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HomeMy WebLinkAboutDrainage Reports - 08/23/2000PROPERTY OF FORT COLLINS UTILITIES FINAL DRAINAGE AND EROSION CONTROL STUDY OAKRIDGE BUSINESS PARK, TENTH FILING, LOT 2 �«� Report, FINAL DRAINAGE AND EROSION CONTROL STUDY OAKRIDGE BUSINESS PARK, TENTH FILING, LOT 2 Prepared for: THE EVERITT COMPANIES 3030 S. College Ave Fort Collins, CO 80526 Prepared by: North Star Design, Inc. 1200 Carousel Drive, Suite 201 Windsor, Colorado 80550 (970) 686-6939 August 23, 2000 Job Number 102-07 t North Star 'AlAaa, design _ I ' August 23, 2000 ' Basil Hamdan City of Fort Collins Stormwater ' 700 Wood Street Fort Collins, CO 80522-0580 IRE: Final Drainage and Erosion Control Study for Oakridge Business Park, Tenth Filing, Lot 2 Dear Basil, I am pleased to submit for your review and approval, this Final Drainage and Erosion Control ' Study for Oakridge Business Park, Tenth Filing Lot 2 with revisions to address your comments dated February 16th. This drainage report is an update to the Final Drainage Report for Oakridge Business Park, Tenth Filing prepared by RBD, Inc. Engineering Consultants. I certify ' that this report for the drainage design of Oakridge Business Park, Tenth Filing Lot 2 was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. --1 QP� o K G/S Sincerely, 31306 .Q ' Patricia Kroetch, P.E. AI. E� I North Star Design, Iric. 1 ii 1194 W. Ash Street, Suite B Windsor, Colorado 80550 970-686-6939 Phone • 970-686-1188 Fax I ' TABLE OF CONTENTS ' TABLE OF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location...................................................................................................................1 1.2 Description of Property ............................................................................................I ' 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................I ' 2.2 Sub -Basin Description.............................................................................................2 3. DRAINAGE DESIGN CRITERIA ' 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints...................................................2 3.3 Hydrologic Criteria..................................................................................................2 4. DRAINAGE FACILITY DESIGN 4.1 General Concept......................................................................................................3 ' 4.2 Specific Flow Routing.............................................................................................3 4.3 Drainage Summary ..................................................................................................4 ' 5. EROSION CONTROL 5.1 General Concept.....................................................................................................4 5.2 Specific Details........................................................................................................4 6. CONCLUSIONS 6.1 Compliance with Standards....................................................................................5 ' 6.2 Drainage Concept....................................................................................................5 7. REFERENCES....................................................................................................................6 APPENDICES A Vicinity Map B Hydrologic & Hydraulic Computations C Erosion Control Calculations D Figures and Tables E Excerpts from Previous Reports iii ' 2. GENERAL LOCATION AND DESCRIPTION 1.1 Location This site is located in the Oakridge Business Park, P.U.D. This project is located in the Northwest Quarter of Section 6, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. The project is located in the southwest corner of the intersection of Wheaton Drive and Oakridge Drive. The project is bounded on the north by Oakridge Drive, on the east by Wheaton Drive, on the west and south by parking and Oakridge Business Park, Tenth Filing, Lot 1. 1.2 Description of Property Lot 2 consists of approximately 1.7 acres of land. The land is currently undeveloped and covered in grasses. Half of the site slopes to the northeast at approximately 2% and half of the site slopes to the southwest at approximately 2%. The site currently drains into the existing parking lot on the southeast and into the existing streets on the north and west. The project will consist of a single building of approximately 7600 square feet. All of the parking for this building is existing and no additional parking will be added. The original drainage report for the Tenth Filing accounted for a future a building in this area of approximately 9300 square feet. