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HomeMy WebLinkAboutDrainage Reports - 03/14/2008City of Ft. CollinsApproved Plans Approved By Date Poudre Valley Hospital Second Filing Parking Structure Drainage Report Letter Stantec 1 1 1 1 1 1 1 0 I Poudre Valley Hospital Second Filing Parking Structure Drainage Report Letter Prepared for: Poudre Valley Hospital Prepared by: Stantec Consulting, Inc. 209 South Meldrum Fort Collins, Colorado. 80521 (970)482-5922 qwu Stantec F .1 1 Stantec ConsuRing Inc. 209 South Meldrum Street Fort Collins CO 80521-2603 Tel: (970) 482-5922 Fax: (970) 482-6368 Stantec.CORI Stantec February 20, 2008 City of Fort Collins Storm Water Utility 700 Wood Street Fort Collins CO 80521 \ \ Drainage Report Letter for the Parking Structure at the PVHS Lemay Campus Attention: Stormwater Drainage Utility Staff Dear Sir: The purpose of this letter is three fold. One to provide the calculations that show minimal rise due to the downstream drainage system when the improvements to the Lemay Campus are undetained, Two to provide the drainage and water quality calculations for the proposed porous landscape detention trench and Three to show that detention for the parking structure has been adequately provided. ' Downstream Drainage Analysis ' The purpose of this section is to describe the method and results of an analysis of the impacts to storm water discharge associated with the proposed plan to increase the impervious area at several locations near the intersection of Garfield Street and South Lemay Avenue, as ' illustrated in Figure 1 (this includes the parking structure as well as other, proposed improvements). Approach The project area is located entirely within Basin 222 of the Spring Creek Basin following the conventions employed within the Spring Creek Basin Master Drainage Plan. To assess tincreases in the impervious area within this basin the following actions were taken: 1) Compute increased impervious area (Figure 1). ' 2) Obtain existing SWMM model from City of Fort Collins. ' 3) Compute change in basin percent impervious parameter based on area obtained in Step 1. 11 Stantec February 20, 2008 ' Page 2 of 6 4) Modify SWMM input data file and re -run the model. Compare computed discharge estimates between the two cases (Baseline and Modified) for all downstream conveyance elements. ' 5) To better define hydraulic impacts within each downstream conveyance element, an open channel flow calculator was used to quantify impacts to flow depth and top width. ' SWMM Model Results [1 k 1 0 Based on the increased impervious area illustrated in Figure 1, it was determined that the % imperviousness for the basin (Basin 222) would increase from the Baseline value of 53% to 54%. The resulting SWMM estimated peak discharges for the basin and the three downstream conveyance links (422,522, and 524) are summarized in the following tables for the 2-year, 10- year, and 100-year events. 2-Year Event Scenario Conveyance Element/Type Peak (cfs) Stage (ft) Time hr/min Baseline 422:4 48.0 .6 0 40. 522:4 124.0 .7 0 48. 524:4 145.2 .8 0 49. Modified 422:4 48.9 .6 0 40. 522:4 - 124.7 .7 0 48- 524:4 146.0 .8 0 49. Difference 422:4 0.9 1.9% 0 0 522:4 0.7 0.6% 0 0 524:4 0.8 0.6% 0 0 10-Year Event Scenario Conveyance Element/T a Peak (cfs) Stage (ft) Time hr/min Baseline 422:4 96.7 .8 0 40. 522:4 293.1 .9 0 47. 524:4 343.9 1.1 0 48. Modified 422:4 98.3 1 .8 522:4 294.4 .9 0 47 524:4 345.2 1.1 0 48. Stantec February 20, 2008 ' Page 3 of 6 1 10-Year Event Difference 422:4 1.6 1.7% 0 0 522:4 1.3 0.4% 0 0 524:4 1.3 0.4% 0 0 100-Year Event Scenario Conveyance Element/T a peak (cfs) Stage (ft) Time hr/min Baseline 422:4 265.7 1.1 0 38 522:4 894.9 1.3 0 43 524:4 1046.1 1.7 0 43 Modified 422:4 269.6 1.1 0 38 522:4 897.9 1.3 0 43 524:4 1049.4 1.7 0 43 Difference 422:4 3.9 1.5% 0 0 522:4 3.0 0.3% 0 0 524:4 3.3 0.3% 0 0 ' These results show that the anticipated peak runoff increases due to the proposed small increase in impervious area within Basin 222 are not expected to be large. The increases range from a little under 1 cfs in the 2-year event to approximately 3 to 4 cfs during the 100-year ' event. In terms of a percent increase in peak runoff, the results range from under 2% in Conveyance Element 422 to around than 0.5% in Conveyance Elements 522 and 524. Hydraulic Analysis To better define the hydraulic impacts on the street section the flow increases for each case ' were examined using Haestad open channel flow calculator. A typical street section was developed based on a measured 62-foot curb -to -curb width with a 2% crown slope. Extending beyond the curb, the section was assumed to rise at a 2% slope as illustrated in the following ' table and figure. Cross -Section x y Comment ' 0 5.5 2% slope 250 0.5 2% slope 250 0 6-inch curb ' 281 0.62 CL Lemay 312 0 6-inch curb 312 0.5 2% slope ' 562 5.5 2% slope Stantec February 20, 2008 Page 4 of 6 Typical Lemay Street Cross -Section To be consistent with the SWMM model the following additional hydraulic parameters were used. Conveyance Element Invert Slope ft./ft. Manning N Street Manning N I Overbank 422 0.0040 0.016 0.035 522 0.0170 0.016 0.035 524 0.0060 0.016 0.035 Using the open channel calculator in Haestad Method's FlowMaster the following resulting channel depths and top widths were computed. 