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HomeMy WebLinkAboutDrainage Reports - 10/12/1995 (10)f - Final va M nal aye PEN Final Drainage and Erosion Control Report for ODELL BREWING COMPANY EXPANSION Fort Collins, Colorado Prepared for: Odell Brewing Company 800 East Lincoln Avenue Fort Collins, Colorado 80524 Prepared by: ry Shear Engineering Corporation Project No: 1485-01-95 Date: September, 1995 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1 September 29, 1995 Project No: 1485-01-95 Basil Hamdan City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: Odell Brewing Company Expansion; Fort Collins, Colorado Dear Basil, Enclosed, please find the Final Drainage and Erosion Control Report for the Odell Brewing Company Expansion. The hydrology data and the hydraulic analysis presented in this report complies with the requirements of the City of Fort Collins Storm Drainage Criteria Manual; dated March, 1984, and the Erosion Control Reference Manual. The Report and Plans have been revised according to your comments dated August 14, 1995. If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334. Shear Engineering Corporation BWS / meo cc: Doug and Wynne Odell 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1 Page I Final Drainage and Erosion Control Report Project No: 1485-01-95 I. GENERAL LOCATION AND DESCRIPTION: A. Location 1. The proposed Odell Brewing Company Expansion is located in the northeast 1/4 of Section 12, T7N, R69W of the 6th P.M., Fort Collins, Colorado. 2. More specifically, it is located at 800 East Lincoln Avenue. The project site is located in the northeast section of Old Town Fort Collins near the Poudre River. 3. The site is bounded on the south (across the street) by Link-n-Greens golf course, on the east by Fort Collins Monument and Stone, on the west by single family residential development along Third Street, and on the north by vacant land. 4. The site is within the Poudre River floodplain. The projected elevation of the 100- year flood, as shown on the recently revised City of Fort Collins Flood Insurance Rate Map dated March 31, 1995 and endorsed by the Federal Emergency Management Agency (FEMA), varies across the site from west to east from 4945 feet to 4943.5 feet respectively. This revised map was provided by the Stormwater Utility. B. Description of Property 1. There is an existing 8000 square foot brewery and retail store on the 1.94 acre site (Lot 1, Subdivision plat of Odell Brewing Company). The brewery was built in 1994 and includes parking and loading areas. Detention was also provided. 2. The proposed expansion will consist of a 10,500 square foot addition to the existing building. 3. The site is located on Lot 1 of a 2 lot subdivision which was done as part of the original development of the Odell Brewing Company project. It is our understanding that lot 2 will not be developed at this time. It is our understanding that both lots are owned by the Odell Brewing Company. II. DRAINAGE BASINS AND SUB -BASINS: A. Major Basin Description 1. The site is located within the Old Town Basin as defined on the City of Fort Collins Master Stormwater Basin Map. a. The Basin fee rate for this basin. is $4,150.00 per gross acre according to the development fee section of the City of Fort Collins Development Manual. It is our understanding that this may be reduced if detention is provided. 2. The flow pattern of this portion of Old Town Basin is generally easterly and southerly to the Cache La Poudre River. It is highly channelized as it is almost completely developed. Street and roadside ditches are the primary means of stormwater conveyance at this time. Page 2 Final Drainage and Erosion Control Report Project No: 1485-01-95 II. DRAINAGE BASINS AND SUB -BASINS: A. Major Basin Description (continued) 3. It is our understanding, that there is no Master Drainage Plan presently in place for this area. 4. There are no irrigation facilities located on -site or within 100' of the site. B. Sub -Basin Description 1. Runoff from the site flows to the east and southeast in an open ditch along the north side of East Lincoln Avenue. The ditch discharges into Dry Creek which in turn conveys the runoff to the Cache la Poudre River. 2. The site has approximately four (4') feet of relief from west to east in lot 1. 3. The proposed grading around the building will amend the two (2) existing defined sub -basins defined by Water, Waste and Land Inc. (WWL) in the original drainage report for the Odell Brewing Company site. The sub -basins are on the east and west sides of the building (Sub -basins Ie and Iw). Lot 2 is located in Sub -basin Iw. Runoff from both Sub -basins will be routed through the detention ponds and out to the ditch on the north side of East Lincoln Avenue. 4. A small portion of the existing site (0.07 acres) drains directly into the ditch along the north side of East Lincoln Avenue. This was approved with the original and the amended report. M. DRAINAGE DESIGN CRITERIA: A. Regulations 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual and options for storm drainage improvements discussed by the City of Fort Collins were considered. B. Development Criteria Reference and Constraints 1. There are plans for widening East Lincoln and installing sidewalk on both sides of the street. This widening will also require the installation of storm sewer infrastructure. The storm sewer will replace the existing ditch along the north side of East Lincoln Avenue. It is our understanding, that these improvements will not happen in the immediate future. 