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HomeMy WebLinkAboutDrainage Reports - 08/25/1998N Final Drainage Report for U.S. West Garage Facility Fort Collins, Colorado i August 7, 1998 [E@[EowLq AUG 1 1 1998 NORTHERN Final Drainage Report for U.S. West Garage Facility Fort Collins, Colorado August 7, 1998 0 Prepared For: E.J. Herbertson Herco Realty Investments Colorado Springs, Colorado 80933 Prepared By: Notthert Engmeering Services, Inc 420 S. Howes, Suite 202 Fort Collis, Colorado 80521 Ph=:(970)221-4158 ' Project Number: USW; 9809.00 1 1 1 1 1 1 1 August 7, 1998 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: U.S. West Garage Facility Fort Collins, Colorado Project Number:. 9809.00 Dear Staff: Northern Engineering is pleased to re -submit this Final Drainage Report for the U.S. West Garage Facility for your review. We have addressed the comments contained on the "Project Comment Sheet" dated July 2, 1998. If you should have any questions or comments as you review this revised report, please feel free to contact me at your convenience. Sincerely, J NORTHERN vv-N . vim) Mary B. Wof , INC. 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159 I 1 1 1 [J 1 1 1 1 1 1 1 1 h PROJECT COMMENT SHEET City of Fort Collins Current Planning DATE: —7/2-f 9 8 PROJECT: V S N4Q es7 C- A,"' + AC I L i 7 1. The sizing of the retention pond was done incorrectly, it is required that the retention pond be twice the size of the volume yielded from the FAA method for retention. A variance must be obtained for use of a retention pond. RESPONSE: 2. Please obtain the proposed drainage easements and provide documentation showing this. RESPONSE: w j cs. Erosion/Sediment Control Comments 1. The erosion control report states because the project is brief and unobtrusive, no erosion control is necessary. The design engineer does not decide whether or not erosion control is necessary. The design engineer may request a variance from the normal erosion control requirements if she can substantiate in her written report (or in a letter) the validity of her claim it is unnecessary. Please resubmit. RESPONSE: s. i . Ma M 1F YOU WE M RECEIVE COPIES OF flEMM ✓Flat ✓odeW Rep_ yU�'dy �R�'meUh�tj _tape City of Fort Collins F I 1 IY O ' Final Drainage Report ' for U.S. West Garage Facility Fort Collins, Colorado August 7, 1998 ' I. INTRODUCTION 1.1 Objective ' This report summarizes the results of a comprehensive storm drainage analysis of both existing and proposed conditions for the existing U.S. West garage facility. 1.2 Mapping and Surve3dng Topography of the site was provided to Northern Engineering by Landstar surveying of Loveland, Colorado with a contour interval of 0.5 foot. 1.3 Site Reconnaissance ' A site visit was conducted on April 13, 1998 by the project engineer. Based on the topographic mapping, existing drainage basins and land use were confirmed as well as existing structures. The location and dimensions of existing culverts were ' verified as well as their condition and flow direction. ' II SITE LOCATION SITE DESCRIPTION 2.1 General Location The site is located in the SE Quarter of the NE Quarter of Section 13, Township 7 North, Range 69 West of the 6th.Principal Meridian in Fort Collins, Colorado. The project is bounded by East Laurel Street on the north, Colorado ' Street on the west, and the Eastside Neighborhood Park on the south. (See Vicinity Map). 2.2 Site Description The 2.681 acre site is located in downtown Fort Collins and is currently a ' storage and garage facility for U.S. West vehicles and equipment. The site is partially paved, on the west and south sides of the existing building, and the remainder is gravel. The site generally slopes from west to east at approximately 1 %. Surrounding land use patterns are residential to the north and west, and commercial to the east. Laurel Street Elementary School and the Eastside Neighborhood Park are adjacent to ' the site on the south and southwest. Final Drainage Report Northern Engineering Services, Inc. U.S. West Garage Facility ' August 7. 1998 III HISTORIC DRAINAGE BASIN 3.1 Major Basin Identification The site is located in the Old Town Drainage Basin which has almost entirely undergone urban development. The existing storm sewer system within the Old ' Town Basin is in generally good condition according to the "Old Town Master Drainage Basin Plan for the City of Fort Collins, Resource Consultants &_ Engineers, Inc. (RCE), January 7, 1993. 