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HomeMy WebLinkAboutDrainage Reports - 10/29/2007Drainage Study for Registry Ridge 51h Filing Fort Collins, Colorado October 25, 2007 Prepared For: Lennar Colorado, LLC 9990 Park Meadows Drive Lone Tree, CO 80124 Prepared By: NENORTHERN ENGINEERING SERVICES, INC. 200 S. College Ave. Fort Collins, Colorado 80521 Phone: (970) 221-4158 Fax: (970) 221-4159 Project Number: FRS: 272-001 NORTHERN ADDRESS: PHONE: 970.221.4158 200 S. College Ave. Suite 100 WEBS ENGINEERING Fort Collins, CO80524 FAX:970.221.4159 wrrvnor rthernengineerng.com October 25t', 2007 ' Basil Harridan City of Fort Collins 700 Wood Street Fort Collins, CO 80549 RE: Registry Ridge Fifth Filing Basil, This letter is in regards to Registry Ridge Fifth Filing development in Fort Collins, specifically, the proposed drainage patterns of the project. ' The site is a replat of Tract C, Tract H and Tract F of the Corrected Plat of the Final Plat of Registry Ridge P.U.D., First Filing. The overall area being conveyed is 16.18 acres composed of historical drainage Basins 403G, 403H, 403I and 402D of Registry Ridge First Filing. The storm water is conveyed by a combination of overland, Swale and gutter flow from the northwest corner of the site to historical Design Point 22 with a further destination of Pond 603. This site ' was originally designed and approved in June of 1999 as a combined Regional Park and School area. The composite runoff for the proposed development is 0.38 for the 2-year storm and 0.48 for the 100-year storm, thus the proposed site will have less imperviousness then originally anticipated. For specific calculations, see the attached spreadsheet in Appendix A. The capacity needed for the inlets at historical Design Point 10 and 18 will be decreased due to 7% of historic Basin 402D and 3 1 % of historic Basin 403G being redirected to the proposed site by form of overland and gutter flow. ' Proposed Basin A and off -site Basin OS1 will convey stormwater by a modified Swale to Design Point A (historical Design Point 22). The Swale for Basin A and off -site Basin OS was designed to handle a water depth of 1.5 feet before entering the existing lots to the west. At this depth, the swale can convey a flow of 43.7 cfs (530% of the 100-year flow). Proposed Basins B and C will convey runoff by a combination of overland, gutter flow and Swale into two combination inlets and further to Design Point A. Proposed Basin B will have a system of swales conveying storm water out to the street. All swales have been designed to capture 150% of the 100-year flows. For supportive Swale calculations and diagrams, please refer to Appendix B. Proposed Basin D shall create overland runoff to the southern Swale as previously designed. ' All proposed on -site and off -site drainage basins will be collected at Design Point A. Through a network of established swales, water quality will be achieved through 931 feet of an existing grassed swale. The first water quality treatment will occur after exiting the proposed site into a small pond lined with maintained landscape. The remainder of the water quality shall occur through an 805' long channel heavily vegetated with high grasses. This established channel provides a better mechanism for removal of particulates from the runoff than would a small on - site water quality pond. Use of existing swales for water quality will also be visually pleasing and consistent with the rest of the sub -division. Please reference Appendix D for supporting photographs of the existing swales and pond areas. ' There will be multiple erosion control devices implemented within the site project. Sand bag check dams will be used in three places along the existing swale to decrease the amount of sediment accumulation at Design Point A. Straw bale sediment traps shall be installed at both combination inlets. In addition, silt fencing shall be installed and maintained along the perimeter of the project site. ' In essence, the proposed Design Point A will remain in the same location as the historic Design Point, ultimately being routed into Pond 603 through the use of existing drainage features. The proposed runoff coefficients are reduced from the historical design and proper erosion control and water quality devices shall be installed and maintained. Please feel free to contact me with any questions you may have regarding this letter. Respectfully, Cody N. Snowdon, EI Reviewed By: \�\\\p\'oO RE6�l///j�jiii o STD. oc��e.aAIDENCo.PF� 0 Bud Curtiss, PE ° ° Senior Engineery;�°° Q • n i 22 %%o/n,»7 \/!