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Drainage Basin. The site is a portion of Basin 260 of the Oakridge Business Park Master Drainage Plan, as prepared by RBD Inc., dated June 22, 1990 and updated April 1, 1996. More specifically, the site is a portion of Basin 5 as described in the Final Drainage Report for Oakridge Business Park, Tenth Filing prepared by RBD, Inc. Engineering Consultants, dated November 10, 1987. An excerpt of the drainage schematic is shown in the Appendix. ' 2.2 Sub -basin Description ' Basin 260 of the Oakridge Master Drainage Plan drains to a detention pond which releases into a storm sewer system beneath Oakridge Drive during the minor storm ' events. This storm sewer system eventually outfalls into the Regional Detention Pond #2 at the end of Keenland Drive. ' Per the Master Drainage Plan, developed flows from Basin 260 should be detained in the existing detention pond. Portions of the Oakridge Business Park Master Drainage Plan and the subsequent update are included in appendix E. ' 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage ' Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver ' Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints ' The runoff from this site has been routed to conform to previous calculations completed with the Master Drainage Plan for the Oakridge Business Park, P.U.D. by RBD Engineering Consultants dated June 22, 1990 and updated April 1, 1996. The detention ' for this site is provided in the existing detention pond as noted in the above -mentioned report. 1 3.3 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. 2 4. DRAINAGE FACILITY DESIGN 4.1 General Concept ' A majority of the runoff from this site will flow to the existing detention pond south of the site and be released at a controlled rate into the existing storm system. A small ' portion of the site will drain to streets in the northeast corner of the site and be collected in the existing inlet in Wheaton Drive. 4.2 Specific Flow.Routing ' In the Final Drainage Report for Oakridge Business Park, Tenth Filing, Basin 5 encompasses the east half of Oakridge Business Park, Tenth Filing including all of Lott. This Basin is shown to flow to the lower pond (Pond 4) where it is to be detained. In ' order to reflect the actual developed conditions in Basin 5, the Basin was divided into two subbasins. A summary of the drainage patterns within each subbasin is provided in the following paragraphs. Subbasin 5-1 contains the northeast portion of Lot 2, including the north half of the proposed building and landscaped area. Runoff from this basin flows into Oakridge ' Drive and Wheaton Drive and flows south on Wheaton to the existing 7' type R inlet near the existing detention area. All of the flows from Basin 5 were calculated to flow to the existing detention pond on the south boundary of Basin 5 but the grading completed with Lot 1 of the Tenth Filing prohibits these flow patterns. The maximum flow from this Subbasin and into the existing inlet in a 100 year storm is 1.75 cfs. Calculations are included in Appendix B that show the effect of the additional flow on ' the street capacity and the inlet capacity. An exhibit also shows flows from the south which are accounted for in the inlet calculations. Subbasin 5-2 contains the southwest half of Lot 2 and the east half of Lot 1, including the south half of the proposed building, the east half of the existing building and a ' majority of the parking lot. Runoff from this subbasin flows south through the parking lot to the existing sidewalk culverts at the southeast corner of the parking lot and into the existing detention pond on the south boundary of Basin 5. This flow pattern conforms to Basin 5 runoff as described in the Final Drainage Report for Oakridge Business Park, Tenth Filing prepared by RBD, Inc. Engineering Consultants but the runoff is slightly ' 3 ' more. The required detention volume (in the lower pond 4) was recalculated using the higher runoff and the detention required increased from 1.76 acre feet to 1.80 acre feet. The existing lower pond was designed with a volume of 1.8lacre feet so the additional runoff can be accommodated. The existing detention pond has a permanent pool that will address the desired water ' quality enhancement prior to release downstream. ' 4.3 Drainage Summary The City of Fort Collins will be responsible for maintenance of the existing storm drainage facilities located within the right-of-way. No structures or pipes are proposed with this development. Any existing drainage facilities located on this site will continue to be maintained by the owners of the site. 5. EROSION CONTROL ' 5.1 General Concept This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort ' Collins Zone Maps. The potential exists for silt movement from the site and into the existing storm system during construction. Potential also exists for tracking of mud onto ' existing streets which could then wash into existing storm systems. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and ' related calculations in Appendix D, the erosion control performance standard for the subject site is 80.1%. The erosion control plan gives a performance standard of 82.3%. ' The erosion control escrow amount is $1600. ' 5.2 Specific Details To limit the amount of silt leaving the site several erosion control measures shall be ' implemented during construction. All boundaries of the disturbed area shall have silt fence installed. Because all of the parking lot is existing, vehicle tracking pads to control the mud being tracked onto the existing public streets are not feasible. Any mud tracked onto the public streets shall be cleaned as required. ' 4 ' A portion of this site will discharge into the existing detention area south of this site. The ' existing detention area has a permanent pool and, after construction, the existing detention area will be utilized as water quality. The permanent pool will allow particulants to settle out of the water released from the site prior to releasing the water ' downstream. 6. CONCLUSIONS ' 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. ' 6.2 Drainage Concept C 1 r Jl The proposed drainage concepts presented in this report and on the construction plans adequately provide for the detention and transmission of developed on -site runoff to the existing storm system. The onsite and off site storm drain system will provide for the 10- year and the 100- year developed flows to reach the existing onsite detention facility and ultimately, the Regional Detention Pond downstream. The existing downstream detention facility has been sized to accommodate developed runoff from this site after it is detained in the on -site pond. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. 5 1 1 1 1 1 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. \,-2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, � 1992. \I 3. McClellands Basin 100 Year Master Plan Update by RBD, Inc. Engineering Consultants dated April 1, 1996. 4. Master Drainage Plan for the Oakridge Business Park, P.U.D. by RBD Engineering Consultants dated June 22, 1990 and updated April 1, 1996. 5. Final Drainage Report for Oakridge Business Park, Tenth Filing prepared by RBD, Inc. Engineering Consultants, dated November 10, 1987. 6 t �I L APPENDIX A VICINITY MAP 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HORSET06 TH ROAD JSITJE HARMONY ROAD OAKS � 3 Q � Q CITY LIMITS mCOUNTY ROAD 36 YYL _ VICINITY MAP APPROXIMATE SCALE: 1" = 2000' ri1 APPENDIX B HYDROLOGIC & HYDRAULIC COMPUTATIONS ^, !L 1 I 11 1 1 1 1 1 1 1 1 1 1 1 )NY ROAD I 2( ri � 1 V / C Oo i RULE DRIVE �o mom '--OAKRIDGELk \ `\ j \ �� , Z OAKRIDGE ; ow BUSINESS PARK 7' TYPE W INLET % North Star design 1194 W. Ash Street, Suite B Windsor, Colorado 80550 Phone: 970-686-6939 Fax: 970-686-1188 OAKRIDGE BUSINESS PARK y TENTH FILING, LOT 2 SHEET 1 OF 1 CT NO. 102-07 1 � k � �- B 0 2 � co\, LL § \ �� L / �� o \§ ° ) R§ z \ /\ 2 \+�§ fE Q 3)EQ 0 ( \E ) J@ 2(k (\}& ■■ \/0 )) @L /§Eo 2 *) @/om22M 7 c = { ,\ E 0 q §§� Ci 2 |: \5{ ] a!a � /)a =E ## ©7 !«! R« 0 0 kaa g m§ Goa § 2� ))k §§ ! [§ ;! 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Dept., U. of Colorado ' Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ' PROJECT TITLE: Oakridge Business **** DRAINAGE BASIN DESCRIPTION -------------------------------------- Park, Tenth filing, Lot 2 BASIN ID NUMBER 5-2 (o) +3.2-4 (B0.51Y1 S-Z.) BASIN AREA (acre)= 11.76 RUNOFF COEF = 0.76 ' 'C- Foe- laks1nl 6 �, T3aS1v, S-Z ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 2.49 CFS = 4.45- lAoicFS OUTFLOW ADJUSTMENT FACTOR = 1 FCoW t4rowbi-% ' AVERAGE RELEASE RATE = 2.49 CFS upper Qo A 3 AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ' 0 00 0 00 0.00 0 00 0.00 5.00 9.00 0.56 0.02 0.54 10.00 7.20 0.90 0.03 0.86 ' 15.00 6.19 1.16 0.05 1.11 20.00 5.18 1.29 0.07 1.22 25.00 4.68 1.46 0.09 1.37 30.00 4.17 1.56 0.10 1.46 35.00 3.84 1.67 0.12 1.55 40.00 3.50 1.75 0.14 1.61 ' 45.00 3.25 1.83 50.00 3.00 1.87 0.15 0.17 1.67 1.70 55.00 2.80 1.93 0.19 1.74 60.00 2.61 1.95 0.21 1.75 65.00 2.47 2.01 0.22 1.78 ' 70.00 2.34 2.04 0.24 1.80 75.00 2.20 2.06 0.26 1.80 80.00 2.06 2.06 0.27 1.78 ' 85.00 1.97 2.09 