2. There are two (2) existing detention ponds on the site that were constructed with the existing brewery in 1994. The existing outlets from the ponds convey stormwater runoff into a ditch along the north side of East Lincoln Avenue. These outlets will require modifications when the street widening is done. Page 3 Final Drainage and Erosion Control Report Project No: 1485-01-95 III DRAINAGE DESIGN CRITERIA: B. Development Criteria Reference and Constraints (continued) 3. Detention is required in Old Town Basin. Detention ponds which were constructed with the original brewery will be expanded as necessary to facilitate the increase in runoff created by the expansion of the brewery. When Lot 2 to the west is developed, the pond on the west side of lot 1 will require further expansion. Easements are provided for this purpose. 4. During the approval process for the original brewery located on lot 1, it was decided that detention volumes would only be designed to accommodate the development of lot 1. Refer to the The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report Dated May 9, 1994 (included in Appendix H of this report for reference). Therefore, the required pond size was reduced from that which was indicated in the original approved drainage report for the site. The change is listed in the table below. It must be noted here that there was an inconsistent use of units defining the required storage volume and the as -built storage volume of the two (2) detention ponds between the letter of the report and the calculations. This consisted of the use of cubic yards in the letter and cubic feet in the calculations. We have determined that the correct unit for the storage volume of the detention ponds is cubic feet. REQUIRED VOLUME IN DETENTION PONDS East Pond West Pond cubic feet cubic feet Original report 4,535 23,379 Amended report 4,535 10,400 VOLUME PROVIDED IN PONDS PER AS-BUILTS 41591 11,093 C. Hydrological Criteria 1. The detention pond volumes were analyzed utilizing the same assumptions that were used in the original and amended reports by Water, Waste and Land Inc. The maximum allowable release rate is based on the peak 2-year flow for historic conditions as per the requirements of the Stormwater Utility and determined by WWL. 2. Revised detention pond volumes were determined using the Mass Diagram Method (Cumulative Runoff Method). The maximum allowable release rate is based on the peak 2-year flow for historic conditions which was provided by Water, Waste and Land Inc. in the original report for the Odell Brewing Company. Page 4 Final Drainage and Erosion Control Report Project No: 1485-01-95 M. DRAINAGE DESIGN CRITERIA: D. Hydraulic Criteria 1. Storm sewer and drainage channel capacities were based on the Mannings Equation. The Mannings coefficients are as suggested by the City of Fort Collins Storm Drainage Criteria Manual. IV. DRAINAGE FACILITY DESIGN: A. General Concept 1. The grading will create a high point at the rear of the proposed expansion (north side of the site). This high point along with the planned roof patterns will create a ridge running north to south through the property. Stormwater will be conveyed east and west from the ridge via overland and gutter flow. 2. Detention was provided with the original site development. Additional storage volume is required with the proposed expansion. B. Specific Details 1. The existing easternmost detention pond is situated on the east side of the access drive to the site. The following design data for the initial Odell Brewing Company site design was obtained from The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report, Dated May 9, 1994; and*as-built information regarding the east detention pond. a. The required volume for the existing east detention pond (for initial design considerations) was determined to be 4535 cubic feet based on a total contributing area of 1.24 acres. The total available storage volume in the existing east pond is 4591 cubic feet. b. The maximum allowable release rate from the east pond is 0.90 cubic feet per second. The historic peak flow for the 2-year storm is used as the maximum allowable release rate from the east detention pond. Refer to pages 5 - 7 of WWL calculations in Appendix III c. The top of the east pond is at an elevation of 42.50 feet. 2. The existing westernmost detention pond is situated on the west side of the access drive to the site. The following data was taken from The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report, Dated May 9, 1994 and as -built information regarding the west detention pond. Page 5 Final Drainage and Erosion Control Report Project No: 1485-01-95 IV. DRAINAGE FACILITY DESIGN: B. Specific Details (continued) a. The required volume for the west detention pond (for initial design considerations) is 10,400 cubic feet based on a total contributing area of 3.78 acres. This includes Lot 2 which is undeveloped at this time. The total available storage volume in the west pond is 11093 cubic feet. i. Future expansion of the west pond will be required when lot 2 is developed. b. The maximum allowable release rate from the west pond is 0.9 cubic feet per second. The historic peak flow for the 2-year storm is used as the release rate from the detention pond. Refer to pages 5 - 7 of WWL calculations in Appendix III c The top of the west pond is at an elevation of 42.50 feet. 3. The outfalls for the detention ponds will not be modified with this project. 