3.2 Historic Drainage Patterns ' The historic drainage pattern of the site can be divided into three small basins. Basin H 1 drains the southern most portion of the site to the south, into an existing drainage swale which then runs east thru the Eastside Neighborhood Park. ' Basin H2 drains the majority of the site to the northeast into an alley adjacent to the east property line and then to Laurel Street. ' Basin H3 currently drains north out to Laurel Street and into an existing drop inlet in the south flowline of Laurel (See Historic Basin Map, Pg. 1 in the Appendix). A minor amount of off -site runoff enters the site along the west property line from Eastside Neighborhood Park. There are no existing drainage facilities on -site. IV DEVELOPED DRAINAGE 4.1 Developed Conditions ' The proposed site improvements include paving the gravel parking lot on the south and east sides of the existing garage facility. ' 4.2 Design Criteria and References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria Manual,(SDDCM) and Storm Drainage Criteria Manual by the ' Urban Drainage and Flood Control District have been used for this Final Drainage Study. The Old Town Master Drainage Basin Plan has also been referenced. ' 4.3 Hydrologic Criteria The Rational Method was used to estimate peak stormwater runoff from the proposed site improvement. An initial 2-year design storm and major 100-year design storm was used to evaluate the proposed drainage system. The proposed retention facility has been designed for. the 100-year storm frequency. Rainfall intensity data for the Rational Method was taken from Figure 3-1 of SDDCM. ' 2 Final Drainage Report U.S. West Garage Facility August 7, 1998 Northern Engineering Services, Inc. 4.4 Hydraulic Criteria The City of Fort Collins Storm Drainage Design Criteria has been used for all hydraulic calculations. 4.5 Drainage Conceit Basin H3 will remain unchanged and Basin D 1 will be modified only slightly due to the proposed paving. The major change to the site is reflected in Basin D2 where the imperviousness will be increased due to the paving. Discharge from Basin D 1 will increase slightly over historical rates due to the increased imperviousness. The 100-yr discharges are 0.7 and 0.8 cfs for historic and developed conditions respectively. This minor increase in runoff would not warrant a detention facility. Basin D2 will experience the most dramatic increase in runoff, increasing from 9.7 to 18.8 cfs, and will require temporary, on -site parking lot retention. Developed stormwater runoff will sheet flow across the paved parking area of Basin D2 and into proposed Pond 1 located adjacent to the east property line. The minimum proposed grade surrounding the pond is 4961.00 which is located adjacent to Laurel Street where proposed grades match existing. Pond 1 will be designed to serve as two facilities, under immediate and future conditions. Initially, Pond 1 will be constructed as a retention facility. In the future, when the Master Plan improvements are constructed and the flowline in Laurel Street is lowered roughly 1-foot, the facility will be converted to a detention pond and will release to Laurel Street at a maximum 2-yr historic rate of 2.5 cfs. Based on the Master Plan profile, Figure 8.2 (see pg. D2) the future flowline in Laurel would be roughly 4959.6 at Station 9+80. Pond 1 will have a storage capacity 11,488.086 cu-ft = 0.264 ac-ft, up to an elevation of 4961.00. The required retention volume has been calculated as twice the volume of runoff from the improved basin using the FAA method or, 2 x 0.496 ac-ft= 1.0 ac-ft. A variance is requested for this requirement. The retention pond will be a temporary situation and, considering the existing topography and site constraints, it is not possible to provide 1.0 ac-ft of storage. The minimum finished floor elevation of the existing building is 4962.00. Water retained on -site in the parking and swale areas will eventually infiltrate thru the clay fill and into the natural sand stratum located approximately two(2)-feet below existing grade (See Soils Report). The future detention pond has been sized based on both the FAA and Storage Indication methods. Using the FAA method, with a maximum future release rate of 3 Final Drainage Report ( Northern Engineering Services, Inc. U.S. West Garage Facility ' August 7, 1998 2.5 cfs, the required detention volume would be approximately 8,778.6 cu-ft with an associated water surface elevation of 4960.89 (see pg. C8). Using the Storage Indication pond routing