0.29 1.80 90.00 1.88 2.11 0.31 1.80 95.00 1.79 2.12 0.33 1.80 100.00 1.70 2.12 0.34 1.78 ' 105.00 1.64 2.15 0.36 1.79 110.00 1.58 2.16 0.38 1.78 115.00 1.51 2.17 0.39 1.78 ' --120.00------1-45--------17------0-41------1-76----- THE REQUIRED POND SIZE = 1.802713 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 90 MINUTES 1 4/27/00 LOCATION: Oakridge Tenth Filing, Lot 2 ITEM: Wheaton Drive COMPUTATIONS BY: ppk SUBMITTED BY: North Star Design 2-year design storm Design in accordance to "Stone Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 25' half street width, vertical curb and gutter no curb topping, Flow may spread to crown of street Theoretical Capacity., use revised Mannings eq. Allowable Gutter Flow., Q=0.56'ZJn'S'a-ysa Qall=F -Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4.2) Z = reciprocal of cross slope (ft/ft) Call = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Qc y = depth of Flow at face of gutter (ft) sec. A FL Z n y. S I Q. 12 0.013 0.5 0.40% 5.15 12 0.013 0.5 0.50% 5.76 12 0,013 0.5 0,60% 6.31 12 0.013 0.5 0.80% 7.28 12 0.013 0.5 1.00% 8.14 12 0.013 0.5 1.50% 9.97 12 0.013 0.5 2.00% 11.51 12 0.013 0.5 3.00% 14.10 12 0.013 0.5 4.00% 16.28 12 0.013 0.5 5.00% 18.20 12 0.013 0.5 6.00% 19.94 12 0.013 0.5 7.009/6 21.54 Z n y, S Qb 12 0.013 0.33 0.40% 1.70 12 0.013 0.33 0.50% 1.90 12 0.013 0.33 0.60% 2.08 12 0.013 0.33 0.80% 2.40 12 0.013 0.33 1.00% 2.69 12 0.013 0.33 1.50% 3.29 12 0.013 0.33 2.00% 3.80 12 0.013 0.33 3.00% 4.66 12 0.013 0.33 4.00% 5.38 12 0.013 0.33 5.00% 6.01 12 0.013 0.33 6.00% 6.59 12 1 0.013 1 0.33 7.00% 7.11 B A D �--- ye = y° = 0.3311 y. = 0.5 ft Z. = 24"/2" = 12 Z° = 24'/2" = 12 Z° = 1 /0.02 = 50 n _ n. nw � n- k�lf.1-t --Z - n Y. S Q F 0,11 50 0.016 0.33 0.40% 5.76 9.20 0.50 4.60 50 0.016 0.33 0.50% 6.44 10.29 0.65 6.69 50 0.016 0.33 0.60% 7.05 11.27 0.80 9.02 50 0.016 0.33 0.80% 8.14 13.02 0.80 10.41 50 0.016 0.33 1.00% 9.10 14.55 0.80 11.64 50 0.016 0.33 1.50% 11.15 17.83 0.80 14.26 50 0.016 0.33 2.00% 12.87 20.58 0.80 16.47 50 0.016 0.33 3.00% 15.76 25.21 0.72 18.15 50 0.016 0.33 4.00% 18.20 29.11 0.60 17.47 50 0.016 0.33 5.00% 20.35 32.54 0.48 15.62 50 0.016 0.33 6.00% 22.29 36.72 0.40 14.69 50 1 0.016 1 0.33 7.00% 24.08 1 1 38.51 1 0.34 1 13.09 13AS11`4 5-1 + 0-1 10 year stone runoff to west side of Wheaton Drive north of inlet = 0.84 cfs+3.37 cfs = 4.21 cfs Street slope = 0.8% to 2.0% Street capacity: at 0.8% = 10.41 cfs at 2.0%= 16.47 cfs StncapAs 1 of 4/27/00 d 0 1 LOCATION: Oakridge Tenth Filing, Lot 2 ITEM: Wheaton Drive COMPUTATIONS BY: ppk SUBMITTED BY: North Star Design 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 25' half street width, vertical curb and gutter depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n-Rv3-S112-A Qall=F"Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. Qall = allowable gutter capacity (cfs) R= A/P A = cross sectional area (ft) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A = 9.83 A = 1.96 P = 25.93 P = 14.28 R= 0.38 R= 0.14 n = 0.016 n = 0.035 half street S Qa S ` b o' tot F Qall 0.40% 30.33 0.40% 1.40 31.73 0.50 15.87 0.50% 33.91 0.50% 1.57 35.48 0.65 23.06 0.60% 37.14 0.60% 1.72 38.86 0.80 31.09 0.80% 42.89 0.80% 1.99 44.87 0.80 35.90 1.00% 47.95 1.00% 2.22 50.17 0.80 40.14 1.50% 58.73 1.50% 2.72 61.45 0.80 49.16 2.00% 67.81 2.00% 3.14 70.95 0.80 56.76 3.00% 83.05 3.00% 3.85 86.90 0.72 62.57 4.00% 95.90 4.00% 4.44 100.34 0.60 60.20 5.00% 107.22 5.00% 4.96 112.18 0.48 53.85 6.00% 117.45 6.00% 5.44 122.89 0.40 49.16 7.00% 126.86 7.00%1 5.87 132.74 0.34 45.13 F C 0.15' 0.46' 0.17' Area A = (0.15')(23') + (2"/12)"(2')"(1/2) + (5.52"/12)'(2') + (5.52"/12)"(23')"(1/2) = 9.83 sq. ft. Area B = (14')'(3.36/12)"(1/2) = 1.96 sq. ft. $A 64 5-I + O-t 100 year storm runoff to west side of Wheaton Drive north of inlet = 1.75 cfs+6.21 cfs = 7.96 cfs Street slope = 0.8% to 2.0% Street capacity: at 0.8% = 35.90 cfs at 2.0%= 56.76 ofs ' Strtcap.xls 1 of 1 1-------------------------------------------------------------------- ---------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ,USER JR ENGINEERS-DENVER CO .. ..... .... .. .... ... ... ..... .... ON DATE 04-27-2000 AT TIME 11:13:21 '*** PROJECT TITLE: Inlet in Wheaton (R VZOFF F9_0M BNSINS 0-1 1�0-Z onvL4) *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 CEy 1'!>T1 J(I 7' 114PE 12 1NLC--r) ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 7.