE 2.0 175 2A 10 PAVED DRIVE 2.0 75 1 LJ POND SWALE OSSI 0401 0.19 4.0 117 - Ill - 11.2 117 HIT 101 7.51 0.57 LANDSCAPE 0S-S2 000 0.52 10 20 - 7.3 - 16 67 104 76 8.50 031 LANDSCAPE 2.0 47 2.8 0.3 PAVED DRIVE OS -NI 0112 0.16 1.0 ^_0 -- 7.3 - IIto IN 10.E 9.0 KIP 07L LANDSCAPE IA 0 2 0.7 PAVED DRIVE OS-N2 0,173 ON 1.0 20 -- 7.3 -- 9.5 208 11.2 8.5 1,20 IA9 LANDSCAPE 20 1 188 1 2.9 1.1 f PAVED DRIVE OVERALL UWYEAR DEVELOPED RUNOFF 6.% CFS GNbway. Romem 6 AuodMl ln[ AppNMix OB262000 51B PM I PROJECT: SAFENVAY FUELING FACILITY ' LOCATION: HARNIONY ROAD AND MC MURRAY CITY OF FORT COLLINS, COLORADO Date: 06/26/00 File: f:\...SA06-Icj-drainage report calculations.xls I RELEASE RATE FROM SITE FOR 100 YEAR STORM EVENT EXISTING (Final Drainage Report for Harmony Safeway Marketplace P.U.D. Basin S-2 = 14.3 cfs Area = 3.02 acres S-3 = 1.2 cfs Area = 0.16 acres 'Basin Basin N-8 = 3.8 cfs Area = 0.38 acres Basin N-13 = 10.7 cfs Area = 1.13 acres PROPOSED ,S-A (in S-2) = 0.564 acres Revised March 7,1997) ALLOWED RUNOFF 4.74cfs/acre ALLOWEDRUNOFF 7.50cfs/acre ALLOWED RUNOFF 10.00 cfs/acre ALLOWED RUNOFF 9.47cfs/acre OS-S1 (in S-2) = 0.401 acres TOTAL PROPOSED RUNNOFF IN EXISTING S-2 OS-S2 (in S-3) = 0.070 acres TOTAL PROPOSED RUNNOFF IN EXISTING S-3 'OS-N1 (in N-8) 0.064 acres TOTAL PROPOSED RUNNOFF IN EXISTING N-8 OS-N2 (in N-13) 0.173 acres TOTAL PROPOSED RUNNOFF IN EXISTING N-13 = 4.90 cfs/acre* 4.43 cfs/acre*' 6.33 cfs/acre** 6.87 cfs/acre" *SLIGHTLY ABOVE EXISTING RUNOFF CALCULATED FOR THE BASIN IN THE ABOVE MENTIONED REPORT, WILL BE LIMITED TO 4.74 CFS/ACRE x 0.965 ACRES = 4.57 CFS BY A 12" ORIFICE. ** BELOW EXISTING RUNOFF CALCULATED FOR THE BASIN IN THE ABOVE MENTIONED REPORT �© PROJECT: SAFEWAY FUELING FACILITY LOCATION: HARIMONY ROAD AND MC MURRAY CITY OF FORT COLLINS, COLORADO Date: 06/26/2000 File: f:\...SA06-Icj-drainage report calculations.xis C =((.86)(24580)+(0.19)(17480))/24580+17480 = 0.58 DETFNTION STORAGF V01 tIMF 100-YEAR 11999 Standards) 100-year Runoff Tributary 100-Year Time Cum. Orifice Total Dev. Storm Coefficient Area Intensity Conv. Runoff Discharge Storage Event Cdev A i Sdev S (min.) (acres) (in/hr) (sec) (Cf) (cf) (cf) 1 2 3 4 5 6 7 6 5 0.58 0.9650 9.95 300 1671 1371 300 10 0.58 0.9650 7.72 600 2593 2742 -149 15 0.58 0.9650 6.52 900 3284 4113 -829 30 0.58 0.9650 4.52 1800 4554 8226 -3672 60 0.58 0.9650 2.86 3600 5763 16452 -10689 90 0.58 0.9650 2.21 5400 6679 24678 -17999 120 0.58 0.9650 1.84 7200 7415 32904 -25489 TOTAL DEVELOPED STORAGE REQUIRED = 300 Cubic Feet C'dev = 0.58 WHICH IS LOWER THAN C USED IN FINAL DRAINAGE REPORT FOR HARMANY SAFEWAY MARKETPLACE (0.68) Column Description 1 Time of storm in minutes 2 Composite Runoff Coefficient for particular basin 3 Area of basin in acres 4 Rainfall Intensity related to storm minutes in inches per hour 5 Time conversion [Col. 1 x 60 seconds/minutes] 6 Runoff in terms of storage (Col. 2 x Col. 3 x Col. 4 x Col. 5) 7 Cumulative Orifice Discharge (Col. 5 x allowable release rate for basin) 8 ITotal Developed Storage (Col. 6 - Col. 7) SA06-Icj-drainage report calculations.xis Detention-100 , 06/26/2000 8:17 AM 1 1 PROJECT: SAFEWAY FUELING FACILITY ' LOCATION: HARMONY ROAD AND MC MURRAY CITY OF FORT COLLINS, COLOR -ADO tDate: 09/28/2000 File: f:\...SA06-lcj-drainage report calculations.xls STAGE -STORAGE -CALCULATIONS FOR DETENTION POND # 1 ELEVATION AREA (Square Feet) DEPTH INCREMENT (Feet) INCREMENT AL VOLUME (Cubic Feet) TOTAL VOLUME (Cubic Feet) 74.8 0 0.2 47 75.0 700 47 1.0 992 76.0 1,317 1,039 0.3 433 76.3 1,576 1,472 Required 100 Year Pond # 1 Volume 300 cubic feet Required Water Quality Capture Volume 858 cubic feet Required Sedimentation Volume (20% of WQCV) 172 cubic feet Total Required 100 Year Pond # 1 Volume 1,330 cubic feet WQCV + Sedimentation Water Surface Elevation 4976.10 elevation feet Req'd 100 Year + WQCV + Sed. Water Surface Elevation 4976.25 elevation feet Ponding Height 1.45 feet Pond Volumes calculated using ((A1+A2+(A1'A2)A0.5)/3)'D ■ WQCV +SEDIMT. EL. = 4976.10 100-YR+WQCV WSEL = 4976.25 PROJECT: SAFEWAY FUELING FACILITY LOCATION: HARMONY ROAD AND MC MURRAY CITY OF FORT COLLINS, COLORADO Date: 09/25/2000 File: f:\... SA06-lcj-drainage report calculations.As POND ORIFICE CALCULATIONS 100-Year Allowable Developed Release 4.57 cfs 100-Year Required Volume + WQCV 1,330 cubic feet Required Water Surface Elevation 76.25 It Pond Outlet and Orifice Elevation 74.80 ft equation: Q = CA(2g H)o.5 where: Q = Discharge (cfs) Use C = Orifice Coefficient (0.6) Qipa A = Area of Orifice (fe) g = Gravity (32.2 ft/secz) H = Head Ill) ad Orifice Size (Diameter) 13.60 inch Ited Release Through Orifice 4.57 cfs = 0.6 x 1.009 x [(64.4 x (1.45-(0.5-13.6/12))] 5 =4.57 cfs Galloway, Romero Associates SA06-Icldralnage report calculatbns.xls Orifice Calculations 09/25/2000 5:17 PM WATER QUALITY CAPTURE VOLUME (WQCV) Basin Imperviousness (Basins S-A & OS -Si) = 58.0 Basin Area (Basins S-A & OS-S1) = 0.965 acres Note: Use 40 hour detention time for extended detention basin Estimated brim -full storage volume in watershed inches of runoff (from Figure A-14) = 0.245 WQCV = ({Required Storage}/12)'Area = 0.019702 acre-feet WQCV = 858 cubic feet + (20% Sedimentation) 172 D(WQ) = 1.20 feet = 1030 cubic feet Outlet Area = 0.125 inA2 per row Hole Diameter = 3/8 inches Plate Thickness = 0.25 inches (Min.) e SA06-lcj-drainage report calculations.xls FAA STORAGE 06/26/2000 2:00 PM Finished Grade ' 3or4 1 �- Continuous Slope Trash Rack Option ' ,------- 'Adverse -Slope --� ; Trash Rack Option ; Outlet Pipe Section ' if Adverse -Slope Trash Rack location is selected a handradmay be required Trash Rack Locations Cross Bar Flow Bearing Bars bars 42 _Z 0 C bars Q 1-y6 0 C Flow Stainless Steel Vee Wire Bars Use for orifice diameter/dimensions >1 Use for orifice diameters < �/2 For diameter/dimensions > �/2 to 1 weld expanded metal mesh on top Fabricated Bar Gratin Q Fabricated Well Screen ' Notes 1 hinged ltraand lockable sholbe mounted using (minimums steel h 2 w dth)ardware and provided with cess 2 Trash rocks shollbe stainless steel aluminum or steel Steel trash rocks shall be hot dip galvanized and may be pointed after galvanizing ' 3 Finer mesh size than specified above for a given diameter/dimension is acceptable 4 Structural design of trash rack sholibe based on 100 year hydrostatic head with zero head behind/under rack Urban Drainage and Flood Control District Figure 6 f3 Trash Rack Details ` Drainage Criteria Manual (V 3) 050 045 040 ,0 0 35 m 0 030 'ts d .0 d 025 m 0 20 U 0 15 010 005 WQCV=a !0 9113 1 1911 +0 78i11 6-hr dram time a = 0 7 12 hr dram Ume a = 0 8 - 24-hr dram time a = 0 9 — 40-hr dram time a = 1 0 24-hour Dram Time 2-hour Dram Time porous Pavement or Landscape Detention 6-hour Dram Time 000 1 0 01 02 03 04 0'-9 06 07 08 09 Total Imperviousness Ratio (r=1,,g1100) Figure EDS 2. Water Quality Capture Volume (WQCV) Both Percentile Runoff Event 0 DRAINAGE CRfTERIA MANUAL (V 3) 10 6 4 2 1 m 0 m �0 3 C c c STRUCTURALBMPs 0011 z 40 60 002 00.4 006 0 100 20 0 40 0 60 1 0 T 20 Required Area per Row (n 2 ) Source Douglas County Storm Oraurage and Technical Cntena, 1966 Eog -3 WATER QUALITY OUTLET SIZING DRY FIGU BEA N EXTENDED 1TDETENTION WH A 40-HOUR DRAIN ME OF THE CAPTURE VOLUME 9.1 1992 U0FC0 s Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) Hole w'a^•; (in) Area per Row n-1 n-2 n-3 7 4 0.250 0.05 0.10 0.15 i6 0.313 0.08 0.15 0.23 /8 0.375 0.11 0.22 0.33 %6 0.438 0.15 0.30 0.45 �/2 0.500 0.20 0.39 0.59 9/6 0.563 0.25 0.50 0.75 % 0.625 0.31 0.61 0.92 11/i6 0.688 0.37 0.74 1.11 Y4 0.750 0.44 0.88 1.33 T/8 0.875 0.60 1.20 1.80 1 1.000 0.79 1.57 2.36 1/8 1.125 1 0.99 1.99 2.98 11/4 1.250 1.23 2.45 3.68 1% 1.375 1.48 2.97 4.45 11/ 1.500 1.77 3.53 5.30 15/ 1.625 2.07 4.15 6.22 1 Y4 1.750 2.41 4.87 1 7.22 1 Ya 1.875 2.76 5.52 8.28 2 2.000 3.14 6.28 9.42 n-Number of columns of perforations Minimum steel plate thickness '/4 5/16 ' 3/8 , If the required area can not be obtained using three columns of circular perforations, use rectangular perforations. Rectangular Perforation Sizing Only one column of rectangular perforations allowed Rectangular Height - 2 inches Rectangular Width (inches) Required Area per Row (sq in) 2" Urban Drainage and Flood Control District 1(� Drainage Criteria Manual (V.3) Rect. Width Min. Steel Thickness 5„ 4" 6„ 4„ 7" 9- 101, 3/ " >101, Figure 5 Orifice Plate Perforation Sizing 1 ' chase drain Worksheet for Rectangular Channel ' Project Description Project File f:\safeway\sa06\calcs\drainage\saO6-pip.fm2 Worksheet chase drain Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge ' ' Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Depth 0.58 ft ' Bottom Width 2.00 ft Results Discharge 6.85 cfs Flow Area 1.17 ft' Wetted Perimeter 3.17 ft Top Width 2.00 ft Critical Depth 0.71 ft Critical Slope 0.005653 ft/ft Velocity 5.87 fus Velocity Head 0.54 ft Specific Energy 1.12 ft ' Froude Number 1.36 Flow is supercritical. 