method, the maximum volume required is 6,502 cu-ft with a maximum release of 1.69 cfs and water surface elevation of 4960.77 (see pg. C 11). ' The top of the pond along the east propertyline is at an elevation of 4961.40 thereby providing 0.63 feet of freeboard. The top of the proposed headwall at the outlet of Pond 1, will act as an emergency overflow, with an overtopping elevation of 4961.00. ' The emergency overflow will be directed toward Laurel Street as was the condition historically. V. EROSION CONTROL ' 5.1 Erosion Control Plan Due to the brief and unobtrusive nature of the project, a variance is requested ' for standard erosion control measures. Stormwater runoff will be contained within the boundaries of the improved site with runoff directed to Pond 1. There are no vegetated swales or storm pipes associated with the project, which would ordinarily ' require some type of erosion control measure and, since the site drains towards Pond 1, silt fencing would not seem appropriate. ' VI. CONCLUSIONS 6.1 Compliance with Standards All drainage analyses have been performed according to the City of Fort Collins Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage ' and Flood Control District's Drainage Criteria Manual. A variance is requested for retention volume based on the FAA method. ' 6.2 Summary of Drainage Concept Measures have been taken to ensure adequate drainage facilities have been ' provided with consideration given to public health and safety, and the temporary nature of the proposed improvements. Properties upstream and downstream of the proposed site improvement will not be adversely impacted by developed runoff. The ' overall concept set forth in the Old Town Master Drainage Plan has been considered in the preparation of this drainage analysis. Final Drainage Report U.S. West Garage Facility August 7, 1998 Northern Engineering Services, Inc. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 2. Old Town Master Drainage Basin Plan for the City of Fort Collins, Resource Consultants &_ Engineers, Inc., Fort Collins, Colorado, January 7, 1993. 3. Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual, Wright -McLaughlin Engineers, Denver, Colorado, March, 1969. 4. Geotechnical Engineering Report, Proposed Paved Parking Lot U.S. West Maintenance Facility, Empire Laboratories, Inc., June 2, 1994. 5. Stormwater Best Management Practices and Detention for Water Ouality, Detention and CSO Management, Urbonas/Stahre, 1993. 5 n Final Drainage Report U.S. West Garage Facility August 7, 1998 Northern Engineering Services, Inc. APPENDIX Section A: HistoricalHydrology...................................................................... Al -A4 Section B: Developed Hydrology..................................................................... 131- B5 Section C: Retention/Detention Calculations ................................................. Cl- C 15 Section D: Excerpts for Master Drainage Plan ................................................. D 1- D2 Section E: LandSwap Deeds.......................................................................... El- E2 C4, L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a U a 0 w N U wZ w 0 to w a' x 3 � K Cl. M x RESIDENTIAL RESIDENTIAL\� I/ EAST ALUR STREET W EXISTING o DROP INL� z U o-- w■ ■ ■ EXIST.0 CONCH ISTING CO RE1 PAD Q to SEXIST. SWALE j UMSIDE NEIGHBORHOOD PARK W 'I z ;i NORTH „a SCALE 1' - 60 Ca I �a Fz DUSTING STORM SEWER EXISTING STORIA DRAINAGE INLET HISTORIC DRAINAGE BASIN D BOUNDARY DUSTING FLDWUNE i HISTORIC FLOW PATTERN -AN- EXISTING CONTOUR H 1 SAM DESI"TOR 0.2 AREA IN ACRES © D6 POOR ■ T. STORAGE LERS, (NO iI w1 a z9 wg■ zC� ze$ wg z a� w E a z EWI HISTORIC DRAINAGE U.S. WEST GARAGE FACILITY, Fort Collins, CO. File Number: HSTBSNHI.WO1 29-Apr-98 Calcs BASIN HL TOTAL AREA = A (ac)= 0.112 RUNOFF COEFFICIENTS: (From Table 3-3) Area of Roofs (ac)= 0.0000 C for Roofs = 0.95 Area of Concrete (ac)= 0.0211 C for Concrete = 0.95 Area of Gravel Parking (ac)= 0.0909 C for Gravel = 0.50 Area of Lawn & Landscape(ac)= 0.000 C for Gravel = 0.20 COMPOSITE RUNOFF COEFFICIENT: C = 0.95(0.021lac)+ 0.50(0.0909ac) = 0.58 0.112 Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years) Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years) OVERLAND FLOW: (Across Gravel Parking) Total Overland flow length = 50' T2 = 1.87 (1.1 - CCf) SQRT(L) = 5.3 min L (ft)= 50 CUBRT(S) S (%) = 63.18 - 61.50 = 3.36 T100 = 1.87 (1.1 - CCf) SQRT(L) = 4.2 min 50 CUBRT(S) C = 0.50 SWALE FLOW: L (ft)= 