4. The expansion of the brewery will require additional detention volume in the east pond only. Refer to pages 1-4 of the calculations in Appendix I for comparison of 'C' factors for the existing site and the site after the expansion. Refer to pages 5-6 of the calculations in Appendix I for the determination of detention volumes required due to the expansion. Refer to page 7 of the calculations in Appendix I for the volume provided in the east pond. The following table summarizes detention requirements for site. DETENTION POND SUMMARY Original approved report Amended approved report Volume provide in ponds per As-Builts Required pond volume due to expansion Additional volume required in ponds Total volume provided in ponds There is approximately 0.50' of freeboard available East Pond West Pond cubic feet cubic feet 4,535 23,379 4,535 10,400 4,591 11,093 4,974 11,059 383 none 71724 11,093 Page 6 Final Drainage and Erosion Control Report Project No: 1485-01-95 V. EROSION CONTROL: A. General Concept 1. Erosion control measures are identified on the Master Drainage and Erosion Control plan. a. Maintenance of erosion control devices will remain the responsibility of the owner until the project is complete. B. Specific Details 1. Haybale dikes will be provided at the detention pond outlet structures only. 2. The site is generally self contained with all developed flows being conveyed to the detention ponds. Therefore, no other erosion control provisions are necessary. VI. EROSION CONTROL SECURITY DEPOSIT: A. An erosion control security deposit is required in accordance with City of Fort Collins policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins Development Manual). In no instance shall the amount of the security be less than $1000.00. , 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. i The cost to install the proposed erosion control measures is approximately $250.00. Refer to the cost estimate attached in Appendix I. 1.5 times to install the erosion control measures is $375.00. ii. Based on current data provided by the City of Fort Collins Storm Water Utility, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 0.5 acres), we estimate that the cost to re - vegetate the disturbed area will be $ 650.00 ($1,300.00 per acre x 0.5 acres). 1.5 times the cost to re -vegetate the disturbed area is $975.00. The $1300.00 per acre for re -seeding sites of less than 1.0 acres was quoted to us by the City of Fort Collins Stormwater Utility staff. 2. The erosion control security deposit amount required for this project will be $1,000.00. See the Erosion Control Security Deposit Requirements document located in Appendix IV. 3. The erosion control security deposit is reimbursable. No deposit will be required at this time, since the deposit from the initial project has never been reimbursed to the owner. Page 7 Final Drainage and Erosion Control Report Project No: 1485-01-95 VII. VARIANCE FROM CITY STANDARDS A. Variance from City of Fort Collins requirements 1. No variances from the City of Fort Collins Stormwater Utility standards are requested for this project. VIII. CONCLUSIONS: A. Compliance with Standards 1. All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual. 2. Proposed drainage improvements generally conform with the recommendations of the City of Fort Collins Master Drainage Plan _and_the original drainage and erosion control report for this project site. 3. Proposed erosion control measures generally conform with the recommendations of the City of Fort Collins standards. B. Drainage Concept 1. The proposed drainage design for the Odell Brewing Company expansion is effective for the control of storm runoff with absolutely no downstream effects. 2. The proposed drainage design for the Odell Brewing Company expansion will have absolutely no effect on City of Fort Collins Master Drainage Plan recommendations. IX. REFERENCES: 1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards'; May; 1984 2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991 3. Drainage and Erosion Control Report for Odell Brewery Site; Prepared by Water, Waste & Land, Inc.; Project No. 404.2; Dated March 1, 1994; Approved 3/11/94 4. The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report; Dated May 9, 1994; Approved 6/13/94 Page 7 Final Drainage and Erosion Control Report Project No: 1485-01-95 VII. VARIANCE FROM CITY STANDARDS A. Variance from City of Fort Collins requirements 1. Witn this report, the developer is formally requesting a variance from the standard of providing one (1.0') of freeboard in the detention ponds. a. The one foot of freeboard in the east pond could not be provided due to the grading constraints around the east pond. The major constraint was the proximity of the east pond to the neighboring lot to the east. b. No additonal volume was required in the west pond. Therefore, no grading was proposed in the west pond. VIM CONCLUSIONS: A. Compliance with Standards 1. All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual. 2. Proposed drainage improvements generally conform with the recommendations of the City of Fort Collins Master Drainage Plan and the original drainage and erosion control report for this project site. 3. Proposed erosion control measures generally conform with the recommendations of the City of Fort Collins standards. B. Drainage Concept 1. The proposed drainage design for the Odell Brewing Company expansion is effective for the control of storm runoff with absolutely no downstream effects. 