\e%(y�{&\ 2° \0 ƒ g\2:7; < �+ w00-4-N z( ~ &enQnWW(b _ k e>wnma}ƒ E$f( agg}\)g�(/\ \G\}§\. oa< ` b � § ao(\\(/t� 00 . \ \ 0o e;@/o�« b 0 > 2 } a § ` C 0C)0 S88&%~5$»»% 3 o00 $a2 \ 2 G z ~� (/&a )%m)[7 /g 090000 } \ }w\§([/aE}% au 2$$ % *®®-eoo ; \ o oggo/g o-4;- §§%2(,/E 99 i);oQ } { 0000000 �, @R og, 3— $y2 g9&%$�z�3 r § 00C, zao s _ i;;\A\%§$ ® °® 0 \ O O O K A 9 .�* ° II II ` II o p a n? 0 2 Y T < n� I R n3° D II <— N �• O O N O N N 010. 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UlNNO —w n 0 (D� N004CD A z w a a Q RATING CURVE FOR TRAPEZOIDAL CHANNEL Bottom Width Left Side Slope Right Side Slope Manning's n or SCS Retardance Curve Longitudinal Slope Z2 B = 0.00 feet Z 1 = 4.00 ft/ft Z2 = 6.00 ft/ft n = 0.035 S = 0.0200 ft/ft Flow Depth Y (ft) Manning's Roughness n Flow Area A (sq ft) Wetted Perimeter P (ft) Hydraulic Radius R (ft) Flow Velocity V (fps) Flow rate Q (cfs) Froude Number Fr 0.20 0.0350 0.20 2.04 0.10 1.3 0.3 0.71 0.30 0.0350 0.45 3.06 0.15 1.7 0.8 0.76 0.40 0.0350 0.80 4.08 0.20 2.0 1.6 0.80 0.50 0.0350 1.25 5.10 0.24 2.4 2.9 0.83 0.60 0.0350 1.80 6.12 0.29 2.7 4.8 0.85 0.68 0.0350 2.31 6.94 0.33 2.9 6.7 0.87 0.801 0.0350 3.20 8.161 0.39 3.2 10.3 0.90 0.90 0.0350 4.05 9.19 0.44 3.5 14.1 0.91 1.00 0.0350 5.00 10.21 0.49 3.7 18.7 0.93 1.10 0.0350 6.05 11.23 0.54 4.0 24.1 0.94 1.20 0.0350 7.20 12.25 0.59 4.2 30.3 0.96 1.30 0.0350 8.45 13.27 0.64 4.4 37.6 0.97 1.40 0.0350 9.80 14.291 0.69 4.7 45.8 0.98 1.50 0.0350 11.25 15.311 0.73 4.9 55.0 0.99 1.60 0.0350 12.80 16.33 0.78 5.1 65.3 1.01 1.70 0.0350 14.45 17.35 0.83 5.3 76.8 1.02 1.80 0.0350 16.20 18.37 0.88 5.5 89.4 1.03 1.90 0.0350 18.05 19.39 0.93 5.7 103.3 1.03 2.00 0.0350 20.00 20.41 0.98 5.9 118.5 1.04 2.10 0.0350 22.05 21.43 1.03 6.1 134.9 1.05 2.20 0.0350 24.20 22.45 1.08 6.31 152.7 1.06 uepin hequirea = u.b4 feet Q'1.33 = 7.59 Depth Required = 0.71 feet Swale A.xls, Rating 10/25/2007, 3:15 PM RATING CURVE FOR TRAPEZOIDAL CHANNEL II Velocity, Froude Number, & Manning's n vs. Flow Depth VR Product 0 1 2 3 4 5 6 7 8 7.0 ■ ���.ai� ■■ Monson■■ „■iii����iiiiiiiiiiiii 0.040 0.035 0.030 0.025 QC 0.020 0.015 E 0.010 0.005 0.000 2.50 Velocity, Flow Depth, Froude Number & Manning's n vs. Discharge VR Product 0 1 2 3 4 5 6 7 8 7.0 6.0 a v 5.0 O 6 Z 4.0 m 9 ° 0 3.0 - U. - 2.0 3 0 a 11.0 0.0 0 20 40 60 80 100 120 140 Flow Rate In cfs —4-- Flow Depth —&- Velocity — -- Froude No. —6— Manning 's n 0.040 0.035 0.030 0.025 o+ 0.020 0.015 g 0.010 0.005 0.000 160 180 Swale A.xls, Rating 10/25/2007, 3:15 PM RATING CURVE FOR TRAPEZOIDAL CHANNEL DMpN w. Ft" 1 2W 2W O.W o.� 0 W 100 iW M0 .,i 300 Fbw (08) Bottom Width Left Side Slope Right Side Slope Manning's n or SCS Retardance Curve Longitudinal Slope B = 0.00 feet Z 1 = 8.00 ft/ft Z2 = 8.00 ft/ft n = 0.035 S = 0.0200 ft/ft Flow Depth Y (ft) Manning's Roughness n Flow Area A (sq ft) Wetted Perimeter P (ft) Hydraulic Radius R (ft) Flow Velocity V (fps) Flow rate Q (cfs) Froude Number Fr 0.20 0.0350 0.32 3.22 0.10 1.3 0.4 0.72 0.30 0.0350 0.72 4.84 0.15 1.7 1.2 0.77 0.40 0.0350 1.28 6.45 0.20 2.0 2.6 0.81 0.50 0.0350 2.00 8.06 0.25 2.4 4.7 0.84 0.60 0.0350 2.88 9.67 0.30 2.7 7.7 0.86 0.68 0,0350 3.70 10.96 0.34 2.9 10.8 0.88 0.80 0.0350 5.12 12.90 0.40 3.2 16.6 0.90 0.90 0.0350 6.48 14.511 0.45 3.51 22.7 0.92 1.00 0.0350 8.00 16.12 0.50 3.8 30.1 0.94 1.10 0.0350 9.68 17.74 0.55 4.0 38.8 0.95 1.20 0.0350 11.52 19.35 0.60 4.2 49.0 0.97 1.30 0.0350 13.52 20.96 0.64 4.5 60.6 0.98 1.40 0.0350 15.68 22.57 