1 1 11 ' 11/27/00 11 0327 AM Haestad Methods, Inc. 37 Brooks,de Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 1 1 outlet pipe Worksheet for Circular Channel ■ Project File f:\safeway\sa06\calcs\drainage\saO6-pip.fm2 Worksheet to swale Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 12.00 in Results Depth 12.0 in Discharge 4.63 cfs Flow Area 0.79 ft2 I Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0.90 ft Percent Full 100.00 Critical Slope 0.008842 ft/ft Velocity 5.90 fUs Velocity Head 0.54 ft ' Specific Energy FULL ft Froude Number FULL Maximum Discharge 4.98 cfs Full Flow Capacity 4.63 cfs Full Flow Slope 0.010000 ft/ft 1 r- 1 11/27/00 1 L 07:26.20 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMasler v5.13 Page 1 of 1 WEIR DISCHARGE VOLUMES Height of water flow H Head GPM for Width of Weir in Feet gpm/foot over Inches 1 3 5 5 feet wide 1 35 107 179 36 15 64 197 329 66 2 98 302 505 101 25 136 420 705 141 3 177 551 925 185 4 268 844 1419 284 5 368 1172 1976 395 6 476 1532 2589 518 7 1920 3252 650 8 2332 3959 792 9 2767 4708 942 10 3221 5495 1099 12 4185 7174 1435 Based on the Francis formula Cu ft/sec water = 3 33 (W — 0 2 H ) H Where H=height in feet W=width in feet and distance A should be at least 3 H ALLc->wE1--) 4 5-7 cis x +18 S5 = zvs 1 Is g Pm -77 0 0 3 -o 9 -7(o z� a .x� 0.7 0.6 Z 0.5 w > 0.4 O a 0.3 w 0 0 z 0.2 0 z 0 a- 0.1 0.01 0 I 2 3 4 5 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 3.�3 cis (t(�'' -S) I.q CTS NOES TO 0x1ST7A4La Tt�7E F� INC` T IAST vim! ES i O F SITE' q C�S DOES 7-0 7 W-C1'0Se7D 7V(oc 13 INLET y�E 13 I�L—T� uJ I O.S 1 �0ND1NL�1 W I LL 1/-���F�N)Lt (6aRRT5 oPc—NINGI = 5,2,SF) 3,',)0.TSISF .q c�8 C ZU.3 jS 3.Ses s.8 sF� O� MAY 1984 5-11 DESIGN CRITERIA 76.00 TOP OF il- 75.62 INV OUT-75.41- F 75_00 LLL r� FABRICATED BAR GRATING EL SURFACE D SECTION A —A VERTICAL SCALE: 1"=1'-O" PLAN VIEW FLOW_ '�—INV IN=75.60 — 150 GALLONS OF FUEL CONTAINMENT 7475 FUEL SPILL CONTROL STRUCTURE DETAIL SCALE: 1/4" = V-O" 1 D= v/R (0.(o7'i5 ) f3 = D,Z51 Sg• GAS + 6 = o, � (0, 6`d 1) + o, 2-55 = 0 , bC, �h =p h +b-4�7 z = o,�o VNJ E I iL Fob F L.O vim( S S,53-,8sjs x 998.83= Z98'3,, gcw SCE I4 1=OFZ- SHOKT 1-lLfiD = -7 J9 -75.(oZ - (a.g9&,8- I TALL (0 "TALL S,o' wlnE PASSES 2c z_b K 1 I I RAINFALL PERFORMANCE STANDARD EVALUATION - - - - -- - - - - - - -------------------------------I PROJECT: SArtVJAVV=v-t--uKa kTj STANDARD FORM A COMPLETED BY: GI 6 , � f�om,,e f �issoc,vr�� DATE: Lo zsloo -�+------------- - --- IDEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS I SUBBASIN I ZONE I (ac) I (ft) I(%) .((feet) I(%) 1 (%) I - -------I----------- I------- 1------- I------- I------- I------- I -------I S-A I Mom lo.s�q 1�8o 11.-75 I I I I i I I jOs-S� j r�o7 j0.901 1 117 I `'D I I I os-SZ I rho c) b,01D 1 &-7 1 1.5- 1 1 I I jos-N) 1 n� CrD o .uz I No I 1.0 I I I I 1 I I I I I I I I 105-N2- 1 wtoT-�> 10,1-731 -W23 I Z.o 1 I I I I I I I I I I I I 1 11,3Z I I I I I I I I I 1 I I I I 1 I I I I I I I I I I la I I I I I I I I I z.9 ! I I I I I I I Igo.Z I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I ! I I I I 1 I I I 1 I I I I I ! I I 1 I I I I i I I 1 I I I I I I 1 I I I ! I ! I EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: 5,4;:=c je y f=uc--u�u, FAc-%t-iT-y STANDARD FORM B COMPLETED BY: (�at�w�i l�i�neuo } KSSOG1aTES DATE: sjoo Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- seDina-I-Yr GRSjf4 1.0 0.5 5rv.. W hZALB-?AARiM 110 0. S SILT FENCE 1.0 -0.5- ' 5-Rtos-sl os-sx�os•Hl�os� CoN(-P TE 0.1 1.0 0.31 0.44 MAJOR BASIN S )S-51 os-sZ,l 00,2. os-N Iq SUB BASIN --------------------------------------------- AREA (Ac) I CALCULATIONS ------ -------------------------------------- o,RbSI Cc= J�.ss)+o.iC�i/p6S =cu va I EFF = (l — Cc.'PC) L ioo� = 87. z8 7o i 0.355� = )(0.5�� t o.!