2. The proposed drainage design for the Odell Brewing Company expansion will have absolutely no effect on City of Fort Collins Master Drainage Plan recommendations. IX. REFERENCES: 1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards"; May, 1984 2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991 3. Drainage and Erosion Control Report for Odell Brewery Site; Prepared by Water, Waste & Land, Inc.; Project No. 404.2; Dated March 1, 1994; Approved 3/11/94 4. The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report; Dated May 9, 1994; Approved 6/13/94 APPENDIX I Drainage Calculations Erosion Control Calculations FLOW SUMMARY FOR ODELL'S BREWERY EXPANSION DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN POINT SUB 2,10 100 BASIN(S) ac. min. min iph iph iph cfe cfe cfa rr+rrrr•rrrr++++rtxxrtxtr•++ttrrttt xrrrxrrrrttr ttrtttxrtxttxrttrrrrtttrxrrrrrr rrrrr.: rrrrrrrrrrrr•+tttt E Ie 1.18 0.66 0.66 0.83 10.00 10.00 2.54 4.45 7.14 1.98 3.47 6.99 DET POND W IW 3.84 0.29 0.29 0.36 34.50 33.00 1.34 2.40 3.97 1.49 2.67 5.488 DST POND STREET Io 0.07 0.73 0.73 0.91 5.00 5.00 3.29 5.64 9.30 0.17 0.29 0.592 UNDETAINED THESE FLOWS ARE FOR REFERENCE ONLY. ALL DETENTION CALCULATIONS ARE BASED ON CUHP METHOD. REFER TO PAGES 5 AND 6 OF CALCULATIONS IN REPORT 0 SHEAR ENGINEERING CORPORATION EXISTING CONDITIONS COMPOSITE 'C' FACTOR FOR BAST BASIN PAGE 1 PROJECT :ODELL'S MICRO -BREWERY EXPANSION PROJ.NO. :1485-01-95 DATE: 07/22/95 LOCATION :800 E LINCOLN BY: MEO PILE :ODELCOEF NOTES :PRIOR TO EXPANSION RUNOFF SURFACE COEF. CHARACTERISTICS AREA C CAA (acres) STREETS ASPHALT 0.080 0.950 0.076 CONCRETE 0.000 0.950 0.000 GRAVEL 0.220 0.500 0.110 ROOFS 0.120 0.950 0.114 LAWNS SANDY SOIL FLAT < 21, 0.000 0.100 0.000 AVERAGE 2 - 7% 0.000 0.150 0.000 STEEP > 7& 0.000 0.200 0.000 LAWNS HEAVY SOIL FLAT < 21k 0.290 0.200 0.058 AVERAGE 2 - 7$ 0.630 0.250 0.133 STEEP > 7$ 0.000 0.350 0.000 TOTAL AREA 1.240 0.491 C2 CIO C100 COMPOSITE C VALUE 0.396 0.396 0.494 USE 0.4 0.4 0.5 CONCLUDE: COMPARE WITH 'C' FACTOR BY WWL FOR ORIGINAL DEVELOPMENT PLAN C2 & CIO = 0.34 C100 = 0.43 HISTORIC CONDITIONS PRIOR TO ANY BUILDING C2 & CIO = 0.2 C100 = 0.25 SHEAR ENGINEERING CORPORATION DEVELOPED CONDITIONS COMPOSITE 'C' FACTOR FOR EAST BASIN PAGE 2 PROJECT :ODELL'S MICRO -BREWERY EXPANSION PROJ.NO. :1485-01-95 DATE: 09/06/95 LOCATION :800 E LINCOLN BY: MHO FILR :ODBLCOBF NOTES :POST EXPANSION RUNOFF SURFACE COEF. CHARACTERISTICS AREA C C-A (acres) STREETS ASPHALT 0.430 0.950 0.409 CONCRETE 0.070 0.950 0.067 GRAVEL 0.000 0.500 0.000 ROOFS 0.210 0.950 0.200 LAWNS SANDY SOIL FLAT < 21, 0.000 0.100 0.000 AVERAGE 2 - 7% 0.000 0.150 0.000 STEEP > 74 0.000 0.200 0.000 LAWNS HEAVY SOIL FLAT < 2% 0.240 0.200 0.048 AVERAGE 2 - 7% 0.230 0.250 0.058 STEEP > 7% 0.000 0.350 0.000 TOTAL AREA 1.180 0.780 C2 C10 C100 COMPOSITE C VALUE 0.661 0.661 0.826 USE 0.66 0.66 0.83 CONCLUDE: HISTORIC CONDITIONS PRIOR TO ANY BUILDING C2 & C10 = 0.2 C100 = 0.25 SHEAR ENGINEERING CORPORATION EXISTING CONDITIONS COMPOSITE 'C' FACTOR FOR WEST BASIN PAGE 3 PROTECT :ODELL'S MICRO -BREWERY EXPANSION PROS.NO. :1485-01-95 DATE: 07/22/95 LOCATION :800 B LINCOLN BY: MHO PILE :ODELCOBP NOTES :PRIOR -TO EXPANSION RUNOFF SURFACE COBF. CHARACTERISTICS AREA C C*A (acres) STREETS ASPHALT 0.000 0.950 0.000 CONCRETE 0.000 0.950 0.000 GRAVEL 0.000 0.500 0.000 LOT 2 - 2 1.550 0.200 0.310 ROOFS-1 0.290 0.950 0.276 LAWNS SANDY SOIL FLAT < 2% 0.000 0.100 0.000 AVERAGE 2 - 7% 0.000 0.150 0.000 STEEP > 7% 0.000 0.200 0.000 LAWNS HEAVY SOIL FLAT < 2% 1.070 0.200 0.214 AVERAGE 2 - 7% 0.870 0.250 0.218 STEEP > 7% 0.000 0.350 0.000 TOTAL AREA 3.780 1.017 C2 C10 C100 COMPOSITE C VALUE 0.269 0.269 0.336 USE 0.27 0.27 0.34 NOTES: 1 - ROOF INCLUDES 0.17 AC FROM HOUSES ON 3RD ST 2 - C FACTOR FOR LOT 2 IS TAKEN FROM TABLE 3-3 LAWNS ,HEAVY SOIL, FLAT < 2% HISTORIC CONDITIONS PRIOR TO ANY BUILDING C2 & CIO 0.2 C100 = 0.25 SHEAR ENGINEERING CORPORATION DEVELOPED CONDITIONS COMPOSITE 'C' FACTOR FOR WEST BASIN PAGE 4 PROJECT :ODELL'S MICRO -BREWERY EXPANSION PROJ.NO. :1485-01-95 DATE: 07/22/95 LOCATION :800 B LINCOLN BY: MBO FILE :ODBLCOEF NOTES :POST EXPANSION RUNOFF SURFACE COBF. CHARACTERISTICS AREA C C*A (acres) STREETS ASPHALT 0.000 0.950 0.000 CONCRETE 0.000 0.950 0.000 GRAVEL 0.000 0.500 0.000 LOT 2 - 2 1.550 0.200 0.310 ROOFS-1 0.390 0.950 0.371 LAWNS SANDY SOIL FLAT < 21, r 0.000 0.100 0.000 AVERAGE 2 - 7% 0.000 0.150 0.000 STEEP > 7% 0.000 0.200 0.000 LAWNS HEAVY SOIL PLAT < 2% 1.100 0.200 0.220 AVERAGE 2 - 7% 0.800 0.250 0.200 STEEP > 7% 0.000 0.350 0.000 TOTAL AREA 3.840 1.101 C2 CIO C100 COMPOSITE C VALUE 0.287 0.287 0.358 USE 0.29 0.29 0.36 EX. CONDITIONS 0.27 0.27 0.34 NOTES: 1 - ROOF INCLUDES 0.17 AC FROM HOUSES ON 3RD ST 2 - C FACTOR FOR LOT 2 IS TAKEN FROM TABLE 3-3 LAWNS ,HEAVY SOIL, PLAT < 2% HISTORIC CONDITIONS PRIOR TO ANY BUILDING C2 & C10 = 0.2 C100 = 0.25 CONCLUDE: NEGLIBLE INCREASE IN IMPERVIOUSNESS WILL INCREASE POND VOLUME REQUIREMENT VERY LITTLE SHEAR ENGINEERING CORPORATION PAGE 5 DETENTION VOLUME REQUIRED FOR BAST DETENTION POND PROJECT: ODELLS EXPANSION DATE: 09/06/95 PROJ.NO. 1485-01-95 FILE: ODELCUHP BY MEO CUMULATIVE RUNOFF METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 1:00 YEAR RUNOFF COEFFICIENT 0.83 RELEASE RATE: 0.90 CPS AREA: 1.18 ACRES TAKEN FROM CALCULATIONS BY WWL SEE PAGES 5 - 7 ATTACHED INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES INFLOW INFLOW RELEASE STORAGE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME min sec rrrrrrrrrrrrerrrrrrtr+rrtrrtrrt+rrrrtrr+txxrtrrtrrrtxrtr+txtrtxrxrttrxrtrrttx++rxt iph cfa cf cf cf ac-ft 5 300 9.30 9.11 2732.5 270.0 2462.5 0.06 10 600 7.14 6.99 4195.7 540.0 3655.7 0.08 15, 900 6.06 5.94 5341.6 810.0 4531.6 0.10 20 1200 5.21 5.10 6123.2 1080.0 5043.2 0.12 25 1500 4.63 4.53 6801.9 1350.0 5451.9 0.13 30 1800l 4.20 4.11 7404.3 1620.0 5784.3 0.13 35 2100 3.81 3.73 7836.2 1890.0 