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.35 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (s) = 0.80 ' STREET CROSS SLOPE W = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18.81 GUTTER FLOW DEPTH (ft) = 0.54 FLOW VELOCITY ON STREET (fps)= 3.46 FLOW CROSS SECTION AREA (sq ft)= 3.71 GRATE CLOGGING FACTOR (°s)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 15.93 BASs -ts 0-1 + 0-Z z (cfs) = 12.70 = bzl +6,49ds (cfs) = 12.70 (cfs) = 0.00 (cfs) = 12.70 (cfs)= 12.70 (cfs) = 0.00 11 '------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD 'USER:JR ENGINEERS-DENVER CO. .. ..... ..... ..... ... ...... .. ON DATE 04-27-2000 AT TIME 11:14:25 '*** PROJECT TITLE: Inlet in Wheaton(Q_AWOFF F2.om (3A56SjNS 15 -11d-I £D-2) *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 (6;XISTIh1Zx 7� T1jp�R Jt.'T� INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 7.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.55 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.80 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.75 GUTTER FLOW DEPTH (ft) = 0.56 ' FLOW VELOCITY ON STREET (fps)= 3.55 FLOW CROSS SECTION AREA (sq ft)= 4.07 GRATE CLOGGING FACTOR ('c)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 18.20 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 1 1 B^sw S-I + 0.1 -r0-2 = 14.45= 1.7fi+(o•2-1+(0AC3 14.45 0.00 14.45 14.45 0.00 1 I 1 1 1 I H APPENDIX C EROSION CONTROL CALCULATIONS C 0 I I I I I I I I I � � I @ I I � \ j k !00 �2� � ))2 � 0 a \ w k k U) u 3 ■ � 0 w � K LU k < \ /& - [\ S ( ( 2 ■ «! ± \ � A ! \ ®� � 7 !\ =r \ § 2 § 2 §� § \) ` oa � §\ j} LbLo ) $\ §§ ow \)> e)\ \c. «\ƒ /C* �\\ �§\ �/_ to \ c \/0 E §, > C4 _ / �\\ k k ;ano. ME, §E\ %$g!( e7= }))§§ °\ :3 § "al .2 /\\<® i. ate. )j\]« a2< LU North Star Design 1200 Carousel Drive, Suite 201 Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: OAKRIDGE BUSINESS PARK, Tenth Filing, Lot 2 STANDARD FORM B COMPLETED BY: PPK DATE: 13-Jan-00 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 5-1 0.67 ROADS/WALKS 0.00 Ac. ESTABLISHED GRASS 0.30 Ac. SILT FENCE I 0.37 STRAW MULCH 0.00 Ac. NET C-FACTOR 0.59 NET P-FACTOR 0.72 EFF = (I -C*P)* 100 = 57.4% 5-2 3.24 ROADS/WALKS 2.02 Ac. ESTABLISHED GRASS 0.90 Ac. ROUGHENED GROUN4 0.32 Ac. STRAW/MULCH 0.00 NET C-FACTOR 0.13 NET P-FACTOR 0.99 EFF = (I-C*P)* 100 = 87.4% TOTAL AREA = 3.91 ac TOTAL EFF = 82.3% _ (94.0%*29.77 ac. +...+99.6%*0.40 ac)/I. 14 ac REQUIRED PS = 80.1% Since 82.3% < 80.1 %, the proposed plan is o.k. Erosion2.xls 1of1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A 1 North Star Design 1200 Carousel Drive, Suite 201 Windsor, CO 80550 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: OAKRIDGE BUSINESS PARK, Tenth Filing, Lot 2 SEQUENCE FOR 2000 ONLY COMPLETED BY: PPK DATE: 26-Apr-00 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. 2000 2001 MONTH A M J J A S O N D JI F M Demolition Grading Wind Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other Vegetative: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/M ats/Blankets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: APPROVED BY CITY OF FORT COLLINS ON: Page 1 Cost Est I 1 1 11 I 1 1 I I EROSION CONTROL COST ESTIMATE Project: OAKRIDGE BUSINESS PARK, Tenth Filing, Lot 2 Prepared by: PPK ITEM QUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 607 LF $3 $1,821 Straw Bale Barrier 0 EA $150 $0 Gravel Inlet Filter 0 EA $150 $0 Construction Entrance 0 EA $550 $0 Subtotal Contingency (50%) Total $1,821 $911 $2,732 CITY RESEEDING COST Reseed/Mulch 1.5 ACRE 1 $650 $975 Subtotal Contingency (50%) Total $975 $488 $1,463 EROSION CONTROL ESCROW AMOUNT $2,732 Page 1 'LI 1 I 1 ". 9 9 B1►11] ►.ilk FIGURES AND TABLES F No Text 00 i o 41 m D . w D � O 144 n 4J j ro ..� w 41 a.) \_ �rai PCs = O 41 Of 0 , ) ..... � N � 0 O w -- 0 O 00 (D - t N o) oo Lo v- t. 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N Ot00 r4r-4Hr4ririririr4riririHHHrir4NNNNN04 I- co cG co w w w w w w w www w co co co co co co w w w w w O •V In0c'1lntDwwa%000ririrlrlNNNNCncl cnc)c1M . . . . . . . . . . . . . . . . . . . . N (��wwwwwwwwwwap ap aawwwapwwwwwww In co w ri Vlnrr w Ol m O O H ri H ri ri N N N m cl M M(n . . . . . . . . . . . . . . . . . . . . . . . . . ri �rwr����mnm m. . opoo0oo0o0mopo0a0000o0 0pwo0o�0w p tD Cl O d' [� at O r-i N C1 c'1 'c!' 