0.69 4.7 73.8 0.99 1.50 0.0350 18.00 24.19 0.741 4.9 88.8 1.00 1.60 0.0350 20.48 25.80 0.791 5.1 105.4 1.01 1.70 0.0350 23.12 27.41 0.84 5.4 123.9 1.02 1.80 0.0350 25.92 29.02 0.89 5.6 144.3 1.03 1.90 0.0350 28.88 30.64 0.94 5.8 166.7 1.04 2.00 0.0350 32.00 32.25 0.99 6.0 191.1 1.05 2.101 0.03501 35.281 33.861 1.04 6.2 217.7 1.06 2.201 0.03501 38.721 35.471 1.09 6.4 246.5 1.07 Swale B.xls, Rating 10/25/2007, 3:14 PM RATING CURVE FOR TRAPEZOIDAL CHANNEL Velocity, Froude Number, & Manning's n vs. Flow Depth VR Product 0 1 2 3 4 5 6 7 7.0 tom. . .. . . L a 6.0 E z Z 5.0 m 0 4.0 LL ymz 3.0 a w _a 2.0 U O 6 1.0 0.0 0.00 0.50 1.00 1.50 2.00 Flow Depth (ft) tVelocity (fps) -*-Froude Number tManning's n 8 0.040 0.035 0.030 0.025 r rn 0.020 c m 0.o1s 0.010 0.005 0.000 2.50 Velocity, Flow Depth, Froude Number & Manning's n vs. Discharge VR Product 0 1 2 3 4 5 6 7 8 7.0 ao 6.0 5.0 O p Z 4.0 - — v C - - 3.0 O LL E 2.0 0 LL 1.0 0.0 0 50 100 150 200 250 ' Flow Rate in cfs Flow Depth --M- Velocity f Froude No. Manning's n 0.040 0.035 0.030 0.025 o� 0.020 •� 0.015 0.010 0.005 0.000 300 Swale B.xls, Rating 10/25/2007, 3:14 PM RATING CURVE FOR TRAPEZOIDAL CHANNEL Depth vs. Flaw 1 0 200 400 600 6W 1,000 I" F (cro) J Bottom Width Left Side Slope Right Side Slope Manning's n or SCS Retardance Curve Longitudinal Slope D B = 14.00 feet Z1 = 13.23 ft/ft Z2 = 13.23 ft/ft SCS = E S = 0.0200 ft/ft Flow Depth Y (ft) Manning's Roughness n Flow Area A (sq ft) Wetted Perimeter P (ft) Hydraulic Radius R (ft) Flow Velocity V (fps) Flow rate Q (cfs) Froude Number Fr 0.20 0.0684 3.33 19.31 0.17 1.0 3.2 0.40 0.30 0.0483 5.39 21.96 0.25 1.7 9.2 0.61 0.40 0.0386 7.72 24.61 0.31 2.5 19.4 0.79 0.50 0.0355 10.31 27.27 0.38 3.1 31.9 0.89 0.60 0.0329 13.16 29.92 0.44 3.7 48.7 0.98 0.68 0.0306 15.64 32.04 0.49 4.3 66.5 1.07 0.80 0.0282 19.67 35.23 0.56 5.1 99.4 1.19 0.90 0.0276 23.32 37.88 0.62 5.5 128.4 1.24 1.00 0.0264 27.23 40.54 0.67 6.1 166.0 1.31 1.10 0.0261 31.41 43.19 0.73 6.5 204.4 1.34 1.20 0.0250 35.85 45.84 0.78 7.1 256.1 1.42 1.30 0.0247 40.56 48.50 0.84 7.6 306.6 1.46 1.40 0.0245 45.53 51.15 0.89 7.9 361.8 1.48 1.50 0.0241 50.77 53.80 0.94 8.4 425.1 1.52 1.60 0.0238 56.27 56.46 1.00 8.8 495.9 1.55 1.70 0.0234 62.03 59.11 1.05 9.3 575.1 1.59 1.80 0.0233 68.07 61.76 1.10 9.6 655.6 1.62 1.90 0.0232 74.36 64.42 1.15 10.0 739.9 1.63 2.001 0.0232 80.92 67.07 1.21 10.3 830.5 1.64 2.10 1 0.0232 87.74 69.72 1.26 10.6 927.7 1.66 2.20 0.0231 94.83 72.38 1.31 10.9 1,031.7 1.67 Swale C.xls, Rating 10/25/2007, 3:14 PM 0 12.0 E 10.0 2 8.0 'o LL 6.0 a a 4.0 0 m 2.0 0.zi RATING CURVE FOR TRAPEZOIDAL CHANNEL Velocity, Froude Number, & Manning's n vs. Ftow Depth VR Product 2 4 6 8 10 12 14 0.00 0.50 1.00 1.50 2.00 Flow Depth (ft) f Velocity (fps) —*—Froude Number—Manning's n 0 12.0 r c 10.0 8.0 > Z 6.0 v ° r V. y 4.0 O 3 ° 2.0 0.0 0 16 0.080 0.070 0.060 0.050 0.041 c m 0.036 i 0.020 0.010 0.000 2.50 Velocity, Fiow Depth, Froude Number & Manning's n vs. Discharge VR Product 2 4 6 8 10 12 14 16 200 400 600 800 Flow Rate in cfs 1,000 —Flow Depth —111—Velocity —*—Froude No.-—Manning's n 0.080 0.070 0.060 0.050 0.040 c C cc 0.030 n 0.020 0.010 0.000 1.200 ' Swale C.As, Rating 10/25/2007, 3:14 PM II II II II II II li I 1 II 11 0 3 r 5 0 D .�i N Z r 7 CD N N O 1 C O v , N - N O O v Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (H) N (ft) (ft) (ft) (ft) No. 1 Pipe21 22.81 24 c 165.0 5077.71 5078.78 0.648 5079.40' 5081.23' 0.41 5081.63 End 2 Pipe20 12.13 18 c 37.9 5078.88 5079.13 0.660 5081.72' 5082.23' 0.73 5082.96 1 Storm Line A Number of lines: 2 Run Date: 10-25-2007 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). Hydratlow Storm Sewers 2005 IT @ 7 00 2 g2 ( d \ } )#� _ = 5 2 § § ■ | ° E 4 ( £ . j § 2�k }#§ :P. CA ) k a ) C E 522 \ } / / § 0 6 6_ = s 10 | / � co/ w 0) CD k ] k 20; CD § ( ��§ _ R \ .. . cn \ k CA . § § 2 %@ � 0 0 0 0 0 0 m N co wJ co O O O O O O O Ul oil= in O v Cn O O f�D O1 n N N N O v Ln N O 0 N mill Im. Ul W OrL 3 O N Culvert Designer/Analyzer Report ' STRM-B ' Analysis Component