5946.2 - 0.14 40 2400 3.02 2.96 7098.7 2160.0 4938.7 0.11 45 2700 2.80 2.74 7404.3 2430.0 4974.3 0.11 50 3000 2.60 2.55 7639.3 2700.0 4939.3 0.11 55 3300 2.43 2.38 7853.8 2970.0 4883.8 0.11 60 3600 2.30 2.25 8109.4 3240.0 4869.4 0.11 65 3900 r rrrrrrrr+xrxrrtrrrxrrx+rrrtrt 2.17 2.13 r++rrx++xr+rtr+x+t+rrrxrrrrxr+rrrrrrx 8286.7 3510.0 4778.7 0.11 rrrxr+ DETENTION VOLUME REQUIRED = 5946.18 cf > VOLUME REQUIRED WITH ORIGINAL BUILDING = 4535 cf SHEAR ENGINEERING CORPORATION PAGE 6 DETENTION VOLUME REQUIRED FOR WEST DETENTION POND PROJECT: ODELLS EXPANSION DATE: 07/22/95 PROJ.NO. 1485-01-95 FILE: ODBLCUHP BY MBO CUMULATIVE RUNOFF METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.36 RELEASE RATE: 0.90 CF8 AREA: 3.84 ACRES INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES INFLOW INFLOW RELEASE STORAGE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME min Sec iph cfe cf cf c£ ac-ft r rrrr♦rrr+rr+♦rr+r+r+:r+r+rrrrrrrrrrrrr+rr+trr+rrrrrrrr+rrrrrrr+rrr+rrrr 1 5 300 9.30 12.86 3856.9 270.0 3586.9 0.08 10 600 7.14 9.87 5922.2 540.0 5382.2 0.12 15 900 6.06 9.38 7539.6 810.0 6729.6 0.15 20 1200 5.21 7.20 8642.8 1080.0 7562.8 0.17 25 1500 4.63 6.40 9600.8 1350.0 8250.8 0.19 30 1800 4.20 5.81 10450.9 1620.0 8830.9 0.20 35 2100 3.81 5.27 11060.6 1890.0 9170.6 0.21 40 2400 3.60 4.98 11943.9 2160.0 9783.9 0.22 45 2700 3.28 4.53 12242.5 2430.0 9812.5 0.23 50 3000 3.02 4.17 12524.5 2700.0 9824.5 0.23 55 3300 2.80 3.87 12773.4 2970.0 9803.4 0.23 60 3600 2.60 3.59 12939.3 3240.0 9699.3 0.22 65 3900 2.43 3.36 13101.0 3510.0 9591.0 0.22 70 4200 2.30 3.18 13354.0 3780.0 9574.0 0.22 75 4500 2.17 3.00 13499.1 4050.0 9449.1 0.22 80 4800 2.07 2.86 13735.5 4320.0 9415.5 0.22 85 5100 1.96 2.71 13818.5 4590.0 9228.5 0.21 rrr+rrrrr++r++tt+ttttt.xrrrrxrrrrrrrxrx rrrr+rrrrrrrxrrrrrrr rrrrxrrrrrrrr DETENTION VOLUME REQUIRED = 9824.54 cf < VOLUME REQUIRED WITH ORIGINAL BUILDING (10,400 cf) COMPARE WITH VOLUME REQUIRED BY DETERMINING DIFFERENCE IN VOLUME BETWEEN 100 YEAR DEVELOPED AND 2 YEAR HISTORIC VOLUMES USE SAME ASSUMPTIONS AS WWL - PAGE 3 OF CALCULATIONS BY WWL ATTACHED Tcr Cr Cfr Ar I+ -VOLUME Sec ac iph cf DEVELOPED 7200 0.28 1.25 3.84 1.44 13934.6 HISTORIC 7200 0.20 1.00 3.84 0.52 2875.4 DEVELOPED VOLUME- HISTORIC VOLUME - REQUIRED VOLUME = 11059.2 CONCLUDE:REQ'D VOLUME IN WEST POND PER PLAN BY WWL (cf) = 10400 REQ'D VOLUME IN WEST POND FOR EXPANSION (cf) = 11059 ASBUILT VOLUME IN WEST POND (cf) = 11093 > 11059 NO ADDITIONAL STORAGE VOLUME REQUIRED. SHEAR ENGINEERING CORPORATION AVERAGE END AREA METHOD FOR BAST DETENTION POND VOLUMES PAGE 7 PROJECT :ODBLLS MICRO -BREWERY EXPANSION DATE: 09/06/95 PROJ. NO:1485-01-95 BY MEO LOCATION:800 E. LINCOLN FILE: ODBLLAVG NOTES :EXPANDED POND CONSTANT: 65 = 1 SQ IN. FIRST EVEN CONTOUR 4939.5 FEET INVERT 4939.43 FEET TOP BLEV 4942.5 FEET INCREMENT 0.5 FOOT SCALE: 1" = 30 FEET rrrrrrrr rr#rrrrr rrrrrrrr r#rrxrrt rrr+rxrx rtx++rtrt} rrrrrrrr r+r#r##r ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM. METER (Al) (A2) (V1) VOLUME VOLUME VOLUME ft READING sq in sq ft cf cf cy ac-ft #+#t+##fi#t}xtxt}Y+fi+xktt+k+fi+t}+rtrtirt}rtrYi}rt}r4rt14#r4fr#t##4##ttfi t}Y4Yrrt 4939.43 0 0.00 0 0 0 0 0.00 4939.5 27.08 0.42 375 13 13 0 0.00 4940 55.11 0.85 763 285 298 11 0.01 4940.5 97.79 1.50 1354 529 827 31 0.02 4941 146.61 2.26 2030 846 1673 62 0.04 4941.5 228.8 3.52 3168 1299 2972 110 0.07 4942 312 4.80 4320 1872 4844 179 0.11 4942.5 520 8.00 7200 2880 7724 286 0.18 t#rxtrx+}}}rt+rfi+rx#+rxrxrr+xtr#rt}}++rrrt}r+r+r+r}rt}rtrrrrrrtrrr##:+rrrrrtx} FORMULAE:A1= (PLANIMETER READING)/CONSTANT A2= (A1)*SCALE SQUARED VOLUME REQUIRED IN BAST POND (cf) = 5946 POST EXPANSION ASBUILT VOLUME IN EX. POND (cf) = 4722 REFER TO ASBUILT BY WWL VOLUME IN EXPANDED POND (cf) = 7724 CONCLUDE: EXPANDED POND VOLUME IS ADEQUATE DEFINE MORE EASEMENT FOR EXPANDED POND SHEAR ENGINEERING CORPORATION PAGE 8 FLOW TO CONCENTRATION POINT B FROM SUBBASIN Is PROJECT: ODELL'S BREWERY EXPANSION DATE 09/06/95 FILE: ODELRAT PROJ. NO.1485-01-95 NOTES: BY MRO AREA (A)= 1.180 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C C.66 0.66 0.83 SEE SPREAD SHEET ATTACHED ON PAGE 2 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 65 FEET SLOPE = 7.00 % 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 7.14 7.14 6.74 TRAVEL TIME (TO=L/(60-V) FLOW TYPE L (ft) = 75 S (%) = 2 GRASSED SWALE L (ft) = 155 S (%) = 1.2 GUTTER L (ft) = 120 S (%) = 0.5 VALLEY PAN L (ft) _? S (%) _? ? L (ft) _? S (%) _? ? L (ft) _? S C0 _? ? NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 10.25 10.25 9.85 USE Tc = 10 10 10 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.54 4.45 7.14 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 1.98 3.47 6.99 CONCLUDE:FOR REFERENCE ONLY c V (fps) = 2.16 Tt(min)= 0.58 V (fps) _ 2.16 Tt(min)= 1.20 V (fps) = 1.5 Tt(min)= 1.33 V (fps) _? Tt(min)= 0.00 V (fps) _? Tt(min)= 0.00 V (fps) _? Tt(min)= 0.00 V (fps) _? Tt(min)= 0.00 TOTAL TRAVEL TIME (min) 3.11 SHEAR ENGINEERING CORPORATION PAGE 9 FLOW TO CONCENTRATION POINT W FROM SUBBASIN Iw PROJECT: ODELL'S BREWERY EXPANSION DATE 08/24/95 FILE: ODELRAT PROD. NO.1485-01-95 NOTES: BY MEO AREA (A)= 3.840 ACRES RUNOFF CORP. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.29 0.29 0.36 SEE SPREAD SHEET ATTACHED ON PAGE 4 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 280 FEET SLOPE = 0.70 } 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 31.68 31.68 29.92 TRAVEL TIME (Tt)-L/(60+V) FLOW TYPE L (ft) = 280 S (}) = 1.00 GRASSED SWALE L (ft) =? S (}) =? ? L (ft) =? S (}) =? ? L (ft) =? S (}) =? ? L (ft) =? S (}) =? ? L (ft) =? S (}) =? ? L'(ft) =? S (}) =? ? NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Tc -Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 34.63 34.63 32.87 USE Tc = 34.5 34.5 33 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 1.34 2.40 3.97 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 1.49 2.67 5.49 CONCLUDR:FOR REFERENCE ONLY V (fps) = 1.58 Tt(min)= 2.95 V (fps) _? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 TOTAL TRAVEL TIME (min) = 2.95 SHEAR ENGINEERING CORPORATION PAGE 10 UNDETAINED FLOW TO STREET FROM SUBBASIN Io PROJECT: ODELL'S BREWERY EXPANSION DATE 08/24/95 FILE: ODELRAT PROS. NO.1485-01-95 NOTES: BY HBO AREA (A)= 0.070 ACRES RUNOFF COEF. (C) 2 YEAR. 10 YEAR 100 YEAR C 0.73 0.73. 0.91 70% ASPHALT/ 30% GRASS FLAT HEAVY SOIL TIME OF CONCENTRATION (TO OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE LENGTH =? FEET SLOPE =? 4 2 YEAR 10 YEAR 100 YEAR C =? ? ? Ti (min)= 0.00 0.00 0.00 TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE L (ft) = 140 S M = 1 GUTTER L (ft) =? S (6) =? ? L (ft) =? S ($) =? ? L (ft) =? S (4) =? ? L (ft) =? S M =? ? L (ft) =? S (t) =? ? L (ft) =? S (t) =? ? NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 1.17 1.17 1.17 USE Tc = 5 5 5 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 3.29 5.64 9.30 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 0.17 0.29 0.59 CONCLUDE:LESS THAN ALLOWABLE RELEASE RATE V (fps) = 2 Tt(min)= 1.17 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 V (fps) =? Tt(min)= 0.00 TOTAL TRAVEL TIME (min) = 1.17 No Text RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: STANDARD FORM A COMPLETED BY: M DATE: % S DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBA§IN ZONE (ac) (ft) M (feet) Z U 1'10DL",phT= Z,U i �3 3 7 vU 45 3 V,31 G,S l,I MARCH 1991 9-14 1 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: STANDARD FORM B COMPLETED BY: E 0 DATE: 4Z4S— Erosion Control C-Factor P-Factor Method Value Value Comment i ll 9,Lw , ��uv N �,p d.5 Ion; 0 v s( 1�0,14 \ MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS la I l�i� t,1 �1 ti,,1 1� 1 ti c � = 0,34 tc 1._ 00211,�)�� }i O ,N I , - G- 5 V ovc'-ALL MARCH 1991 9"15 DESIGN CRITERIA Table 11.2 Recommended Species for Temporary Vegetation and / or Cover Crops Species Season Drilled Pounds/ Acre Annual Ryegrass Cool 20 Oats Cool 70 Cereal Rye Cool 40 Wheat- Winter Cool 40 Wheat - Spring Cool 60 Barley Cool 60 Millet Cool 60 Hybrid Sudon Warm 15 Sorghum Warm 10 Cool season grasses make their major growth in the spring. Warm season grasses make their major growth in the in the late spring and summer. Table 11.4 identifies planting dates for perennial and temporary/cover crops grasses Table 11.4 Planting Dates for Perennial and Temporary / Cover Crop Grasses DATE PERENNIAL TEMPORARY/COVER GRASSES CROP GRASSES waan cool warm cool Jan 01 - Feb 28 Yes Yes No No Mar 01 -May 15 Yes Yes No Yes May 16 - May 31 Yes No Yes No Jun 01 - Jul 31 No No Yes No Aug 01 - Aug 31 No Yes No Yes Sep 01 - Sep 30 No No No Yes Oct 01 - Dec 31 Yes Yes No No Mulching shall be used to assist in the establishment of vegetation. One or more of the following mulches shall be used with a perennial dryland grass seed mixture, or a temporary vegetation or cover crop. Mulch Acceptable Date of Use Straw or Hay Jan 01 - Dec 31 Hydraulic (wood or paper) Mar 15 - May 15 Erosion control (mats or blankets) Jan 01 - Dec 31 Application Rate 2 tons/acre 2 tons/acre Not applicable Hay or straw mulch shall be free of noxious weeds and at least 50% of the fiber shall be 10 inches or more in length. When seeding with native grasses, hay from a native grass is a suggested mulching material, if available. If irrigation is used, hydraulic mulches may be applied from March 15 through September 30. Hay or Straw Mulch 1. Hay or Straw mulch will be anchored to the soil by one of the following methods : a. A crimper which will crimp the fiber four inches or more into the soil. At least 50% of the fiber shall be 10 inches or more in length. b. Manufactured mulch netting installed over the hay or straw according to manufacturers' instructions. c. Tackifiers sprayed on the mulch to the manufacturer's recommendation. 2. All straw or hay must be free of noxious weeds. CONSTRUCTION SEQUENCE PROJECT: Odell Brewery Expansion STANDARD FORM C SEQUENCE FOR 1995 ONLY COMPLETED BY: MEO / Shear Engineering Corn 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 195 96 Month O N D J F M A M J J A S 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 Nettings/Mats/Blankets Other *** *** *** *** *** *** *** *** *** *** *** *** *** *** STRUCTURES: INSTALLED BY: OWNER MAINTAINED BY: OWNER VEGETATION/MULCHING CONTRACTOR: OWNER DATE PREPARED: 08/23/95 DATE SUBMITTED: 08 25 95 APPROVED BY THE CITY OF FORT COLLINS ON: Onahcr 29. I9112 APPENDIX H Charts & Figures R-M-P Medium Density Planned Residential District — designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. .-L-M Low Density Multiple Family District — areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and•9,000 square feet for multiple -family dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. B-P ' Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1/2 of the total floor area of the building. B-L Limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. I-G General Industrial District — designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%............................................................................................. 0.10 Average2 to 7%.................................................................................. 0.15 Steep>7%.......................................................................................... 