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HomeMy WebLinkAboutREPORT Final Drainage, Erosion, Water Quality Della Terra 3501 Fall River Rd 2007-09Final Drainage, Erosion Control and Water Quality Report for Della Terra Mountain Chateau (3501 Fall River Road) Estes Park, Colorado Prepared for: Della Terra LLC Pam and Darell Amelang 3501 Fall River Road Estes Park, Colorado 80517 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 2303-01-07 Date: September 2007 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com I hereby state that this report for the preliminary drainage, erosion control and water quality design for "Della Terra Mountain Chateau" was prepared under my direct supervision for the owners thereof and meets or exceeds the criteria in the criteria in the Larimer County Stor nwater ► : ign Standards. Brian . Shear Registered Professiona ngineer State of Colorado No: 20262 SA,F1E().•"e � 20262 m: ��. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com ‘11111'11,„,p TABLE OF CONTENTS Title Page Engineer's Statement Vicinity Map Table of Contents I. INTRODUCTION 1 II. GENERAL LOCATION AND DESCRIPTION 1 A. Property Location 1 B. Description of Property 1 C. Irrigation Ditches 2 III. DRAINAGE BASINS AND SUB -BASINS 2 A. Major Basin Description 2 B. Sub -Basin Description 2 C. Historic Conditions 2 D. Developed Conditions 3 IV. DRAINAGE DESIGN CRITERIA 3 A. Regulations 3 B. Development Criteria Reference and Constraints 3 C. Hydrologic Criteria 3 D. Hydraulic Criteria 4 V. DRAINAGE FACILITY DESIGN 4 A. General Concept 4 B. Specific Details — Runoff 4 C. Specific Details - Open Channels 4 D. Specific Detail — Culverts 5 VI. WATER QUALITY 5 A. General Concept 5 VII. EROSION CONTROL 6 A. General Concept 6 VIII. CONCLUSIONS 6 A. Compliance with Standards 6 B. Drainage Concept 7 IX. REFERENCES 7 APPENDIX I Runoff Water Quality Culverts Channels APPENDIX II Table RO-3, Recommended Percentage Imperviousness Values, USDCM. Table RA-3 of the Larimer County Stormwater Design Standards APPENDIX III Existing Drainage Plan (1"=50') Grading, Drainage, Erosion/Sediment Control Plan (1"=50') Master Drainage/Offsite Page 1 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado . INTRODUCTION This report presents the pertinent data, methods, assumptions, and references used in analyzing and preparing the preliminary drainage and erosion control design for the Della Terra Mountain Chateau. II. GENERAL LOCATION AND DESCRIPTION A. Property Location 1. The Della Terra Mountain Chateau site is situated in the South one-half of the Northwest '/a Section 16, Township 5 North, Range 73 West of the 6th P.M., Town of Estes Park, County of Larimer, State of Colorado. 2. The Della Terra Mountain Chateau site is bounded on the north and west by Rocky Mountain National Park, on the south by Fall River Road (US Highway 34) and on the east by private property. a. The Gateway grocery store and Ice Cream Shoppe is south of Fall River Road across from the Della Terra Mountain Chateau site. 3. Refer to the vicinity map located near the beginning of this report. B. Description of Property 1. The site consists of 12.726 acres. The site currently functions primarily as a campground. There are existing gravel drives to camping sites that have defined gravel areas. Refer to "Existing Drainage Plan" included with this report. The existing camping use will be discontinued with the re- development of this site. There are seven (7) existing small cabins and an existing coffee shop. These uses will remain. 2. The proposed development consists primarily of a new two-story, 14 room bed and breakfast facility with lower level staff quarters. Additional parking spaces will be included for wedding and reception activities. 3. All existing accesses will continue to be used in their current locations. The existing gravel drives will be improved with paving. Side road swales will be improved for better stormwater runoff conveyance and capacity. 4. The majority of the property slopes toward the south within a 2%-10% grade range. Most of the site currently consists of existing natural mountain grasses, trees and shrubs. Page 2 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado 5. The site is zoned A -Accommodation. C. Irrigation Ditches There are no known major irrigation ditches on or within 100 feet of this property. III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The site is located in the Big Thompson River Basin. a. The site is not within any designated floodplain according to FIRM maps. B. Sub -Basin Description Sub -basins are defined on the Drainage, Erosion Control and Water Quality Plan included with this report. Runoff from the site is directed to Fall River. Fall River runoff enters the Big Thompson River west of Lake Estes. C. Historic Conditions 1. Runoff from the western portion of the site is conveyed to the Fall River Road side road swale to an existing 12" CMP culvert that directs runoff south under Fall River Road. Little to no increased runoff occurs in this area due to re -development of this site. Refer to the Existing Drainage Plan included with this report. 2. The eastern portion of the site conveys runoff to an existing well defined drainageway located near the extreme southeast corner of the site. That runoff continues south to Fall River Road to an existing 12" CMP culvert that crosses under Fall River Road and conveys runoff in a southeasterly direction. Refer to the Existing Drainage Plan included with this report. Page 3 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado D. Developed Conditions 1. Runoff from the less -developed western portion of the site is conveyed to the Fall River Road side road swale to an existing 12" CMP culvert that directs runoff south under Fall River Road. Little to no increased runoff occurs in this area due to re -development of this site. Refer to the Existing Drainage Plan included with this report. 2. The more developed eastern portion of the site will continue to convey runoff to an existing well defined drainageway located near the extreme southeast corner of the site. That runoff continues south to Fall River Road to an existing 12" CMP culvert that crosses under Fall River Road and conveys runoff in a southeasterly direction. Refer to the Existing Drainage Plan included with this report. IV. DRAINAGE DESIGN CRITERIA A. Regulations 1. The Larimer County Stormwater Design Standards (LCSDS) manual (Adopted June 20, 2005) is being used for drainage design guidance. B. Development Criteria Reference and Constraints 1. Generally, any additional development within the site will not redefine grades along the property boundaries. C. Hydrologic Criteria 1. Rational Method — The Urban Storm Drainage and Flood Control District software UD-Rational v.1.02a was used to calculate peak flows for the 10- year and 100-year storm events. This software uses the local 1-hour rainfall depth and a regression equation developed by the District to calculate rainfall intensities as a function of the time of concentration. 2. Percentage imperviousness values were taken from Table RO-3, Recommended Percentage Imperviousness Values, USDCM (See Appendix II). Hydrologic soil type "D55 was used in the calculations for a conservative estimation. Page 4 Final Drainage, Erosion Control and Water Quality Report Delia Terra Mountain Chateau — Estes Park, Colorado 3. The site lies within hydrologic area III of Larimer County. One hour precipitation values were computed using 6hr and 24hr isopluvial data from Figures RA-6, RA-9, RA-12, RA-15 and computed using UD-Rainzone v1.01a which uses the same methodology found in section 1.4 of the LCSDS. a. The one -hour 10 yr storm was computed to be 1.38". b. The one -hour 100 yr storm was computed to be 2.13". D. Hydraulic Criteria 1. Drainage open channel capacity calculations were computed using a Manning's n value of 0.41 to reflect the channels cut into the existing rocky soil and were completed using Haestad's FlowMaster software. 