0 Tt = L = 0.0 min S (%) = 62.36 - 61.18 = 0.00 60(V) 0 VOW = 0.00 (From Figure 3-2) 2-YEAR THAE OF CONCENTRATION; Tc2 = 5.3 min (Use 5 min. minimum ) 100-YEAR TIME OF CONCENTRATION; Tc100 = 4.2 min (Use 5 min. minimum) RAINFALL INTENSITY: FROM FIGURE 3-1: i2(in/hr)= 3.29 i100(in/hr)= 9.00 Q2(cfs) = CCf x i2 x A =0.2 Q100(cfs) = CCf x i100 x A = 0.7 northern engineering services, inc. HISTORIC DRAINAGE U.S. WEST GARAGE FACILITY, Fort Collins, CO. File Number: HSTBSNH2.WOI 29-Apr-98 Calcs By: MBW BASIN H2: TOTAL AREA = A (ac)= 2.087 RUNOFF COEFFICIENTS: (From Table 3-3) Area of Roofs (ac)= 0.2250 C for Roofs = 0.95 Area of Concrete (ac)= 0.1530 C for Concrete = 0.95 Area of Gravel Parking (ac)= 1.709 C for Gravel = 0.50 COMPOSITE RUNOFF COEFFICIENT: C = 0.95(0.225+0.153ac)+ 0.50(1.709ac) = 0.58 2.087 Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years) Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years) OVERLAND FLOW: (Across Gravel Parking) Total Overland flow length = 265' L (ft)= 265 S (%) = 64.4 - 60.64 = 265 C = 0.50 T2 = 1.87 (1.1 - CCf) SQRT(L) = 16.3 min CUBRT(S) 1.42 T100 = 1.87 (1.1 - CCf) SQRT(L) = 12.9 min CUBRT(S) 2-YEAR TIME OF CONCENTRATION, Tc2= 16.3 min 100-YEAR TIME OF CONCENTRATION, TCI00= 12.9 min RAINFALL INTENSITY: FROM FIGURE 3-1: i2(in/hr)= 2.03 i100(in/hr)=6.4 Q2(cfs) = CCf x i2 x A = 2.5 Q100(cfs) = CCf x i100 x A = 9.7 northern engineering services, inc. i 1 1 1 1 1 HISTORIC DRAINAGE U.S. WEST GARAGE FACILITY, Fort Collins, CO. File Number: HSTBSNH3.WOI BASIN H3: TOTAL AREA = A (ac)- 0.595 RUNOFF COEFFICIENTS: (From Table 3-3) Area of Roofs (ac)= 0.281 C for Roofs = 0.95 Area of Concrete & Asphalt(ac)- 0.242 C for Concrete = 0.95 Area of Lawn & Landscape (ac)= 0.072 C for Lawn = 0.20 COMPOSITE RUNOFF COEFFICIENT: C = 0.95(0.281+0.242ac)+ 0.20(0.072ac) = 0.86 0.595ac :f = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years) f = 1.25 (Frequency Adjustment Factor, Storm Return Period of 100- Years) OVERLAND FLOW: (Across Laurel Street School Lawn) Total Overland flow length = 79' L (ft)= 79 S (%) = 65.5 - 62 5 = 79 C = 0.20 Calcs Bv: MBW 1 T2 = 1.87 (1.1- CCf) SQRT(L) = 9.6 CUBRT(S) 3.80 17100 = 1.87 (1.1 - CCf) SQRT(L) = 9.1 CUBRT(S) SWALE FLOW: (Along West Propertyline out to Existing Inlet in Laurel Street) L (ft)= 184 Tt = S (40) = 62.5 - 60.78 = 0.93 184 V(fps) = 1.90 (From Figure 3.2) 2-YEAR TIME OF CONCENTRATION; Tc2 = 9.6 + 1.6 = 11.2 min 100-YEAR TIME OF CONCENTRATION; Tc100 = 9.1 + 1.6 = 10.7 min RAINFALL INTENSITY: FROM FIGURE 3-1: i2(in/hr)= 2.4 i100(in/hr)= 7.1 Q2(cfs) = CCf x Q x A = 1.2 QI00(cfs) = CCf x i100 x A = 4.5 1 northern enaineerina services. inc. min min L = 1.6 min 60M O O a �, a a� 0 a� m c 0 ._ a� 1 1 /31 DEVELOPED DRAINAGE U.S. WEST GARAGE FACILITY, Fort Collins, CO. File Number: DEVBSNDI.WQI 29-Apr-98 Calcs By: MBW BASIN DL TOTAL AREA = A (ac)= 0.112 RUNOFF COEFFICIENTS: (From Table 3-3) Area of Roofs (ac)= 0.0000 C for Roofs = 0.95 Area of Concrete & Asphalt(ac)= 0.0420 C for Concrete = 0.95 Area of Gravel Parking (ac)= 0.0700 C for Gravel = 0.50 Area of Lawn (ac)= 0.0000 C for Lawn = 0.20 COMPOSITE RUNOFF COEFFICIENT: C = 0.95(0.042ac)+0.50(0.070) = 0.67 0.112 Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years) Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years) OVERLAND FLOW: (Across Paved and Gravel Parking) Total Overland flow length = 50' L (fi)= 50 S(%)= 63.18-61.5= 50 C = 0.50 T2 = 1.87 (1.1 - CCf) SQRT(L) = 5.3 min CUBRT(S) 3.36 T100 = 1.87 (1.1 - CCf) SQRT(L) = 4.2 min CUBRT(S) SWALE FLOW:. (To Design Point D1) L (ft)= 0 Tt = L S (%) = 61.4 - 61.18 = 0.00 60(V) 0 VOW = 0.00 (From Figure 3-2) 2-YEAR TIME OF CONCENTRATION; Tc2 = 100-YEAR TIME OF CONCENTRATION; Tc100 = RAINFALL INTENSITY: FROM FIGURE 3-1: i2(in/hr)= 3.29 Q2(cfs) = CCf x i2 x A =0.2 Q100(cfs) = CCf x i100 x A = 0.8 5.3 min (Use 5 min. minimum) 4.2 min (Use 5 min. minimum) i100(in/hr)=9.0 = 0.0 min northern engineering services, inc. DEVELOPED DRAINAGE U.S. WEST GARAGE FACILITY, Fort Collins, CO. File Number: DP-D2. WO1 27 BASIN D2: 0 TOTAL AREA = A (ac)= 2.087 RUNOFF COEFFICIENTS: (From Table 3-3) Area of Roofs (ac)= 0.225 C for Roofs = 0.95 Area of Concrete & Asphalt(ac)= 1.410 C for Concrete = 0.95 Area of Gravel Parking (ac)= 0.452 C for Gravel = 0.50 COMPOSITE RUNOFF COEFFICIENT C = 0.95(0.225+1.410ac)+ 0.50(0.452ac) = 0.85 2.087 Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years) Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years) Calcs Bv: MBW OVERLAND