0.20 Lawns; Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7%.................................................................................. 0.25 Steep>7%......... :................................................................................ 0.35 3-4 DESIGN CRITERIA No Text No Text APPENDIX III Portions of the Drainage and Erosion Control Report for The Odell Brewery Site Portions of the The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94) Drainage and Erosion Control Report; Dated May 9, 1994 DRAINAGE AND EROSION CONTROL REPORT FOR THE ODELL BREWERY SITE FORT COLLINS, COLORADO Prepared for: Odell Brewing Company 119 East Lincoln Ave. Fort Collins, CO 80524 Prepared by: Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 REVISED March 1, 1994 9 ;,vas �rrrrn rrn' No Text WATER WASTE & LAND December 1, 1994 Mr.Glen D. Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 3/�-185- 2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-2879 (303)226-3535 fax (303) 226-6475 (ti C,C CR W . I l�2 C (j-. �L11 Lt. �t7 v✓1GL"` - i RE: THE ODELL BREWERY.SITE - STORM DRAINAGE FACILITIES CERTIFICATION__ Dear Mr. Schlueter: We have conducted a site inspection and survey of the referenced project. Based on our inspection and survey, we find the drainage facilities have been constructed within reasonable tolerances relative to the drawings and to the revised drainage report. The West and East Detention Pond volumes, as constructed and shown on the enclosed figure, provide 11,093 and 4,591 cubic feet, respectively. The required detention volumes are 10,400 and 4,535 cubic feet, respectively (see attached copy of approved May, 9th 1994 letter). If you have any questions please call me. Thank you. Sincerely, WATER, WASTE & LAND, INC Maur ce H. Lutkin, P. . Man; ger, Civil Engineering Division, .l nq,drina FnainrNrc gnd Scientists WATER NV WASTE & LAND LNG May 9, 1994 Mr.Glen D. Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-2879 (303)226-3535 fax (303) 226-6475 - ✓�� RE: THE ODELL BREWERY SITE - AMENDMENT NO. 1 TO THE FINAL APPROVED (3111/94) DRAINAGE AND EROSION CONTROL REPORT Dear Mr. Schlueter: The Odell Brewing Company no longer wishes to size the West Detention Pond to take care of assumed future development on Lot 2 at this time. This decision is largely based on the fact that the need for excavated material from the ponds has been substantially reduced relative to the new construction on Lot 1. Accordingly, the East Pond, oversized to begin with, will be reduced to a volume of 4,722 cubic yards and the West Pond will be reduced to 10,740 cubic yards. Both volumes were computed using the trapezoidal method and are slightly in excess of the required volumes of 4,535 and 1.0,400 cubic yards respectively. Detention pond easements will not be changed. - A mylar reproduction of the Grading and Drainage Plan, showing the new pond configuration and containing a revised table entitled Detention Pond Requirements, has been prepared for your review and information. We are also attaching copies of the calculations supporting the downsizing of West Detention Pond. If you have any questions or require any modifications please call me. Thank you. Sincerely, WATER, WASTE & LAND, C. �Civw K LP�, Maurice H. Lutkin, P'E. Manager, Civil Engineering Division z O_ z a Q U d � F- O � U w U w O } � Z � � � J W � � U m Q L� J W .J W Q 0 O Z _ a 0 WATER, WASTE & LAND, Inc. PROJECT: Odell's Brewery PRJ. NO.: 404 POND: West Pond DATE: 12/01/94 INPUT VALUES TRAPEZOIDAL AVERAGE END AREA INCREMENT CUMULATIVE INCREMENT CUMULATIVE ELEV AREA VOLUME VOLUME VOLUME VOLUME FT SF CF CF CF CF 40.30 0 40.50 471 31 31 31 31 41.00 1,828 538 569 575 606 41.50 31811 1,380 1,949 1,410 27016 42.00 67259 2,492 47441 2,518 4,533 42.50 9,215 3,845 8,286 32869 8,402 42.80 1 91500 J, 21807 1 11,093 1 27807 1 111209 POND: East Pond DATE: 12/01/94 INPUT VALUES TRAPAZOIDAL AVERAGE END AREA INCREMENT CUMULATIVE INCREMENT CUMULATIVE ELEV AREA VOLUME VOLUME VOLUME VOLUME FT SF CF CF CF CF 39.50 185 40.00 895 248 248 270 270 40.50 11189 519 767 521 791 41.00 2,033 796 1,563 806 17597 41.50 37018 1,255 27818 11263 27859 42.00 1 4,104 1 1)7741 4,591 1,7811 4,640 WATER WASTE & LAND March 23, 1995 Mr.Basil Hamdan City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: iODELL AS -BUILT SURVEY Dear Basil: 2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-287 9 (303)226-3535 fax (303) 226-6475 On March 22, 1995 we surveyed the parking surfaces and the drainage improvements for Odell's Brewery and found piping to be as called for and finished elevations to be in substantial compliance as shown on the attached marked up print. The finished landscaping was also in place. Detention ponds and the finished floor elevation of the building have been previously surveyed and found to be satisfactory. If you have any questions please call me. Thank you. Sincerely, WATER, WASTE & LAN GLuZjA_ CA Mau lice H. Lutkin, P.E. Manager, Civil Enginee IhT Division ( nnsnhinv Fnvineers and Scientists WATER Project: ,�//�� —� Calculated By: W A S T E Project No.: �+1'�/" 2 Checked By: & LAND Task: bA& ^, Date: 2 94 A96-4S Avb CQiYJ,0o5/TE C PSG A-4 ST /��-xz✓� vv S 2Ai�v q Gc eA 5/N / 2�� C A/g� S ANI) /Q SSc>MEil �Ex?✓� ocJS ���` s . A��� f�c�"'n/S�clCiE1� �FAss D, 094C 0,22,i C C=o,95, C= o.s ,455Vn-761am . C; , 7 0- ?,9AC ComOas, TE' C �O. /2 t p, p8)x 0.9s t Q, Z2X0_S f P>, S3 X0, 25�-0.2%x o• Z �,o2K�tiG A/1j CA b1fA1/J7-o C,tx- AVc 0,d;7,4 DVS ���L r !