2-Year Event Conveyance Channel Scenario Discharge Depth Flow Wetted Top Width Element Slope (cfs) (ft) Area (ft') Perimeter (ft) ( (ft) 422 0.004 Baseline 48.00 0.64 21.60 77.99 76.97 Modified 48.90 0.65 22.00 78.45 77.44 Difference 0.90 0.01 0.40 0.46 0.47 522 0.017 Baseline 124.00 0.70 26.20 84.01 82.99 Modified 124.70 0.70 26.30 84.17 83.15 Difference 0.70 0.00 0.10 0.16 0.16 524 0.006 Baseline 145.20 0.92 47.10 107.30 106.28 Modified 146.00 0.92 47.30 107.52 106.50 Difference 0.80 0.00 0.20 0.22 0.22 Stantec February 20, 2008 Page 5 of 6 10-Year Event Conveyance Channel Scenario Discharge Depth Flow Wetted Perimeter TopWidth Element Slope (cfs) (ft) Area (ft') (ft) (ft) 422 0.004 Baseline 96.70 0.84 39.40 99.43 98.41 Modified 98.30 0.85 40.00 100.03 99.01 Difference 1.60 0.01 0.60 0.60 0.60 522 0.017 Baseline 293.10 0.99 55.10 114.99 113.97 Modified 294.40 0.99 55.30 115.19 114.17 Difference 1.30 0.00 0.20 0.20 0.20 524 0.006 Baseline 343.90 1.14 72.50 130.12 129.10 Modified 345.20 1.14 72.50 130.12 129.10 Difference 1.30 0.00 0.00 0.00 0.00 100-Year Event Conveyance Channel Scenario Discharge Depth Flow Wetted Perimeter TopWidth Element Slope (cfs) (ft) Area (ft') (ft) (ft) 422 0.004 Baseline 265.70 1.14 72.50 130.12 129.10 Modified __ 269.60 _1.14 . 72.50 130.12- - 12U0- Difference 3.90 0.00 0.00 0.00 0.00 522 0.017 Baseline 894.90 1.34 101.00 151.64 150.61 Modified 897.90 1.34 101.30 151.83 150.80 Difference 3.00 0.00 0.30 0.19 0.19 524 0.006 Baseline 1046.10 1.78 177.10 197.88 196.84 Modified 1049.40 1.78 177.60 198.13 197.09 Difference 3.30 0.00 0.50 0.25 0.25 These results indicate that the change in impervious area within Basin 222 result in very minor hydraulic differences. Flow depth changes range from zero to 0.01 feet. Expected flow top width increases are typically much less than a foot. In general, the low level of hydrologic and hydraulic impacts associated with the proposed modifications to Basin 222 suggests that no significant impacts to the existing conditions can be expected. As discussed in the Spring Creek Master Drainage Plan, these results demonstrate that it is reasonable to exempt the proposed development from any detention storage or other requirements. ' Stantec February 20, 2008 ' Page 6 of 6 ' Since the basin is already highly developed, and the potential for adversely impacting flooding conditions along Spring Creek may be limited in the case of some developments, it may be acceptable to exempt certain infill developments. from the identified detention requirement if several conditions can be met: (a) the proposed ' developmentcan be shown through rigorous engineering analysis and modeling that 100-year flows along Spring Creek would not increase; and (b) the 100-year release rate from the development site and all upstream tributary areas can be conveyed to Spring ' Creek' without adversely impacting existing structures, property and infrastructure. (Anderson Consulting Engineers, Inc., Spring Creek Basin Master Drainage Plan, 2003; pg X-18) Best Management Practices for Detention and Water Quality Detention and water quality will be provided for the proposed development in the form of a porous landscape detention trench as recommended in Urban Drainage and Flood Control District's Urban Storm Drainaqe Criteria Manual Volume 3. This is in the form of a pervious ' absorbent trench approximately 3 to 5 feet deep with a perforated pipe in the bottom to drain the trench. The trench is located along the entire perimeter of the parking structure in order to provide treatment for all of the additional roof area. Runoff will surface drain to the trench from ' the building. The trench will convey flows into the existing storm sewer inlet located in the north flowline of Garfield Street. Detention will be provided in the void space of this trench per discussions with the City of Fort Collins. The total added impervious area is determined to be approximately 10,000 square feet and is considered to be one drainage basin for the ' calculations. The total required detention volume is 2100 cubic feet and the volume provided by the proposed trench is approximately 2174 cubic feet. Calculations for this proposed trench can be found in Appendix C. In conclusion, this project shows a minimal impact to the downstream drainage as a result of this site. In addition, the improvements provide storm water detention and a water quality feature to improve the condition of the site runoff, resulting