FLOW: (Across Paved Parking) Total Overland flow length = 267 T2 = 1.87 (1.1 - CCf) SQRT(L) = 3.8 min L (ft)= 267 CUBRT(S) S (%) = 64.4 - 59.7 = 1.76 T100 = 1.87 (1.1 - CCf) SQRT(L) = 2.5 min 267 CUBRT(S) C = 0.95 2-YEAR TIME OF CONCENTRATION, Tc2= 3.8 min (Use 5-minute minimum) 100-YEAR THE OF CONCENTRATION, TCI00= 2.5 min (Use 5-minute minimum) RAINFALL INTENSITY: FROM FIGURE3-1: i2(in/hr)= 3.29 i100(in/hr)= 9.0 Q2(cfs) = CCf x i2 x A = 5.9 Q100(cfs) = CCf x i100 x A = 18.8 northern engineering services, inc. 133 z Z J J 00 ZQ U H Q 0 O i W �- I Y :J p Z � W U N w vi O LO If) D1 O 0 0) N ON N 17 0 W Of G U 0 0 O O 0 0 O 6 0 O Q 0 co Z Z V/ Z af N ¢ O t` „}j :2o� Q 11 O U Y Q L Q 1 (n W 1 1 1 1 w Z Z w p Q I 11 1 1 1 1 C U B 11 1 I I I I I I I I I I IL I t l l 2 I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I O I I I I i I I I I I I I I I 1 1 1 Cl) I I 1 I 1 I Cr) W I ch I I I I I I i l I I I I I LL J m LL Q LLl r OI 1 1 Q I I I I I I I I I I I I I I I I I I I I I 1 1 - LL I I 1 1 1 I I I I LL I I I 1 I I I I I 1 1 1 O I 1 1 1 i I I I I I I I 1 1 1 I 1 I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I /� cc I i l I I I I 1 1 1 I I I O I I I I I I I 1 1 1 11 1 W G 1 I I I I I I I I I I I I I I I I J UI w I 1 I I I 1 Q > I I I Z ct 0 I I I I I I I I I I I I I I I I OU. � I 1 1 I I a O i t b N cc LL U O 1 Q 1 Z i In E\ U) IL 1 �~ } NN '- NN r IQO F c< o 1 c I U >Q a w w Q a Z C Q5 W =Qwd W O O C' > > w < 0 0 Z <V) Z wa n w Of p o O Q G o N K J J w m ¢ r w 0 0 Q ■'..allow ■ Emmons manful allms UNIONS! Oiiili:mEENo NOUNNONE awcummmi iiiiaiNM ■■■.....a■■. a.E.1!■ ■.It■ •moomw ammrlmHm■ IFENOWN i..rlr_uv asarl...u.w .■■��������o•��������lt1•�■�.t• ■.\/��.�.. ��■I.��11■tal.fa�11.�11.0 ■ell ......................... ■..a..aH.es��.r...ri...�..1�... Ella.ell............uN....aa■■.......I....v..�...w�..r.■aapl ONE ll....■.......�...Hamomom.mm■■m.�..E.I.ano/Imam/..nlmnm■/. EASEERESPA smommoRmallommoommom .■.■■■.■.am■■.■■■■■ DRAINAGE CRITERIA MANUAL 67 3( � 2( Z Lu U W a 1C Z W a W5 W ¢ 3 O U 2 x W F- 3 1 5 RUNOFF , 1;7 MEMO �■ / r Il I' , ���� ONE An •, IA■■Mori Ili �����■■■■� i i i��iNNE 1 s Z 2 3 5 VELOCITY IN FEET PER SECOND 10 20 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT �I P 1 O ij C.) ►z Gl BOXES -M POND 1 PRISMOIDAL METHOD ORIGINAL SURFACE Pond 1 FINAL SURFACE Flat TIN Elev: 4961.00 CUT COMPACTION FACTOR 0.00 % FILL COMPACTION FACTOR 0.00 % RAW CUT VOLUME 0.00 CY RAW FILL VOLUME 425.48 CY= 11,487.96 CU—FT SCALE: Y= 50' G.2/ Elevation Area (sf) Ave. Area Volume (cu-B) Cum Volume Pond 1 4959.700 0.000 0.000 0.000 0.000 4959.800 93.321 46.660 2.362 2.362 4959.900 591.829 342.575 29.904 32.266 4960.000 1995.490 1293.660 115.976 148.241 4960.100 2824.147 2409.819 242.762 391.003 4960.200 3894.410 3359.279 332.196 723.199 4960.300 5437.443 4665.926 462.722 1185.921 4960.400 7599.480 6518.461 645.590 1831.511 4960.500 10863.334 9231.407 908.695 2740.205 4960.600 12906.245 11884.790 1191.451 3931.657 4960.700 15236.705 14071.475 1402.239 5333.896 4960.800 18245.649 16741.177 1668.295 7002.191 4960.900 22215.490 20230.569 2013.814 9016.005 4961.000 27607.608 24911.549 2472.081 11488.086 11 F, I I I I I I I I I I I U.S. WEST FACILITY Detention Volume Calculation V--1/3d(A+B+sqrt(A-B)) Project Description: Detention Pond I Project Number: 9809.0 File Number: DTNTNVLM.WB2 28-Apr-98 12:02 PM Contour Area Depth Volume Sum Sum Elevation Between Volume Volume Contours (ft) (sq ft) (ft) (cu ft) (cu ft) (ac-ft) 4959.70 0.000 0.00 0.00 0.00 0.000 4959.80 93.321 0.10 3.11 3.11 0.000 4959.90 591.829 0.10 30.67 33.78 0.001 4960.00 1995.490 0.10 122.47 156.25 0.004 4960.10 2824.147 0.10 239.79 396.04 0.009 4960.20 3894.410 0.10 334.50 730.53 0.017 4960.30 5437.443 0.10 464.45 1,194.99 0.027 4960.46 7599.480 0.10 648.84 1,843.82 0.042 4960.50 10863.334 0.10 918.29 2,762.12 0.063 4960.60 12906.245 0.10 1,187.01 3,949.13 0.091 4960.70 15236.705 0.10 1,405.54 5,354.67 0.123 4960.80 18245.649 0.10 1,671.86 7,026.53 0.161 4960.90 22215.490 0.10 2,019.80 9,046.33 0.208 4961.00 27607.608 0.10 2,486.28 11,532.61 0.265 Inorthem engineering services I O L N LL N C rn o ' C O W N 4n LL [i 1 1 I I I O ri N r -V V' m H %D d' "i o O r N M ri r 0 o H nrmmmomm'km m Oo co nod M r6 C O .--I ri H HH ri N HH ri ri ri ri ri ri 1-4 ri ya 00000000001Y00000000 tF O O W iJ (01! 