/� ✓i n/C� O. Q sv C C = O, 9S� I��115.7 ZUC7Z;/b' 6Zr,'5 Q, p 2-4 C O.10 D, 02 x 0.2s GCo,� v•7S f(iSTcJ��c �= �•2� 2629 REDWING ROAO SUITE 200 FORT CC_LINS. COLORA00 80526 (303) 226-3535 FAX (303) 226--6475 WATER I Project: Calculated By: W A S T E Project No.: Checked By: & LAND Task: Date: A/�IS C -ANT w/l- IAZ, , Gc/;Q 1.44 G t ,,1J7 Li lii> Sr D /7/.1 CC T-D7 UJ LvT A��1/?s71rZ- 17-�/EJ ST GE 2 aBT, C_ c= �,1 0•55-Ac C- 0,20 2O s Co✓c-� y��os f /,S�x 0.85 t 0,8'/x D.Z�7.1(0.3sro.72,2 3 �d 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORA00 80525 (303) 226-3535 FAX (302) 226-6475 WATER Project: Calculated By: W A S T E Project No.: Checked By: & LAND Task: Date: inc 64PO �SsvmPri vnJS ; 41 6'5- 3 �, �OSScJ�E eAGK u%ATEre-' /n/ tib.,Z7-4 b176/-1 ?0^ �.) AAA WO pu T of /`ONA\115: 1 2 �isE ✓O L U &2 E 47- �51 of 2 �s A- UD 3• 7�rE i{�TE IUC7- 5T 2 /-4t fF{s, llv RS✓ems T pava i3 CAS VQL /O0Ic� L- 7- X �, x C K A x Z = 4-4 & 4 Fri ✓, X o. 2 x / X y'Z / FT 3 2629 REDWING ROAD SUIT_ 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303; 226--6475 WATER Project: W A S T E Project No.: & LAND Task: �c U/ �E�7- /S1rio,�J QN, Calculated By: Checked By: Date: �oc.v/�1E ✓o� �vo = 7-Y C�Px X� X s 44 2l0,�9 ✓oL- 2y = J2vo 0, Z x l 3,7d X o. S2 V '739 . I/DLUn'IE` /QED= 23 37q /Z 3 � ?F, .�'! kD/7�,oL /Y%ET�U A6r�/LpiJS CAGE � /Z 6XC?,0Y/�T�� /i1X TLC/,C L /=� v 1? f�UrJi�S TW1s G,14AJ& s/ ,� iti/ Si �L ✓/ /� 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 rax (ouo) Z.40-0»:: WATER Project: Calculated By: W A S T E Project No.: Checked By: & LAND Task: Date: IfaG C,c/,an/6c /nl 6Z�A77/0 J Alal �O�iIJ6� �.,J Soo l s=0•��' s=o,S2 �/JE"�T `LOlc� ply S,C/,� LG Or.� GpnJC:�I(nAT� i�LOKi CrU/STO� / C - O• � !DAL /QG/�d-s = �D / /NG�ds��vc, oFt=tre sou�c�-s� Ti>'Ic OF �p,.,�j��'lJTionl /4- C1�443 7 �v = 2B „�•-5 V 0. 76 oz-�s /` 7 IE ADZ Zoo ¢- Ail / -,i AV67 = G 3 /r,7� UsE i'AL-k_)#e ICO-le 7Z"" oQ,� 2629 RFOWIN6 ROAD SUIT= 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 2-6--6475 Tr i ancJul ar Channel IAmal l vsi s _. Dvsi gm ' L�Ju cii Ci iailll lc�l l.if I1 i G( I�1 7 i 1J i'i �1.�._1 l- L pl_i Or\rl L n I�JT pT1'l r'T J VI r•. s112CL IVCl111C• VLI_L.Lr' •� II1J 1'll L• Sol va For DeDth f- Jivaln Iilout Data: LCi t Side Slope.. Right. , Zide S1GGi3. Mardi itrJ"s n...... Channel Clap0.... Disctiaraa........ JIIIIJ LILCV 1\CJLll Lam. DaDth Velocity ._ l L Iv Clla l-1 1_ V . . . . . . . Flo" Area........ rt 'I;VW To1Width ••• 1 Wetted �•ci lt�le�e l (Cr Critical Depth.. . Critical Slope. • . r� ..J 1. 1....L 1 I vlau2 Ivlawu Cl 401. 00— 1 M: Vi 40.01):1 (I--V) U. C>tZ7 0.0,050 f tlft .0.90 C.rs fps 1. 19 sf 1Z.70 f L L•�a . %U 70 1r i - 0. 13 T t U. •?2J7 f L/ 1 t v.-ry \1LGW i5 J•_iu�ri•_i%a;/ %R,cCVE 6, VVCI) L..i lcil iilCl 1'LI_J vv r_IL, LI •_ii _^JilJll _. TL 1=) 1971 _ _ _ Nat _ _ I . _ i J _. r. J 1.1 .. 1 _ . _ L C .1. ^ O 1'Cl ]• lJ 1 �'�1 l`JV"Jt IIIL. 1I L'I^•J'J I'•. a.l U'� I\V ^ W. G. La�I I..I LII •V � rL �"JI :•V WATER Project: Calculated By: vv W A S T E Project No.: Checked By: & LAND Task: Date: INC. Tc�/2/L �t5-A Sc5 - LA � C, -17 AJ05t�, I r AGE Q= Gig = p,2 X D•9X �09 = O, �cFs An1 9 (/ ilk �' �' �✓C l�ON � /�X=.Oi n� S q 51 s A47VAJ o/= A441AJ 6 /D/��aF-LTC-I TO / )04 r7J c©»"P C ��2 �s' � C- o• 2s. lS/%O/j /,��/./,rDZS�i•2� 3df,- C 2 i� t — 3 j = 7lvJA) G&F-45 7-VA A,/ aLcvw,Al,�C p�c rs ,��Tc Lpr,'� �U TC� ,fJ� ✓c 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 APPENDIX IV Stuffer Envelope Drainage and Erosion Control Plan .a •,-,•'<'s m... • ..•e• .a•• -,a LEGEND All ..• e, . ,.. III, coo,. •... m,— —._ asset wuNDAav .. <.•.�. . ... D6v6LI su66A9N wum"y '.n:. .. :.................................... ... ... III Oph ............................... ................... T• DeY6Lor6D su66A5w 0 UANAnON N)M .. <. . ... p 1® CONCexnAnory All w I" 1 11 I.A, 1 13 •.x n. .. ..m EIOW Dp1eCf10N ,•,•,mil •e. A •�II IV, - '•" EROSION CONTROL LEGEND 4'A 11 NAYMLERAMER — __---- ---—_�— — — / 45 1W EASEMENT I \ « 3.8091 ACRES i I , I go \ I NI'e I A L:AEV: a946.60 J � 9,_... I. AA I I I 8 II LOT 2 I !I ;I `r • ft FUTURE DEVELOPMENT I o "I'mSON +ra C. ro.5M Sr EF_.py.5 REiYNI \ Iw Lx II ITA;., \ 3.84 acres F MOY E 62.OP rr,win 1 I) II I it l��ll I I I I it i i I I a �; III) I I I s If i I, I i I\ I I I\ I\ L �E/ N— J L - J r� J \\ \ -'�--- r I A I N \'A L J L--J r- - 11 -. __ Is unnr 6sysIDD � � --—_——�s_ev _— _— ���_------- I I I 1 II I dMT.4 I f AVOW .. DvOl rued semimaery EebleVRd WI PVed MI.m WR�nl ekv.Il.xi KN..](zl -.Mpyy .w.rsl,. ne..I..� -waz5e l.. -wazsob IkIUIIx. va..I, m,.Iml 0 IS - -Ivnw -vFe rm IWS<wi, VIAA, 014 u.n - 59be Fw -nrm<r.I 91CU M y LAW III v. rm • N6 tm fIW I''h .f Gel VNpA" -Np54e ^a A,nn w Llaxm )un. mmnn ArhAwabil ,m. vu nm.r, .omw. R'.,.,m<.e DRAIAGE MAmTENANI:E :s031: I Ikvh in' l.. u.1 .kminr I C. .,b III by III a .e 11nI mlunb•pV,,ly u nA 11116%lwI'Lnal COCACk"Wk A 11 LA, ui. A,,,, IrIL.14a11 xI P^^Ikm .:.x.I Alor I ..I.e e. wm i. e nN lI lk.rc.I.xx, '11 L 4 MD DIAL N.b 4AVERN.-mm �wfm Ctl,Y vVwny.Ykbb.Mv III ia��am md,illb Tl.. —� •tl.. M Y . Y J..yId 0 Y iY, i • w. .d..r�a.. R.e wDe.... 1 AAIN- r .,.I .apA1: e, OO1Od A. r,... soc's, + i 61MW ML6 DRE a _ Dne... VIA CIO I --_— _ •. _6Mc N6TFun uaCOm Awllx ... .. ._...'•e. NIL _.. .- LL All .. OAO, III � IMN5 aa, LY 1993 ae.e cAmreR DM SHEAR ENGINEERING CORPORATION TITLE ]CASTER GRADING, DRAINAGE 8 EROSION CONTROL PLAN PR0 m Xo. s ELI No. W 1 1 NN_— Feld Boo4_ CM1ttLM e.W.S. ODELL INVESTMENTS LLC 4635 SO. COLLEGE AVE. SUITE 12, FOU COLLNS, COLDRADO U525 ODELL BREWING COMPANY EXPANSION 1485-01-95 a` osryem _ sooh I' 30' B.W.S. PHONE: (970) 226-5334 (970) 226—"St FAR: (9)0 362-0311 FORT COLLINS, COLORADO