in a site that either meets or exceeds the previous conditions. Sincerely, 1 STA EC CONSULTING INC. ' Anthony Willkomm, P.E. Project Manager Tel: (970) 482-5922 ' Fax: (970) 482-6368 Anthony.willkomm@stantec.com = = m = = = = m = m m = = m m = = = = iL 1 �J 1 1 11 1 1 i 1 APPENDIX A SWMM MODEL INPUT/OUTPUT 1 i 1 1 1 D i 1 1 1 1 SC2MP.out SC2MP_Mod.out SC10MP.out SC102MP Mod.out SC100MP.out SC100MP_Mod.out 1 1 1 1 1 1 1 INDEX Spring Creek 2-year, Baseline Spring Creek 2-year, Modified Spring Creek 10-year, Baseline Spring Creek 10-year, Modified Spring Creek 100-year, Baseline Spring Creek 100-year, Modified I I I I oo_ z� °n z c n � m m W m h to El z F N zo � o Fto W w W H h O R: U W rl .I > N h w w z. Z04 a a w o , ^ O O U m ti F U n h O h z H O ry e E+ a FF U H o o El yro 9 W P w z O o u ash z W HH E. a H u ElW a w N w o rw Ci H N N >� w W w H a a zo o w o o z ra > z h O a z o M m N N O N U a H w W Cl N + E. H [n W E. H H H O z £ z W H z W H N W Vl a a w a a ppCC P w ry o ' a a o E. 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' Start Station End Station Mannings Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 ' Natural Channel Points Station Elevation (it) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files1haestad1fmw\1emay.fm2 Sear -Brown Group FlowMaster v7.0 (7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 422, 2-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.004000 ft/ft Discharge 48.90 cfs Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.018 Water Surface Elevation 0.65 ft Elevation Range 0.00 to 5.50 Flow Area 22.0 ft2 Wetted Perimeter 78.45 ft Top Width 77.44 ft Actual Depth, 0.65 it Critical Elevation 0.58 ft Critical Slope 0.007640 ft/ft Velocity _ Velocity Head-------------- 2.23 ft/s - -- - 0.08 ft---- Specific Energy 0.72 ft Froude Number 0.74 ' Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 l L i Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051 ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755.1666 Page 2 Worksheet ' Worksheet for Irregular Channel t Project Description Conveyance Element 522, 2-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.017000 Wit Discharge 124.00 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method [1 Results Mammngs Coefficient 0.019 Water Surface Elevation 0.70 ft Elevation Range 0.00 to 5.50 Flow Area 26.2 ftz Wetted Perimeter 84.01 ft . Top Width 82.99 it Actual Depth 0.70 it Critical Elevation 0.80 ft Critical Slope 0.007244 ft/ft Velocity 4.73 f /s Velocity Head__ — ---- -_- Specific Energy 1.05 it Froude Number 1.49 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (it) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 ' Worksheet ' Worksheet for Irregular Channel Project Description Conveyance Element 522, 2-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.017000 ft/ft Discharge 124.70 cis 1 Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.019 Water Surface Elevation 0.70 ft Elevation Range 0.00 to 5.50 ' Flow Area 26.3 ft2 Wetted Perimeter 84.17 ft Top Width 83.15 It Actual Depth 0.70 ft Critical Elevation 0.81 ft Critical Slope 0.007254 ft/ft Velocity . 4.74 ft/s _ Velocity Head_ ___ _ _ _ _ 0,35_ft______ Specific Energy 1.05 ft Froude Number 1.48 ' Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) ' 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 ' 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 4 Worksheet Worksheet for Irregular Channel Project Description Conveyance Element 524, 2-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.006000 ft/ft Discharge 145.20 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Hesuits Mannings Coefficient 0.022 Water Surface Elevation 0.92 ft Elevation Range 0.00 to 5.50. Flow Area 47.1 ftz Wetted Perimeter 107.30 ft Top Width 106.28 It Actual Depth 0.92 ft Critical Elevation 0.85 It Critical Slope 0.009266 ft/ft Velocity 3.08 ft/s Velocity Head 0.15_ ft_ Specific Energy 1.07 ft Froude Number 0.82 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (tt) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.017.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 5 ' Worksheet ' Worksheet for Irregular Channel Project Description Conveyance Element 524, 2-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.006000 ft/ft Discharge 146.00 cis ' Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method 1 Results Mannings Coefficient 0.022 Water Surface Elevation 0.92 it ' Elevation Range 0.00 to 5.50 Flow Area 47.3 ft2 Wetted Perimeter 107.52 ft Top Width 106.50 ft Actual Depth 0.92 ft Critical Elevation 0.85 ft Critical Slope 0.009278 ft/ft Velocity , 3.09 Ws Velocity Head -- --------_--0.15 ft— -- -- ------ — ---- --- ---- Specific Energy 1.07 ft Froude Number 0.82 ' Flow Type Subcritical Roughness Segments ' Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 ' 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 6 ' Worksheet