0 m m 0-;j- 0 H %o In chi a s€ 0 1* Ln M O v r .OI C O N m In m m O 4 1n d' S7Q; O %D r M M oD m O N M O ri In V r N 10""i o In O M M o In ^j 00 0 r O V' tD r In -0 a^t� Ni ri m In V' to 71 V ;+' V� ID r 00 OD 00 CO CO Oo co co r r r to In .. �� w a a FAe o 0 0 0 0 0 0 0 o O q-0 0 0 0 0 0 0 0 + o000000000cs00000000 w ro .. momomomolncsmomomomo M +I M r m N o r 0 N O r fLY; N o r 0 N o r 0 co O ri N M M V' m ko ko ': 00 m m o ri N N M 4JI L e ri H ri ri ri 441 N a o ! 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I Z O• W I H a E I I �` .0 0 0 0 0 0 0 0 0 0 0 ,f3 O o 0 0 0 0 0 0 zO O O O O O O O O E O O O O O o O O y H M %D m N In 00 r1 V r M %D m N In W ri V' ! ri ri ri N N N :lk M M M V' V' V' m m W 00 I w $4 U 0 O to N to Z pt) I I 3 w N 4J H b 3 CO o I omom00000mG1moInoInoIno z H H N N M M V' V' i :< In w w r r 00 o m U d O s W y FL b O O ] C O $4 m ; ri r•1 E .0 E 6 O W 3 sx^; CL O 'O x" II J N rn m a G5� 4/28/98 Page 1 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION Pond 1 Rating [RATING CURVE LIMIT] Minimum Elevation ......................... = 4959.70 (ft) Maximum Elevation ......................... = 4961.00 (ft) Elevation Increment ....................... = 0.10 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ------------------------------------------------ ELEVATION STORAGE (ft) (cuft) ------------------------------------------------ 4959.80 2.36 4959.90 32.27 4960.00 148.24 4960.10 391.00 4960.20 723.20 4960.30 1185.92 4960.40 1831.51 4960.50 2740.20 4960.60 3931.66 4960.70 5333.90 4960.80 7002.19 4960.90 9016.00 4961.00 11488.09 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 2 TYPE : CIRCULAR PIPE w/ beveled ring; 45deg bevels DESCRIPTION : Pond 1; 4- 4" Dia. PVC Outlet Pipes 4/28/98 (Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) Page 2 --------------------------------------------------------------------------- STAGE ELEVATION CONTOUR AREA STORAGE DISCHARGE (ft) (ft) (sqft) (cuft) (cfs) --------------------------------------------------------------------------- 0.00 4959.70 0.00 0.00 0.00 0.10 4959.80 70.86 2.36 0.08 0.20 4959.90 483.99 32.27 0.27 0.30 4960.00 1482.41 148.24 0.54 0.40 4960.10 2932.52 391.00 0.71 0.50 4960.20 4339.19 723.20 1.02 0.60 4960.30 5929.60 1185.92 1.20 0.70 4960.40 7849.33 1831.51 1.34 0.80 4960.50 10275.77 2740.20 1.44 0.90 4960.60 13105.52 3931.66 1.54 1.00 4960.70 16001.69 5333.90 1.63 1.10 4960.80 19096.88 7002.19 1.72 1.20 4960.90 22540.01 9016.00 1.80 1.30 4961.00 26510.97 11488.09 1.88 0 Ll 4/28/98 Page 1 ' HYDROGRAPH REPORT RECORD NUMBER 2 TYPE RESER STOR. IND ' DESCRIPTION Future Detention Pond 1 Routing [HYDROGRAPH INFORMATION] Peak Discharge ............................ = 1.69 (cfs) Volume .................................... = 0.17 (acft) Time Interval ............................. = 0.10 (min) Time to Peak .............................. = 12.60 (min) ' Time of Base .............................. = 102.50 (min) Peak Elevation ............................ = 4960.77 (ft) [RESERVOIR STRUCTURE INFORMATION] Reservoir# ............................... Description ............................... = 1 = Pond 1 Storage type........... = MAN STAGE/STOR Max storage ............................... = 11488.09 Cuft Discharge type ............................ Max discharge ............................. COMP STAGE/DIS 1.88 cfs [RESERVOIR INFORMATION] Reservoir # ............................... = 1 Reservoir Description ..................... = Pond 1 (INFLOW HYDROGRAPH INFORMATION) ' Hydrograph #.............................. = 1 Hydrograph Description .................... = Design Point D2 G -7/ I [_J I I i 1 I 4/28/98 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 2 TYPE : CIRCULAR PIPE w/ beveled ring; 45deg bevels DESCRIPTION : Future Pond l; 4- 4" Dia. PVC Outlet Pipes [RATING CURVE LIMIT] Minimum Elevation ......................... = 4959.70 (ft) Maximum Elevation ......................... = 4961.00 (ft) Elevation Increment ....................... = 0.10 (ft) (OUTLET STRUCTURE INFORMATION] Circular Radius ........................... = 0.16700 (ft) Culvert Invert Elevation .................. = 4959.70000 (ft) Pipe Length ............................... = 14.75000 (ft) Slope ..................................... = 0.00680 Manning's N-value......................... _ 0.01000 Orifice Coefficient ....................... = 0.60000 Tailwater................................. = 4959.70000 (ft) Numberbarrels ............................ = 4 [UNSUBMERGED EQUATION] H/Diam = He/Diam + K *(Q/A*Diam^0.5))^M - 0.5*S Coefficient K............................. = 0.00180 coefficient M............................. 2.50000 (SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam^0.5))^Z + Y - 0.5*S Coefficient c............................. = 0.03000 Coefficient Y............................. = 0.74000 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Inerior height of culvert barrel, (ft) He = Specific head at critical depth (dc + Vc^2/2g), (ft) Q = Discharge, (cuft/s) A = Full cross sectional area of culvert barrel, (sqft) S = Culvert barrel slope, (ft/ft) I 4/28/98 Page 2 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ---------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------------------- 0.10 4959.80 0.08 0.20 4959.90 0.27 0.30 4960.00 0.54 0.40 4960.10 0.71 0.50 4960.20 1.02 0.60 4960.30 1.20 0.70 4960.40 1.34 0.80 4960.50 1.44 0.90 4960.60 1.54 1.00 4960.70 1.63 1.10 4960.80 1.72 1.20 4960.90 1.80 1.30 4961.00 1.88 I 1 C r0 C O i L I i O O O O O O O O O O O O O O O O O O O O O O O O� O 0 ,-. 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Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, Colorado 80527 January 7, 1993 1 +,. r •w .i cr 4 ti Tt1'4l' •rl t 4 f • ^:' "� '"~1y� tft t•Y _•Y Y'�'I •Ii ./. r • f fT •r� y++ FCl F.,' qL. t i r= �. 4 `' r: Ma •r.,, _ p I MIN� � i T . r� u•'•Y .a, Yj': J, iY. q I;St,, �'y.{y'�'S .Tr '�K"r.. ~K?•'yr '�. 4l7'} j '4.. t / R- "a 4 � 4 I• � a .Y4 .� t � IIr �� "•r �!�tya�r'V�41 , °�,� •! ��•t° �. r �, � r.. �' F` Y�! • � •'J pp �.(y 'i T, f ^IR.rr} !,� '!a '�.�•�' °ilrJ :q, y , mW "rzq;t •' f "d'f A^ l i �qyr. t`�y�all}Oi y� I r.I mat ♦ e'r110 !J ' f u - Ism . r � ' 'k'-^7""• ..I-�. p�E'/' Ny `j /'yt `tr}5�iY ' r` 93r rOir .ref •ai 4".'.'" •! .fy _ .. i `+a .y i Tye, ►� •,,x5i'I•�✓', .+.. •M,\"v"� +'" 4� ay.�/r. i 7 jI : a ! S' r �yy xipS :6y ' r' Y i t t 1 •.: 1 f!l ..- ; .r'w ; +p(ir.��Yw'.a�',r �:.•S I yh+. s ♦.. •� -I.S. 'c. '.,. �irl }Y� 4 I ;SfC. •h ■i��;,f'iy' �j, � �r :- ! �- �, r �..�.Y .� .RG•Y! 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X.x.I�+r •' FS r. . ;w K ; 4r g A.I �•M 'r � 4' �'.,W �. v�=<�• � {+i' �1 �,[ rt, rt t ' '11 .. yyyy'fi} y M e Y.• r y� .0 (' „ /, I 'may., I r� h f r~ "t � � Ir� �n:�; rC •N .A .dam �4.. y � Y ♦ n e d , : Y 61 • 16 sla • • •• •1 I • • •° • a•� Cd • •• • • UJ •� • • CL • 11 • r •• •• of •• •• • •• •• •• •r •• • •• •• •• •• •• w 1 h W 1 � 1 � ' a C ' a 4 3 1 cn a c ' J 1 uj O CA I LOCATION SKETCH CITY PROPERTY DEEDED TO HERBERTSON N89°58'44'E — 18.00' — — — — — — — — — — — — — — NORTHEAST CORNER HERBERT50N ADDITION I N DEEDED TO HERBERT50N 8.284 SQ. FT. �yo 3 W N T S 0 O In o APRIL 21. 1998 1-100 �t o PO d i Pdd z� i P05 i N00008'50'W L----------=-- 15.10' 5891D58'44'W — 245.90' .goo,N87°48'S9'W — 18.01' SOUTHEAST CORNER HERBERT50N ADDITION THIS SKETCH AND THE AREAS SHOWN DEPICT THE ATTACHED PROPERTY DESCRIPTION ONLY. i AND DO NOT REPRESENT A HONLMENTED BOUNDARY SURVEY. LOCATION SKETCH HERBERTSON PROPERTY DEEDED TO THE CITY ----------------� I I I I I I � I N I I I I ��y°� di�i°n j N T S a I I Y APRIL I I 21. lci% I s I I DEEDED TO THE CITY io 8.285 SQ. FT. 0bo 587.48'59'E I to oz 163.50 OW O Otn " 5°58'44'W 24.90'589 FOB SOUTHEAST CORNER SOUTHWEST CORNER HERBERT50N ADDITION HERBERT50N ADDITION THIS 5KETCH AND THE AREAS SHOWN DEPICT THE ATTACHED PROPERTY DESCRIPTION ONLY. AND DO NOT REPRESENT A MONUMCNTED BOUNDARY SURVEY. HERBERT.DWC 00000 00000 o c o 0 0 E� a 0 0 0 0 0 0 0 o II II 00000o as yL' •� O M M n O dd OO F F 0 0 000000 ya w a d U w a w w '• K a Wi O -r H z 0 ' U z oil z �F ell O w� F W U O En u, O Fw-a a 4O CD CD a� aGW OF 00 �, F, Ln O O o �w U x''a as Ud z Ta 00-4 OWUGdOCdA eq A w) rA _ _ EAST LAUR� TREED _ �I Rp DT.canE n r LOS__ - — __ uwMr - �_ JpESAdl To. STOP I nmw TD ANNATI 41 AL �srW LINK TO1 �oVE LIT RENbrfA) I U I �I +0 O I (ZJ � I nI m I LIT g zI % OY6 N g� TO w ,4r I� ulmro I �- ".�-1 J GGNGrcDE I P IrovaaED �.KT "NeelSILOTma I�mrnrrrro TYPE 1 GETTING 1 GASOLINE 1 aR TAN, NrR I R I I i 01 PXrST FOGEL ARAI y ARKINCI I yLL MM S 0 JMAGTCH I + M• IL m NOR ob. rI 6� FEE RE1I0rrr- ION THE CITY of UP Coo AS L NG TENDE TO NF REMOVED AND ARAI TENI MSTPERT ACTµ IIEw TYATNL \$ t =Y -- 7 VALLEY Y PAN a•A0s (4E .r... ...n PAE RCYOV GEN, Hs�Ow � ..n -bl.r - ASPHALT EIPROPOSED "QUAWALL •. .... . +1RJOE. ft AD IRA IIILIIIII�III. + LF FLY, R T A,1 SIV A. PASS • ql IdJE STLEN THAT To FIT KNOUT, a.lil RR^JA• lr3YitAe A-x. 1 M9 FICIND I HOJ-M MYL• FARM V + _ 1 I 1 CONCRETE EDGE TRFAHRM. MrCMY _ _ (5[[ MTAM rrn5 Srrt[T) ALL STREETS, DRAINAGE FACTURES, SANITARY SE'AER AND WATT-P LINE CONSTRUCTION SMALL CIXNpbI TO CIY OF `ORT COLLINS 9ANDµDS AND SPFCIEICAT'6NS CURRENT AT THE DATE (6 EXECUTION CF NNE UE VFLOPMFNT AGREEMENT PERTAINING TO THIS DEVELOPMENT. ANY CONSTRUCTION WCURIRNG TXEEE FEARS AFTER EKEWPON OF ME DE'4LCPMENT AGREEMENT SHALL REWIRE RE-EXAMIWMM OF THE 'LANS BY FINE DIRECTOR OF ENGINEERING WO MAY REWIRE NAT THEY BE MADE TO CONFIRM TO STANDARDS AND SPECIFICATIONS CURRENT AT MAT ➢ME. 2 THE SI'F, TYPE, LOCATION, AND NUMBER OF ALL KNOMN UNOEWGRWND JTLI➢ES ARE APPROXIMATE ALLEN THE EXISTFNON HE GSHALL L CE AND LWATONOF ALLUNUNDERGROUND ETHE AN F AREA OF MF MCRK BEFORE COMMENCING NEW CIDURFOR LDLAEMG ALL UNDERGROUND UTL OM TIES LAND RUCISHALLHBECONINACRESNONyBLESFOR ALL JN NOMNALL BE MIBN CRAGRCUND UlIL1TE5. 