(u.99�j0.3SS = 1.7 PC-=0.5(0.8�(C.5� =0.Z-o E, = b - c, ?,- (to o) = (0 % 87.Za.66(•3ss)/3Z=81,c (0% 8/.5Ca% ' 80.2'% --------------------- f/SF-B:1989 ,22 ------ ----------------------------- CONSTRUCTION SEQUENCE PROJECT SAFENcky Eae -," iRkG% .IN STANDARD FORM C SEQUENCE FOR zoo ONLY COMPLETED BY (�f}�tou� i�onte,efl p DATE (o .2sloo AssoC1AT'ES '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 ' YEAR ______________________MONTH_ �1MAyISuNE1:ytA I I I I I I I I I ----------- ' OVERLOT GRADING WIND EROSION CONTROL I I ' Soil Roughing r- I Perimeter Barrier I Additional Barriers I I ' Vegetative Methods [ I Soil Sealant I [ Other RAINFALL EROSION CONTROL I I STRUCTURAL I I ' Sediment Trap/Basin [ I Inlet Filters I Straw Barriers ' Silt Fence Barriers Sand Bags [ Bare Soil Preparation Contour Furrows [ I ' Terracing [ I Asphalt/Concrete Paving) I Other ' VEGETATIVE ( I Permanent Seed Planting[ I Mulching/Sealant I I Temporary Seed Planting[ I Sad Installation Nettings/Mats/Blankets [ Other i I ---------------------------------------------------------------------------------------- STRUCTURES INSTALLED BY MAINTAINED BY ' VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C 1989 23 HARMONY SAFEWAY MARKETPLACE LOT 6 SAFEWAY FUELING FACILITIES EROSION CONTROL ESCROW CALCULATION Item Description Qty Unit Unit Price Total Cost i EROSION CONTROL i i j Silt fence 695 lin.ft. $3.00 $2,085.00 Temporary Construction Entrance 24 cu.yd. $50.00 $1,200.00 Curb Inlet Filters 3 each $300.00 ( $900.00 Slaw Bales 15 each $12.00 $180.00 Sediment traps/Outlet Structure 1 each $3,050.00 $3,050.00 Sediment traps Excavation 100 cu.yd. $3.50 $350.00 Subtotal $7,765.00 150% Contingency $3,882.50 EROSION CONTROL TOTAL ' $11,647.50 OR 1.32 ACRES X $655/ACRE $864.60 150% Contingency $432.30 EROSION CONTROL TOTAL $1,296.90 SECURITY AMOUNT SHALL BE: $11,647.50 SA064cj-EC COST ESTIMATEXLS Cons4 ctlonCosts 1 of 06/27I2000 9:29 AM EXCERPTS FROM FINAL DRAINAGE REPORT FOR HARMONY SAFEWAY MARKETPLACE P U D Final Drainage Report for Harmony Safeway Marketplace P U D Fort Collins Colorado Revised March 7 1997 I I I o Prepared For Wyatt and Associates 1865 S Pearl Street Denver Colorado 80210 Prepared By Northern Engineering Services Inc 420 South Howes Suite 202 Fort Collins Colorado 80521 (970)221-4158 Fax (970)221-4159 Project Number 9623 00 Final Submittal I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l ;L5 ) COMPOSITE RUNOFF COEFFICIENTS FOR THE SAFEWAY P.U.D. Prepared by Bud Curtiss - Northern Engineering Date: November 29, 1996 File: SAFCOMPC.WO2 Basin No S-1 -� S-2 S-3 S-4 S-5 S-6 NET S N-1 N2 vt O N-3 N-4 N-5 N-6 N-7 N-8 N-9 N-10 N-11 N-12 N-13 N-14 N-15 N-16 N-17 N-18 N-19 N-20 NET N TOTAL I+-Fe wEe- us�-=n t�j cALd`s. ASSHOWN ASSUMED Area Imperv. Pervious C Imper C Pery Comp C Imperv. Pervious C Imper C Pery Comp C (ac) Area (ac) Area (ac) Area (ac) Area (ac) 0.90 0.56 0.34 0,95 0.35 0.72 0.66 0.24 0.95 0.35 0.79 3.02 0.71 2.31 0.95 0.35 0.49 1.65 1.37 0.95 0.35 0.68 0.16 0.08 0.08 0.95 0.35 0.65 0.08 0.08 0.95 0.35 0.65 0.04 0.02 0.02 0.95 0.35 0.65 0.02 0.02 0.95 0.35 0.65 1.18 0.24 0.94 0.95 0.35 0.47 0.78 0.40 0.95 0.35 0.75 0.82 0.28 0.54 0.95 0.35 0.55 0.49 0.33 0.95 0.35 0.71 6.12 0.54 0.71 0.50 0.02 0.48 0.95 0.35 0.37 0.32 0.18 0.95 0.35 0.73 0.28 0.15 0.13 0.95 0.35 0.67 0.20 0.08 0.95 0.35 0.78 1.20 1.20 0.00 0.95 0.35 0.95 1.20 0.00 0.95 0.35 0.95 0.57 0.34 0.23 0.95 0.35 0.71 0.46 0.11 0.95 0.35 0.83 0.88 0.61 0.27 0.95 0.35 0.77 0.70 0.18 0.95 0.35 0.83 0.56 0.54 0.02 0.95 0.35 0.93 0.54 0.02 0.95 0.35 0.93 0.64 0.61 0.03 0.95 0.35 0.92 0.61 0.03 0.95 0.35 0.92 0.38 0.32 0.06 0.95 0.35 0.86 0.34 0.04 0.95 0.35 0.89 0.92 0.85 0.07 0.95 0.35 0.90 0.85 0.07 0.95 0.35 0.90 0.14 0.09 0.05 0.95 0.35 0.74 0.09 0.05 0.95 0.35 0.74 0.37 0.37 0.00 0.95 0.35 0.95 0.37 0.00 0.95 0.35 0.95 1.00 0.65 0.15 0.95 0.35 0.86 0.85 0.15 0.95 0.35 0.86 1.13 0.87 0.26 0.95 0.35 0.81 0.92 0.21 0.95 0.35 0.84 0.70 0.59 0.11 0.95 0.35 0.86 0.59 0.11 0.95 0.35 0.86 0.19 0.09 0.10 0.95 0.35 0.63 0.09 0.10 0.95 0.35 0.63 0.25 0.23 0.02 0.95 0.35 0.90 0.23 0,02 0.95 0.35 0.90 0.57 0.57 0.00 0.95 0.35 0.95 0.57 0.00 0.95 0.35 0.95 2.41 0.65 1.76 0.95 0.35 0.51 1.15 1.26 0.95 0.35 0.64 1.94 0.06 1.88 0.95 0.35 0.37 0.06 1.88 0.95 0.35 0.37 0.18 0.17 0.01 0.95 0.35 0.92 0.17 0.01 0.95 0.35 0.92 14.81 0.72 0.77 20.93 0.67 0.75 STO ORVNAOE BY U FINAL DESIGN DATA 1,050 9UBDIYISIW SAFEWAY PUO flO Ice Yllawaepa4l d- I.Ra f 11LWAlEDBY Bp1Rf165 DATE IRNIAIB O.P. BA9W9 1D4OTH IN T4E ROW TINE (q Tc C a41E139nY ARfA OIREOT RIMICFF OTHER RWOFf TOTAL IIUNOFF STREET PIPE STREET PIPE RF1NMIf9 SLOPE CAPACITY SLOPE 91FE CAPACITY DESIGN YELO(JlY DEBKUJ VEUJPTYu5c. p4 InW 7PE MI ImMI OIVM P4 "1 Mal kM1l N kH) 114 MI M•I Ical Owl luR 4641 p J 4 B 7 1 Y 10 11 IR 13 14 15 IB 17 Ia IY RD RI Y3 RJ S-I $1 5.0 0.79 9.00 0.90 8.0 8.0 8.0 To Edat Curb Intel S-1 S-2 12.3 0.68 8.55 3.02 16.0 16.8 16.6 S-2 5-1-2 6.1 30.4 0.71 4.15 3.92 14.3 34.7 49.0 49.0 To Culvert DP S-2 To - 2A3 nM ♦ a l ak Inre S3 S3 &0 0.65 9.00 0.16 1.2 1.2 1.2 To Curb Inlet 9,3 S-" 