Worksheet for Irregular Channel ' Project Description Conveyance Element 422, 10-Year, Baseline Worksheet Irregular Channel -1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.004000 ft/ft Discharge 96.70 cfs ' Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Il I I Results Mannings Coefficient 0.021 Water Surface Elevation 0.84 it Elevation Range 0.00 to 5.50 Flow Area 39.4 ft2 Wetted Perimeter 99.43 It Top Width 98.41 It Actual Depth 0.84 ft Critical Elevation 0.74 it Critical Slope 0.009097 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 It Specific Energy 0.94 It Froude Number 0.68 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 c:\program Project Engineer: Alicia Forward files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 7 ' Project Description Worksheet Flow Element Method Solve For Worksheet Worksheet for Irregular Channel Conveyance Element 422, 10-Year, Modified Irregular Channel - 1 Irregular Channel Manning's Formula Channel Depth Input Data Channel Slope 0.004000 ft/ft Discharge 98.30 cfs Options Current Roughness Method Improved Loner's Method Open Channel Weighting Method Improved Loner's Method ' Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.021 Water Surface Elevation 0.85 It Elevation Range 0.00 to 5.50 ' Flow Area 40.0 ft2 Wetted Perimeter 100.03 ft Top Width 99.01 ft Actual Depth 0.85 ft Critical Elevation 0.74 ft Critical Slope 0.009134 ft/ft Velocity Velocity Head_— ----- 2.46 Ws -- - _ _ 0.09- ft--..-- -- ---- Specific Energy 0.94 ft Froude Number 0.68 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 ' ' 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 8 ' Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 522, 10-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.017000 ft/ft Discharge 293.10 cfs Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method I 11 I A Results Mannings Coefficient 0.022 Water Surface Elevation 0.99 It Elevation Range 0.00 to 5.50 Flow Area 55.1 ft2 Wetted Perimeter 114.99 It Top Width 113.97 ft Actual Depth 0.99 It Critical Elevation 1.11 ft Critical Slope 0.008942 ft/ft Velocity 5.32 Ws VelocityHead 0.44 ft-__ Specific Energy 1.43 It Froude Number 1.35 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 9 Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 522,10-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.017000 ft/ft Discharge 294.40 cfs ' Option Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results ' Mannings Coefficient 0.022 Water Surface Elevation 0.99 ft Elevation Range 0.00 to 5.50 Flow Area 55.3 ft2 Wetted Perimeter 115.19 ft Top Width 114.17 ft Actual Depth 0.99 ft Critical Elevation 1.12 ft Critical Slope 0.008951 ft/ft Velocity VelocityHead_ 5.32 ft/s 0.44 It Specific Energy 1.43 It Froude Number 1.35 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient / 0+00 2+50 0.035 2+50 3+12 0.016 ' 3+12 5+62 0.035 11 1 1 I Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 (7.0005] 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 10 Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 524, 10-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.006000 ft/ft Discharge 343.90 cfs Options Current Roughness Method Improved Loner's Method Open Channel Weighting Method Improved Loner's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.016 Water Surface Elevation 1.14 ft Elevation Range 0.00 to 5.50 Flow Area 72.5 ftz Wetted Perimeter 130.12 ft Top Width 129.10 ft Actual Depth 1.14 ft ' Critical Elevation 1.19 It Critical Slope 0.004497 ft/ft �- -- Velocity --Velocity Head-- ---- -- 4.74 f /s - -- - 0.35 it-- -- - -- - - - - - - --- - Specific Energy 1.49 it Froude Number 1.12 ' Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 I Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 11 ' Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 524,10-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula ' Solve For Channel Depth Input Data ' Channel Slope 0.006000 ft/ft Discharge 345.20 cfs ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Loner's Method ' Closed Channel Weighting Method Horton's Method Results ' Mannings Coefficient 0.016 Water Surface Elevation 1.14 It Elevation Range 0.00 to 5.50 Flow Area 72.5 ftz Wetted Perimeter 130.12 ft Top Width 129.10 It Actual Depth 1.14 It ' Critical Elevation 1.19 It Critical Slope 0.004495 fUft Velocity Velocity Head_ ._ --_-- 4.76 ft/s 0.35 It — --1.49 --- Specific Energy ft ^— Froude Number 1.12 ' Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 ' 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) ' 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005) ' 11/16/2006 4:47 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 12 Worksheet ' Worksheet for Irregular Channel Project Description Conveyance Element 422, 100-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula ' Solve For Channel Depth Input Data Channel Slope 0.004000 