2. Culverts were analyzed for capacity and roadway overtopping using HDS-5 methodology and Haestad's CulvertMaster software. V. DRAINAGE FACILITY DESIGN A. General Concept 1. The system is designed to safely convey site developed condition storm flows primarily through swales and culverts in a manner similar to historic conditions. Paving of the existing gravel drive and parking areas will increase peak flows slightly. B. Specific Details — Runoff 1. Onsite runoff was calculated using the Rational Method for the sizing of swales and culverts. Please see the Runoff calculations and summary of flows in Appendix I. C. Specific Details - Open Channels 1. Open channels (side road sales) will be provided on the uphill side of all access drives. The average depth of the side road swale will be approximately two feet (2') deep. 2:1 maximum side slopes are specified due to the mountain application and the limited available area for improving the existing gravel drives with a 20' wide paved section. Page 5 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado 2. The channel leading to design point D2 has capacity to accommodate the 100-year event routed to that point. A conservative controlling section of this channel was analyzed for capacity. This section has a longitudinal slope of 2.48% and the resultant 100-year flow depth is 1.86'. Please see the hydraulic calculations in the Channel section of Appendix I. D. Specific Detail — Culverts 1. Design points D la through D 1 f all have 15" CMP culverts shown for proposed construction. Basins B 1 a through Blf, and the time of concentration to design point D 1 f, were used to compute conservative peak 10-year and 100-year flowrates at design point Dlf. These D1f flowrates were used for the runoff values in each culvert analysis to conservatively prove that a 15" CMP application at each location will function adequately. 2. A constant road elevation of 2.50 feet above each culvert entrance invert was used to conduct overtopping analysis at each culvert. Each culvert performs in the 10-year event without overtopping. Each culvert overtops less than 6" in the 100-year event. 3. Due to the very minimal increase in runoff from the existing to proposed condition at design points D3a and D4a, the existing 8" culverts will not be improved. 4. The proposed culvert located northwest of design point Dla simply replaces the existing 8" culvert at that location due to the road widening and conveys minimal flow. 5. Please see the culvert calculations in Appendix I. VI. WATER QUALITY A. General Concept Side road swales will be provided with permanent rock dikes and a small water quality pond will be located near the east end of the main east -west access. 2. A small 40-hour extended detention basin at design point D2 with a water quality orifice structure attached to the existing 8" CMP, will treat 0.0208 ac-ft of first -flush runoff. Page 6 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado VII. EROSION CONTROL A. General Concept 1. Construction BMP's will minimize the amount of sediment being transported from the site during construction. a. Erosion control BMP's will minimize the amount of sediment being transported from the site during and after construction. b. Erosion control will incorporate rock dikes in all drainage swales and culvert entrances to reduce the amount of sediment from being washed down the drainage swales and culverts. c. Silt fence will run along the downstream border of all site construction activities. 2. Permanent BMP's will minimize the amount of sediment being transported from the site during the life of the facility and will consist of: a. Riprap pads placed at all culvert and storm sewer outlets. b. Timely re -vegetation or pavement of all areas disturbed by construction activities. VIII. CONCLUSIONS A. Compliance with Standards The grading and drainage design for the Della Terra Mountain Chateau will comply with the requirements of the Larimer County Stormwater Design Standards. 2. Erosion control measures conform to the requirements of the Town of Estes Park and generally accepted erosion control procedures referenced in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. 3. Water quality control measures will generally conform to the design criteria outlined in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado. Page 7 Final Drainage, Erosion Control and Water Quality Report Della Terra Mountain Chateau — Estes Park, Colorado B. Drainage Concept 1. The drainage design will be adequate to safely convey onsite and offsite flows through the development by a system of swales, culverts and sheet flow. 2. Please see the hydrology table in the runoff section of Appendix I for a comparison of hydrologic parameters between the existing and proposed conditions. IX. REFERENCES 1. Larimer County Stormwater Design Standards, Adopted June 20, 2005. 2. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado. 3. Urban Stoini Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado. 4. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado. A'PE Runoff Water Quality Culverts Channels Runoff Design Point Basin(s) Basin Hydrology Parameters Della Terra Mountain Chateau Hydrology Summary Proposed Condition Area (acre) % Imp. C10 C1oo Q10 (cfs) Q100 (cfs) D1f B1a,B1b,B1c,B1d,B1e,B1f,OS-1 7.15 6.35 0.28 0.52 6.8 19.1 D2 B1a,B1b,B1c,B1d,B1e,B1f,B2,OS-1,OS-3 17.79 6.08 0.28 0.52 15.8 44.8 D3a B3a,OS-2,OS-5 29.04 4.49 0.28 0.52 20.6 59.6 D3b B3b 0.20 47.06 0.44 0.60 0.4 0.9 D3c B3c 12.16 12.76 0.31 0.54 17.9 47.2 D4a B4a 1.04 38.34 0.41 0.58 1.9 4.0 D4b B4b 1.75 32,22 0.39 0.57 3.0 6.8 D5 B5,0S-4 129.16 0.15 0.25 0.50 66.2 204.0 Design Point Basin(s) Existing Condition Area (acre) % Imp. C10 C100 Q10 (cfs) Q1oo (cfs) D1f B1a,B1b,B1c,B1d,B1e,B1f,OS-1 7.15 3.44 0.28 0.51 6.8 18.7 D2 B1a,B1b,B1c,B1d,B1e,B1f,B2,OS-1,OS-3 17.79 3.44 0.27 0.51 15.0 43.9 D3a B3a,OS-2 29.04 3.62 0.27 0.51 20.3 59.3 D3b B3b 0.20 18.71 0.44 0.55 0.4 0.8 D3c B3c 12.18 10.08 0.30 0.53 17.2 46.7 D4a B4a 1.04 16.27 0.33 0.55 1.4 3.7 D4b B4b 1.75 13.96 0.30 0.53 2.3 2.5 D5 B5,OS-4 129.16 0.08 0.25 0.50 66.1 203.9 On Site Runoff Coefficients Basin(s) Bia B1b B1c B1d B1e B1f B2 B3a B3b B3c B4a B4b B5 Proposed Existing Proposed Existing Proposed Existing Area (acre) % Imp. % Imp. C10 C10 C100 C100 0.10 25.27 11.43 0.36 0.31 0.56 0.53 0.26 22.61 13.79 0.35 0.32 0.56 0.54 0.36 32.54 14.55 0.39 0.32 0.57 0.54 0.11 5.00 5.00 0.28 0.28 0.52 0.52 0.15 56.08 25.84 0.49 0.37 0.62 0.56 0.52 32.02 19.90 0.39 0.34 0.57 0.55 2.04 30.76 17.94 0.38 0.34 0.57 0.55 6.31 20.64 16.65 0.35 0.33 0.55 0.55 0.20 47.06 18.71 0.44 0.34 0.60 0.55 0.47 52.50 36.92 0.47 0.41 0.61 0.58 1.04 39.28 16.27 0.41 0.33 0.58 0.55 0.71 23.24 10.54 0.36 0.30 0.56 0.53 1.25 15.45 8.45 0.33 0.30 0.54 0.53 Site 13.5 25.9 16.5 0.37 0.33 0.66 0.66 Basin(s) WQ Pond Imperviousness Area (acre) % Imp. B1a B1b B1 c B1d B1e B1f B2 0.1 0.3 0.4 0.4 0.1 0.5 2.0 25.3 22.6 32.5 5.0 56.1 32.0 30.8 3.8 29.0 IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1: South Platte, Republican, Arkansas, and Cimarron River Basins Project: Della Terra Mountain Chateau Enter the elevation at the center of the watershed: Elev = 8,300 (input) 1. Rainfall Depth -Duration -Frequency Table Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III in rightmost blue columns Return Period Rainfall Depth in Inches at Time Duration 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output 0.25 output 0.38 output 0.48 output 0.67 output 0.85 output 1.00 output 1.12 input 1.30 input 1.90 2-yr 5-yr 0.34 0.53 0.67 0.92 1.17 0.77 0.47 10-yr 0.40 0.62 0.79 1.09 1.38 1.59 1.75 2.00 2.90 25-yr 0.48 0.74 0.94 1.30 1.65 1.08 0.66 50-yr 0.55 0.85 1.08 1.50 1.90 1.25 0.76 100-yr 0.62 0.96 1.21 1.68 2.13 2.43 2.65 3.00 4.40 Note: Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity -Duration -Frequency Table Return Period Rainfall Intensity in Inches Per Hour at Time Duration 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output 2.95 output 2.29 output 1.93 output 1.34 output 0.85 output 0.50 output 0.37 output 0.22 output 0.08 2-yr 5-yr 4.07 3.16 2.66 1.85 1.17 0.38 0.16 0.00 0.00 10-yr 4.80 3.72 3.14 2.18 1.38 0.80 0.58 0.33 0.12 25-yr 5.73 4.44 3.75 2.60 1.65 0.54 0.22 0.00 0.00 50-yr 6.60 5.12 4.32 2.99 1.90 0.62 0.25 0.00 0.00 100-yr 7.42 5.75 4.86 3.37 2.13 1.21 0.88 0.50 0.18 Della Terra- UD-RainZone v1.01a.xls, Z-1 9/11/2007, 2:25 PM 2.50 2.00 0.50 0.00 One -Hour Rainfall Depth Design Chart 2.13♦ 1.65 1.90 • 1.17 1.38 ♦ 0.85 • 2-yr 5-yr 10-yr 25-yr Return Period 50-yr 100-yr Della Terra- UD-RainZone v1.01a.xls, Z-1 9/11/2007, 2:25 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1a Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction Catchm eat Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 0.14 pavement 0.02 100.00 1.90 landscape 0.07 5.00 0.36 sum: 0.10 Sum: 2.40 Area -Weighted Runoff Coefficient (sum CAlsum A) = 25.27 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B1a-UD-Rational v1.02a, Weighted C 09/11/2007, 01:11 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1b Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.01 40.00 0.35 pavement 0.04 100.00 4.40 landscape 0.20 5,00 1.01 Sum: 0.26 Sum: Area -Weighted Runoff Coefficient (sum CA/sum A) = 5.76 22.61 LEGEND: Flow Direction 4 Catchment Boundary *See sheet "Design Info" for inperviousness-based runoff coefficient