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HomeMy WebLinkAboutDrainage Reports - 09/05/1995pg )pMTT OF COUL NS FINAL DRAINAGE AND EROSION CONTROL STUDY )R THE OAKRIDGE BUSINESS PARK TWENTIETH FILING -ORT COLLINS, COLORADO =!,nal Ap °r ved Ref Dafe� FINAL DRAINAGE AND EROSION CONTROL STUDY , FOR THE OAKRIDGE BUSINESS ' PARK TWENTIETH FILING FORT COLLINS, COLORADO August 18, 1995 ' Prepared for: ' Hercules Industries, Inc. ' 1310 W.Evans Avenue Denver, CO 80223 (303) 973-1000 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum ' Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 679-001 I 1 n INC. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX: 303/482-6368 August 18, 1995 ' Mr. Basil Hamden City of Fort Collins Utility Services, Stormwater ' 235 Matthews Street Fort Collins, Colorado 80522 ' RE: Oakridge Business Park, Twentieth Filing Dear Basil: 1 1 This letter and blueline copies are intended to satisfy the City of Fort Collins requirements for Drainage and Erosion Control regarding the Oakridge Business Park, Twentieth Filing, Hercules Industries Site. Computations in this .report comply_ with those in the City of Fort Collins Storm Drainage Design Criteria. The Final Drainage and Erosion Control Study for the original Hercules Industries Site (Oakridge Business Park, Ninth Filing) was prepared by Stewart & Associates and approved by the Stormwater Utility in May of 1987. This report shows that the building addition will have no effect on the existing conveyance system. We appreciate your time and consideration in reviewing this submitted document. Please feel free to call us if you have any questions. 1141 .Ong1n ' RBD Inc. Engineering Consultants Prepared by: 1 Patricia Kroet h Project Engineer Reviewed by: Project Manager Water Resources Denver3031458-5526 1 1 1 1 I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 1 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE, CONSTRAINTS, AND COMPARISON 2 VI. EROSION CONTROL A. GENERAL CONCEPT 3 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 4 REFERENCES 5 APPENDIX VICINITY MAP 1 SITE HYDROLOGY AND INNOVATION DRIVE CAPACITY CALCULATIONS 3 DETENTION POND SIZING 12 EROSION CONTROL 18 EXCERPTS FROM PREVIOUS REPORTS 24 CHARTS, TABLES & FIGURES 29 c 1 I I 1 1 DRAINAGE STUDY FOR OAKRIDGE BUSINESS PARK, TWENTIETH FILING 9 D - •i A. Location The Hercules Industries site is located within the Oakridge Business Park. The site is located on the Southwest corner of the intersection of Oak Ridge Drive and Innovation Drive and is south of the current Hercules Industrial site (Oakridge Business Park, Ninth Filing). More particularly, the site can be described as being located in'the Northeast Quarter of Section 6, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. B. Description of Property The Hercules Industrial site is presently developed. The proposed improvements include the expansion of the existing building on the west and south; a total of 6100 square feet addition to the existing building. A 8900 square foot asphalt paved storage yard will also be added to the south of the building. M :. A. Major Basin Description The Hercules Industries site is a portion of the McClellands Drainage Basin and is further a portion of the Oakridge Business Park. The existing site lies entirely within Basin 290 and the proposed additional acreage lies within Basin 210 of the Oakridge Business Park Master Drainage Plan, as prepared by RBD Inc. Engineering Consultants dated June 22, 1990. Flows from Basin 290 are to be detained and released at 0.5 cfs/acre for the 100 year storm. The existing temporary detention pond south of the site will be utilized. The volume of this pond is 16,000 cubic feet based on the Final Drainage Report for the Oakridge Business Park 9th Filing prepared by Stewart & Associates in May, 1987. 1 Runoff from Basin 210 is allowed, per the Master Drainage Study, to flow from the site uncletained. These flows will be conveyed along ' Innovation Drive, to an inlet in Innovation Drive, and through an 18" RCP storm sewer to the Regional Detention Pond located in the southeast corner of Oakridge Village 7th Filing. Per the Master ' Drainage Study, developed flows from Basin 210 will be detained in the Regional Detention Pond rather than the adjacent off site ' detention area. A copy of a portion of the Overall Drainage Plan is included with this report. DRAINAGE FACILITY DESIGN A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Specifically, the Final Drainage Report for the Oakridge Business Park Ninth Filing and the Oakridge Business Park Master Drainage Plan will be used in conjunction with the calculations