ft/ft Discharge 265.70 cfs ' Options Current Roughness Method Improved Loner's Method ' Open Channel Weighting Method Improved Loner's Method Closed Channel Weighting Method Horton's Method ' Results Mannings Coefficient 0.016 Water Surface Elevation 1.14 ft Elevation Range 0.00 to 5.50 t Flow Area 72.5 ftz Wetted Perimeter 130.12 It Top Width 129.10 It Actual Depth 1.14 ft ' Critical Elevation 1.07 It Critical Slope 0.004669 ft/ft Velocity _ Velocity Head 3.66 ft/s 0.21_ft_____ Specific Energy 1.34 It Froude Number 0.86 ' Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 ' 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) ' 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 ' 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program tiles\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0[7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 13 Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 422, 100-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.004000 ft/ft Discharge 269.60 cis ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.016 Water Surface Elevation 1.14 ft Elevation Range Flow Area 0,00 to 5.50 72.5 ftz Wetted Perimeter 130.12 ft Top Width 129.10 ft Actual Depth 1.14 ft Critical Elevation 1.08 ft Critical Slope 0.004656 ft/ft Velocity 3.72 Ws _ Velocity Head _ 0.21 ft_________ Specific Energy 1.35 ft Froude Number 0.87 Flow Type Subcritical Roughness Segments Start End Mannings ' Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 ' Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 ' 2+50 0.50 2+50 0.00 ' 2+81 3+12 0.62 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 i7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755.1666 Page 14 Worksheet Worksheet for Irregular Channel ' Project Description Conveyance Element 522, 100-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.017000 Wit Discharge 894.90 cis ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method ' Results Mannings Coefficient 0.017 Water Surface Elevation 1.34 ft Elevation Range 0.00 to 5.50 Flow Area 101.0 ft2 Wetted Perimeter 151.64 it Top Width 150.61 it Actual Depth 1.34 ft ' Critical Elevation 1.73 ft Critical Slope 0.004267 Wit Velocity Velocity Head___ 8.86 Ws _ _ _ _ _ 1.22_ft __ _.. _.. __ --- Spa cific Energy 2.56 ft Froude Number 1.91 Flow Type Supercritical ' Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (it) ' 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 ' 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 15 Worksheet ' Worksheet for Irregular Channel ' Project Description Conveyance Element 522, 1 00-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.017000 ft/ft Discharge 897.90 cfs ' Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Loner's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.017 Water Surface Elevation 1.34 ft Elevation Range 0.00 to 5.50 Flow Area 101.3 ftz Wetted Perimeter 151.83 ft Top Width 150.80 ft ' Actual Depth 1.34 ft Critical Elevation 1.74 ft Critical Slope 0.004268 ft/ft Velocity 8.86 ft/s __ __ _____ Velociry_Head_ __ _ .-_ 1.22 ft- Specific Energy 2.56 ft Froude Number 1.91 ' Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+50 0.035 ' 2+50 3+12 0.016 3+12 5+62 0.035 ' Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 ' 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 . Page 16 ' Worksheet Worksheet for Irregular Channel ' Project Description Conveyance Element 524, 100-Year, Baseline Worksheet Irregular Channel - 1 Flow Element Irregular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.006000 ft/ft Discharge 1,046.10 cfs ' Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method ' Results Mannings Coefficient 0.018 Water Surface Elevation 1.78 ft Elevation Range 0.00 to 5.50 ' Flow Area 177.1 ft2 Wetted Perimeter 197.88 ft Top Width 196.84 ft ' Actual Depth 1.78 It Critical Elevation 1.85 ft Critical Slope 0.004915 if/ft Velocity 5.91 fits -Velocity Head-.----...---.---.-_ __--- ------.0.54-ft— -- -_- Specific Energy 2.32 It Froude Number 1.10 ' Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 3+12 5+62 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 3+12 0.00 3+12 0.50 5+62 5.00 Project Engineer: Alicia Forward c:\program files\haestad\fmw\lemay.