values. B1b-UD-Rational v1.02a, Weighted C 09/11/2007, 01:11 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1c Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction catchment Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input 90.00 output 10.44 roof 0.12 gravel 0.00 40.00 0.00 pavement 0.00 100.00 0.00 landscape 0.24 5,00 1.21 Sum: 0.36 Sum: 11.65 Area -Weighted Runoff Coefficient (sum CA/sum A) = 32.54 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B1c-UD-Rational v1.02a, Weighted C 09/11/2007, 01:12 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |O: Delia Terra Mountain Chateau B1d Illustration |m$mmwnu: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product |D eome Coeff. & C* CA input input input output roof 0.00 00.00 0.00 gravel 0.00 40.00 0.00 pavement 0.00 100.00 0.00 landscape 0.11 5.00 0.56 Sum: Sum: Area -Weighted Runoff Coefficient (sum CA/sum A)= 5.00 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1 e Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction Catchment Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.02 90.00 2.07 gravel 0.00 40.00 0.00 pavement 0.06 100.00 5.90 landscape 0.07 5.00 0.33 Sum: 0.15 Sum: 8.30 Area•Weighted Runoff Coefficient (sum CA/sum A) = 56.08 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B1e-UD-Rational v1.02a, Weighted C 09/11/2007, 01:12 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1f Illustration Instructions: For each catchment subarea, enter values for A and C. GvD: Flow Direction Cat elm exit Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.08 90.00 6.93 gravel 0.00 40.00 0.17 pavement 0.08 100.00 7.80 landscape 0.36 5.00 1.81 Sum: 0.52 Sum: 16.71 Area -Weighted Runoff Coefficient (sum CA/sum A) = 32.02 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B1f-UD-Rational v1.02a, Weighted C 09/11/2007, 01:13 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B2 Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction 4 Catchment Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.05 90.00 4.59 gravel 0.02 40.00 0.77, pavement 0.50 100.00 50.00 landscape 1.47 5.00 7.34 Sum: 2.04 Sum: 62.70 Area -Weighted Runoff Coefficient (sum CAlsum A) = 30.76 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B2-UD-Rational v1.02a, Weighted C 09/11/2007, 01:13 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B3a Illustration Instructions: For each catchment subarea, enter values for A and C. GE ND: Flow Direction Cat chin ent Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.20 90.00 17.91 gravel 0.98 40.00 39.33 pavement 0.50 100,00 49.92 landscape 4,63 5.00 23.16 Sum: 6.31 Sum: 130.32 Area -Weighted Runoff Coefficient (sum CA/sum A) = 20.64 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B3a-UD-Rational v1.02a, Weighted C 09/11/2007, 01:14 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B3b Illustration Instructions: For each catchment subarea, enter values for A and C. GEND: Flow Direction Catcsim ent Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 = 0.00 pavement 0.09 100.00 8.90 landscape 0.11 5.00 0.56 Sum: 0.20 Sum: 9.46 Area -Weighted Runoff Coefficient (sum CA/sum A) = 47.06 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B3b-UD-Rational v1.02a, Weighted C 09/11/2007, 01:14 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B3c Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 0.00 pavement 0.24 100.00 23,60 landscape 0.24 5.00 1.18 Sum: 0.47 sum: 24.78 Area -Weighted Runoff Coefficient (sum CAlsum A) = 52.50 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B3c-UD-Rational v1.02a, Weighted C 09/11/2007, 01:15 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau D4a Illustration Instructions: For each catchment subarea, enter values for A and C. LECD : Flow Direction 4 Catcbm ent Eoundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.03 40.00 1.13 pavement 0.37 100.00 36.60 landscape 0.65 5.00 3.24 Sum: 1.04 Sum: 40.97 Area -Weighted Runoff Coefficient (sum CA/sum A) = 39.28 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B4a-UD-Rational v1.02a, Weighted C 09/11/2007, 01:15 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B4b Illustration Instructions: For each catchment subarea, enter values for A and C, Flow Direction 4 Catcbm eat Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 0.00 pavement 0.14 100.00 13.63 landscape 0.57 5.00 2.87 Sum: 0.71 Sum: 16.50 Area -Weighted Runoff Coefficient (sum CAlsum A) = 23.24 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B4b-UD-Rational v1.02a, Weighted C 09/11/2007, 01:15 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B5 Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: : Flow Direction cater cot Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 0.00 pavement 0.14 100.00 13.70 landscape 1.11 5.00 5.55 Sum: 1.25 Sum: 19.25 Area -Weighted Runoff Coefficient (sum CA/sum A) = 15.45 *See sheet "Design Info" for inperviousness-based runoff coefficient values. B5-UD-Rational v1.02a, Weighted C 09/11/2007, 01:16 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |D: Delia Terra Mountain Chateau B1a Illustration Instructions: For each catchment subarea, enter values for Aand C. Subarea Area Runoff Product |D ocnm Coeff. A C° CA input input input output roof 0.O0 80.00 0.00 gravel 0.02 40.00 0.70 pavement 0.00 100.00 0.00 landscape 0.08 5.00 0.39 Sum: OjO Sum: Area -Weighted Runoff Coefficient (sum CA/sum /)= 11.43 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-Bla-UD-Rational v1.02a, Weighted C 091182007 0110PN1 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |D: Delia Terra Mountain Chateau B1b Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flmwoixection CRrchnenr anmommry Subarea Area Runoff Product |D ecoe Coeff. A C* CA input input input output O.00 roof 0.00 80.00 gnma| 0.00 40.00 2.56 pavement 0.00 100.00 0.00 landscape 0.19 5.00 0.95 Sum: 0.26 Area -Weighted Runoff Coefficient (sum c^Isum/)= 13.79 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B1b-UO'RaUona|v1.02a.Weighted C 09/11/2007.0116PK8 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1c Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction Catdnuera Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.10 40.00 3.91 pavement 0.00 100.00 0,00 landscape 0.26 5.00 1.30 Sum: 0.36 Sum: 5.21 Area -Weighted Runoff Coefficient (sum CA/sum A) = 14.55 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B1c-UD-Rational v1.02a, Weighted C 09/11/2007, 01:17 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1d Illustration Instructions: For each catchment subarea, enter values for aand c. Subarea Area Runoff Product |O ncmm Cmeff. A C° CA input input input output roof 0.00 90.00 0.00 gravel 0.00 40.00 0.00 pavement 0.00 100.00 0.00 landscape 0.11 5.00 0.56 Sum: 0.11 Area -Weighted Runoff Coefficient (sum CA/sum »)= 0.56 5.00 uE*n», Flow Direction catchment oommdaw/ *See sheet "Design Info" for inperviousness-based runoff coefficient values. Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |D: Delia Terra Mountain Chateau B10 Illustration Instructions: For each catchment subarea, enter values for anuC. Subarea Area Runoff Product |0 acres Coeff. & C^ CA input input input output roof 0.00 90.00 0.00 gravel 0.09 40.00 3.53 pavement 0.00 100.00 0.00 Sum: 0.15 Sum: 3.82 Area -Weighted Runoff Coefficient (sum CA/sum /)= 25.84 *See sheet "Design Info" for |npervkouenemo-bemedrunoff coefficient values. Ex-B1e-UD-RaUona|v1.O2a.Weighted C OQ/ 1%D}O7.O1:17PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Della Terra Mountain Chateau B1f Illustration Instructions: For each catchment subarea, enter values for A and C. LEGEND: Flow Direction Catchment Boundary Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output roof 0.00 90.00 0,00 gravel 0.22 40.00 8.89 pavement 0.00 100.00 0.00 landscape 0.30 5.00 1.50 Su 0.52 Sum: 10.39 Area -Weighted Runoff Coefficient (sum CA/sum A) = 19.90 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B1f-UD-Rationalv1.02a, Weighted C 09/11/2007, 01:17 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |D: Delia Terra Mountain Chateau B2 Illustration Instructions: For each catchment subarea, enter values for xand C. Subarea Area Runoff Product |D acres Coeff. A C^ CA input input input output roof 0.01 90,00 0.92 gravel 0.73 40.00 29.15 pavement 0.00 100.00 0.00 landscape 1.30 5.00 8.50 Sum: 2.04 Sum: 36.56 Area -Weighted Runoff Coefficient (sum CA/sum x)= 17.94 'See sheet "Design Info" for inperviousness-based runoff coefficient values. ExB2'UD'Rebong|vi.O2a.Weighted C OQ/ 1/20O7.0118pM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment U0: Delia Terra Mountain Chateau Illustration Instructions: For each catchment subarea, enter