'd' 1f1 111 In if1 t0 w tD w V� 1— t0we t0 tp I` l l` r- we r r` I` I` � I` r- I` r- In a%o --w%D r w w r- r- tD tO tD In v"T m c') N N 01 tD'w H at tD I- I- I` r- 1� O O x E.,,-, 00000000000000000000000000 OP 00000000000000000000000000 W k+ r♦Nc'1 C'In tD t�wOt 0 H H ri H H H H H ri N N m my q.0 av W35 DESIGN CRITERIA 11 APPENDIX E EXCERPTS FROM PREVIOUS REPORTS 1 lI 11 E 1 I 1 1 1 n 1 I FINAL DRAINAGE REPORT FOR OAKRIDGE BUSINESS PARK TENTH FILING PREPARED FOR: EVERITT COMPANIES INC. 3000 S. COLLEGE AVENUE FORT COLLINS, COLORADO 80524 PREPARED BY: RBD, INC. ENGINEERING CONSULTANTS 2900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO 80525 INTRODUCTION 1 C I LOCATION Oakridge Business Park Tenth Filing is located within the Oak - ridge Business Park on the southwest corner of Oakridge Drive and Wheaton Drive. The legal description of the development falls within the Northwest Quarter of Section 6 of Township 6 North, Range 69 West of the 6th Principal Meridian. EXISTING CONDITIONS The site currently is being utilized as farmland and is covered with field stubble and native grasses. The property slopes to the south at a 2% grade and drains into an existing drainage channel. This drainage channel runs along the south edge of the property and flows from west to east. Offsite flows enter the site in this channel through three 36 inch RCP's under Oakridge Drive. Drainage flows leave the site through two 42 inch RCP's which lie under Wheaton Drive. Offsite Street Flows tributary to the site along Wheaton Drive and South Lemay'Avenue are collected in an existing catch basin and enter the site just downstream of the 3-36" RCP's through a 15" RCP. The site is roughly trian- gular in shape with improved streets along the north and east sides (ie. Oakridge Drive on the North and Wheaton Drive on the East.) The property south of this site is largely undeveloped at this time with the exception of two previously platted filings of the Oakridge Business Park (see Exhibit One). Construction is currently underway on the Eighth Filing. Storm drainage for these filings is being facilitated by a recently installed 15 inch RCP which is being relaid as a part of this project and will outfall into an existing catch basin on the Southeast corner of the site. Calculations for the capacity of this pipe and grated inlet are included in the Appendix. PROPOSED CONDITIONS When fully developed,the Filing 10 site (areas 3 & 5 of Exhibit One) will consist of two office buildings, a parking area and two large landscaped ponds The storm ra na a es n nc uded erein is for the ent re subbasin dent f ed as areas 3 through and the tributary street flow area shown on Exhibit On . The design incorporates four separate facilities to provide suffi- cient detention volume to limit the localized flows from the above described subbasin to .2 cfs/acre while passing the upstream developed flows. Our modeling used an off -site flow of 68.12 cfs. The 68.12 cfs is a combination of the attenuated 100 year peak storm flow of 65 cfs at South Lemay Avenue and Harmony Drive and the addition of 3.12 cfs from the area just upstream of the site. (15.6 acres x .2 cfs/acre) This flow either needs to be routed through the designed ponds or bypassed around the ponds. Due to the large ponds required to route the storm through the ponds, it was decided to route the 68.12 cfs around the site. 65 cts : HARMONY ROAD REA 2 C � � FUTURE POND OAKRIDGE DRIVE POND 2: r AREA 1 %\P I ` `. E �a\et1�P'A UPER POND r' NO 3 AREA 4 0961 F 11 RULE DRIVE POND'4 AREA 6 _ OAKRIDGE BUSINESS PARK. 10th FILING Z tie 4th FILING "8th FILWGI \ EXHIBIT ONE These "C" factors were then applied to the rational formula (utilizing a Cf = 1.25) in conjunction with Figure 3-2 of the City of Fort Collins Storm Drainage Criteria to obtain the Peak flow rate for the given time of concentration. The maximum dif- ference between the cumulative volume plotted against time and the maximum allowable release rate of .2 cfs/acre would then be the required pond volume. This was done for the upstream pond using a maximum release rate of 1.99 cfs. The required volume of the downstream pond was calculated by ad- ding the cumulative volume corresponding to a peak outflow rate of 1.99 cfs from the upstream pond to all of the cumulative runoff volumes calculated by the Rational Formula for areas 5 & 6. This cumulative volume plotted against the maximum release rate of 1.99 cfs from the upstream pond and 2.49 cfs from the downstream basin (4.48 cfs total) would then be the required pond volume. These calculations indicate pond volumes of 1.66 ac-ft, and 1.76 ac-ft. for the upper and lower ponds, respectively. Computer printouts of these calculations are included in the Appendix, labeled as Mass Diagram Method. Volumes of the detention ponds are approximately 1.84 ac-ft and 1.81 ac-ft for the upper* and lower ponds, respectively. The peak outfall rates of 1.99 cfs and 4.5 cfs were maintained by selecting an appropriately sized orifice. Tables of discharge versus head are also included in the Appendix. To maintain the different working water elevations between the upstream and downstream ponds a retaining wall