in this report. ' B. Development Criteria Reference. Constraints. and Comparison As taken from the Master Drainage Study for the Oakridge Business Park, the 10 and 100 year developed storm runoff from the Oakridge 19th Filing site will be routed to Innovation Drive and flow south into ' an inlet. The runoff will then flow, via a storm sewer and swale, to the Regional Detention Pond. Flows from the Oakridge 9th Filing will ' be detained south of the Hercules site with an allowable release rate 0.5 of at cfs/acre. The runoff from the new addition to the Hercules Industries (Oakridge 19th Filing) site was calculated consistent with the Oakridge Business Park Master Drainage- Plan, Basin 210. The total allowable runoff for ' this portion of the site is 2.8 cfs. The Master Drainage Study for the Oakridge Business Park requires ' that runoff from Basin 290 be detained and released at 0.5 cfs per acre. The total allowable release for the existing portion of the site in Basin 290 is 0.43 cfs. ' The sub -basins on the site will not necessarily follow the Master ' Drainage Plan delineation of Basin 210 and 290. ' 2 0 ' In a 100 year storm event, Sub -basin 3 flows off site undetained onto Innovation Drive at a rate of 0.3 cfs, and Sub -basin 1 flows off site ' undetained onto Innovation Drive at a rate of 2.4 cfs. Sub -basin 2 is routed through the detention pond, and due to constraints by the existing outlet pipe, the actual release rate onto Innovation Drive is ' 0.18 cfs. Total actual flow onto Innovation from this site is 2.88 cfs in the 100 year storm. This total is slightly above the 2.8 cfs allowed by the Oakridge Business Park Master Drainage Plan for release onto ' Innovation Drive. The flows will continue south on Innovation to an inlet and, via storm sewer, to the Regional Detention Pond. The Oakridge Master Drainage Study shows these flows to be going to conveyance element 29 which is southwest of the Hercules site. Innovation Drive (conveyance element 21), in the 100 year storm, has ' a capacity of 103.8 cfs. See pages 7 through 9 in the Appendix for calculations of this flow capacity. The Master Drainage Study shows a total flow of 68 cfs (70.88 cfs with the Hercules flows) which is considerably less than the capacity of the street. In a 10 year storm event, the capacity of Innovation Drive is 12.4 cfs. According to the Oakridge Master Drainage Study, the actual flows in that street during a 10 year event total 35 cfs which indicates that Innovation Drive is over capacity in a 10 year event. In spite of this, ' we feel that the flows from the Hercules site are minor and will not contribute significantly to this problem. The flow depth in the street ' during a 10 year event was calculated to be 0.692'. With the addition of the flows from the Hercules site (1.2 cfs), the flow depth was calculated to be 0.703' (see calculations in Appendix). The difference in depth is 0.01 1' and therefore the runoff from the ' Hercules site is not significantly impacting the flows in Innovation Drive. The flow from Sub -basin 2 of the Hercules Industries site will be detained south of the entrance from Innovation Drive. There is ' currently a temporary detention pond in this area that has been used to detain flow from the existing Hercules Industries site. This pond releases onto Innovation Drive at 0.18 cfs through a 3" PVC pipe and ' a swale approximately 110' south of the existing entrance. The amount of runoff currently flowing into this detention pond during a ' 100 year storm event is 6.0 cfs. The amount of flow to this pond will be maintained at 6.0 cfs with this expansion. ' The capacity of this pond is 16,000 cf (0.37 acre feet) as shown in the Final Drainage Report for Oakridge Business Park 9th Filing by 1 3 1 IV. rl n L Stewart & Assoc, May 1987. The calculated required detention for this site with the proposed improvements is 0.15 acre feet. Q��)��I�Pi. ��I�7►�ilrLil� This development lies with the Moderate Wind Erodibility Zone and the Moderate Rainfall Erodibility Zone per the City of Fort Collins zone maps. The Erosion Control Performance Standard (PS) for the site was computed to be 77.8% during construction and 91.6% after construction per the City of Fort Collins Erosion Control Reference Manual for Construction Sites. The Effectiveness (EEF) of the proposed erosion control plan was calculated to be 96.0% during construction and 99.0% after construction. Therefore, the erosion control plan as detailed in the appendix and on the grading, drainage and erosion control plan meets the City of Fort Collins requirements. After the overlot grading has been completed, all disturbed areas, not ' located within a building pad, sidewalk, or asphalted area shall have a gravel mulch applied at a rate of 135 tons per acre. The erosion ' control plan for this site assumes that the building will be constructed within 3 months of the initial disturbance. After construction, areas that will not be paved will be seeded or sodded. ' There will be approximately 0.70 acres disturbed including the area to be disturbed on the existing site (Oakridge 9th Filing). Using the city criteria of $1300 per acre for construction sites less than 1 acre, and using a 150% contingency, the total obligation of Hercules Industries for a security deposit would be: (0.70 acres) x ($1300.00 per acre) x 1.5 = $1365.00 ' A cost breakdown of these erosion control measures is listed below: Gravel Mulch (135 tons/ac @ $1350/ac) = $ 945.00 ' TOTAL x 1.5 = $1417.50 The amount of security deposit obligation should be the larger amount ' or be in the amount of $1417.50. 1 4 All computations that have been completed in this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 0 REFERENCES 6 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984. 2. Erosion Control Reference. Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Master Drainage Study for the Oakridge Business Park, Fort Collins, Colorado, by RBD, Inc. June 1990. 4. Final Drainage Report for Oakridge Business Park, 9th Filing, by Stewart & Associates, May 1987. FP I I 1 APPENDIX 7 I 1 VICINITY MAP L� 7 IONY ROAD TING /� TER-- 330 / n 1s" DIA.RCP 33 j � / a J E2 �15'0IA.RCi 4' IFJLET�� I� :SS .PARK �� Ib"d1A.Rc� G icp AREA 15" DIA. 71 .RCP INLETS _ ---- A K R G E y BUSINESS PARK — 3 Iz" IA RCP 9-FILING JA iIW E75 0 -// cc I T�tt�vn�N 2 / 0 PAPK (H�-� L� t Z E)(PP.nJslq L* 12" DIA.RCP z / OAKRIDGE C� BUSINESS PA�K / / a ' 7T.�.i`FtLiNG Jam' � J�<FtcP N// �8 I ACP 15" PIA.. RCP-' ZOO / 210 T /Z 51 Z1.L 20 _ 10' INLET / / 4'INLET 4958 > / 27" DIA.RP "' J a IN I / I d / � I J' /IIII q f 33" DIA.RCP P `% / IgO m I 1 d SITE HYDROLOGY ' AND INNOVATION DRIVE CAPACITY CALCULATIONS ', 11 [J 1 I 3 LO c Y C ti CL N .O O L ' C 1 0 O cu Ido O L O N N 7 cu U ' 0 D- E Z U N LL. L_ 2 H Z N (D W (9 W Z Z � Wco O L Y 0 y I 1 1 1 1 ' Z 1 a � F— Z 1 U O 1 U- N 0 z LL W LL Z w LL >- w LL >- w Q O O z Q ' � Qa O O Cl)V/ r co ca a) .- M O O O O U C W H Q .-- an L6 6 LO U7 M CO M Cfl O + C_ C 0)M N 'g7 `7 .r M M O O E O 0A O O O O N (n N N N O O .� O) In O O 0) 0) H U) o O 1 .- .- O O a) > ca N a= J H h ti N O O O ti U) N CD 19T IT C U) a 0 0 oCD .- U') U') r co L O d' O � 0 N Lo NO— uo uo �— O� C J LO m a00 O M V0' U 0 0 00 0 Ca Q(UU V O IQ, O CEO O CD O O O O O w ca • (Na m N Q m ca j1 O r c`a T 0 O N T O 0 c`a >. O 0 co T O c`a a) T O O (n �j rj C141 N M C 5 :i E u- O 8 N O co O ,co. Q LL 0 a) o 3 0 N E ca a) :. N U W N O - w N L a) 3 E a) 7 > `O � Q T 4; LL O z 0 > G79 — 00 i L—�� _ .T7P 1 0 l r I,Z'�IOOiIr� �ysi.c==os— l�r Ib0 ur Location Design Point al 1 I 1 1 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION Innovation Drive (symmetrical street section) 1 STA ELEV 1 ----- ------ m o ors 0.0 0 1.S0 ¢-- --- .34 rro, o//� 50.00 0.50 Zu° L•�� 1 50.00 0.00 67.00 0.34 84.00 0.00 84.00 0.50 1 134.00 1.50 1 'N VALUE -------- SLOPE (ft/ft) ------------- 0.030 0.0050 1 �D> ELEVATION AREA VELOCITY DISCHARGE FROUDE 1 (feet) -- (sq ft) - (fps)----(cfs)- --- NO. .0.10 0.3 0.5 0.12 0.37 0.20 1.0 0.7 0.75 0.42 1 0.30 2.3 1.0 2.20 0.45 0.40 7.8 1.3 10.16 0.48 0.50 11.2 1.6 18.47 0.50 1 0.60 15.1 1.7 25.68 0.51 0.70 20.0 1.8 35.86 0.52 0.80 25.9 1.9 49.34 0.53 1 0.90 1.00 32.8 40.7 2.0 2.2 66.46 87.59 0.54 0.54 1.10 49.6 2.3 113.06 0.55 1.20 59.5 2.4 143.21 0.56 1.30 70.4 2.5 178.37 0.57 1 1.40 82.3 2.7 218.87 0.58 Program uses Manning's equation. 1 Q1Q =v�J Gf5 bio 0•�9z� (ST2T CAP- I Z.44 CAS) A Do - 1 35cfs t 1.2 = 3G•2 c{'s • - 0.703� Dlo�.t �- CONTP-18UTION FROM 4lEP.GULES SITE 1 Qlob = 66 1 QIooM- (ob JS -t?,OScfs = -70O&Fs LL ID3,54J 5 CA 'P^C4 TLI (SEE NlEfcr a- ETs) 1 -7 rJ 3 1 1 1 1 UP! NEL , 1 ri irn. , i':�: C 4. U •i. D CN';iV E,L i4C13 C^5C 4.0 4.0 17 r;r(.0 50,) 0 =' 1 [HfliliNEL `. 1Q00, pnr.' 15.0 15.0 1 1. CNAN;!i1a 0 i100. 40(. � 50.0 .0 1 CHANNEL .0 1'i'0. 0050 11}0.0 100.0 17 0 1 CI!itP4;la 0 i" U0. (05U 4, 0 A. 0 C 1 CNAN,';EL 5 ?On. )050 c`.n 25.0 CHPNI;4FL .0 1,rir,, 101050 `O.0 4 CNAnHEL 3.0 800. 0050 10.0 10.0 Q n i C!*-NEL .0 1(•00. C07n 4.0 4.0 4 _._ . _2.._ PUE 1 i. 0010 n IN►�1UVArl6r-i G (C-000efA- hJC6 EU:"CNI'T 2{) R�d:1 t_- Sol, MASTER PIAN CNP.1.1we:L� CA.PA�u-r cX5 I 0 •01� i.5n 0 016 5,t1l4 0 .016 1.50 0 .m i.E'n 0 035 5.00 0 .pi:- i.5'J 0 035 J. 6 M 016 1.50 0-4- 1. f, �,:10 0 . 