0.6 31.0 0.70 4.10 4.06 14.7 34.7 49.4 49.4 Tole) flow In pipe 84 S4 5.0 0.65 9.00 0.04 0.3 0.3 0.3 To Curb Inlet S4 S-14 0.4 31.4 0.70 4.05 4.12 14.7 34.7 49.4 49.4 Told flow In plea S5 5A 0.75 8.90 1.18 9.8 9.8 98 S5 5-1-6 2.5 33.9 0.71 3.92 5.30 18.5 34.7 532 53.2 To CuWed DP S-5 S-a 5.0 0.71 9.00 0.82 8.5 6.5 6.5 DS1 DS1 5.0 0.95 9.00 0.38 4.1 4.1 4.1 To EdaUng Curb Idol DSI S i IDS 1 0.8 34.7 0.72 3.80 8.50 223 34.7 57.0 57.0 DS2 S4DS1-2 3.2 37.9 0.64 3.70 10.09 30.1 34.7 64.8 64.8 To Innovation Drive culvert 64DSI3 0.9 38.B 0.63 3.60 10.89 31.0 34.7 65.7 65.7 610$1-4 3.6 42.3 0.60 3,40 13.98 35.9 34.7 70.6 70.6 Open charnel to SE Darner D85 S4DSI.5 1.0 43.3 0.59 3.35 18.46 40.8 34.7 75.3 75.3 North to Yrlg Ditch DS8 SIDS7-8 2.7 46.0 0.57 3.20 19.65 45.1 34.7 79.8 79.8 DS7 S4DSI.7 0.7 46.7 0.57 3.15 21.48 45.0 34.7 82.7 827 Told acuth M" to Golden Meadows Detention Pond MCI MG7 21.4 0.50 5.00 4.45 13.9 13.9 13.9 To Exl.*V Curb Inlet MCI N 1 N 1 5.0 0.73 9.00 0.50 4.1 4.1 4.1 To Curb Inlet N 1 N 2 W2 5.0 0.78 9.00 0.28 2.5 2.5 2.5 To Curb Inlet N 2 5.0 0.95 9.00 1.20 12.8 12.8 12.8 To Curb Inlet N 2 Iplped) N-3 N3 0.4 5.4 0.87 8.90 1.98 19.2 19.2 19.2 Totd Flow In Pipe N-1 - N-3 To Area Inlet N-4 N4 N-4 5.0 0.83 9.00 0.57 5.3 5.3 0.4 5.8 0.88 8.70 2.55 23.9 23.9 23.9 Total flow In pipe N-1-4 8.2 To Curb Inlet N5 N-5 N-5 5.0 0.83 9.00 0.68 8.2 0.2 N5 N-8 5.0 0.93 9.00 0.58 5.9 5.9 5.9 To Area Inlet N5 m m m i m m m m m m m m m m S m m m m K, STORM Ofkk$ RE "DOWN, 6U801w91OR SAFEWAYPUO 910R9 IBOyr ld.ebp.41 a• 123 G UTAIED BY 111 fl 188 OATS 1MIM V.P. 11319 LEHOTII 2 T1YE 11J)WTWE/70 TD C 4lIE1181tt ARFA OWEOr p1NOFF MER faWOFF TOTAL RUNOFF STEEL PIK STWIFr RPE REAIAWf9 STREET PIPE SLOPE CaPA 131- E 813E CMACRY CEBKaR Y£lDG1Y OEBGN VELOCJtt If>C. Bti IeBn) O"A law 1-" "10 bcl k51 kM1l. k1F1 (%I sm 1%I (III M4 Icl4 1%V Id") PLsO 1 2 3 4 5 e 7 B 2 10 It 12 13 14 15 to 17 9 19 20 21 Z? 20 S-1 ST 5.0 0.79 9.00 0.90 8.0 8.0 8.0. To Exist Curb Inlet S1 S2 12.3 0.68 6.55 3.02 16.8 16,8 16.8 S2 8.1-2 6.1 30.4 0.71 4.15 3.92 14.3 34.7 49.0 49.0 To Culvert DP S2 Tc • U3eln ♦ it W. tnW S3 S3 5.0 0.65. 9.00 0.16 1.2 1.2 1.2 To Curb Inlet S3 S-13 0.6 31.0 0.70 4.10 4.08 14.7 34.7 49.4 49.4 Told flow In pipe S4 S-4 5.0 0.65 9.00 0.04 0.3 0.3 0.3 To Curb Inlet S4 S.14 0.4 31.4 0.70 4.05 4.12 14.7 34.7 49.4 49.4 Total flow In pipe SS 5.4 0.75 8.90 1.18 9.8 9.8 9.8 Sa S-1-5 2.5 33.9 0.71 3.92 6,30 18.5 34.7 53.2 53.2 To Culvert DP S-5 S-6 5.0 0.71 9.00 0.82 6.5 6.5 6.5 DS1 DS1 5.0 0.95 9.00 0.38 4.1 4.1 4.1 To. Existing Curb Inlet DS1 S + DSI 0.8 34.7 0.72 3.80 6.50 22.3 34.7 57.0 57.0 DS2 S+DSt-2 3.2 37.9 0.64 3.70 10.09 30.1 34.7 64.8 81.8 To Innovation Drive culvert S+DS1.3 0.9 38.8 0.63 3.60 10.89 31.0 34.7 65.7 65.7 S+DS1-4 3.5 42.3 0.60 3.40 13.95 35.9 34.7 70.6 70.6 Open channel to SE cor,nor DS5 S+DS1-5 1.0 43.3 0.69 3.35 18A6 40.6. 34.7 75.3 75.3 North to trig etch OSS S+DS7-8 2.7 46.0 0.57 3.20 19.65 45.1 34.7 79.8 79.8 D87 S+DS1-7 0.7 46.7 0.57 3.15 21.48 40.0 34.7 82.7 82.7 Total south flaws to Golden Meadows Detention Pond MCI MC.1 21.4 0.50 5.00 4.45 13.9 13.9 13.9 To Existing Curb Inlet MCI N4 N 1 5.0 0.73 9.00 0.50 4.1 4.1 4A To Curb Inlet N-I N-2 N-2 5.0 0.78 9.00 0.28 2.5 2.5 2.5 To Curb Inlet N-2 N3 N-8 5.0 0.95 9.00 1.20 12.6 12.8 12.8 To Curb Inlet N-2 (piped) N4 - N3 0.4 5.4 0.87 8.90 1.98 19.2 19.2 19.2 Told Flow In Pipe N-4 N-4 5.0 0.93 9.00 0.57 5.3 5.3 To Area Inlet t44 N-1-0 0.4 5.8 0.86 8.70 2.55 23.9 23.9 23.9 Total flow In pipe N-5 N-5 5.0 0.53 9.00 0.88 8.2 8.2 8.2 To Curb Inlet N5 N-6 N-6 5.0 0.93 9.00 0.56 5.9 5.9 5.9 To Area Inlet F+8 9TOWAD .QE MTEM FINAL DEWN DATA Metal) SUEDIYIEKKI SAFEWAY PIIU STORL1 IM, Id..Io l d- 1.25 CAI CUTAWO By 0MIinB11 DATE IMIM D.P. eA91N9 LENOM PAFr TIME FWWTIMEDB T. C *01IdRY AREA DIMCT fl1NOFF OMER Te1a]FF TOTAL RUNOFF STREET PWE STREET FWE NA1An1t9 HTMIT APE SLOPE CMAC[TY SLOPE SITE C ACITY DESIGN YELO[YIY 11E6bN Y1:lOC1TY ILC. PIf InMI ImMI IaMI 1eIn1 Paa4 X 1d4 prl- IcNI 11N eel 114 DA ON 1dtl OwlIclal live 2 3 A 0 e 7 a 0 10 11 12 13. IA 10 le 17 Ia to ?D 21 22 20 N-14i 0.4 6.2 0.88 8.60 3.99 37.1 37.1 37.1 Total flow In pipe N-7 N-7 5.0 0.92 9.00 0.64 file 8.6 6.6 To Area Inlet N-7 N-1-7 0.5 6.7 0.87 8.40 4.83 42.4 42.4 42.4 Total flow In pipe N41 N41 5.0 0.89 9.00 0.38 3.8. 