Storm Event Design Discharge 5.70 cfs ' Peak Discharge Method: User -Specified Design Discharge 5.70 cfs Check Discharge 0.00 cfs ' Tailwater properties: Triangular Channel Tailwater conditions for Design Storm. Discharge 5.70 cis Bottom Elevation 5.079.55 ft ' Depth 0.61 ft Velocity 3.02 ftls ' Name Description Discharge HW Elev. Velocity Culvert-1 2-12 inch Circular 5.26 cfs 5,081.07 ft 6.37 ft/s Weir Roadway 0.44 cfs 5,081.08 ft N/A Total ------- ------ 5.71 cfs 5,081.07 ft N/A 1 Project Engineer: Northern Engineering Services d:\...Istormsewer\reg-272-001_culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 [2.005] 10/25/07 03:02:47 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA - +1-203-755-1666 Page 1 of 3 1 ' Culvert Designer/Analyzer Report ' STRM-B Component:Culvert-1 ' Culvert Summary Computed Headwater Elew 5,081.08 It Discharge 5.26 cfs ' Inlet Control HW Elev. 5,081.04 ft Tailwater Elevation 5,080.16 ft Outlet Control HW Elev. 5,081.08 ft Control Type Entrance Control Headwater Depth/Height 1.08 ' Grades Upstream Invert 5,080.00 ft Downstream Invert 5,079.55 ft ' Length 20.17 ft Constructed Slope 0.022300 ft/ft Hydraulic Profile ' Profile S2 Depth, Downstream 0.52 ft Slope Type Steep Normal Depth 0.50 ft Flow Regime Supercritical Critical Depth 0.70 ft ' Velocity Downstream 6.37 ft/s Critical Slope 0.007922 ft/ft ' Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.00 ft Section Size 12 inch Rise 1.00 It ' Number Sections 2 Outlet Control Properties ' Outlet Control HW Elev. 5,081.08 ft Upstream Velocity Head 0.32 ft Ke 0.20 Entrance Loss 0.06 It ' Inlet Control Properties Inlet Control HW Elev. 5,081,04 ft Flow Control N/A ' Inlet Type Beveled ring, 450 bevels Area Full 1.6 ftz K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale A C 0.03000 Equation Form 1 Y 0.74000 Project Engineer: Northern Engineering Services dA... \stormsewer\reg-272-001_culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 [2.005] 10/25/07 03:02:47 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 3 Culvert Designer/Analyzer Report STRM-B Component:Weir Hydraulic Component(s): Roadway Discharge 0.44 cfs Allowable HW Elevation 5,081.08 ft Roadway Width 12.00 If Overtopping Coefficient 2.92 US Low Point 5,080.96 ft Headwater Elevation 5,081.08 ft Discharge Coefficient (Cr) 2.92 Submergence Factor (Kt) 1.00 Tailwater Elevation 5,080.16 ft Sta (ft) Elev. (ft) 0.00 5,081.46 10.00 5,081.11 11.00 5,081.09 12.00 5,081.05 13.00 5,081.08 32.00 5,081.54 Project Engineer: Northern Engineering Services d:\...\stormsewer\reg-272-001_culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 [2.005] 10/25/07 03:02:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 of 3 Rating Table Report STRM-B Range Data: Minimum Maximum Increment Discharge 0.00 6.00 0.50 cfs ischarge (cf )1W Elev. (ft) (1) HW Elev. 1) Discharg( W) Discharg 0.00 5,080.00 5,080.00 0.00 0.00 0.50 5,080.29 5,080.29 0.50 0.00 1.00 5,080.42 5,080.42 1.00 0.00 1.50 5,080.52 5,080.52 1.50 0.00 2.00 5,080.61 5,080.61 2.00 0.00 2.50 5,080.69 5,080.69 2.50 0.00 3.00 5,080.77 5,080.77 3.00 0.00 3.50 5,080.84 5,080.84 3.50 0.00 4.00 5,080.91 5,080.91 4.00 0.00 4.50 5,080.97 5,080.97 4.50 0.00 5.00 5,081.04 5,081.04 5.00 0.00 5.50 5,081.10 5,081.10 5.46 0.04 6.00 5,081.14 5,081.14 5.80 0.21 Project Engineer: Northern Engineering Services d:\...\stormsewe6reg-272-001_culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 (2.005] 10/25/07 03:03:50 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Designer/Analyzer Report ' STRM-C Analysis Component Storm Event Design Discharge 2.00 cfs ' Peak Discharge Method: User -Specified Design Discharge 2.00 cfs Check Discharge 0.00 cfs ' Tailwater properties: Triangular Channel ' Tailwater conditions for Design Storrs. Discharge 2.00 cfs Bottom Elevation 5,087.26 ft ' Depth 0.41 ft Velocity 2.39 ft/s Name Description Discharge HW Elev. Velocity ' Culvert-1 1-12 inch Circular 2.00 cfs 5,088.52 ft 5.52 fits Weir Not Considered 1 N/A N/A N/A Project Engineer: Northern Engineering Services d:\...