035 0 015 .10 0 2 io 2 °ice R6D GN.b.r.ititF�L ' ^.alculations for Curb Capacities and Velocities /ajor and minor Storms per City of Fort Collins Storm Drainage Design Criteria COLLEC70R w/ 6" Vertical curb and gutter prepared by: RSD, Inc. G is for one side of the road only February 28, 1992 ' V is based on theoretical capacities Area = 3.55 sq.ft. Area = 28.96 sq.ft. Minor Storm : major Storm ' Slope Red. : -minor : 0 V : major : 0 V (X) :Factor X (cfs) (fps) X WS) (fps) ' 0.40 0.50 . 135.32 : 4.28 2.41 . 1129.59 : 35.72 : 2.47 D.50 0.65 : 135.32 : 6.22 2.70 : 1129.59 : 51.92 2.76 B 0.60 0.60 : 135.32 : 8.39 2.95 : 1129.59 : 73.00 3.02 ' 0.70 0.8D 135.32 : 9.06 3.19 : 1129.59 : 75.61 3.26 0.80 0.80 : 135.32 : 9.63 : 3.41 : 1129.59 : 8).83 3.49 0.90 O.SD : 135.32 : 1D.27 : 3.62 : 1129.59 : 85.73 3.70 1.0D 0.8D : 135.32 : 1D.83 : 3.81 : 1129.59 : 90.37 : 3.90 ' 1.25 0.80 : 135.32 : 12.10 : 4.25 : 1129.59 : 101.03 : 4.36 : 1.50 : 0.60 : 135.32 : 13.26 : 4.67 : 1129.59 : 110.68 : 4.78 : 1.75 0.80 : 135.32 : 14.32 : 5.04 : 1129.59 : 119.54 : 5.16 : ' 2.00 0.80 : 135.32 : 15.31 : 5.39 : 1129.59 : 127.6D : 5.52 : 2.25 0.78 : 135.32 : 15.83 : 5.72 : 1129.59 : 132.16 : 5.85 : 2.5) : 0.76 : 135.32 : 16.26 : 6.03 : 1129.59 : 135.74 : 6.17 : 2.75 : 0.74 : 135.32 : 16.61 : 6.32 : 1129.59 : 138.62 : 6.47 : ' 3.OD : 0.72 : 135.32 : 16.98 : 6.60 : 1I29.59 : 140.87 : 6.76 : 3.25 : 0.69 : 135.32 : 16.83 : 6.87 : 1129.59 : 140.51 : 7.03 : 3.50 : 0.66 : 135.32 : 16.71 : 7.13 : 1129.59 : 139.48 : 7.30 : ' 3.75 : 0.63 : 135.32 : 16.51 : 7.33 : 1129.59 : 137.81 : 7.55 : 4.00 0.60 135.32 16.24 : 7.62 : 1129.59 : 135.55 : 7.80 : 4.25 0.58 135.32 : 16.18 : 7.85 : 1129.59 : 135.07 : 8.04 : ' 4.50 0.54 135.32 : 15.50 : 8.09 : 1129.59 : 129.4D : 8.27 : 4.75 : 0.52 135.32 a 15.34 : 8.31 : 1129.59 : 128.02 : 8.5D : 5.00 0.49 135.32 : 14.63 : 8.52 : 1129.59 : 123.77 : 8.72 : 5.25 0.46 135.32 : 14.26 : 8.73 : 1129.59 : 119.06 : 8.94 : ' 5.50 0.44 135.32 : 13.96 : 8.54 : 1129.59 : 116.56 : 9.15 : 5.75 0.42 135.32 : 13.63 9.14 : 1129.59 : 113.76 : 9.35 : 6.00 0.40 135.32 : 13.26 9.34 : 1129.59 : 110.68 : 9.55 : ' OAKRIDGE OVERALL DRAINAGE MODEL FOR A 10 YEAR ST RKj EVENT 8-20-90; 3:10p ( TOTAL DEVELOPED PUILDOUT:MDDEL OAK 10.DAT) JPEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS m 'NVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 300 130. (DIRECT FLOW) 0 30. '310 58. (DIRECT FLOW) 0 40. 36 19. .4 0 40. 290 3. (DIRECT FLOW) 0 15. '24 15. .4 0 40. 30 130. (DIRECT FLOW) 0 30. 1 15 3, 3 0 45. 5 3. 3 1 0. 31 58. (DIRECT FLOW) 0 40. 28 4. .8 1 20. 33 36. 1.3 0 40. '21 'S 7 0 40. �- 29 3. 1.0 .0 1 0. 23 N. .7 0 Al. 35 12. .3 0 40. 7 58. .7 0 40. 4 119. 2.9 0 35. 27 89. .9 0 45. '44 30. 1.0 0 45. 20 48. 2.0 0 45. 19 5. .2 0 35. '18 35. .6 0 45. 9 4. .3 0 40. 10 18. .5 0 40. 11 7. .4 1 5. 4 13 19. .5 0 45. 8 71. 2.5 0 40. 6 179. 3.6 0 45. 41 69. 1.0 .0 0 45. 34 71. .9 0 40. 17 398. 2.5 0 45. 26 1318. 5.0 .1 0 45. 2 83. .1 28.5 3 5. 42 147. 3.4 0 45. 25 5. 1..0 0 Al. 14 56. .8 0 40. 16 6. .3 0 40. 12 53. .8 0 40. 1 29. ..2. 3 5. 28 229. '.44 0 45. 3 83. (DIRECT FLOW) 3 5. 43 232. .1 .1 0 50. PROGRAM PROGRAM CALLED (Q 2. 0. 5. 3. 2. 28. 56. 58. 64. 61. 3.2(I) .3(I) 4.8(I) 2.5(I) 1.3(I) 39.3(I) 55.0(I) 2.5( ) 2.1( ) 0(S) 0. 0. 0. 0. .1( ) .0( ) .1( ) .0( ) iU. 69. 68. 69. 39. 0. 43. 1. 2. 1. 0. .2(S) 28.2(S) .0( ) 1.9( ) .1( ) 2.1( ) .2( ) .7( ) .2( ) .1( ) 3. 0. 2. 0. 60. 5. 0. 1. 0. 65. .3( ) .1( > .2( ) .1( ) 1.1( ) .3( ) .0( ) .5( ) .1( ) 2.1( ) 3. 0. 0. 64. 58. 1. 1. 49. 54. 0. .3( ) .0( ) .2( ) 3.7( ) .8( ) .2( ) .5( ) .0( ) .0( ) .0(I) 4. 0. 4. 2. 1. 49. 54. 58. 64. E.8. 3.1(I) .3(I) 4.7(I) 2.5(I) 1.3(I) 37.5(I) 55.0(I) 2.5( ) 2.1( ) .0(S) 0. 0. 0. 0. .1() .0() .1() .0() OAKRIDGE OVERALL DRAINAGE MODEL FOR A 100 YEAR STORM EVENT ( TOTAL DEVELOPED PUILDOUT:MODEL OAK100.DAT) PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AHD DETENSION DADS *+* NVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (NR/MIN) 300 130. (DIRECT FLOW) 0 30. 310 58. (DIRECT FLOW) 0 40. 33 33. .6 0 40. 290 3. (DIRECT FLOW) O 15. 230 8. (DIRECT FLOW) 0 20. chi 27. .6 0 40. 30 130. (DIRECT FLOW) 0 30. i5 6. .4 0 45. 5 7. .4 0 55. 31 58. (DIRECT FLOW) 0 40, 28 10. .4 1 5. 2'7U 6. (DIRECT FLOW) 0 15. 21 68. .9 0 40. 'c9 3. 1.0 .0 1 0. 23 7. .4 0 45. 340 2. (DIRECT FLOW) 0 15. 7 111. .9 0 40. 4 125. 3.0 0 45. 27 70. .9 1 10. a4 59. 1.4 0 45. 20 99. 2.6 0 45. 19 10. .2 0 35. 18 9. .4 0 55. 9 9. .5 0 45. 10 36. .7 0 40, 11 10. .4 1 30. 1s 39. .7 0 45. 8 143. 3.3 0 40. 24=. 4.0 0 45. t F- L t 1 1 7 J DETENTION POND SIZING 12 ' CLIENT �Jekrjj Ix.J Imc). JOB NO. RMINC PROJECTO�fCS . e,-�X liN'",CULATIONSFOR F, Ji ri 1.1WQFF Engineering Consultants MADE BY,�DATE Y.LCHECKED BY DATE SHEET OF 1 I r I I L J I I I 1 11 CLIENT _IT,I C�KC [I�_��7n �I I�� Q JOB NO. 6979- o l T:DINC PROJECT _�i 2C, LMI ily..