3.8 3.8 To Curb Inlet N�8 N-9 N-9 5.0 0.90 9.00 0.92 9.3 9.3 9.3 To Area Inlet I" N-1-9 0.5 7.2 0.88 820 5.93 53.3 53.3 53.3 Total Lbw In pipe N-10 N-10 5.0 0.74 9.00 0.14 1.2 1.2 1.2 To Curb Inlet N-t0 N-1-10 0.4 7.6 0.87 8.10 6.07 53.7 53.7 53.7 Told flow In pipe N-1I N-11 5.0 0.93 9.00 0.37 4.0 4.0 4.0 Ftooi Drainage Into Pipe N-1-11 0.4 8.0 0.85 7.90 6.44 55.9 55.9 55.9 Total flow In plbe to Pond N M12 N-12 5.0 0.86 9.00 1.00 9.7 9.7 9.7 To Area Intel 1+12 1,4-13 N-13 5.0 0.34 9.00 1.13 10.7 10.7 10.7 To Curb Inlet N-13 14-14 N-14 5.0 0.86 9.00 0.70 6.8 6.8 6.8 To Area Inlet N-14 N.12.14 0.4 5.4 0.85 8.90 2.83 26.8 26.8 26.6 Total flow In pipe N-15 N-15 5.0 0.63 9.00 0.19 1.3 1.3 1.3 To Curb Inlet N-15 N-12.15 OA 5.8 0.84 8.70 3.02 27.5 27.5 27.5 Total Row In pipe N-16 N46 5.0 0.90 9.00 0.25. 2.5 25. 2.5 To Curb Inlet N-16 N42.16 0.2 6.0 0.84 8.65 3.27 29.8 29.8 29.8 Total flow In pipe 417 N-17 5.0 0.95 9.00 0.57 6.1 6.1 6.1 Pool Drainage into pipe N-12.17 0.4 6.4 0.88 8.50 3.84 35.0 35.0 35.0 Total flow In pipe N-18 N-18 15.7 0.64 5.90 2.41 11.4 11.4 11.4 To Curb Wet N-18 N-19 13.0 0.36 6.40 1.94 5.6 5.6 5.8 To Pond N 1,14-19 15.7 0.79 5.90 12.22 71.2 8.1 79.3 79.3 Told to Pond N 8.1 eta from Curb Inlet N4 N 20 1 5.01 0.92 1 9,001 0.18 1.8 1 3.31 5A 1 1 1 5.1 1 To Curb Inlet N-20 m MANAGEMENT STRATEGIES: 1 STEP IN THE NNIHENTRANCE NT NCESSSTET PRICE BQXUEM 61ALL BE INSTALLED AS FORT ME 6 2. WE SILT ACCORDINGE OEMHOWN ON ME EDETAILSINL ON EROSION CO OL PLAN SHALL BE SECURED BE RECALLED AS SHOWN ONLONTTHE EROSION CONFLICT PUN PRIOR TOE EVE ETHIS STEP THE SILT FNCE T PRIER CRIIXNL 3. THE CP U"CN SUPERIXENDEM SHALL HAVE Hµ RESPONSIBILITY FOR PLAN GI111OlS UMI WORKERS COWL ALSO SUBCOENmA[POTORS BARTSFIAT .AWWARE SEEING LTHE PROKI gWsAOF ME PLAI. f. CIFA-UP A EOF ANDSHE ADD DEBRIS AMIDR�a AN B UCCEPTABE SOIL MATERIALS FROM NEW PROTECTION ACCESS'ARY INCHICIIO UFFEEErcw REQUIRES BY THE CRT n oMP MAINTENANCE RWµL S HAOmmMEASURES LLLCL,KLY OATESIGNIFICANT FLL.MEFLLOWING (THIS WILL CHECKED IN PARTICULAR 1. KE NG AND FLOW ILO EOF LPUBLC PIGHT5-6-WpPN MSX�CH KILL WY REWIRE P� C WITH STEOW AS CO DROPPED. WATCHDRESSING D ON `RAPED FROM VNICLE OR SITE ONG ROADWAY WEST BE Ki D IMMEDAmY W1 BE fREYµUFnCM MO RIER fAblat ENIEHSMMI OF FEBWC IBC TRENCH 1. ED Po BY EXGVAE A 414- MUNCH YP5LCF ALONG ME ONE OF POSM. OFF 2, AnAGx ME NETEx FABRIC TO POSTS a &C101u Aw IMU.ICF TIF E VAM SML AND UPEND IT INTO ME VERNON. SILT FENCE DETAILS TINT TQ SPITE " SILT FENCE BARRIERS CONCRETE PAM. PEREASKIENT A ©—E—X SLY ONCE ® `C,=A1� IMEL GRAVEL FROM vfL'CAL TNAGPTG <firtX4' STOW BRUTE Inwiumm� IIADII OR T Is S&FRAINA:L:;l'A:o:I I I II I I I Ifii1111111flflflflllEXCEED PING � �ij Na.T...X.1� v L i FIRE A i STANDARD EROSION CONSTRUCTION PLAN NOTES 1. THIS CAY MFOM COLD SILMIWAM UTILITY ER09Cw OCW1l INSPECTOR M BE I.V M AT �O LV 24 PRIOR TOWIMRILIIgV ON THIS SITE, 2. ALL REQUIRED PFRIMEER SILT PRICING SW11 BE INSTALLED swill TO AYI Lµ SN K ACTIVELY (SUFFERING, ST EWpNG, PC), ALL OTHER REQUIRED ER XCd11Rtt MEASURES SWLL BE INSTALLED At THE APPROPRIATE ➢ME IN EON YOYEW£ AS INDICATED IN THE APPROKD PRWECI SCHEDULE. (CONSTRUCTION P4H5 µD EROSION LgTpL EPoM J. PBRACE 1£GEIATIWSiSBE PRO MO AND RETAINED WHEREI£R POSSIBLE. REMOVAL OR D5TORBWCE OF EXISTING VEEETIA9pX SNVL BE LIMITED TO THE ABU REWIRED FOR IMMEDIATE LONdBUCTION OPERATIONS µ0 FOR THE SHOWE51 PRACICAL PERIOD OP TIME. ALL SOLD SPECIFIED WRING HARD OPENING ACTMR (STRIPPIxO ERADI UTILITY INSTALLATIONS, A STOCKPILING. NG IM'O FILLING. PC) SHVL BE KEPT IN A ROwWHENFO COOTHER NDITION N BEROSION IGC R I5015G PECALLED. NO Sal IINRS UMOU OroINSITMNPROCEE STREET ROUTE OF WAY SHALL REMAIN EXPMED BY LAND (OCCURRING ACIMTY F R[ THIRIY ((W) DAYS BEFORE REWIRED TEMMM M PERMANENT EROSION CONTROL NEC. SEEO/MULCH, XD AC.) 5 INSTALLED. UNLESS O AROO W TOO STOUMWRER AFFECT. ! NSTRUCTION �S 0 ASTOERTY PRENHILW BE IHOSL MSALLLAND DI MRBBIWWACTMIIERNED ESS SHALL BE IMMEDIATELY 05WNTIHUEO WHEN Ol DUST IOW TS ADJACENT PRCKWIES, AS DETERMINED BY THE CITY OF FORT COLLINS COUNSELING DEPARUMUT 6. FEEL TEMPORARY (STRUCTURAL) MOSION CONTROL MEASURES SMLL BE INSPECTED µ REPAIRED PAIR OR RECOXSTH16AL TE0 AS NECESSARY SETS IT UNOFF OTHER IN ORDER TO WAITED RUED PERFORMANCE OF THEIR INTENDED IU ALL REI9NEOSEDIMENTE PARTICULARLY THOSE ON IC PAVED RO L BEREYb2µW AMIDL D OOF IN A WANNER WN !O IF I 10 CAUSE THEIR RELEASE IWO ANY DRAIxAGE`SAY. ). NO SIDES SDTRLE SHALL EXCEED TEN (10) FEEDY IN HHEGM. ALL WE STOCPLIS SHALL. BEDE G HWATERING µSILT i FINDINGEAMSOLSTOCKPILE REUNNINAFTER ENDS STATES BE SPEED AMID MULCHED 0. CITY wOlo COE PROHOLIT5 THE RAVENCH