values for Aand c Subarea Area Runoff Product |D acres Cooff. A C° CA input input input output roof 0.20 90.00 17.91 gravel 0.91 40.00 36.30 pavement 0.26 100.00 26.20 landscape 4.94 5.00 24.72 Sum: 6.31 Sum: 106.14 Area -Weighted Runoff Coefficient (sum CA/sum A)= 16.65 *See sheet "Design Info" for |nparv|ousneas-basodrunoff coefficient values. Ex83a-UD-Rational v1.O2o.Weighted C 09d1/2007 0118PyN Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |O: Delia Terra Mountain Chateau Illustration Instructions: For each catchment subarea, enter values for Aand C. Subarea Area Runoff Product |D acres Cpeff. A C° CA input input input output roof 0.00 90.00 0.00 gravel 0.08 40.00 3.15 pavement 0.00 100.00 0.00 landscape 0.12 5.00 0.61 Sum: 0.20 Sum: Area -Weighted Runoff Coefficient (sum CA/sum /)= LEGEND: Flow Direcdo:n catchment omomuowy *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B3b-UD-Nodonu|v1.U2a.Weighted C OA/ 1/20O7.Oi:iAPK4 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |O: Delia Terra Mountain Chateau Illustration Instructions: For each catchment subarea, enter values for Aand c. Subarea Area Runoff Product |O acres Coeff. A C° CA input input input output roof 0.00 90.00 0,00 gravel 0.10 40.00 4.08 pavement 0.12 100.00 12.10 landscape 0.25 5.00 1.25 Sum: 0.47 Sum: 17.42 Area -Weighted Runoff Coefficient (sum CA/sum /0= 36.92 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex'B3oUD'ReUona|v1.O2e.Weighted C OQ/ 1/2OO7.0i:iQPk4 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |O: Delia Terra Mountain Chateau Na Illustration Instructions: For each catchment subarea, enter values for xand C. Subarea Area Runoff Product |D acres Coeff. A C° CA input input input output roof 0.00 90.00 0.00 gravel 0.34 40.00 13.43 pavement 0.00 100.00 0.00 landscape 0.71 5.00 3.54 Sum: Sum: Area -Weighted Runoff Coefficient (sum CA/sum /)= 18.27 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B4a-UO-Kationa|v1.O2o.Weighted C OQ/ i/2OO7'011QPyW Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |Q: Della Terra Mountain Chateau Illustration Instructions: For each catchment subarea, enter values for aand C. Subarea Area Runoff Product |D acres Cmeff. A C* CA input input input output roof 0.00 90.00 0.00 gravel 0.11 40.00 4.47 pavement 0.00 100.00 0.00 landscape 0.59 5.00 2.97 Sum: OJ'1 Sum: 7.44 Area -Weighted Runoff Coefficient (sum CA/sum /V= 10.54 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-B4b'UO-Rational v1.U2o.Weighted C OA/ 1/2O07 0119P[N Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment |D: Delia Terra Mountain Chateau BS Illustration Instructions: For each catchment subarea, enter values for xand C zEmsowD: Flow Direction opxchment Boundwy Subarea Area Runoff Product |O acres Cmeff. A C° C/\ input input 0.00 input 90.00 output 0.00 roof — gravel 0.12 40.00 4.91 pavement 0.00 100.00 0.00 landscape 1.12 5.00 5.62 Sum: 1.25 Sum: 10.53 Area -Weighted Runoff Coefficient (sum CA/sum A)= 0.45 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Ex-BS'UD-Rational v1.O2a Weighted OQ/ 1/2OO7 01:20PN1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Delia Terra Mountain Chateau I. Catchment Hydrologic Data Catchment ID = D1f-10yr Area = 7.15 Acres Percent Imperviousness = 6.35 % NRCS Soil Type = D A, B, C, or D D1f-10yr II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.28 Overide Runoff Coefficient, C 5-yr. Runoff Coefficient, C-5 = 0.19 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope s ft/ft input 0.2500 Length L 5 input 300 5-yr Runoff Coeff C-5 output 0.19 NRCS Convey- ance input N/A Flow Velocity V fps output 0.51 Flow Time Tf minutes output 9.84 1 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 157 5 Sum 1,637 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.33 inch/hr 2.78 inch/hr 3.33 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 0.62 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 13.16 19.09 13.16 6.77 cfs 5.66 cfs 6.77 cfs D1f-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:43 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau I. Catchment Hydrologic Data Catchment ID = D1f-100yr Area = 7.15 Acres Percent Imperviousness = 6.35 % NRCS Soil Type = D A, B, C, or D D1f-100yr II. Rainfall information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.52 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.19 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ftlft input 0.2500 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.19 NRCS Convey- ance input NIA Flow Velocity V fps output 0.51 Flow Time Tf minutes output 9.84 1 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 157 5 Sum 1,637 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.13 inch/hr 4.29 inch/hr 5.13 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 0.62 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 13.16 19.09 13.16 19.14 cfs 16.00 cfs 19.14 cfs D1f-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:43 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D2 I. Catchment Hydrologic Data Catchment ID = D2 Area = Percent Imperviousness = NRCS Soil Type = 17.79 Acres 6.08 % DA,B,C,orD II. Rainfall Information I (inch/hr) = G1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.28 0.19 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 Length ft input 300 5•yr Runoff Coeff C-5 output 0.19 NRCS Convey- ance input N/A Flow Velocity V fps output 0.51 Flow Time Tf minutes output 9.86 1 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 609 5 Sum 2,089 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.14 inch/hr 2.61 inch/hr 3.14 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 2.39 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14.95 21.61 14.95 15.82 cfs 13.13 cfs 15.82 cfs D2-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:43 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D2 I. Catchment Hydrologic Data Catchment ID = D2 Area = Percent Imperviousness = NRCS Soil Type = 17.79 Acres 6.08% D A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1* P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.52 0.19 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 Length L ft input 300 5-yr Runoff Coeff C-5 output 0,19 NRCS Convey- ance input N/A Flow velocity V fps output 0.51 Flow Time Tf minutes output 9.86 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 609 5 Sum 2,089 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = D2-100yr-UD-Rational v1.02a, Tc and PeakQ 4.84 inch/hr 4.02 inch/hr 4.84 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 2.39 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14.95 21.61 14.95 44.85 cfs 37.24 cfs 44.85 cfs 09/11/2007, 01:44 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3a I. Catchment Hydrologic Data Catchment ID = D3a Area = 29.04 Acres Percent Imperviousness = 4,49 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.28 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.18 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Q Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope Length S L ft/ft ft input input 0.0300 300 5-yr Runoff Coeff C-5 output 0.18 N RCS Convey- ance input N/A Flow Velocity V fps output 0.25 Flow Time Tf minutes output 20.04 1 0.0300 1,022 2 0.1303 844 3 4 5 Sum 2,166 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2,20 inch/hr 2.58 inch/hr 2.58 inch/hr 15.00 2.60 6,56 15.00 5.41 2.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.20 22.03 22.03 17.58 cfs 20.60 cfs 20.60 cfs D3a-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:44 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3a I. Catchment Hydrologic Data Catchment ID = D3a Area = 29.04 Acres Percent Imperviousness = 4.49 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = C1* P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.52 0.18 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 'kenning Flow Direction t Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0300 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.18 NRCS Convey- ance input N/A Flow Velocity V fps output 0.25 Flow Time Tf minutes output 20.04 1 0.0300 1,022 2 0.1303 844 3 4 5 Sum 2,166 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3,40 inch/hr 3,98 inch/hr 3,98 inch/hr 15.00 2.60 6.56 15.00 5,41 2.