�il 6" CALCULATIONS FOR 1 1dUW NFF Engineering Consultants MADE BY rr- DATE CHECKED BY DATE SHEET--I—OF Ras-r6 ( too y�_ - OI �j G FS/f�G. Foe, 3Asln� Z9D) �ort�oi, o side iri BAs�i,� .290,= a •85AL . _� 5 c Fs Ac D 65 ^AG 0, 47. 21i� :.. (2EC 64SE�. T i w _.a_. E O for t� on o.. sitef ". 3sr} 2f c> I 2 ZJ E { l �C FS 4r I Tn-ra r (rnli�txcv l 4� I ni.idR� .G' Del cdcc 'Dare cn0 'f_AMPc 4- 14 I 1 CLIENT (�l 1 �7�w Ljo,7 I N D }'�� JJOB NO. 6 ! 9 ao-�r&�- ■��INC PROJECTT f;eC- EY-PA i✓Cr� 1CALCULATIONSFOR . VMDc`,iG Engineering Consultants MADE BYF_Pe_DATE*-7CHECNED BY DATE SHEET_J_OF 15 Ll 0 1 I 1 I DETENTION POND SIZING BY FAA METHOD z Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=KEVIN GINGERY RBD INC FT. COLLINS COLORADO EXECUTED ON 06-27-1995 AT TIME 16:11:53 PROJECT TITLE: OAKRIDGE NINETEENTH FILING - HERCULES EXPANSION * * * * DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)= 0.67 RUNOFF COEF = 1.00 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIIN) 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 _ .18 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE =. IS CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. * * * * * COMPUTATION OF POND SIZE I I ----------------------------------------------------- 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 0.04 0.00 0.04 10.00 7.20 0.07 0.00 0.06 15.00 6.19 0.09 0.00 0.08 20.00 5.18 0.10 0.00 0.09 25.00 4.68 0.11 0.01 0.10 ' 30.00 4.17 0.12 0.01 0.11 35.00 3.84 0.12 0.01 0.12 ' 40.00 45.00 3.50 3.25 0.13 0.14 0.01 0.01 0.12 0.12 50.00 3.00 0.14 0.01 0.13 ' 55.00 60.00 2.80 2.61 0.14 0.15 0.01 0.01 0.13 0.13 65.00 2.47 0.15 0.02 0.13 70.00 75.00 2.34 2.20 0.15 0.15 0.02 0.02 0.13 0.13 80.00 2.06 0.15 0.02 0.13 85.00 1.97 0.16 0.02 0.13 ' 9.0.00 1.88 0.16 0.02 0.14 a 95.00 1.79 0.16 0.02 0.13 100.00 1.70 0.16 0.02 0.13 ' 105.00 1.64 0.16 0.03 0.13 110.00 1.58 0.16 0.03 0.13 ' 115.00 1.51 0.16 0.03 0.13 120.00 1.45 0.16 0.03 0.13 1 ----------------------------------------------------- THE REQUIRED POND SIZE = .1351359 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 90 MINUTES I-7 EROSION CONTROL Kf M. Oki 1 RBD, Inc. RAINFALL PERFORMANCE STANDARD EVALUATION #434-011 PROJECT: Oakridge 19th Filing STANDARD FORM CALCULATED BY: PPK DATE: 06/27/95 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE ac ft % ft 2 moderate 0.67 190 1.0 Total 0.67 190 1.0 77.8 ' EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) _ (0.67 x 190 +,.. + 0.00 x 0)/ 0.67 ' = 190 ft Sb = sum(AiSi)/sum(Ai) _ (0.67 x 1.00 + ... + 0.00 x 0.00)/ 0.67 = 1.0 % PS (during construction) = 77.8 (from Table 8A) PS (after construction) = 77.8/0.85 = 91.6 RBD, Inc. EFFECTIVENESS CALCULATIONS ' 679-001 PROJECT: Oakridge 19th Filing - Hercules Expansion STANDARD FORM B CALCULATED BY: PPK DATE: 06/28/95 Erosion Control Method C-Factor P-Factor Comment Value Value 1 Roads & curb 0.01 1.00 paved & constructed 2 Gravel mulch 0.05 1.00 areas paved later 3 Gravel filters 1.00 0.80 placed at inlets 4 Silt fence barrier 1.00 0.50 5 Bare soil (rough) 1.00 0.90 6 Straw mulch w/ seed 0.06 1.00 all areas not in roadway 7 Straw bales 1 1.00 0.80 Iswales, channels MAJOR PS SUB AREA Practice C * A P * A Remarks BASIN % BASIN ac DURING CONSTRUCTION Site 77.8 0.67 2 0.67 2 0.03 0.67 Gravel mulch Cnet = [0.67x0.05]/0.67 = 0.05 Pnet = [0.67x1.00]/0.67 = 1.00 EFF = (1-C*P)100 = (1-0.05*1.00)100 = 95.00 > 77.8 (PS) EC/SF-B:1991 RBD, Inc. ' 679-001 1 1 EFFECTIVENESS CALCULATIONS PROJE CALCU Erosion 1 2 3 4 5 6 7 MAJOR BASIN 0 ' EC/SF-B:1991 1 [J RBD, Inc. EROSION CONTROL COST ESTIMATE PREPARED BY: OakRidge 19th Filing PPK 84-037 DATE: 05/18/95 Item Quantity Units Unit Cost Total Comments CITY RESEEDING COST Reseed/mulch 0.7 ac $1,300 $910 See Note 1. Subtotal Contingency Total 50% $910 $455 , $1,365 EROSION CONTROL MEASURES Gravel mulch 0.7 ac $1,350 $945 @ 135 tons/ac Subtotal Contingency Total 50% $945 $472 $1,417 Total Security $1,417 Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. 72 RBD, Inc. EROSION CONTROL CONSTRUCTION SEQUENCE 679-001 PROJECT: Oakridge 19th Filing - Hercules Expansion STANDARD FORM C CALCULATED BY: PPK DATE: 06/28/95 SEQUENCE FOR 1995 ONLY 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 96 MONTHI J95I A I S O N D JI F M A I M J WIND EROSION CONTROL Soil Roughening 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 Netti ng s/Mats/Blankets Other STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON z-:"� EXCERPTS FROM MASTER DRAINAGE STUDY FOR OAKRIDGE BUSINESS PARK AND FINAL DRAINAGE REPORT FOR OAKRIDGE BUSINESS PARK NINTH FILING QH .;:ii�,`,.yir: 'jV[6i;LL u'.iN1);ASL )IDDCL �IiR A 1DU iEI1P. .iUldi'1 L1'L it TC•TAL DEVELOPED FUILDOUT:MOi;EL OAK, 10.DAT) GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOk SURFACE STOR:A0[ (IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR IA:`,'.HOLE (FT) (i;,) IMPERV. (FT/FT) IMPER4'. 