CROPPING, LED STRIPE BY ED FROM AFTY BRIEF OR WANYINEURWFEL DEPOSITED OTHER ERAL WTIeAUBL BALL I IT 81 11L ,. )FLEETER GENERAL DRAINAGE PLAN NOTES 1. ALL SIL CADBURY LILY Car FORT COLLINSMEMBER. NSSSTTMµN AMAMIDSPLOLI EA AND WATER CONSTRUCTION lEUFX SN EC41GihpK CURFEW ATDATTOEXECUTION LUP E THE l0 DEVELOPMENT AGREEMENT PEWAIXINE TO MIS DUWCMENI. CONSTRUCTIONANY OCCURING MICE YEARS AFTER THE EXECUTION 1E DEV0.M EN 0PMEAGREEMENT SEOULb REQUIRE RE-EMlTGN OF µT THE PLS SI ECRY ENGINEER WHO MAY REQUIRE FLAT THEY BE MADE TO CONFORM TO SIµWRM WHOSPEOEK.aIOS CURRENT At THAT TIME. 3. AM.SE• PKIN4WZE.LOCAll 1 E MAFi µ. " THALLMETY B ME HRPUNDERGROUND ESONSIBLM OFTHE COMRACTORAPPROXIMATE R %TE TOVERIFYME EXISTENCE ADD LOCATION OFSALL. UNDERGROUND MUTES WRONG THE E OF ME K BEFORE C ETIONG HIM CONSAUC . ]HE CONTRµTOR SIW1 BEw5 RESP1BLEFOR LOCATING UNKNOWN UNDERGROUND UTILITIES. ]. ME ENGINEER WHO FEE PREPARD THESE PUNS. U EXECUTION ANDIOR SFN BBOE DOES AFFIRM PESPWSI HEREBY BIM TO THE CITY OF FORD COLLINS, 0 ID PAVE SEXEFCW OF GROWERS WORK. FOR µY ERRORS AND OmS510N5 WMYNED IN THESE RUNS µD APPROVAL OF THESE PLANS BY ME DIRECTOR Or ENOILBEBING SHALL NOT HELENE ME WHO OF N PREPARED THESE RUNS OF IRESPFURTHER, THE ENGINEER ENGHEREBY AGREES TO µ AMID NYLESSAMIDINDEMNIFY THE Cµ CID, ITS OFFICERS EDEYPLOYEES FROM AND AWNST .WELL LM TIES, CWY AMIDAMIDBEYWDS WHICH MAY ARISE FROM ANY ERRORS AND L SONS CONTAINED IN THESE 5.4MM TO ME XMEMBM OF ANY LWSIRVCI'9N. ME ECMWLId1 $IILLL PM ME CITYENAfiWURIAG ( 0-221 -6i ADD ME ERQSIW PoMML INSPECOR (9]0.221-61 MORTY-FOUR (24) HOURS AJWANCI NOTICE, 5. WIWILL E OF wSI1E DRAINAGE IACILITIES SHALL BE THE FIRSAWRI OF THE PRCMMY RAMPS. 4 MOLVE HAMENT BY GAULWAYrCOMMENIEURCIESS OFHCOXI FIX ASSOCIATES WIFE BEN COMPLIED WTH. C��L STUDYTIP THIS 2. PICK TO WAYINSPECTIONEAND ACCEPTANCE BY THE CRY, CBOWSUBNPE OF ME DRAEUGE FACENBAS. PROH .51 NLL ENGINEER MUST B TO AND )IMPOSED BY TB SHO EYE QUILAR LAL DEVELOPMENTS, CERTIFICATION OF AU. DRAINAGE s AIER UTILITY REMIXES IAI H wAlw mM AT TrAs BP PRIOR ED To NME REUSE OF THE CEVELOPMWAAGREEMENT, M INDIVIDUAL TOTHE STORIW TER MIIfY ATLEASTTWO WEEKS PRXK TO THE REIFASL OI A CEBIUILAIN OF OCCUPANCY FOR SUCH LOT. 6. IF DEWATERING 5 SED TO NSTALL UTILITIES,A STAFF CONSTRUCTION (NET WORKING WASTEWATER SUCH. OR � GWATE�uOFSi REQUIRED PER U ISTATEi DISCHARGE Is BO A STORM SEWER, cNµxq w. RY WITH WE PAID Or COLORADO ST S. CONTAACWA]HE L OSOE VARTUT�iII n . WATER QUALITY CONTROL BMSCN NWO PROCEEDS PE-BArOP �-LIARI IIII 0 N. Ak0 WERRY GREEK OWNS SO BxVER�COLLORADO 50222-1630, ATIEMION PERMITS µE ENFWc 52cim. PH: COR-692-3590E 10, THE HIDEOFR COLLINS FORTIT SBENCHMARK -9TELEPHONESA5 BOIL UP OFE TELEPHONES E AT ME SW CORNER OF HARMONY ACT MUD WHURNY Al EIEWMNI - "He Be FEEL. CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 CARL -8U9 DAYS IN ADVANCE BEFORE YCV qG P , OR E%CLAWATTE FISH ENE BARONS OF UNDERGROUND MEMB VICINITY MAP (roar DO $GLEE) IN It City of Fort Collins, Colorado UTILITY PLAN APPROVAL ...��.�ME Ct11 Date CHECKED IMF -W-TeRiSaFT-10i Date CHECKED W. Date CHECKED BY: F.I k Recreolion Dote CHECKED BY: --rirglilic—Fq'inser Cuts CHECKED BY: Date CSC SAFEWAY OO NFg E� p�pLJ 9 D02B4 N 0 (_A aj K W a 9 O Z O O Q yN m 6 a e G UmGO E GO °W ED K om iO 0 LA ^ O ED 2: isc 0 YENRR a TO, O n T. malEm ro. SADfi BNAwN [n: EVR cHEcl® ar: LCJ are 6/2000 REF LLYTD SAO6PER0 on 0 Q O O Of Z J O 0 U O Ul > Z_ Q J J LL 0 lal V) N 0 O 0 N L' SHEET TITLE EROSION C L ONTARN PHUE 1 SHEET N0. 7 OF 7 �lln �• _E� op :-egg I VICINITY MAP ai Nm ro sL•,T WR /V // %. ✓ UP i i A LOT 1 BENCHMARK LEGEND — Vti1,' aC5�Pf1A fYMIXC wMWB MCPoSED CCMWX OIO-O.N tt5 Olw-I.Ix CFS .1 � LOT 3 ]I.w E]SIXC SPOT ELLWIIw SDO'2O'00RN ® Pm o SPOT EuwTIW LOT 1 �8 —\ \ A vsn MSLFMnSx To YE.w WXCPT m0],cdl r+, o. o ICU ]Ezn Warr wEP]c.xx a ( - m u n ' 1 ISyS AREA M AO.S olm-o.]I M DUSTING OS-N : J MEIDEA ....... N-5 LANE i / l T o, !.6 as . o, ,e ]EA, Wurm x Ms }De INDEED) sP,rt enwml mown �, m I •E r ]ao ��, - .- 1 I aim ,w ] R N MS C /) WRAP LN gee..' ,�� / '• •] A a OF Ix9EO RwN -n'T6. M�'TE ,MU i>• raw \WE IF J iXES• _ Q'HIP .780 , �� N RO'LLNE MFRCFPr ���I O (0.01• ♦W a 1C IYMOM MLxi]I I 1)]^]nl I -1� X ]w M nvxm m 44 Q 10 30 lw 1CP M OMIE IF 5-A __ i w FBI PHIL56A L . Q 1 SCALE: 1'� _ l 4 iF ]I.w I f N MG UL xm , 1 -0 '10' V IN 1SN] II OF0-I.00 OS __A- 1 O _- 1 1•pO R® II 0j 5 I Md. l.