\stormsewer\reg-272-001_culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 [2.005] ' 10/25/07 03:04:11 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report STRM-C Component:Culvert-1 Culvert Summary Computed Headwater Elevi Inlet Control HW Elev. Outlet Control HW Elev. Headwater Depth/Height 5,088.52 ft 5,088.48 ft 5,088.52 ft 0.91 Discharge 2.00 cfs Tailwater Elevation 5,087.67 It Control Type Entrance Control Grades Upstream Invert Length 5,087.61 ft 20.17 ft Downstream Invert Constructed Slope 5,087.26 ft 0.017400 ft/ft Hydraulic Profile Profile S2 Slope Type Steep Flow Regime Supercritical Velocity Downstream 5.52 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.47 It 0.46 ft 0.60 It 0.006863 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 12 inch 1 Mannings Coefficient Span Rise 0.013 1.00 It 1.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 5,088.52 It 0.20 Upstream Velocity Head Entrance Loss 0.25 It 0.05 ft Inlet Control Properties Inlet Control HW Elev. 5,088.48 ft Inlet Type Beveled ring, 450 bevels K 0.00180 M 2.50000 C 0.03000 Y 0.74000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form N/A 0.8 ft2 3 A 1 Project Engineer: Northern Engineering Services d:\...\stormsewer\reg-272-001 _culverts-final.cvm Northern Engineering Services CulvertMaster v2.0 [2.005] 10/25/07 03:04:11 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Registry Ridge Fifth Filing Inlet A2 Design Flow = Gutter Flow + Carry-over Flow ERLAND I SIDE 17VERL AND I y FLOW yr I STREET L y FLOW -7 E-GUTTER FLOW PLUS CARRY -'MOVER FLOW t-- ® -,-GUTTER FLOW INLET 112 OF STREET aa� � Design Flow: ONLY if already determined through other methods: Minor Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): '0 = 2f 8 If you entered a value here, skip the rest of this sheet and proceed to sheet O-Allow) Major Storm 11.71 cfs Geographic Information: (Enter data in the blue cells): Subcatchment Area - Percent Imperviousness = NRCS Soil Type =f Site: (Check One Box Onl) Sloe (ft/ft) Site is Urban: X Overland Flow = Site Is Non -Urban: Gutter Flow = Acres % JA, B, C, or D Length (ft) Rainfall Information: Intensity I (inch/hr) = C, ' P, / ( C2 + T,) ^ C3 Design Storm Return Period, T, = Return Period One -Hour Precipitation, P, = C,= C2 = C, User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subeatchments, 0e = Minor Storm Major Storm years inches cfs 0.00 0.00 Analysis of Flow Time (Time of Concentration) for a Catchment: Minor Storm Major Storm Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Ovedand Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, T, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, OP = Total Design Peak Flow, 0 = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A WA WA N/A WA N/A NIA 2.68 11.71 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs Inlet A2.xls, C-Peak 10/25/2007. 10:20 AM U ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) ' (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Registry Ridge Fifth Filing Inlet ID: Inlet A2 II II II I 1 1 1 TBACK TGnOWN i SBA_-_ -- T. TMAx K W �L Tx Street - � rown ff H cus0+ num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ar Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W (Or - Ox) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) '.[mum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) :er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section Tx rR is] Discharge outside the Gutter Section W. (limited by distance TCROWN) :harge within the Gutter Section W (Oo - Ox) :harge Behind the Curb (e.g.. sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm e Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TBACK - 12.0 ft SBACK = 0.0200 ft. vert. / ft. horiz nmcx = 0.0250 Hcum= 4.75 inches TCROWN = 15.0 ft a= 1.38 inches W = 2.58 ft Sx = 0.0232 ft. vert. / ft. horiz So = 0.0000 ft. vert. / ft. horiz nsTREer= Minor Storm Major Stomt TMAx = 1501 15.0 ft dMAx = 6.23 5.23 inches X=yes Minor Storm Major Storm