'A" RV IMPERV. PF,F'9, MAXIMUM MINIMUM DECAY RATE NO -2 60 0 8 03C'O .016 .250 .100 .500 .50 JO .0020 60 6 3130. 57.1 40.0 .0100 Oi6 ,4 .100 .500 .50 .50 .00180 1 70 11J0. A.9 40.0 .0100 .016 .2J0 .100 .500 .50 JO 1 1,0 7 1340. c9.4 40.0 .0100 .OIG .2J0 .100 .J00 .50 .50 .00180 .00190 1 100 13 10 675. OJO, 2.1.7 13,2 40.0 40.0 .0100 .016 eJ0 .100 .1000 .50 .50 .00180 1 .0100 .016 .250 .100 .JOO .50 .50 OO1B0 1 JO 150 5 IS 50. -.6 80.0 .6200 Oit, 250 .100 SOD 50 JO 00130 1 Ill% 11 JO. 34. 1.8 21.7 80.0 60.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 120 12 IlUO. 17.8 80,0 .1i!00 .0200 .016 250 .100 .500 .50 .50 OOIBD 1 90 9 400. 13.1 10.0 Oioo .016 OIL .250 .250 .100 ,IOU .500 .500 .50 .50 .00180 1;0 I'i 250. 1.4 60.0 .0100 .0)F. .250 .100 JOO .50 .50 .50 .50 .00180 1 1 200 20 700. 317.0 80.0 .010u .016 .250 .100 .500 .50 JO .00180 1 210 21 JOO. 7.5 80.0 .0100 .016 .2JU .100 .500 .50 .00180 1 221 14 700. 23.7 80.0 .0100 .016 .250 .100 .1000 .50 .50 .00180 OOIBO 230 240 23 800. 14.4 80.0 .0100 .016 .25fi .100 .J00 JO .50 .50 .00180 1 1 24 300. 5.0 80.0 .0100 .016 .250 .100 .'SOD .50 250 25 400. 1.6 80.0 .0100 ,016 .2J0 .100 J00 .50 .50 JO .00180 M!BO 1 260 34 1600, 22.4 80.0 .0100 .016 . .2J0 .100 .500 .50 1 270 200 33 28 600. 15.6 80.0 .0100 .016 .250 .100 500 JO .50 50 .00180 00180 1 OTOTAL NUMBER OF 50. SU8CATCHMEHTS, 6.9 20 bolo .0200 .016 .2JO .100 .560 .50 .50 .00180 1 OTOTAL TRIDUTARY AREA (ACRES), 326.05 1 OAKRIDGE OVERALL DRAINAGE MODEL FOR A 100 YEAR SIORM EVENT 2-27-90; 1:23p ( TOTAL DEVELOPED DUILDOUT:110DEL OAY, IO.DAT) Vxx CONT114UITY CHECK, FOR SUDCATCHMEMT ROUTING IN UDSUM2-PC hODEL K►r WATERSHED AREA (ACRES) 325.8JO TOTAL RAINFALL (INCHES) 1.053 TOTAL INFILTRATION (INCHES) .312 TOTAL WATERSHED OUTFLOW (INCHES) ,,112 TOTAL SURFACE STORAGE AT END OF STRRM (INCHES) .348 INROR IN COMTINIJI'iY, PERCENTAGE OF RAINFALL 020 1 OAKRIL'GE OVERALL DRAINAGE MODEL FOR A 100 YEAR STORM EVENT 2-27 i0; 1:23p ( TOTAL DEVELOPED DUILDOUT:)IU:)EL OAK IO.DA'i) WIDTH INVERT GUTTER GUTTER )(DP NP OR DIAM LENGTH SLOPE LC:tEF: CO'r'!ECTIO'( (F''(1 (FT) (FT/FT) J 4 0 1 CHANNEL .0 300. 0040 15 4 0 1 CHANNEL D 1600.. 0040 SIDE SLOPES 0VERDANK/SURC11AR'uE llORT7 TO VERT NANNING DEPTH 7X R N (FTI .0 50.0 . .016 1.50 0 EO.0 0 ,016 A STEWART&ASSOCWES Consulting Engineers and Surveyors ' May 1, 1987 ' Ms: Susan Hayes Storm Drainage Department City of Fort Collins ' P.O. Box 580 Fort Collins, Colorado 80522 ' FINAL DRAINAGE REPORT OAKRIDGE BUSINESS PARK 9TH FILING, P.U.D. The 9th Filing is a 1.35 gross acre site located on the Southwest corner of the intersection of Oak Ridge Drive and Innovation Drive. It is part of a 13 acre block bounded on the North by Oak Ridge Drive; on the West by McMurray Avenue, and on the East and South by Innovation Drive. All of Oak Ridge Business ' Park is located in Section 6, Township 6 North, Range 68 blest of the Sixth P.M., Fort Collins, Larimer County, Colorado. The total Oak Ridge Business Park:;is approximately 170 acres more or less. ' At present, the overall drainage design of the Oak Ridge Business Park is being redesigned to allow a new release rate of 0..2 c.f.s. per acre.. The new_, p y downstream release rate was determi e "�' °a' +r t;' ' �Voe ' e `� ° " r Y - a n=� f� P7 e Y-ila �;, 'EAg:iie-er� and should be on file in your office. It is our proposal to ��v \ have three detaining areas for Oak Ridge, one West of Wheaton Avenue, one West V0`� Hof McMurray Avenue, and one West of the railroad tract at the location of the already designed detention pond by R.B.D. j The release rate of these three ponds will be at 0.2 c.f.s. per acre. In order to reduce the size of the three ponds, it is also our proposal to have each site or block have their own detention area and release through a storm drain system at the rate of 0.5 c.f.s. per acre. The 9th Filing area 1s proposed to be part of the overall block detention and will be located in the parking areas South of this Filing. The drainage directions along with the -final contours are shown on sheet 3 of the Oak Ridge 9th Utility Plans. The drainage will flow from West to East in the parking area and then in a grass Swale along the East side of the property. The West part of this project will drain Southeasterly. Until the remaining portion of the overall block is constructed, we will construct a temporary