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005] ' 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 17 _, Worksheet ' Worksheet for Irregular Channel Project Description Conveyance Element 524, 100-Year, Modified Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.006000 ft/ft Discharge 1,049.40 cfs ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method ' Results Mannings Coefficient 0.018 Water Surface Elevation 1.78 ft Elevation Range 0.00 to 5.50 ' Flow Area 177.6 ftz Wetted Perimeter 198.13 ft Top Width 197.09 ft ' Actual Depth 1.78 ft Critical Elevation 1.85 ft Critical Slope 0.004916 ft/ft Velocity 5.91 ft/s Velocity_ Head____ ___ —___ —_ -_-- 0.54 ft-- --- --- Specific Energy 2.32 ft Froude Number 1.10 ' Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station Coefficient 0+00 2+50 0.035 2+50 3+12 0.016 ' 3+12 5+62 0.035 Natural Channel ' Points Station Elevation (ft) (ft) 0+00 5.50 2+50 0.50 2+50 0.00 2+81 0.62 ' 3+12 0.00 3+12 0.50 5+62 5,00 Project Engineer: Alicia Forward ' c:\program files\1aestad1fmw\lemayJm2 Sear -Brown Group FlowMaster v7.0 [7.00051 11/16/2006 4:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203.755-1666 Page 18 I 1 1 1 1 1 1 APPENDIX C WATER QUALITY: POROUS LANDSCAPE DETENTION DESIGN 1 1 1 1 1 i 1 i 1 ROW ii 3' POROUS LANDSCAPE TRENCH 5 , IPARK= STRUCTURE 1ST FLOOR F.F. - 4971.00 SAND jjr DEPTH 2 3 SAND.- 1PEAl)- KlIx- ORAMA.AR SUBBASE USE JAL THAT MEEM 7HE FOLLOYM (2,r DEPTH WASHED ROCK 11 - ADS U.& STD. SEVE ii - ar OWAIER) PO TO FO; D-46U - GRAB SIRDIM X 100 LBS; D-4401 - PERMMrAW X 1.8/SEQ WRAP 70 TOP OF IC PERFORMED SAND/PEAT BASE AND PICLM ON 70P OF ORAKLAR SDRM KC PPE SUBBASE • REFER TO SHEET C-185 FOR DIMENSIONS TYPICAL POROUS LANDSCAPE DETENTION CROSS SECTION N.T.S. • I EDGE OF 3' WIDE POROUS LANDSCAPE TRENCH I (SEE SECTION A) Li I SEE SIDEWALK TRANSITION SEE UTIUTY PLAN DETAIL THIS SHEET I FOR DESIGN DETAIL SHEET C-185 FOR SIDEWALK TRANSITION I �I I 1- F MEI \\]y - (r-��c-�_�'6�i T__c9-7_ •rc--1�I-�r —1 ..�` ti'� > lTI m ,-L'�• , �%I 'I^o12 ,1E/PT 011, ffI L I -2 lI .E LIMITS STREET CUT \`...� -� %% I ('� WOE 8.0' ) \�\I I il" 0E SIDEWALK f J w2,m I t I L�I� GATED ENTRANCE TO BE I USED FOR EMERGENCY ONLY. _ ,. _ _,._ 99 20% L• L;,I IA I L_ REFER TO ARCHITECTURAL % ' - I I PLANS FOR FINAL CONFIGURATION ... _ •-,_„ _ I { 'Z ., i bROPoseo i ROW E/P if % ..., ... , Y: EDGE OF 3' WIDE POROUS 11^ r i•"'.':^"' LANOSGPE TRENCH\ I F , I I E R MP IL • Ft. . it 199x 1 4 I I M it 54x SHEETAC-501 TA & P' I! II -I ..., ��\\'��\`�\\�i\R •.CAS '... i., �� (I,.I_ I .. I If 0.5 ! I, I toy.. _•-....M. '_.._.. - " \ ,II r/ 1 j i LIMIT GRADING .._._-. I 1"'--•' .. If ( GB OB L..i LIMITS IF .__......... ,Sl,y-.�. I YIl I �_ 12 EET CUT MPROVEMENTS 1 i I I I n �\ \ r 20% r <_ PROPOSED FLOWt1NE I I I J E� )I '� I _�I�__...,.-.-._-..- Y •. ,T\��I r'',' 1 •+ i %%% • I ! ' f rZ 21% 2.0% i ♦ 4'1 \ .. bra - r ; I. \j PROPOSED r CURB k GUTTER UTTER SIEE DETAIL SHEET C-501�AII�V 7X0�J y\A i . �.. PROPOSED c-170 '.•�,I'. 4!I9rIIIv ' I PARKING STRUCTURE ; FF=4970.75 r ;- •, ._..._._... - l� I i kOl r ... \ :ti.. .. ' I I ONLY //. {MIN B I ELI C-170i �i. I o%. �._..,..,..... "'�-\ \ n, axLfx s -{I \; 'I IPROPOSED 6.0• Z \ NODE SIDEWALK } LLI L t uu/ . Row 1 0: EDGE GAP WI 3' DE POROUS # 0 I-z'c I ' `— F LANDSCAPE TRENCH N t p Go (SEE DETAIL THIS SHEET) O PROPOSE D (if 47 „ r II 2% 1 lox 9 RIDGE El ... .. 1 •.••. I ..,_ ...., i 3) 13Ui EXISTING EDGE OF 3' WAD POROJ$ I I. I fL\l\1\S\1 It+ r I ROW t LANDSCA RE MEN M�9yg I4—_.._-_�.. ) 444 { 7 1 PROPOSED REMAIN TREE TO (' WIDE SIDEWAL \1' r RENAIN -PROTECT '�!^ „ Y g IN PLACE (SEE PLANS-{ 4d% 20x I OTHERS ) i % I • I I � I � 1 FL pT 7p I �•> '-, 9'M . '• i -.. 796E EXISTING ROW # 2 _ oI__ _ ar o� a E 5 i'. ..� ..... _ f �} .. .._ TOSTO 5 i 7 �IW . 68. 21 .. :. ._ PATCH REMOVED SIDEWALK j 6865 68 s 81528 .. ; CHASE AREA WITH I BOS 805 F ] ' .. ... LIMIT OF CRA0wG o CONCRETE TO MATCH PROPOSED PAD 6857 i 696 6. �11i 2 FOR TRANSFORMER 9 ,. IMPROVEMENT$ EXISTING HOLLYWOOD CURB o AND RETAINING WALL. 4-6' STEPS (SEE ARCHITECTS B 3 D PROPOSED 8,0' WIDE SIDEWALK (SEE LANDSCAPING PLANS ! m (4. O'EXiSTING ATTACHED WALK DRAWING FOR GET L) $ . 4.O'PROPOSCD ADDITION) ; GARFIELD STREET an �.. x� Y... ice. 'se 1 .' c _ .__ D - ••. . 3' EXISTING 70.77 SIDEWALK ME ! + + 70 39 5' TRANSITION LENGTH ME FROM 6' VERTICAL CURB Ial I TO EXISTING HOLLYWOOD I CURB. MATCH FLOWUNE � ALIGNMENTS AUGNNENT I , Rt4'i �I „ l II i ROBERTSON SIDEWALK TRANSMON DETAIL SCALE: 1'-5' NOTE: NON-STANDARD CURB AND GUTTER SHALL ONLY BE USED IN THE 5TRANSITION LENGTH ALONG R08ERSTON STREET. ALL OTHER CURB AND GUTTER SHOULD BE CONSTRUCTED PER LCUASS STANDARDS. v i NOTES 1) SUBORAIN TO BE PRIVATELY MAINTAINED BY POUDRE VALLEY HEALTH SYSTEM. 2) 'LIMITS OF STREET CUT' ARE APPROXIMATE. FINAL UMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS 3) THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 4) SEE SHEET C-190 FOR PEDESTRIAN OVERPASS DETAIL FOR DEMOLITION AND SITE IMPROVEMENTS, 5) FLOWLINE ELEVATIONS ALONG ROADWAY ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY EXISTING FLOWLINE ELEVATIONS AND RECONSIUCT NEW CURB AND GUTTER TO MATCH EXISTING ELEVATIONS. CONSTRUCT ASPHALT PATCH AND ENSURE CROSS SLOPE DRAINAGE TO THE PROPOSED CURB h GUTTER FLOWUNE. 