Sw = y= d= Tx = Eo = Ox= Ow= GBACK = Or = V= V'd = TTN = Tx rR = Eo = Gxn = Ox= Ow= GBACK = O= V- V*d = R- Oa= d- dcROWN - 0.0676 0.0676 4,18 4.18 5.55 5.55 12.4 12.4 0.465 0,465 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP 0.01 0.0 0,01 0.0 Minor Storm Major Storm 13.8 13.8 11.3 11.3 0.500 0.500 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP SUMP ft/ft inches inches ft cis cis cfs cfs fps cis cfs cis cfs cis fps cfs inches inches Minor Storm Major Storm Allowable Gutter Capacity Based on Minimum of Or or O Oaibw = SUMPI SUMP cfs :,'RM max. allowable capacity OK - greater than flow given on sheet'O-Peak' =. STORM max. allowable caoaclty OK - oreater than flow aiven on sheet'O-Peak' ' Inlet A2.xls, O-Allow 10/25/2007, 3:31 PM II INLET IN A SUMP OR SAG LOCATION ' Project = Registry Ridge Fifth Filing Inlet ID = Inlet A2 II H Cu b H-Vert W Wp W Lo (Gl of Inlet 1 Depression (additional to continuous gutter depression'a' imm'O-Allow') bar of Unit Inlets (Grate or Curb Opening) e Interma8on 01 of a Unit Grate h of a Unit Grate Opening Ratio far a Grate (typical values 0.150.90) ging Factor far a Single Grate (typical value 0.50 - 0.70) e Weir Coefficient (typical value 3.00) i Orfice Coefficient )typical value O.67) Opening Information M of a Unit Curb Opening it of Vestal Curb Opening in Inches it of Curb Orifice Throat in Inches a of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2.58 rest) ling Factor for a Single Curb Opening (typical value 0A 0) Opening Weir Coefficient (typical value 2.30-3.00) Clogging Coefficient for Multiple Units Clogging Factor foe Multiple Units Grate as a Weir. The Controlling Factor Will Be: ' Flow Depth at Local Depression without Clogging (2.68 cis grate. 0 cis curb) Flow Depth (Curb Opening Only) without Clogging (0 cis grate, 2-68 cfs curb) Flow Depth at Local Depression with Clogging (2.68 cis grate, 0 eta curb) Flow Depth (Curb Opening Only) with Clogging (0 cis grate, 2.68 cis curb) Goes as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 2.68 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2.68 cis curb) Resulting Gutter Flow Depth Outside of Local Depression MINOR MAJOR Type = CDOT/Denver 13 Combination elude= 1,75 1.75 inches No - MINOR MAJOR 3.002.000A70.503.000.67 W Le (C) Hw H� There Wp C, (C) Cw (C) MINOR MAJOR Cost= 1.00 1.00 Clog = 0.50 0.50 Curb Opening as Wait Grate as Weir 4.I = it sou= a.= dowse = 6d2 13.51 4.48 33.04 8.71 20.44 4.68 40.80 feet feet Inches inches inches Inches Resultina Gutter Flow Dentin for Curb Opening Inlet Capacity in a Sump MINOR MAJOR Clogging Coefficient lor Multiple Units Cast = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb as a Weir, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 cfs grate, 2.68 cis curb) =1 4.51 12.02 inches ' Flaw Depth at Local Depression with Clogging t0 cfs grate, 2.68 cts curb) q„ = 4.831 inches Curb as an Orifice, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 cis grate, 2.88 cis curb) da = 4. 33.04 inches Flow Depth at IAcal Depression with Clogging (0 cfs grate, 2.88 cis curb) du = 4.88 40.80 Inches Resulting Gutter Flow Depth Outside of Local Depression d.c,,,s = 3.08 39.05 Inches Resultant Street Conditions MINOR MAJOR Total M10 Lengm L = 3.0 3.0 feet Total Intel Interception Capacity (Design Discharge from O-Peak) a.- 2.7 11.7 cis Resultant Gutter Flow Depth (based on shear O-Allow geometry) it = 2.93 39.05 inches ' Resultant Street Flow Spread (based on sheet O-Allow geometry) T = 5.6 15.0 ft. >T-Crown Resultant Flow Depth at Street Crown d..=,„,,,, = n no 11 as L,,-1,- ' Warning 2: Dimension entered is not a typical dimension for inlet type specified. Inlet A2.fdS, Inlet In Sump 10/25/2007. 10:21 AM it DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD II Recil Ridoe Fifth Filin Inlet A3 Design Flow = Gutter Flow + Carry-over Flow OVERLAND STSIDE REET ND I I OVERLAND GUTTER FLOW PLUS CARRY-OVER FLOW F ® F GUTTER FLOW INLET 112 OF STREET � � ssaaaa. Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): Q = 4.67 20.39 cfs It you entered a value here, skip the rest of this sheet and proceed to sheet O-Allow Geographic Information- (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = i NRCS Soil Type IA. B, C, or D Site: Urban: One Slope fUff Len th (ft Site is Urban: X Overland Flow = Site Is Non -Urban: Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C, ' P, / ( C3 + T, ) ^ C3 Minor Storm Major Storm Design Storm Return Period, T, = years Return Period One -Hour Precipitation, P, = inches C,= Cz= C3 — User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS = Bypass (Carry -Over) Flow from upstream Subcatchments, 0, =r--0,001 cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Minor Storm Major Storm Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, CS = Overland Flow Velocity, Vo = Gutter Flow Velocity, Va = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc _ Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, 0 = WA WA N/A WA WA WA WA WA WA N/A N/A N/A N/A N/A N/A N/A N/A WA WA WA N/A WA N/A N/A 4.67 20.39 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs Inlet A3.xls, Q-Peak 10/2512007. 3:32 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) toasea on Hegulatea criteria for Maximum Allowable Flow Depth and Spread) Project: Registry Ridge Fifth Filing Inlet ID: Inlet A3 TRACK TCRoWN - - S T. T TMA BACK W � Tx Street Crown Htuae d S a 9f Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line ' Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope ' Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) at Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W IT - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section Tx harge within the Gutter Section W (OT - Ox) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread F Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth Dretical Water Spread xetical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, Carried in Section Tx TH iat Discharge outside the Gutter Section W, (limited by distance TOROWN) harge within the Gutter Section W (Od - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Stone r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) i tant Flow Depth at Gutter Flowline (Safety Factor Applied) iltarlt Flow Depth at Street Crown (Safety Factor Applied) TRACK - 12.0 ft SBACK = 0.0200 ft. vert. / ft. horiz nBACK = 0.0250 HcuRB= 4.75 inches TCHOWN= 16.1 ft a = 1.38 inches W = 2.58 ft Sx = 0.0214 ft. vert. / ft. horiz So = 0.0000 ft. vert. / ft, horiz nsTREEr - TmAx = dmax = Sw = y= d= Tx = Eo = QK= Qw= ABACK = Or = V= V'd - TTH = Tx TH = EC = Qx TH = QK= Qw = ABACK = O= V= V'd - R- Qd= d= dCROWN = Minor Storm Maior Storm 15.D 15.0 5.50 5.50 Minor Storm Major Storm 0.0658 3.85 5.23 12.4 P 0,471 0.0 0.0 0.0 SUMP . 0.0 o.D o.0 Minor Storm Maior Storm 16.1 16.1 13.5 13.5 0.442 0.442 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP SUMP inches X = yes tuft inches inches ft cis CIS cfs cfs fps cfs CIS Cfs cfs cis fps cfs inches inches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of 0. or O O,uow = SUMP SUMP cfs STORM maxallowable capacity OK - greater than flow given on sheet 'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet 'O-Peak' ' Inlet A3.xls, 0-Allow 10/25/2007, 10:22 AM INLET IN A SUMP OR SAG LOCATION ' Project = _ Registry Ride. rift. Inlet ID = i.a,,.... H•Cu D H-Vert W ' Lo lG) Tyne of Inlet Local Depression (additional to continuous gutter depression 'a' lrom'O.Allow') Number of Unit Inlets (Grate or Curb Opening) Grate information Length of a Unit Grate Warning 2 Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) logging Factor far a Single Grate (typical value 0.50 0]0) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Varbcal Cum Opening in Inches Height of Curb Orifice Throat In Inches Angle of Throat (see USDCM Figure ST-5) Side Width to, Depression Pan (typically the gutter width of 2.58 last) Clogging Factor for a Single Curb Opening (typical value 0.10) LuurLip,Opening Weir Coel lciern (typical value 2.30.3.00) m Opening Orifice Coefficient lNoical value 0.671 gong Coefficient for Multiple Units Zing Factor for Multiple Units s as a Weir: The Controlling Factor Will Be: Depth at Lows Depression without Clogging (4.67 cis grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 4.67 cis curb) Depth at Local Depression with Clogging (4.67 cis grate, 0 cis cum) Depth (Curb Opening Only) with Clogging (0 cis grate, 4.67 cis curb) . as an Orifice Depth at Local Depression without Clogging (0 cis grate, 4.67 efs cum) Depth at Local Depression with Clogging (0 cis grate. 