detention pond South of the entrance drive from Innovation Drive. This pond is shown on sheet 3 of the Oak Ridge 9th Utility Plans. The capacity of the pond is 16,000 cubic feet which is more than the required amount of 12,400 cubic feet as determined by the mass diagram. The pond is designed to release runoff at the rate of 0.2 c.f.s. per acre. This runoff will be directed to flow East to Innovation Drive; then ' to the storm drain system, and then to the detention pond now under construction at the Union Pacific Railroad. I 1 James H. Stewart 1 and Associates, Inc. 214 N. Howes Street P.O. Box 429 Ft. Collins, CO80522 3M482-9331 When the remaining undeveloped portion of this block is constructed, the runoff from this project will be revised to channel into that system. I have enclosed a map showing the overall plan we are. presently designing. Also included is a mass diagram calculating the required detention. cls enclosure % Jack D. Blake, P.E. & L.S. Secretary/Treasurer Z7 D.- B� o ����Q'�•_EGIS TfR••• ��i 7x1 �{1 339 7 r Ln CC.```�, COMPUTATIONS es H. Stewart & Associates, Inc. 214 N. Howes.St. Ft. Collins, CO 80521 (303) 482-9331 Date Z7 J Client:___ G?/'le,2//7' Sheet No. of .hkd By: Date Project: job No. Ct.�.._���G O/'/�'/✓AGF '� OcTf�-NTii9/ti .f�i�.�/�i�+c�t�.c M•-• ©._...._. t ..�..__ ..... �, cl ,� �....i.-SRO ° t— -�- I 1.L-�^✓ - - - I . Novo ............ r 21 22 , Lk c�5LZ f p .v 0L 2�F GTJ Op -�Ni1�N j CHARTS, FIGURES AND TABLES 29 �@ Engineering Consultants 11 7 U 11 CLIENT I r% Or= �� I «=G JOB NO. PROJECT CALCULATIONS FOR e"�t MADE BY DATE Z:a7.CHECKED EY DATE SHEETOF 1 1 1 1 1 Q _ li 1 1 1 1 1 1 1 1 1 1 CLIENT JT-/ 0= Ill+C ,10E NO. IMi PROJECT CALCULATION'S FOR (-!,A 1TT c]--: L -A r- 1_J Engineering Consultants N,ADEEY F_ DATE 71 CHECKED5Y_DA7E SHEETZ OF -,Z, �LA cG1 c IM --- - W/ 77 _ _ ..__ _ _ + �L1�OL l/LN i7. _-:. �I iJui>~aT ........_ 3 _ . STaZ�1.-- - -. _...._:. - - - - -- - - - I S bTrr� - - -- _ - -• _ lfE�_ �iGt1.�ldF: 1-11.J_- t�� .J.._.:....__... .......:.... .. ..'.__.'•__ • I . i sz�.Er c:�i�`f�-j----------------- ----- Vz: 6A7)`Z / ... C'�t X lam; SC, 9. 7 5 7..= ZS -x (-4)( I }.�LdNNItJC�S Ina (� 0,c::; _ 4 �: s? J--- - c� rao z4, nELT - t / l 2S �6j 'D2..�l�L1G �d�iLa- . L Z�;_.: ._. .._.S'7 �!_--,-j--..O �---_ i - -----� 11 /4 iX i C i 1 1 1 1 1 r 00 CD d N Q7 - 00 uj v %. 14 D7 cn M a? 00 00 00 00 p O O O K �jo-4018a *}uatuIsrnfpv MoI3itl0 3T, 00 O o w $4 144 !r ta A �J O d lid O O � 3 O %4 W 0 N 41 o �t � o k' O DRAINAGE CRITERIA MANUAL RUNOFF , 3( f- 2 C z w U tr W a. 1C z w a 0 5 co w ¢ 3 O U 2 CC W F�- 3 1 r z 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELQPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS' Jan. 1975. 5 -1-84 URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT DRCOG ^� No Text i Table 86 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packedand smooth................................................................ 1.00 1.00 Freshlydisked........................................................................ 1.00 0.90 _. Rough irregular surface........................................................... 1.00 0.90 SEDIMENT BASIN/TRAP ........... 1.00 0.50"' ...................................................... STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 SILT FENCE BARRIER...................................................................... 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ................................................... 0.01 1.00 ' ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A 1.00 SOD GRASS .....:............ 0.01 . 1.00 TEMPORARY VEGETATION/COVER CROPS .................................... 0.45"1 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10"' 1.00 SOIL SEALANT....................................................................0.01-0.60"' 1.00 EROSION CONTROL MATS/BLANKETS............................................ 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 114" to 1 1/2" and applied at a rate of at least 135 tons/acre.............. 0.05 1.00 HAY OR STRAW DRY MULCH After planting arass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. Slope (°G) 1 to 05....................................................6........................0.06 1.00 o" to 10............................................................................. 0.06 1.00 11 to 15............................................................................. 0.07 1.00 16 to 20............................................................................. 0.11 1.00 21 to 25.................................................................6........... 