6) TRANSFORMER TO BE PLACED ON A LEVEL PAD WITH RETAINING WALL BARRIER AS SHOWN ON THIS SHEET. CONTRACTOR TO VERIFY RETAINING WALL AND PAD DO NOT OVERLAP TRENCH. CONTACT STANTEC WITH ANY CONFLICTS. LEGEND 70 PROPOSED INDEX CONTOUR ]t PROPOSED INTERMEDIATE CONTOUR ------- PROPOSED LOT LINE LIMITS OF GRADING IMPROVEMENTS 060% PROPOSED SLOPE x 70.00 PROPOSED SPOT ELEVATION ME MATCH EXISTING FL FLOWLINE E/P EXISTINGIPROPOSED GB GRADE BREAK TOS TOP OF STEP BOS BOTTOM OF STEP - ---- EXISTING FLOWLINE •4't e>- --- EXISTING GROUND CONTOUR --- EXISTING ROW LINE E- -- EXISTING UNDERGROUND ELECTRIC LINE J EXISTING ELECTRICAL BOX r L•I EXISTING TRAFFIC LIGHT L EXISTING POWER POLE EXISTING FIRE HYDRANT 5 EXISTING WATER VALVE �-_ EXISTING EVERGREEN TREE EXISTING DECIDUOUS TREE PNIx-c zTRucToxE ,j EXISTING DECIDUOUS SHRUB iw rUcce EA. - M10.16 _�- SAtp CALL UTILITY NOTIFICATION WME6 tTdMl CENTER OF COLORADO 1.800-922-1987 _ I�Io r:T.Swarvu*rx �l 4 cALLxwanEee oAn xADRNCE eIvoRE.auon cRADE.oRwuNAIE - (rC PER. / I" FOR I...RaarwcaRaxo-wo k...cHH1. 1n n PEAT) RoaE CIA. COM ECM.W CRAMKM ..m USE A GOO1GNL 11.11DIAL ..T Ann ME FR1gIMG (I� SEEN vA9rtD ROUT ASry REGRRDKNTS D-4761 - AM O.5 SID. 9E5E II - Jr PurtFER) m Ta FAO. `A`32 - CA" STRCRI A 100 IBi D-.wI - RERMTTmTr A I,E/scc rAR TO Iv Or e PENrfAARD SARD/KA, em ARO :NCLuce PI TOP, w pIAMMR SERNS PK RARE weeASC SECTION A -TYPICA( TRENCH DRAIN KM • REFER TO SHEET C-185 FOR DIMENSIONS EXISTING ASPHALT Y SLOPE VARIES y CBNFDPN TO .... EXISTING AOPE PROPOSED Y ASPHALT PATCH J \ (SEE NOTE F5) PROPOSED VERTICAL \` CURB Y WITTER (SEE DETAIL 701 SHEET C-501) eSECTION Q - ROAD F IN TAI -ROBERTSON STREET CRACK City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED. City Engineer Dale CHECKED B Water h Weetevater Utility Date CHECKED BY: StOr Ywater Utility Date CHECKED BY: Park, h Retraction Date CHECKED BY. Traffic Engineer Cate CHECKED BY: Oat@ THESE PLANS HAVE BEEN REMC'MED BY THE LOCAL ENTITY FOR CONCEPT ONLY THE REVIEW DOES NOT IMPLY RESPONSIBIUTY BY THE REVIEWING DEPARTMENT, THE LOCAL ENTITY ENGINEER. OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE. THE REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE REAL OUANTTIES REQUIRED. THE REVIEW 'HALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHO'NN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. H Y y H = to K x x� W W 0 Z a� CL 7 > COO U 2' a: Z Z O a. 0 5d U 0 EL C a. IL LL Perim -Seal P.eLn R.,e 187010241 Fd. Rom.. IazA1� I]DIs D ,DOD 01.05I6 Li- rIYG, -a, YYVV,EO OFawng No. C-170 Renswn S61KR 0 6 DI 11 �� �, Stu cc�-�,t✓ Stantec 1 ' Nn11~ �3t�Av TRt 5 ►TLC 15 mo STr y lM Q6Qvluv3 IN 1T"S 6xt-sn Krr,3 cvv .jo,nur-11 U"-WU` Tno e�* a TR �YtTI� H'3 C�Iv� It7>OED Impo"ou3 /9Y2.cW x. /D, (lzro �'l2 ' D. Z3 RGR6S 1 a, cm e,;= D, ZS IZy, 2 v rK�n✓ �►4ssun� 7%, lD M/N. 1 f�= v, Z3 R�'D 1 �u7 1 RAN c-�-1 Sra�.,�y, t✓ P�v r� � t. p-c3 u= Fr. I .1 I 1 Tb7PO— \Jouume = s`i 35. 54 ft3 vuiu SpftC6= IbX ' DETENTION POND SIZING BY FAA METHOD Developed by ' Civil engineering Dept., University of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado Storm: 100-yr POND A BASIN NUMBERS: 1 AREAS (Acres): 0.23 ' TOTAL: 0.23 BASIN AREA 0.23 AC Other (cfs): 0 (Total "other' inflow to this pond) RUNOFF COEFFICIENT 1.00 RETURN PERIOD 100 YR INTENSITY (IN/HR) DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.4 7.15 5.4 4.35 3.6 3.05 2.7 2.14 1.8 1.6 1.35 1.1 ALLOW RELEASE RATE 0.13 CFS Reduction Factor 1.00 Max Vol = 0.04137 acre-feet Adjusted Release Rate 0.13 CFS 1802 cubic feet --- RAIN DURATIO RAINFALL INTENSITY INFLOW OUTFLOW VOL ---- VOL REO'D --. .STORAGE-- min inch/hr AC -FT AC -FT AC -FT 0 0.00 0.00 0.00 0.00 5 9.40 0.01 0.00 0.01 10 7.15 0.02 0.00 0.02 ' 15 6.28 0.03 0.00 0.03 20 5.40 0.03 0.00 0.03 25 4.88 0.04 0.00 0.03 30 4.35 0.04 0.01 0.04 35 3.98 0.04 0.01 0.04 40 3.60 0.05 0.01 0.04 45 3.33 0.05 0.01 0.04 50 3.05 0.05 0.01 0.04 55 2.88 0.05 0.01 0.04 60 2.70 0.05 0.01 0.04 70 2.42 0.05 0.01 0.04 80 2.14 0.05 0.01 0.04 90 1.97 0.06 0.02 0.04 100 1.80 0.06 0.02 0.04 110 1.70 0.06 0.02 0.04 120 1.60 0.06 0.02 0.04 130 1.46 0.06 0.02 0.04 140 1.43 0.06 0.03 0.04 150 1.35 0.06 0.03 0.04 160 1.21 0.06 0.03 0.03 170 1.18 0.06 0.03 0.03 180 1.10 0.06 0.03 0.03 I k Design Procedure Form: Porous Landscape Detention (PLD) ' Designer: Ryan Meisel Company: Stantec Consulting Date: June 27,2007 Project: PVH Lemay Campus - Parking Structure \ Location: 1. Basin Storage Volume ( 1. = 100% if all paved and roofed areas u/s of PLD) 1. = 85.00 % A) Tributary Area's Imperviousness Ratio (i = 1./ 100 ) i = 0.85 :. B) Contributing Watershed Area Including the PLD (Area) Area = 67,047 square feet C) Water Quality Capture Volume (WQCV) WQCV = 0.29 . watershed inches (WOCV=0.8•(0.91 •11_1,19. 