3. ME ENGINEER MHO HAS PREPARED THESE PLANS, BY MEDICAL AND/OR SEAL HERECE DOES HFREBY AFFIRM RESPONSIBILITY TO FEE CITY, AS A BEMFIC1AR:' DE SAID FNGNEER'5 MqM. FOR ANY ERRORS AND OMIS5M5 CONTAINED IN MEA PLANS AND APPROVAL OF THESE PLANS BY THE DIREITOR OF ENGMiRING SHALL NOT BEIRA NNE ENGINEER IMYD HAS PREPARED THESE PLANS OF ALL SUCH RESPNyBILITY. ♦. PRIOR TO LHL COAMENCEMNT OF CONSTRUCTION, ME CONTRAGEOR SEI CONTACT ALL UTMITIES TO COORDINATE SCHEDULES, AND CONTACT THE CITY FORESTER To SCHEDULE A SITE NEPECTTON °FW ANY TOFF REMOVAL REWIRING A PERMIT. S. TRICK TO COMMENCEMENT Or AN CWSTRUCTCN. THE CONTRACTOR WAAL ONE THE W, ENGNEERING DEPARTMENT (221-BOW) ANC FEE N CONTROLIINSPECECR (121-BYO) TMENTY-FOUR (N) HOURS AUVANOL NOTICE. T DAMAGED EXISTING CURB CUTTER AND SIDEWALK SHALL BE REPAIRED PROR IC ACCEPTANCE W CWPLETED IMMOVEMENTS. HESE DOCUMENTS ARE INSTRUMENTS OF SERNCE RRONDED BY FORTNER, ELONEEMID {B;B,,,, INC, AND SHALL NOT BE MOD6FED OR IN ANY WAY USED BY ANYONE ',wTNWT SR 10R MITTEN APPROVAL BY NORTHERN ENGINEERING SERNCES, INC.. NO TYPE OF CONSTRG'OTOI SHALL TARE LACE UNLESS SIGNED AND STµPD BY A REG ITERED LHADP SIACNAL ENGINEER IN ME EMPLOY ]T NORTHERN ENGINEERING SERMCES, MC. B PROJECT BENCHMARK IS THE 07Y OF FORT COLLINS BLACK BUT' y1RVTY, TOP OF MASS CAP SECTION CORNER AT HARMONY AND COLLEGE ELEVATV'N: JOYS YB A. MAINTENANCE RESPGNSIBIEIIY or ALL M-531E MANAGE FACEITAES SHALL BE MAIN G TILL TPOPFRTY OWNER. PRELIMINARY NOT FOR CONSTRUCTION 08/07/98 k ".0' — d TT W.v Too '+ oo Y GRMEl cRMtt e A PRGPou ANS�Fo I un s- . ae TOJwR § ,ph hE !r^rtr NOOYR h. N 9m 96 oiilwiRs. - - yy f4. FA Or hk� -1 FHII - WON LLµ QLAY Srfi 4AHD r DJo coN mcrTREATMENT (SE 0TTLKROD' SECTION iA _ A �MAYEL SWA' BE , DETAL PAVLE{ TE'�pCNE88 T/IRt R¢O.OB® PA•AIHDIT Seem TI•AHiR lRvnwl RIEENC ATA EIRMMM �MNPL�t KMFOVE %NIT-Mto EORWNO FbpR TmA MBANNyi A J b 9 No RNA �KM 0 s i E ]MO LE M 0♦C0; MM'M C Da. ..'(- r"•.` .• ELLv •r..o cvnEwTrTE "^ EON A WALE I ra .LoomoLw PAYNC srto-nulI PACKETS KEr ' PAYED ARSTA is .... N Eg Ul rIWJT MrNRwDE FACILITY HW WARE TrRONATomeS, INc a PwwsTED FUTURE GRADE Pp0 eIlHMARY TAYLE -_ S _J 2 wCFOC. wJ• 90 NON' »nLT SYME rnu YEM E OUNCE LIMA A-PAYS EAHT9 NFJfl�pIllRppp RN IYE 495 AT gpR♦M. LIMJPH REARMED)SEMN NTS� NORTHERN ENGINEERING SENVICESI Project. usW: 420 SOUTH HOMES SUITE 202, FT. CO J SCALE: t•= w. • COfORADO 162E , (970) 221-4168 ESIGNER MOONDRAFTSMAN:ACAD m � CCi_i�CI�AAC+'S CCi_i�CI�AAC+'S NOTE. N' -rn+D TO BE TEMPORARY UNTIL SUCH TIME (1 FORT COLLINS CONSTRUCTS MISTER FRAWl KCE PUN IMRROv[uEMS IN THE OLD TONI N BASIN Ar wwcll PANT THE POND DULL BE CWMeEEE FROM REYENRON TO OETENTIGA AND DISCHARGED AT A HHSCRE RATE TO CALI ST AT THE LDCJITpN SHOWN ON THM ANY FUTURE COMMUSTTRB SIRALL BE RESPONSIBLE FOR CONSTRUCTION E THE DETENTION POND OUTFALL. LT GETTING OORM yWLn WLH PROPOSED STORAI r¢MER (NI u.�m PRpPoSED SHAM MMFR MET 5020 EMISryIG CprtWR 90 � YRAOSED CprtWR MbIECY &RIXpWT CESIA DRANAOE p]UYHpytY N RAI DESIGNATOR r.10 AREA IN ACRES NEAT 10 RE REMOVED AND RFPLAC ®NORTH GRAPHIC SCAL30 AT 0_ - _ 1� X_=® F CITY OF FORT COLL)NS, COLORADO UTILITY PLAN APPROVAL AFvv.T¢ -RYA9TUT N Yeas sx cxfGXEO fY_�O-4B 4YRR01�.-- 'HR-� �r .R-- iTt Date, �1e,a,.,,. U.S. WEST GARAGE FACILITY A. D eY: r„ ,.` DRAINAGE AND IED:OB 07 98 _ eeM GRADING PLAN Am ISTI C- W 10. 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UNDER GROUND CABLE LINES m EXISTING % NE PEMSTK IF EXISTING STREET LIGNT 0 EXISTING POWER VAULT EXISTING STORM SEWER <1= o EXISTING STORM DRAINAGE INLE1 -i1 EXISTING FENCE - PROPOSED SWALE yROPERIY HOUNDRRY X CENAL MULrN PRELIMINARY NOT FOR CONSTRUCTION 08/07/98 in ®NORTH NET GRAPHIC SCALE 0 To-- (N 937)n CITY OF FART COLLINS, COLORADO UTILITY PLAN APPROVAL MCMED W' �— CI(oIED N WV1RD W: Pant Date: U.S. WEST GARAGE FACE_ITY .KED BY: EARED:DB o7 98 - LANDSCAPE PLAN Sheet /2 Sheets