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.20 22.03 22.03 50.86 cfs 59.61 cfs 59,61 cfs D3a-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:44 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3b I. Catchment Hydrologic Data Catchment ID = D3b Area = 0.20 Acres Percent Imperviousness = 47.06 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.44 0.38 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Deenning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2600 Length L tt input 79 5-yr Runoff Coeff C-5 output 0.38 NRCS Convey- ance input N/A Flow Velocity V fps output 0.34 Flow Time Tf minutes output 3.93 1 0.1432 139 2 3 4 5 Sum 218 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.85 inch/hr 3.57 inch/hr 4.68 inch/hr 15.00 5.68 0.41 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 4.34 11.21 5.00 0.43 cfs 0.32 cfs 0.42 cfs D3b-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:44 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3b I. Catchment Hydrologic Data Catchment ID = D3b Area = 0,20 Acres Percent Imperviousness = 47,06 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr= 100 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 2,13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.60 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.38 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope s ft/ft input 0.2600 Length ft input 79 5-yr Runoff Coeff C-5 output 0.38 NRCS Convey- ance input N/A Flow Velocity V fps output 0.34 Flow Time Tf minutes output 3.93 1 0.1432 139 2 3 4 5 Sum 218 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 7.48 inch/hr Rainfall Intensity at Regional Tc, I = 5.50 inch/hr Rainfall Intensity at User -Defined Tc, I = 7.22 inch/hr 15.00 5.68 0.41 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = '4.34 11.21 5.00 0.90 cfs 0.66 cfs 0.87 cfs D3b-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:45 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3c I. Catchment Hydrologic Data Catchment ID = D3c Area = 29.52 Acres Percent Imperviousness = 5.25 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years C1 = 28.50 C2= 10,00 C3= 0.786 P1= 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C 0.31 0.22 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Q Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.3300 Length L ft input 10 5-yr Runoff Coeff C-5 output 0.22 NRCS Convey- ance input N/A Flow Velocity V fps output 0,11 Flow Time Tf minutes output 1.58 0.0600 167 2 3 4 5 Sum 177 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.46 inch/hr 3.60 inch/hr 4.68 inch/hr 15.00 3.67 0.76 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 2.33 10.98 5.00 50.73 cfs 33.41 cfs 43.49 cfs D3c-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:45 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3c I. Catchment Hydrologic Data Catchment ID = D3c Area = 29.52 Acres Percent Imperviousness = 5.25 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 I(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) PI= 2,13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.54 0.22 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.3300 Length ft input 10 5-yr Runoff Coeff C-5 output 0.22 NRCS Convey- ance input N/A Flow Velocity V fps output 0.11 Flow Time Tf minutes output 1.58 1 0.0600 167 2 3 4 5 Sum 177 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 8.43 inch/hr 5.55 inch/hr 7.22 inch/hr 15.00 3.67 0.76 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Qp = Peak Flowrate, Qp = 2.33 10.98 5.00 133.83 cfs 88.12 cfs 114.72 cfs D3c-100yr-UD-Rational v1,02a, Tc and PeakQ 09/11/2007, 01:45 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D4a I. Catchment Hydrologic Data Catchment ID = D4a Area = 1.04 Acres Percent Imperviousness = 38.34 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.41 0.34 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Big Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2200 Length ft input 175 5-yr Runoff Coeff C-5 output 0.34 NRCS Convey- ance input N/A Flow Velocity V fps output 0.45 Flow Time Tf minutes output 6.53 2 3 4 5 Sum 175 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.34 inch/hr 3.60 inch/hr 4.34 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.53 10.97 6.53 1.86 cfs 1.54 cfs 1.86 cfs D4a-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:45 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D4a I. Catchment Hydrologic Data Catchment ID = D4a Area = 1.04 Acres Percent Imperviousness = 38.34 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.58 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Begiroung Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2200 Length ft input 175 5-yr Runoff Coeff C-5 output 0.34 NRCS Convey- ance input N/A Flow Velocity V fps output 0.45 Flow Time Tf minutes output 6.53 1 2 3 4 5 Sum 175 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.69 inch/hr 5.55 inch/hr 6.69 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.53 10.97 6.53 4.05 cfs 3.36 cfs 4.05 cfs D4a-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:46 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D4b 1. Catchment Hydrologic Data Catchment ID = D4b Area = 1,75 Acres Percent Imperviousness = 32.22 % NRCS Soil Type = D A, B, C, or D IL Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr= 10 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.39 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.31 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Besjmruig Flow Direction Catchment Boundeay NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2068 Length L ft input 145 5-yr Runoff Coeff C-5 output 0.31 NRCS Convey- ance input N/A Flow Velocity V fps output 0.38 Flow Time Tf minutes output 6.29 1 2 3 4 5 Sum 145 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.39 inch/hr 3.62 inch/hr 4.39 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.29 10.81 6.29 2.99 cfs 2.46 cfs 2.99 cfs D4b-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:47 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D4b I. Catchment Hydrologic Data Catchment ID = D4b Area = 1.75 Acres Percent Imperviousness = 32.22 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0,786 P1= 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.57 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.31 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment B owtdary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2068 Length L ft input 145 5-yr Runoff Coeff C-5 output 0.31 NRCS Convey- ance input N/A Flow Velocity V fps output 0.38 Flow Time Tf minutes output 6.29 1 2 3 4 5 Sum 145 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.77 inch/hr 5.59 inch/hr 6.77 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.29 10.81 6.29 6.78 cfs 5.59 cfs 6.78 cfs D4b-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:48 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D5 I. Catchment Hydrologic Data Catchment ID = 05 Area = 129.16 Acres Percent Imperviousness = 0.15 % NRCS Soil Type = D A, B, C, or D For catchrds larger than 90 acres, CUHPhydrograph and routing are recommended. II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of 01) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. RunoffCoefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.25 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope ft/ft input 0.0267 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.15 NRCS Convey- ance Input N/A Flow Velocity V fps output 0.23 Flow Time Tf minutes output 21.47 0.0338 3,846 2 3 4 5 Sum 4,146 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.69 inch/hr 2.04 inch/hr 2.04 inch/hr 15,00 2.76 23.24 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.71 33,03 33.03 54.85 cfs 66.25 cfs 66.25 cfs D5-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:48 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D5 I. Catchment Hydrologic Data Catchment ID = D5 Area = 129.16 Acres Percent Imperviousness = 0.15 % NRCS Soil Type = D A, B, C, or D For catchments larger than 90 acres, GIMP hydrogra ph are routing are recommended, II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.50 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.15 Overide 5-yr. Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 B %inning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope ft/ft input 0.0267 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.15 NRCS Convey- ance input N/A Flow Velocity V fps output 0.23 Flow Time Tf minutes output 21.47 0.0338 2 3,846 3 4 5 Sum 4,146 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.61 inch/hr 3.16 inch/hr 3.16 inch/hr 15.00 2,76 23.24 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.71 33.03 33.03 168.92 cfs 204.01 cfs 204.01 cfs D5-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:48 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau I. Catchment Hydrologic Data Catchment ID = D1f-10yr Area = 7.15 Acres Percent Imperviousness = 3.44 % NRCS Soil Type = D A, B, C, or D D 1 f-10yr II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.28 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.19 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND QBeginning F1mv Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 ength ft input 300 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output Input output output 0.19 N/A 0.51 9.84 1 0.2500 1,068 2 0.1067 7 3 0.2900 37 4 0.0804 157 Sum 637 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3,33 inch/hr 2.78 inch/hr 3.33 inch/hr 5.00 7.50 2.37 5.00 4.90 0.26 5.00 8.08 0,08 5.00 4,25 0,62 Computed Tc = 13.16 Regional Tc = 19.0 User -Entered Tc = 13.16 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 6.76 cfs 5.65 cfs 6.76 cfs Ex-D1f-10yr-UD-Rational v1.02a, Tc and Peak() 09/11/2007, 01:48 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D1f-100yr I. Catchment Hydrologic Data Catchment ID = D1f-100yr Area = 7.15 Acres Percent Imperviousness = 3.44 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 100 years 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.51 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning F5iw Direction Catchment Bounds*y NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.17 NRCS Convey- ance input N/A Flow Velocity V fps output 0.50 Flow Time Tf minutes output 10.03 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 157 5 Sum 1,637 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.10 inchlhr 4.29 inch/hr 5.10 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 0.62 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 13.35 19.09 13.35 18.69 cfs 15.72 cfs 18.69 cfs Ex-D1f-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D2 I. Catchment Hydrologic Data Catchment ID = D2 Area = 17.79 Acres Percent Imperviousness = 3.44 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.38 inches (input return period for design storm) (Input the value of C1) (input the value of C2) (input the value of 03) (input one-hr precipitation --see Sheet "Design Info) III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.27 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND C) Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope ft/ft input 0.2500 Length ft input 300 5-yr Runoff Coeff C-5 output 0.17 NRCS Convey- ance input N/A Flow Velocity V fps output 0.50 Flow Time Tf minutes output 10,03 1 0.2500 1,068 2 0.1067 75 0.2900 37 4 0.0804 609 5 Sum 2,089 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User-Deflned Tc, I = 3.12 inch/hr 2.61 inch/hr 3.12 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 2.39 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 15.12 21.61 15.12 14.96 cfs 12.49 cfs 14.96 cfs Ex-D2-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:49 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D2 I. Catchment Hydrologic Data Catchment ID = D2 Area = 17.79 Acres Percent Imperviousness = 3.44 NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = C1* P1 I(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 100 years 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.51 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Begimiing Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2500 Length ft input 300 5-yr Runoff Coeff C-5 output 0.17 NRCS Convey- ance input N/A Flow Velocity V fps output 0.50 Flow Time Tf minutes output 10.03 0.2500 1,068 2 0.1067 75 3 0.2900 37 4 0.0804 609 5 Sum 2,089 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.82 inch/hr 4.02 inch/hr 4.82 inch/hr 15.00 7.50 2.37 15.00 4.90 0.26 15.00 8.08 0.08 15.00 4.25 2.39 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 15.12 21.61 15.12 43.90 cfs 36.64 cfs 43.90 cfs Ex-D2-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:49 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3a I. Catchment Hydrologic Data Catchment ID = D3a Area = 29.04 Acres Percent Imperviousness = 3.62 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = C1 " P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.27 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.17 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flaw Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0300 Length ft input 300 5-yr Runoff Coeff C-5 output 0.17 NRCS Convey- ance input N/A Flow Velocity V fps output 0.25 Flow Time Tf minutes output 20.16 1 0.0300 1,022 2 0.1303 844 3 4 5 Sum 2,166 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.20 inch/hr 2.58 inch/hr 2.58 inch/hr 15,00 2.60 6.56 15.00 5.41 2.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.31 22.03 22.03 17.25 cfs 20.26 cfs 20.26 cfs Ex-D3a-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:49 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3a I. Catchment Hydrologic Data Catchment ID = D3a Area = 29.04 Acres Percent Imperviousness = 3.62 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.51 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flaw Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0300 Length ft input 300 5-yr Runoff Coeff C-5 output 0,17 NRCS Convey- ance input N/A Flow Velocity V fps output 0.25 Flow Time Tf minutes output 20.16 1 0.0300 1,022 2 0.1303 844 3 4 5 Sum 2,166 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3,39 inch/hr 3.98 inch/hr 3.98 inch/hr 15,00 2.60 6.56 15.00 5.41 2.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.31 22.03 22.03 50.47 cfs 59.28 cfs 59.28 cfs Ex-D3a-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:49 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3b I. Catchment Hydrologic Data Catchment ID = D3b Area = 0.20 Acres Percent Imperviousness = 18.71 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.38 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.44 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.38 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flaw Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2600 Length L ft input 79 5-yr Runoff Coeff C-5 output 0.38 NRCS Convey- ance input N/A Flow Velocity V fps output 0.34 Flow Time Tf minutes output 3.93 0.1432 139 2 3 4 5 Sum 218 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.85 inch/hr 3.57 inch/hr 4.68 inch/hr 15.00 5.68 0.41 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 4.34 11.21 5.00 0.43 cfs 0.32 cfs 0.42 cfs Ex-D3b-10yr-UD-Rational v1.02a, Tc and Peak() 09/11/2007, 01:50 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Protect Title: Catchment ID: Della Terra Mountain Chateau D3b I. Catchment Hydrologic Data Catchment ID = D3b Area = 0.20 Acres Percent Imperviousness = 18,71 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28,50 (input the value of C1) C2= 10,00 (input the value of C2) C3= 0,786 (input the value of C3) P1= 2.13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.55 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.25 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope s ft/ft input 0.2600 Length L ft input 79 5-yr Runoff Coeff C-5 output 0.25 NRCS Convey- ance input N/A Flow Velocity V fps output 0.28 Flow Time Tf minutes output 4.63 1 0.1432 139 2 3 4 5 Sum 218 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 7.21 inch/hr 5.50 inch/hr 7.21 inch/hr 15.00 5.68 0.41 Computed Tc = Regional To = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 5.04 11.21 5.04 0.80 cfs 0.61 cfs 0.80 cfs Ex-D3b-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:50 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3c I. Catchment Hydrologic Data Catchment ID = D3c Area = 29.52 Acres Percent Imperviousness = 4.15 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = C1* P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1,38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.30 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.21 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGIND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.3300 Length ft input 10 5-yr Runoff Coeff C-5 output 0.21 N RCS Convey- ance input N/A Flow Velocity V fps output 0.10 Flow Time Tf minutes output 1.60 1 0,0600 167 2 3 4 5 Sum 177 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, 1 = 5.45 inch/hr 3.60 inch/hr 4.68 inch/hr 15,00 3.67 0.76 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 2.36 10.98 5.00 48.70 cfs 32,13 cfs 41.83 cfs Ex-D3c-10yr-UD-Rational v1,02a, Tc and PeakQ 09/11/2007, 01:51 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D3c I. Catchment Hydrologic Data Catchment ID = D3c Area = 29.52 Acres Percent Imperviousness = 4.15 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.13 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C 0.53 0.21 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.3300 Length L ft input 10 5-yr Runoff Coeff C-5 output 0.21 NRCS Convey- ance input N/A Flow Velocity V fps output 0.10 Flow Time Tf minutes output 1.60 1 0.0600 167 