0.14 1.00 25 to 33............................................................6................0.17 1.00 >33.......................................................................... 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reposed in this table must be substantiated by documentation. 1� (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. MARCH 1991 38wls DESIGN CRITERIA I I 1 0 1 L 1 1 O 0t0t000 o v v In In in m w w w w w o 0!C!1t.t000000 o v v v ;r4oInoInIn v wwwwwwwwww o w . .0t 0! t o0cr of 0+ ct oo vvvvvvvvvvvvul�nul M w w w w g q w w w w q w w w w O r` w w w Ot Ot 01 01 Ot O1 Q1 01 � 01 01 Ot Ot Ot Ot Ot . . . . . . . . . . . . . . . . . . . . o avvvvvvdvvvvv.vvvd�vvv N w w w w w w w w w w w w w w w w w w w w O OM V'IntOtOtDIOt�I�I�I�I�I�I�I�l�hl�I�wwwwww . . . . . . . . . . . . . . . . . . . . . . . . . O o vvvvvvvavvvvVvvvvvvvvvvvvv r4 w w w w w w w w w w g w w w w w w w q q q q q q q q O wNMv4Ono 0oQoor, nrr-r`r-r`rrNggq O . . . . . . 0 . 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OAK RIDGE DRIVE EX.CIINL B" WA1Ee 1 r, I t AKHID6E HUSINESS PARK TWENTIETH FILLING BOONDMY a�a�I��IY {�{-MMM {aY-Y.1-�r+i�eriH e-.r-., eY ti Y 1 I 1 EXISTING eUaDING I • HERCULES INDUSTRIES, INC f ( 'I Finished Floor _ 14969 l t A JI L-�_____________ 11 _ .' IL:N � Cam• r e4If, Y i.A .IFRO/THAT, .. 1 nRAGE A.. I ROPUSED COfI DOCK k RAMP ry aP Coto Vi r Ex n ING PALELY 1 ONC. a 1 AY BLOCK ♦ Pn1. TMENi I9l WALLLL ((TTW W) / 1 1 EEXISENG ASPHAL M' TO BE MASONRY BLOCK 2 r _ _--''II REMOVED / wall (Ten.) PROPOSED STORAGE YARD .6i A 'I ASPHALT PAVEMENT �111 Al 1 —� PRrPOSEF 4GPAKMEN AL TOPO BY RED. 5/6/95 PROPOSED 6' I VERTICAL CURB 2R 13 EXISTING DETENTION Ali 5 070Z 0 = 0.18 Age INV. - 63.65 OCH.Dc'A DICH NO AUG.1995 183 c ,it STRM �% EXISTING f INLET hai III a 0 as to ot As is Ll An A.. -T: PW .A. IR,. AT LOW POIN' HWL ELEV .4911 EXISTING SCALE TO TOP OF CURB S O.BM [AS".' A" - ' SLATER SERC . XmDf Er Arl Z p L 1 2 2 - INSTALL CONCRETE WXGS EACH SIDE OF EVES Y:'R'2 APPROACH Engineering Consultants 33D ere m2a 2 —M DRAINAGE BASIN STATISTICS 'otied Area 1_19 ar Area Basin I 'C''. 0.46 -a Basin 2 'C'. 0.62 srich Bonin 3 NO' 0.06 SCALE 1'=20- Net aced Area: 1,19 co. Net V led Area Basin I 'CN 0A6 Net I -led Arco Basin 2 'C". 0.62 Net no Area Bash 3 'C': O.D6 On- . Jelention, Nine IT s., L2 --TEN__N SUMMARY Has NO 2 OlB _ Ali• -. n;G0,14 co -It EXISTING MANHUCE E %ISTNG FIRE HYDRANT V - irl,Ce ,ea. 0.49 ao. - en,. EXISTING CONTOUR AT; to Detention Pond: Olo- 3.2 are, Duna- So of$ PROPOSED CONTOUR mn�artru aaAa¢ FLOWERS adnIFN rNawe rwe We'll 'e n 3 ce, P �!ID_ w2 JMCLIY_ �.-.. INFLOW CURB A GETTER wa.. mmr.an uinw a �..awW a OUTFACE CURB kGUTTFv '-+-. .ri a. uI ~ we N . I.I A l c l eln alr l.r lel, DIRECTION OF FLOW Fr FINISHED FLOOR Et',AH'% EXISTING SPOT Ell IN ,^. II//�� PROPOSED SPO'i. I of DESIGN POIN!'n,amee ei e. w DRAINAGE BASIN 8JJM1FA" e. Wqsee. """'"""- g BASIN NUMBER _ .11 AC BASIN AREA ........... ++++miq SET FENCE eerer �'ra,ee "--"- STRAW BALE CHErl 'a'- ... r TREES wBy ♦ SPOTLIGHT --. .+wun a, an vv w____ ALL SPOT ELEVATIONS SHOWN -Ir TOP OF PAVEMENT OR FINISH 'I' N I N' FSS OTHERWISE NOTED 2 DATE OF TORO. MAY 9, 1995 TORO BY ABC ENGINEERING CONSUL TANT<. 1 PRIOR TO FINAL INSPECTION AND AL CEPTANCF BY THE C TIC CERTIFICATION Of THE DRAIN., 5F FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY ME STORMWATER UTILITY CERTIFICATION SHALL RF SUBMITTED TWO WE AS PRIOR TO ME RIf,1,F P.I ANY CERTIFICATE OF OCCUPANCY AS PER DEVELOPMENT AGRFFMFNT 4. A CONCRETE PAVEMENT JOINT PATTERN OFSI'.Pi SMALL BE SUBMITTED TO THE OWNER BY THE CONTRACTOR Flop Rr YEW APPRO'AL OAK RIDGE BUSINESS PARK P.U.D. TWENTIETH FILING EROSION CONTROL NOTES I IF mYi of Y, P , st 1' larch / I Too III applied at a N Hesitateset ly after 1I t etr Inn segment from IF, Ote zror the h t jrri has been completed, eIII, oToo' e L all areas that e Leon NsG"be, After c n5tmetion OI the in)-e , c nae• b och ee, ma. pperiodavement ¢ it e b, quite and oavemen surfaces r t tb n b, urns ands sod) f l sulfates ant the bare svround (gross sod) f t these _. a tc To si �stne oche ground e s ou of fence 3 1, rvr�ent5 n.f been completed, Inn sediment fence t. he e�:ovea O.nn the construcllan site -I ,n,.d A ten :le o,cl Is, to eaiebng streets shell be to red 10:1, ry harmci CA NOTIPCATION FErv1EH OP COLORADO —800-922-1987 City of Fort Collins, Colorado 534-6700 = 11TR]TY PIAM APPROVAL al Emeheen Fire APPROVED - cter of ®yieeeria5 Date rNeew ione CHECKED BY: Deter A Oerteaater Utility Dete CHECKED BY- 9turm.eter U191ti Date CHCCKEO BY: Perie A Recreation Dale CHECKED By Date CHECKED By Date GRADING, UTILITY, DRAINAGE AND 4 3 EROSION CONTROL PLAN RENSON