4.67 cis curb) Iting Gutter Flow Depth Outside of Local Depression ling Coedlaent fa Multiple Units ling Factor for Multiple Units as a Weir. Grate as an Orifice Depth at Local Depression wfmout Clogging (0 cis grate, 4.67 cis curb) Dubin at Local Deprosaion with Clogging t0 cis grate. 4.67 cis curb) as an Orifice, Grew as en OrlBpe Depth at Local Depression wi tout Clogging (0 cis grew, 4.67 cis curb) Depth at Local Depression with Clogging III cis grate. 4.67 cis curb) lung Gutter Flow Depth Outside of Legal Depression alai Inlet Length Otal Inlet Interception Capacity (Design Discharge from O-Peak) Wanuny 5 Resultant Gutter Flow Depth (based on sheet O-Allow geometry) warnmc i Resultant Street Flow Spread (based on sheet O-AI/ow geometry) fiesultent Flow Depth at Street Crown Type ij o- No W. A. G (G) C. (G) C. (G) L.P: Hwn H., z Theta: W, C, (C) C. (C) MINOR MAJOR COOT/Deriver 13 Combination 1.751 1.75 inches 1 1 3.00 3.D0 2.00 2.00 0.47 0.47 0.50 0.50 3.00 3.00 0.67 0.67 0. MINOR MAJOR Cost = 1.00 1.00 Clog Curb Opening as Vertical Orifice Grate as Wen d., = 4ww= 4wa= da = dw = ' Warning 2: Dimension entered is not a typical dlmansion for Inlet type apeci8ed. Warning 5: Gutter flow depth is greater than the DEPTH allowed for the MAJOR AND MINOR STORM Warning 6'. Flow spread Is greater than that allowed for the MAJOR AND MINOR STORM B.OB 18.77 7.54 100.17 11.83 28.81 8.88 123.69 set set tches lchw whet; fiches MINOR MAJOR Cast = 1.00 1.00 Clog = 0.10 0.10 MINOR MAJOR d.,= 6.621 17.39 inches d..- &N 16.fi61nches MINOR MAJOR tlu = 7.541 100.17 inches dis -1 8.661 Inches L Q. >T-Crown Inlet A3.xls, Inlet In Sump 1012512G07, 10:22 AM a x A z w a a Q El [ " _ '„r:i 61C -- _ IL u dL Fig. 2 — Looking South at the existing drainage area •SAC'' -- --,- _ Fig. 3 — Exit point of the dr _ Fig. 4 — Beginning of the existing swale Pig. 5 — Existmg swale rig. 0 — txistmg Swale Fig. 7 — Existing Pond 603 / 37 39 I 36 G 40 I oT C), I , GRAPHIC SCALE: 77 NORTH 0 SO DID IME"L 48 (I rtn) `\ ` i // - ` TRUX N DR. LEGEND: �UImNG SM SEWER r�______� ___�___ lmxc sPORroRu SEWER miEr \ 45 \\ \\ // V� !I/ ` —1— — I i i PROPOSED SR)RM SEWER 12 PROPOSED SENN SONER waI ' IF / / � _ _ 1 \ I —+ wz0 ExrsrwG coxrouR \ \ `\ • / y / 20 PROPOSED CCIrtWR PRwcc. RDuxoun \\ \ 9•S'� \ //// ' < / 1 I _ _ DEVELOPED DUMAGE BOUNDARY III— 11111 111 HITORIC& DRNWGE DDUVI PROPOSED asx NCORESRESE oR 81 PROPOPnu RI SED PROPOSED RUNOFF m coEclEur (IND. MIND DESIGN POINT krwM ENE c RJPWAP /,/L—_ �rrm i I PNOIECOM 41 r_(SEEDECAL SxEEp OR 1 I EASrwG BASIN ACRES ExTwc SI IN SERFS Exsnxc RUNOFF COEFFICIENT e12 SIDES 46 1 �'SHOT WE. G sEcrax ,• \ 35� '/// i \� \ / 34 , / \ 113 11= 11= i 19 � M II' / - SEEOP,`EIIUILLDRUIJNAGEEXHI8ITINTHE / FINAL DRAINAGE REPORT FOR REGISTRY STRY / I V RIDGE 5TH FILING FOR OFFSnE I DOCUMENTA 082 � H3 VI / / TRACT'E'' x AACT F/� � VaRNG PBESMII KCFST. US } 102MINIM / 104 136 — / 135 UESM PORT I UPSTREAM BASH I AREA (mm) C2 C« Co 0 (c3K) OIK I (cf4) Q« I (III A A 123 MM DU 04310.631 IAA 1 3.81 B B 1.M 0.72 0.72 0.90 2.88 14.01 11.71 c c 4.36 0.53 0.53 DAM 4.67 7.96 20.39 D D 0.67 0.39 0.39 DA9 0.61 1.04 2.64 OS1 OS1 O.9B 025 0.25 0.31 0.48 0.82 2.D8 082 7.35 025 025 0 31 353 805 15.42 City of Fort Collins, Colorado UTILITY PLAN APPROVAL P➢vROKD: CHECKED BY: 11e eTr ATem We rTOBty --c.-� OFFERED BYE 'NECKED CHECKED BY: CHECKED BY: FOuIN RON l Whims NONNI UHlrtf SONS NOF cdlil®s.,«uon omxi .....I. �... - °.. SM1eeE DR1 Of 20 Sheets