2 3 4 Sum 177 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 8.41 inch/hr 5,55 inch/hr 7.22 inch/hr 15.00 3.67 0.76 Computed Tc = Regional Tc = User -Entered Tc = 2.36 10.98 5.00 Peak Flowrate, Qp = 131.99 cfs Peak Flowrate, Qp = 87.08 cfs Peak Flowrate, Qp = 113.36 cfs Ex-D3c-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:51 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D4a I. Catchment Hydrologic Data Catchment ID = D4a Area = 1.04 Acres Percent Imperviousness = 16.27 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = Cl* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years Cl = 28.50 C2= 10.00 C3= 0.786 P1= 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.33 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.24 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Heyinning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2200 Length ft input 175 5-yr Runoff Coeff C-5 output 0.24 NRCS Convey- ance input N/A Flow Velocity V fps output 0.39 Flow Time Tf minutes output 7.38 1 2 3 4 5 Sum 175 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.17 inch/hr 3.60 inch/hr 4.17 inch/hr Computed Tc = Regional Tc = User -Entered To = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7.38 10.97 7.38 1.43 cfs 1.24 cfs 1.43 cfs Ex-D4a-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:51 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Delia Terra Mountain Chateau D4a I. Catchment Hydrologic Data Catchment ID = D4a Area = 1.04 Acres Percent Imperviousness = 16.27 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0,786 P1= 100 years 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.55 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.24 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Siope S fUft input 0.2200 Length ft input 175 5-yr Runoff Coeff C-5 output 0.24 NRCS Convey- ance input N/A Flow Velocity V fps output 0.39 Flow Time Tf minutes output 7.38 1 2 3 4 5 Sum 175 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.43 inch/hr 5,55 inch/hr 6.43 inch/hr Computed Tc = Regional Tc = User -Entered Tc Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7.38 10,97 7,38 3.66 cfs 3.16 cis 3.66 cfs Ex-D4a-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:51 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountaln Chateau D4b I. Catchment Hydrologic Data Catchment ID = D4b Area = 0.71 Acres Percent Imperviousness = 10.54 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.38 inches (Input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.30 0.21 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 B ginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2068 Length L ft input 145 5-yr Runoff Coeff C-5 output 0.21 N RCS Convey- ance input N/A Flow Velocity V fps output 0,34 Flow Time Tf minutes output 7.09 1 2 3 4 5 Sum 145 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.22 inch/hr 3.62 inch/hr 4.22 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7.09 10.81 7,09 0.91 cfs 0.78 cfs 0.91 cfs Ex-D4b-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:52 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Delia Terra Mountain Chateau D4b 1. Catchment Hydrologic Data Catchment ID = D4b Area = 0.71 Acres Percent Imperviousness = 10.54 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1* P1 /(C2 + Td)^C3 100 years 28.50 10.00 0.786 2.13 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0,53 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.21 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND o Beginning Flow Direction Catchment Bounds y NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft input 0.2068 Length ft input 145 5-yr Runoff Coeff C-5 output 0.21 NRCS Convey- ance input N/A Flow Velocity V fps output 0.34 Flow Time Tf minutes output 7.09 1 2 3 4 5 Sum 145 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.52 inch/hr 5.59 inch/hr 6.52 Inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7.09 10.81 7.09 2.45 cfs 2.10 cfs 2.45 cfs Ex-D4b-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:52 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D5 I. Catchment Hydrologic Data Catchment ID = D5 Area = 129.16 Acres Percent Imperviousness = 0.08 % NRCS Soil Type = D A, B, C, or D For catchments larger than ')() acres, CUHP hydrograph and routing are recommended. II. Rainfall Information I (inch/hr) C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.38 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.25 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.15 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginnin' g Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope ft/ft input 0.0267 Length ft input 30D 5-yr Runoff Coeff C-5 output 0.15 NRCS Convey- ance input N/A Flow Velocity V fps output 0.23 Flow Time Tf minutes output 21.48 1 0,0338 3,846 2 4 5 Sum 4,146 IV. Peak Runoff Prediction Rainfall Intensity at Computed To, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.69 inch/hr 2.04 inch/hr 2.04 inch/hr 15.00 2.76 23.24 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.72 33.03 33.03 54.76 cfs 66.14 cfs 66.14 cfs Ex-D5-10yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:52 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Della Terra Mountain Chateau D5 I. Catchment Hydrologic Data Catchment ID = D5 Area = 129.16 Acres Percent Imperviousness = 0.08 % NRCS Soil Type = D A, B, C, or D For catchments larger than 90 aCreS, GIMP hydrograph and routing are recommenciecL II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 100 years 2,13 inches (input return period for design storm) (input the value of C1) (input the value of 02) (input the value of 03) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.50 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Seeming Flow Direction Catchment B oundaxy NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope fUft input 0.0267 Length L ft input 300 5-yr Runoff Coeff C-5 output 0.15 NRCS Convey- ance input N/A Flow Velocity V fps output 0.23 Flow Time Tf minutes output 21.48 1 0.0338 3,846 2 3 4 5 Sum 4,146 IV. Peak Runoff Prediction Rainfall Intensity at Computed To, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.61 inch/hr 3.16 inch/hr 3.16 inch/hr 15.00 2.76 23.24 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.72 33.03 33.03 168.81 cfs 203.91 cfs 203.91 cfs Ex-D5-100yr-UD-Rational v1.02a, Tc and PeakQ 09/11/2007, 01:52 PM Culverts Culverts - Minor Culvert Analysis Report DIa Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation Depth 0.67 ft Velocity 83.00 ft 6.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 90.17 ft 9.14 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 90.17 ft N/A Total 6.80 cfs 90.17 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003j 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Culvert Analysis Report Dia Component:Culvert-1 Culvert Summary Computed Headwater Elevation 90.17 ft Discharge 6.80 cfs Inlet Control HW Elev. 90.17 ft Tai!water Elevation 83.67 ft Outlet Control HW Elev. 90.14 ft Control Type Inlet Control Headwater Depth/Height 1.58 Grades Upstream Invert Length 88.20 ft 57.16 ft Downstream Invert Constructed Slope 83.00 ft 0.090973 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.73 ft Slope Type Steep Normal Depth 0.73 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 9.14 ft/s Critical Slope 0.036379 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 90.14 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 90.17 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CuivertMaster v3.0 [3.0003] 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 Culvert Analysis Report Dia Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 90.17 ft Roadway Width 25.00 ft Overtopping Coefficient 2.50 US Length 20.00 ft Crest Elevation 90.70 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 90.70 20.00 90.70 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 Culvert Analysis Report D1 b Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation Depth 0.76 ft Velocity 76.50 ft 4.69 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 81.79 ft 7.63 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 81.79 ft N/A Total 6.80 cfs 81.79 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003) 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 4 Culvert Analysis Report D1b Component:Culvert-1 Culvert Summary Computed Headwater Elevation 81.79 ft Discharge 6.80 cfs Inlet Control HW Elev. 81.79 ft Tailwater Elevation 77.26 ft Outlet Control HW Elev. 81.74 ft Control Type Inlet Control Headwater Depth/Height 1.59 Grades Upstream Invert Length 79.80 ft 57.16 ft Downstream Invert Constructed Slope 76.50 ft 0.057733 