with the orifice cast -in -place was required. A stability analysis of the retain- ing wall is included in the Appendix. In the event the orifice plate on the upstream pond should plug, the crest of the retain- ing wall is depressed 4" for a length of 3� This will act as a broadcrested weir and limit the flows to the downstream pond to less than 2 cfs. Given the same scenario for the downstream pond, water will overflow the ponds and enter a grated inlet on the top of the junction manhole. These emergency bypass struc- tures assure passage of storm flows through the site. 1 1 i NG Engineering Consultants t JOBNO. CLIENT F- ^J� PROJECT CALCULATIONS FOR Iii M DATE _i CHECKED BY -DATE _BHEET 1 OF T" T­ 4. -A- 4--i I T 4 4 i L L 0 il.ln ts L _J A. f-4 L z -1 - - Al A... L_ It1A_i X! _-I.- i-l-, 7 1 tit >( J�Lg 6 J L 4 A 4­ 4 L. _Li, i..i L A 1-j 'i r r 4- �_i_ : 7 1 A;33 _T, 7 + i-A'- 7rd iW 1isl jh i-Aralrr It c N. P_J .:CAI M, -A_ :c� - TLC- T IS ; I I I f- '4 -A I 61 4 T L 4-1 J, 4- t I m I—A MASS DIAGRAM METHOD f or DETENTION VOLUMES PROJECT: OAKRIDGE ESTATES COMMENTS: 10o YEAR STORM MAXIMUM ALLOWABLE RELEASE FILING 10,LOWER POND (CFS) _ RATIONAL EQUATION: 0 = CIA C = 0.713 A(area) _ 4.48 ,INCLUDES ADDITION FROM UPSTREAM POND 12.43 TIME OF CONCENTRATION = 15.96 TIME CA I INFLOW OUTFLOW STORAGE cu cu CU ---- ---------------(----- ) - ---f t) --(---- t) -- ------ - t af - - 5 8.96259 10 S.86259 15 8.86259 20 8.86259 25 8,86259 3o 8.96259 35 8.86259 40 8.86259 45 8.86259 50 8.86259 55 8.86259 60 8.86259 7i � 8.86259 80 8.86259 90 8,86259 100 8.86259 110 9.86259 120 8.86259 360 8.86259 1440 8.86259 1 1 1 1 9.4 25589.80 1344 24245.80 0.556607 7.29 39959.56 2688 37271.56 0.855637 6.16 5o926.09 4032 46894.09 1.076540 5.2 57691.76 5376 52315.76 1.201004 4.6 64138.37 6720 57418.37 1.318144 4.17 70106.40 8064 62042.40 1.424297 3.8 74904.56 94i)8 65496.56 1.503594 3.5 79224.15 10752 68472.15 1.571904 3.25 83144.92 12096 71048.92 1.631058 3 85736.31 13440 72296.31 1.659694 2.8 88460.63 14784 73676.63 1.691382 2.6 90121.44 16128 73993.44 1.698655 2.3 93974.81 18816 75158.81 1.725409 2.05 96764.68 21504 75260.68 1.727747 1.88 lo0724.4 24192 76532.41 1.756942 �-- 1.7 102344.4 26880 75464.41 1.732424 1.56 104389.8 29568 74821.92 1.717672 1.43 105584.4 32256 73328.42 1.683389 0.625 162650.5 96768 65882.56 1.512455 0.192 31904j.1 387072 -68029.8 -1.56175 CLIENT C/�'�`� c� - ,y OB NO. UIS- o414 J NC PROJECT U i A ,e pal,`.9 CALCULATIONSFOR Pn, a Engineering Consultants MADEBY DATE IU HECKEDBY DAT! SHEET ` OF F ,.. --.--- 1 , A-, I I I ,. . tf r L1.., 1 I 1. — 1 .... 4 1 , — i II 1 Ems,. � �. � -; � ` � I1 I I I 1�-►- , I i •- III ,: � , 1. -� Z - -- - ' -- - - - ----` — 31 col 3 I y I. . TI uV. s n '1 I I , t I i I I 1 j. t I I_ I , J I p h . i. :. � .,. :. �. � --i '-I ' :..:. �. 1..r... . i I' "1' ,� , '` : � I , r. I_I 1 ! �. 1• I : I J �.. '..: is ..I J I ! i.. ur�~11 ►. ; to I , I rT 43a .;. 3 lO,.jI 1}r 4,4- i�_{ I.., 'T .. 1., t L ' l— k i LI f , J. .t V. 1.T. �. . �. a i.l i.. }. 1.., ,., .{ I t-I t 1 i.I j L.+ I I. t�.i I �r� y. -i 1 1 1 y I LOWER POND DISCHARGE CONTROL Discharge is controlled by a:10.75" ,6t Orifice Plate with bottom set @ 69.5% Elev. 0 (cfs) 69.5 0 Q= CD 2 h A 71 3.165 cfs = .61 �2gFi � D2/4 72 4.42 cfs Use 12" Schedule 120 Steel Pipe I.D. = 10.75" UPPER POND DISCHARGE CONTROL Discharge is controlled by a orifice plate with bottom set at 71. 5. \ Plate is 7" ,Pl. Elev. cfs 71.5 0 71.79 .579 72.08 .71 72.5 1.1 73 1.439 73.5 1.711 74 1.944 Use 8" Schedule 140 Steel Pipe I.D. = 7.001" 1 1 1 1 EXCERET McCLELLANDS BASIN 100-YEAR MASTER PLAN UPDATE (COUNTY ROAD 9 to FAIRWAY ESTATES) FOR PROPOSED MODIFICATIONS TO THE OAKRIDGE VILLAGE REGIONAL DETENTION POND FORT COLLINS, COLORADO April 1, 1996 Prepared for: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, Colorado 80522 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80521 (970) 482-5922 RBD Job No. 395-003 �Ell NO. ]CANAL 510 NOTE: 0.11N j10 I u'w.sr 1h woft7N (W v y� • .M. NUIMONT PD4D ' / I p ,•' _ w•y.cr—_ - _ / /01 I I ul ^ N i I • I70 :nrn. .cam �! ♦ 16 \ 11.75 EVANGELICAL COVENANT CHURCH / O Q\� 240 \yt�•e...,� C I OAK 21is .. i t , OAKRIDGE� / -e�M w. v.•`'�_ ��' BUSINESS 1J LOTH F INO�.;�",,,.� �OAKRIDGE k,JINESS :PARK [TH FILING, 11 OAKRIDGE BUSI`IESS PARK STH FILING._.-. - �. <t P 240 3r�fr- OAK(11DOE O m m, �Almm LEGEND Poda a 10 YEAR I STORM Perrd 1 E/enddl ! HEALTHCARE 50 INTERNATIONAL 5y1 .M1 Yw r.� !•I. OY . „ 500 25e e� PoM E EGEND I 100 YEAR STORM Pond r f/errdnr J ;CHEMATICS ■ ■ V 7.00 I SUSiNESS PARK 120 y�1• •' ^•r�r 1ND FlUNG 1L 17.79 . ICOMIIHEAg1 , - I a F174 T-\ - . j wcr O o I�nertw .o- pAA01A0[ CNANK[L \ I 2NDNO \ ♦� r i SOUTHRIDGE GREENS GOLF COURSE jet— sc ....