•l 95R WL 1 j 1 W cW oPFN11G II FUTURE II m •� L F Q I Q. II C-STORE II L_rtM na IN I IW I _ — — — I IT _1 Im-WED. WOL,T .IxwT �I RMO "AIDI ICU I 1 0 1 srs H D WORM SEWER POP+ Has na a ; A o LOT 5 FEO IW M wwME-Tvo OF lill' I ]an ]w I QE wsEl w]w wBxALE ElrvAlroH FARO MPILRTM1I.]E GOI �4W� I A'I REP I i 1 BDONM IMaIl-]a`� E5 TIE i I AS.IW43 MCC 'MIFA OWIIY cMloE KIWE _,LKI M5EtHE HI ; LEIDDI• wxr bxw) - .nets II 11 FDR SEPA 7MW FEW mDa -Jii ]].5oRAx ea n.: IPPLEVER O Foll LATE INS SHE WE a _a• S __S_________ d .RIDg] W awa Itls3 i 9 a, r° I • ..-•m.�. .I�-x...m..».._ Mw.wxw4.xw,..•... 6w"oli i »w y,vy - w-Ass as' . BENCHMARK: CFTY OF FORT COLLINS BENCHMARK 9-94 DESCRIBED AS BRASS CAP ON THE NORTH SIDE OF CONCRETE RING OF A TELEPHONE MANHOLE AT THE M CORNER OF HARMONY RD PIANO McMURRT AGE. ELEVATION = 4975.38 FEET. ,iI THICK STEEL L 11 15 TEAPOT . Ix' cRoss oLH FDLEX LH1 E MDEET& VUV �L1 ow�RAE ED FOR UP.WD 0 META NS >1 ORN,TOP I''1 MMXG BS6 LRws DW5 . x• L.L. BFASm BARS . , ln6 D.G. HOPES FRESHNCMS SHAL I MOUNTED Us1USINGTE sT SS STEEL HARDWARES AND PROVIDED WITH HINGED AND UPGRADED ASSETS PANELS MINIMUM 3' WOULD) 2. LOWER FARE SHALL ff F ME µszED AND MAYMBE PANTED STEEL GLLVANRINC FABRICATED BAR GRATING NET TO SCALE (THREATS) HAIMGONNq BROAD ,TAMCR PRI HALTS L M A4 MEAT ].DJ _ - L._6. ri A B L CPR —US r-L•— SECTION B—B NkON �" a IVoEACHc. a. Mr ]a. WATER QUALITY ORIFICE PLATE PLAN VIEW — STRAIGHT WINGWALL OPTION I TL w FRIDGE) MT 70!XAE (PVLLTEI GENERAL DRAINAGE PLAN NOTES 1 STREET. SAMIAM SEWER. STORM SEWER AND WATER WXSIXJCwX SIWL wxFORM ]0 tl1Y OF FORT C0.Ws STANDARDS D SPWIFIG,pxS CURRENT AT MTCf EME ION OF THE C Lm EM ACREEMEM RETURNING 70 THIS DEVELOFVM. ECOTUCINMI OCCURING THREE FIATS AFTERTHEGLASS W 'FEXECU71M M NINE OMLOPMEM AGREEM UNT SRP REWIRE --E%WIMWTIOH OF ST4 S AND SPRInGTpNS CHE CURRENT AWHO T TREQUIRETIME THAT CONFORM ]. THE AW SIYHOWEx ONE THE wuwlxSITION GE 11 SIWILOF L BEµH NR ESSawISI&LIT OrXTHHECCONTTRACTOR TO VERIFIUTILITIES ME hTHE EARTENcl WO LOCATION AL UNDERGROUNCTo FUTEs ALONG THE F THE WO U COMMENCING NGONSA UTILCOE9RUCHON, THESHA.L BE ESPoNABLE FOR LOCATING UNR !. THE ENOI.EER WHO WS PREPARED THESE PUNS BY EXECUTION ANO/TOR ! HEREOF WEBS I(xEBI ALAM EMSPROAM IIY TO 7WPomtm OF FORT COLLINS,OAS A ONEFK OE SAID EEGNEWS FISH Mn E ABC OMOSIa 4Nm w TNaE PLANS AND APPROVAL THEM PLAIN SO TTHE DIRECTED MHFNGNCERING BRAD. HOT ANSI THE ENGINEER WHO PREPARED THESE OF AL SUCHLAMER. TK ENGINEER OF AGREES 79 HARD 1MRMLESS ROD x 45 OECEA y/AADH EMPH SEµ OM ANDXS CMR4NL LRBRmss MS AND DEMANDS ARBOR MAY APSE O WMrsIo EO N THESE FNJNCSW A HE OR 10 THE CEMEs]OO?T AN c WC'IW SFNLL iM FILE Cm EWOTWENTY-FOURRMP ARCM 6wx) AND ITHE EOMM COHIMIL FIRESTONE (9]0.3x1-a ) Iz.l HOURS AaMAXx NONCE. 5, MANFHWNCE OF OZT WMY).E FATIMES SHALL BE THE RESPws M THE R ERM ALL LUMNnT�MTHE FPDAI[5ILLSMWum FOR TNs M.EVAEGALImvAY.M.IASSOCMWWE COMPLIED "isFEIREGISTERED AND ACCEPTANCEBy THE CERTIFICATION OF ME MwWCE FFQI WAA wH OSTU AND AwRD.ED m THE HOHMANN DINETTE CERTIFICATION OF ALL DRAPENIND FILIPINOLVSESO RLL A CERTIFICATE iIG,E d W. AS UBMITTED 70 THE SF)WWANR UTILITY AT LIESPH TWO E%VPIxKS PISTON O FILE Tip WPMENT WRN TO THE �ENTF MUST BE SUBMITTEDTTTO THESANCY ORMWATER P T WEEKS N LOT 9 IV DWANHN4Z IS USED TO L I NSHUc MH MWATERx WASTEWATER SOMPi T6 KWKD FDISCHARGES U rs INTO ASTWMiER. COMPAN . imammX WART IT RAW YIEB M THE INVITED STATES. COOKY WITH THE STATE COLOADO P`RMIrtw Maw FQI FLORMBRIER NOEL Mu u T CONSTRUCTION Y x ORw m OF HEALTH, WATER QUALITY sW ROL AiSox PERMITSWFE— WHO pINCE E T SEC 1 ! 69] 15Po4300 COMPLY CREEK OHM SOLID. ENRON, ) LORA00 w]]] 10 AL STOW SEWERS AND FAILURES SHALL BE lx5 VE0 m THE GM. ,I. AL DS URem NGETATED LAGS slWl R RVEuuTED. CI ILIIAARV RI IA111FL TARI ❑ SUCH SUPER AREA ITTEWASE SUFFEW DETEMPRON WORD ME Mal 5.44 Ot GET 11-11.110 - I.INVIDrll l 4-T=II=II=1T=iT 'i-T-II=n=T B. II"r=11=9=N =1=I 1==11 1�1=11 1��_ OUR OF STAR ED4 fFAarw,w ow mwBNc rnM AnA MEs, / Tm of soPE-n.m r�B r--G� i A 0 ALL SECTION C—C 100—YR ORIFICE PLATE m] m z BERNARD) pop "TPASH RAOT M-]. SECTION A —A OUTFALL STRUCTURE MT m 5c4E (PIOMTEf CALL UTI'JIY NOTIFICATION LmW:E M-].ao CENTER 0LORADO 1 922 CALL 2-EAUNINTIESCUTS IN E BEFORE YGJ S Aw GRR EXCAVATE FOR THE MARING F UND[FLROYXO MEMBER BILL ITS .YY.y-9G�V1x di�y LJ" f - 1 Z 0 rc 0 O Z 0 0 '0 o c E c loin IS 0 1` m Q ;RR o I a PRaIEar ro. SA06 DRAWN Br: JMK wEa® m: LCJ QLTE: 6/2000 RlE Rue SAO6PDRN Op o Q O Of z J O = U O cr N cr 3 _ Q O LL1 US H­ N O Or O lf) LL � sHEEi nrLL DRAINAGE PLAN PRESi: T SHEEP N0. 6 OF 7