12+0.78'I)) D) Design Volume: VoIPLD = (WQCV / 12) • Area Vol = 1,618 cubic feet 2. PLD Surface Area (APED) and Average Depth (dam,) APLD = 2,718 square feet (from 1618.42 square feet to 3236.83 square feet) (dm: = (Vol / APLD), Min=0.5', Max=1.0') dw = "_ - 0,66 ." feet 3. Draining of PLD (Check A, or B, or C, answer D) - Infiltration to Subgrade with Permeable Based on answers to 3A through 3D, check the appropriate method Membrane: 3(C) checked and 3(E) = no A) Check box if subgrade is heavy or expansive clay X Underdrain with Impermeable B) Check box if subgrade is silty or clayey sand q Liner: 3(A) checked or 3(E) = yes C) Check box if subgrade is well -draining soil Underdrain with Non -Woven Geotextile Fabric: D) Check box if underdrains are not desirable or 3(B) checked and 3(E) = no if underdrains are not feasible at this site. 16-Mil. Impermeable Membrane with No Underdrain: E) Does tributary catchment contain land uses that may have 3(D) checked - Evapotranspiration only petroleum products, greases, or other chemicals present, such as gas station, yes Other: 1 snnoo hardware store, restaurant, etc.? L 1 X J 4. Sand/Peat Mix and Gravel Subbase (See Figure PLD-1) A) Heavy or Expansive Clay (NRCS Group D Soils) Present; / X 18" Minimum Depth Sand -Peat Mix with 8" Gravel Layer. 16-Mil. Perforated HOPE Underdrain Used. Impermeable Liner and a 3" to 4" Perforated HOPE Underdrain. B) Silty or Clayey Sand (NRCS Group C Soils) Present; Perforated HOPE Underdrain Used. 18" Minimum Depth Sand -Peat Mix with 8" Gravel Layer and a 3" to 4" Perforated HOPE Underdrain w/ Non -Woven Pemeable Membrane. C) No Potential For Contamination And Well -Draining 18" Minimum Depth Sand -Peat Mix with Non -Woven (NRCS Group A or B Soils) Are Present; Underdrains Elliminated. Pemeable Membrane and No Underdrain (Direct Infiltration). D) Underdrains Are Not Desirable Or Are Not Feasible At This Site. 18" Minimum Depth Sand -Peat Mix with An Additional 18" Minimum Layer Sand -Peat Mix or Sand-Class'A' Compost Bottom Layer (Total Sand -Peat Depth of 36"). 16-Mil. Impermeable Liner Used. E) Other. Other: Notes: 1 PLD Spreadsheet.xls, PLD 6/27/2007, 10:53 AM r r 1 NO_ - L ftftY C4rnPu-5-P StanWc o. Ys fiUuR-65 6A VJQ C / = o.Ts( 6.9 ► C0.bs)3-l.1960.95 '"+ O-VO•SS)S - O. Z9 ikC'At5 Zv. 30 i7p 4, Div Crlai1Cw,a� �a)(gZ2.Z�� Designed by: Checked by: ' DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES 0.50 I I I 6-hr drain time a = 0.7 0.45 12-hr drain time a = 0.8 24-hr drain time a = 0.9 5ctended Detention Basin 0.40 40-hr drain time a =1.0 40-hour Drain Time ' 0.35 Constructed Wetland Basin 24-hour Drain Time m 0.30 WQCV=aY0.g1i3-l.lgi2+0.78i) � 0.25 0 0.20 3° 0.15 Retention Pond, Porous Pavement 0.10 Detention and Porous Landscape Detention 0.05 12-hour Drain Time 0.00 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (1=I g1100) Figure_PLD-2—Water Quality Capture.Volume.(WQCV), 80`h.Percentile Runoff Event_ wacv= 0.9(0.011(/)3-Irf°ICf)2+ =O.`i ' 10-2005 S-63 Urban Drainage and Flood Control District STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) Optional 10 or 100 Year Detention48" Irrigated Turf Grass, ' Oryland Grasses, and Slotted Curb WOCVother Plantings Water PAVEMENT / 6" min, 12" max —� IN FLOW -SUrfal:e —average depth Sand/Peat layeer V-Shaped Concrete to 3 As7M casSand . Rundown Peat. mix or' ' See Section A -A .m , , say Loam,(es% sandy 16mil Impermeable ' Liner if on expansive or Type D soils, otherwise use geotextile liner 3 to 4-in dia w/ 60 to 80 Perforated Pipe openings/inch Underdrain connected to be Inlet(may' eliminated elimid if underlaying sails are sandy)' 1 1 1 i 1 All side slopes at 3:1 or flatter unless vertical wall is used. Wrap all geotextile fabrics up to top of soil. Attach firmly to walls or trench sides. inlet `- 8" Gravel Layer *• _ — (COOT STEC 703, AASHTO Optional 10 or #67 or #4 Coarse 100-year Aggregate) Detention Control Orifice Nonwoven Geotextile Fabric ASTM D4751- AOS U.S. STD. Sieve #40 to #60 ASTM D4632-MIN. Grab Strength 120lbs * When the underlying soils are NRCS Type D or expansive soils, or wher landu uses pose a potential for groundwater contamination, use impermeable liner under and on sides of basin. �* (1) When Type A or B soils (i.e., well draining) are present under the PLO and infiltration is allowed, eliminate the 8" gravel layer and the underdrain. (2) When Type D soils are present or when infiltration is not allowed and underdrains are not feasible, replace the 8" gravel layer with 18" layer of sand -peat mix (or, sand and Class A compost mix), eliminate underddrain and underline with impermeable membrane. Figure PLD-1 — Porous Landscape Detention — Typical Sections S-62 10-2005 Urban Drainage and Flood Control District 11 '1 n 1 I I 11 EROSION CONTROL COST ESTIMATE Project ;a, ARCM, PVH LEMAY PARKING STRUCTURE + a ,. }N " 187010241 Date. r 1%7IM CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 2.14 ac $723 $1,547.22 Subtotal $1,547 Contingency 50% $774 Total $2,321 Notes: 1. A<=5 ac=$6551ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Control 2 ea $1,000 $2,000 6 Wattle 2 ea $300 $600 8 Silt Fence Barrier 962 LF $3 $2,886 Subtotal $5,486 Contingency 50% $2,743 Total $8,229 Total Security $3,229 IV:\52870flactive\187010241\report\Parking Structure\Erosion_Control_Calcs_2008_01_07.xls