— Oe.«+orus,to c.[c<ro '.c Engirwerirlq Consunanls OAKF ......... _ _ e- a -es o»_o�y_ nee ........« ...... ne.. •....-. e... t... ne rut...«�......�. t... /st MAS UI YNn•iulN- ii.-Iru.[u o.'t �Roltcf.0. ••`au.-. r.r... ec•n o...n t«.•.<.+.... ww. .. c...... or.• w w;t-.Itt ,e uc.-net nv. v-uu ■ T�'CNI� = �ct�r� 0�42_ DyS�r�C.sS d � W N O� W _ W O W O O W 00 N ' y m O N cEn03 r10 Uw=t-i& as lv mj N b� n N O O O ch O co co N 0 O m ... U C O �. >1c rR m m v c m 02 W 0 Ow c C: 4A ma� O co m m Q O m u�Uw y a) d o U C L O O. COC m m c. CD 0 Q m . 0C O� a) L Q 0 >LO i ce. (ID �c m om �00) C m `O m _ '0m Tm :) _ cc: a 51 YriC szS- ■ 0 .� LZ OA'RIDGE DRIVE 20 � so ■ F 1\one \Nr \ \ \ 24 .]1xx 4 \� xxx 1 EXISTING BUILDING \NN_ /7 l \ 1% \ �, .� `\\ \ / / / / / 4, G %/ Vt I IIIIIIIIIINrlif lllllik, unnll ll II I I I I I I I it l '�. 1rr1yu11]yBroro111119113 1N`. I j - -"- IIIR.�I,LIIIIIIIIIIIII,l— j'IAr■`7w11 ,{ I D ,' Z l� o jle (� Z SF ff " � 1 lEasaRa ADr _ WLKR ,ere_. (((���sss+++•• EXISTING DETEN N / POND 4- / / a/ M II <'p 111 Ij tf9 STANDARD EROSION CONTROL CONSTRUCPOIN PI AN NOTTS July. 1996 The City of Fort Collins Stormwater Utility erosion control inspector must be notNled at lease 24 hours prior to any construction this te. All rewired perimeter silt pending span be nstmled prior to any land disturbing activity (stockpiling, strippin, grading, etc.). An other required erosion control measures anal be Installed of the appropriate time in the construction segue indictd ithe approved projeet schedule. construction plans and erasion coned eport. Pre —disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance or existing vegetation shall be limited to the area required for immediate construction Operations and for the shorterst practical period of time. 30 15 0 30 60 All wild exposed during land disturbing activity (tipping grotlng, ullty Instolations, abckpTMq filing etc.) shall be kept'In o roughened condition by tipping or dicing along SCALE, P 30' land emlwrs LOU mulch yegetat On Or otherpermanent erosion control is installed. No soft in areas outsideproject t t rights of way sholl remain exposed by land disturbing activity I ore tho thirty (30) dark before a 1 w temporary or perm t erosion Contra! (e sew/ IChlandscaping,t .) Is --installed.to approved by the Storminater Utility The property tall be watered and maintained at all times during construction activities aas t prevent wins w son. All d Perturbing activities shall b immediately scontinued when Fugitive dust impacts adjacent properties, s determined by the sty of Fort Collins Engineerng Deportment. All tremporary (structural) erosion control measures shall be -inspected and repaired or wise, necessary roter each ru,o fevert order to sew.. hued polarmance'ofkrr� albs~!y�e1� ua etakud eeeBswlt� Iitbe RAN paved roodway, air . shall 6e ..movsa na Ospaeea n IN a mmnnw Iron location so as not to cause thew release into Cry sholnogeway. No fuld stol shall exceed 1 (10) feet in height. All soil stockpiles shall be protected from sed,ment t p t by surface roughening watering a perimeter silt fen Mg Any T at _ pl remaining after 30 ran shall be seeded and mulched. City Orsini arohbl the tracking, aroppmg or depositing of soils or any other material onto City streets by or ham any vehicle. Any inadvertent deposited material shall be cleaned mmedotely by the contractor CONSTRUCTION SFO 1 N F ... Ma r � aa. courturris By w, Pin YI ANN — m' �I Del Press Our Ovi wwww"v. As NI Devi Nla 1vill , ..i Al Cal hini left ved � six �:�� M MT. e. e nTe ee AMTa. sae Re a�mByal, mFIAT �as DRAINAGE SUMMARY TABLE DESIGN POINT AREA DESIG. AREA ACRES CIO pO0 TO (10) MIN 4 (100) MIN 0 (10) CPS 0 (100) CGS 51 5-1 D.6] 0.32 040 1 L_' 123 O.R4 iJ5 52 1 5-2 3.21 D.]1 O.8B 9.4 6.0 1 10.4 1 24.91 51 1 0-1 1 0.]9 1 0.93 1.00 1 9.1 6.5 1 7 6.2t LEGEND 4( BASIN CRITERIA RUNOONOEF COEFFICIENT 17 j AREA IN ACRES I< — FLOW DIRECTION till mmmm BASIN BOUNDARY y-I o 0 o EXISTING STORM SEWER (F�EEXSON Y TYRE ® PROPOSED PIPE �] , FLARED END SEC00N EXISTING CONTOURS -- -- 49'---------- EXISTING INDEX CONTOURS PROPOSED CONTOURS 4905 PROPOSED INDEX CONTOURS O v SILT FENCE OI A EROSION SALES CALL UTILITY NOTIFICATION [ENTER OF COLORADO 1=800AA922er1987 M534er6700 QAI 2-BUSINESS DAYS IN ADVANCE KF YW DIG, MADE, M ERCAVATE M TIE NMNINL 6 L MRM D I MR UTILITIES City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROKD. _ City Pe,w CHECKED BY: _ woes a wine voter Utility CHECKED BY: — seo,mfater utody CHECKED BY: _ Ppb a Reveal CHECKED BY: _ Twmc transfer