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.85 ft Slope Type Steep Normal Depth 0.85 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 7.63 ft/s Critical Slope 0.036381 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 81.74 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 81.79 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 5 Culvert Analysis Report D1b Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 81.79 ft Roadway Width 25.00 ft Overtopping Coefficient 2.50 US Length 20.00 ft Crest Elevation 82.30 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 82.30 20.00 82.30 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.00031 09/11/07 01:36:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 6 Culvert Analysis Report D1 c Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation 294.00 ft Depth 0.58 ft Velocity 8.19 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 302.74 ft 10.86 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 302.74 ft N/A Total 6.80 cfs 302.74 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 7 Culvert Analysis Report D1c Component:Culvert-1 Culvert Summary Computed Headwater Elevation 302.74 ft Discharge 6.80 cfs Inlet Control HW Elev. 302.74 ft Tailwater Elevation 294.58 ft Outlet Control HW Elev. 302.74 ft Control Type Entrance Control Headwater Depth/Height 1.55 Grades Upstream Invert Length 300.80 ft 47.47 ft Downstream Invert Constructed Slope 294.00 ft 0.143248 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.63 ft Slope Type Steep Normal Depth 0.63 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 10.86 ft/s Critical Slope 0.036366 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 302.74 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 302.74 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HOS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 8 Culvert Analysis Report D1c Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 302.74 ft Roadway Width 25.00 ft Overtopping Coefficient 2.50 US Length 20.00 ft Crest Elevation 303.30 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2,50 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 303.30 20.00 303.30 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 9 Culvert Analysis Report Did Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation 288.00 ft Depth 0.58 ft Velocity 8.21 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 304.15 ft 9.96 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 304.15 ft N/A Total 6.80 cfs 304.15 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 10 Culvert Analysis Report D1d Component:Culvert-1 Culvert Summary Computed Headwater Elevation 304.16 ft Discharge 6.80 cfs Inlet Control HW Elev. 304.16 ft Tailwater Elevation 288.58 ft Outlet Control HW Elev. 304.14 ft Control Type Inlet Control Headwater Depth/Height 1.56 Grades Upstream Invert Length 302.20 ft Downstream Invert 124.66 ft Constructed Slope 288.00 ft 0.113910 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.68 ft Slope Type Steep Normal Depth 0.68 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 9.96 ft/s Critical Slope 0.036377 fUft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 304.14 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 304.16 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ftz K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 11 Culvert Analysis Report D1d Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 304.15 ft Roadway Width 25.00 ft Overtopping Coefficient 2.90 US Length 20.00 ft Crest Elevation 304.70 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 304.70 20.00 304.70 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 12 Culvert Analysis Report D1e Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Taiiwater properties: Trapezoidal Channel Tal!water conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation Depth 0.81 ft Velocity 78.00 ft 4.18 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 83.00 ft 6.95 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 83.00 ft N/A Total 6.80 cfs 83.00 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 13 Culvert Analysis Report Ole Component:Culvert-1 Culvert Summary Computed Headwater Elevation 83.00 ft Discharge 6.80 cfs Inlet Control HW Elev. 83.00 ft Taliwater Elevation 78.81 ft Outlet Control HW Elev. 82.94 ft Control Type Inlet Control Headwater Depth/Height 1.60 Grades Upstream Invert Length 81.00 ft 64.66 ft Downstream Invert Constructed Slope 78.00 ft 0.046397 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.93 ft Slope Type Steep Normal Depth 0.93 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 6.95 ft/s Critical Slope 0.036371 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 82.94 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 83.00 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM CO) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 14 Culvert Analysis Report D1e Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 83.00 ft Roadway Width 25.00 ft Overtopping Coefficient 2.50 US Length 20.00 ft Crest Elevation 83.50 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 83.50 20.00 83.50 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 15 Culvert Analysis Report D1f Analysis Component Storm Event Design Discharge 6.80 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 6.80 cfs Bottom Elevation Depth 0.71 ft Velocity 69.50 ft 5.39 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 6.80 cfs 75.09 ft 7.17 ft/s Weir Roadway (Constant Elevation) 0.00 cfs 75.09 ft N/A Total 6.80 cfs 75.09 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 16 Culvert Analysis Report D1f Component:Culvert-1 Culvert Summary Computed Headwater Elevation 75.10 ft Discharge 6.80 cfs Inlet Control HW Elev. 75.10 ft Tailwater Elevation 70.21 ft Outlet Control HW Elev. 75.04 ft Control Type Inlet Control Headwater Depth/Height 1.60 Grades Upstream Invert Length 73.10 ft 72.16 ft Downstream Invert Constructed Slope 69.50 ft 0.049889 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.90 ft Slope Type Steep Normal Depth 0.90 ft Flow Regime Supercritical Critical Depth 1.05 ft Velocity Downstream 7.17 ft/s Critical Slope 0.036378 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 75.04 ft Upstream Velocity Head 0.60 ft Ke 0.50 Entrance Loss 0.30 ft Inlet Control Properties Inlet Control HW Elev. 75.10 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 17 Culvert Analysis Report DIf Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 0.00 cfs Allowable HW Elevation 75.09 ft Roadway Width 25.00 ft Overtopping Coefficient 2.50 US Length 20.00 ft Crest Elevation 75.60 ft Headwater Elevation N/A ft Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 75.60 20.00 75.60 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:36:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 18 Culverts - Major Culvert Analysis Report DIa Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation Depth 0.99 ft Velocity 83.00 ft 7.78 ft/s Name Description Discharge NW Elev. Velocity Culvert-1 1-15 inch Circular 8.98 cfs 91.03 ft 9.65 ft/s Weir Roadway (Constant Elevation) 10.15 cfs 91.03 ft N/A Total 19.12 cfs 91.03 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003) 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Culvert Analysis Report Dia Component:Culvert-1 Culvert Summary Computed Headwater Elevation 91.03 ft Discharge 8.98 cfs Inlet Control HW Elev. 91.03 ft Tailwater Elevation 83.99 ft Outlet Control HW Elev. 90.69 ft Control Type Inlet Control Headwater Depth/Height 2.27 Grades Upstream Invert Length 88.20 ft 57.16 ft Downstream Invert Constructed Slope 83.00 ft 0.090973 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.89 ft Slope Type Steep Normal Depth 0.89 ft Flow Regime Supercritical Critical Depth 1.15 ft Velocity Downstream 9.65 ft/s Critical Slope 0.057042 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 90.69 ft Upstream Velocity Head 0.89 ft Ke 0.50 Entrance Loss 0.45 ft Inlet Control Properties Inlet Control HW Elev. 91.03 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 Culvert Analysis Report Dia Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.15 cfs Allowable HW Elevation 91.03 ft Roadway Width 25.00 ft Overtopping Coefficient 2.64 US Length 20.00 ft Crest Elevation 90.70 ft Headwater Elevation 91.03 ft Discharge Coefficient (Cr) 2.64 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 90.70 20.00 90.70 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 Culvert Analysis Report D1b Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation Depth 1.12 ft Velocity 76.50 ft 6.06 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 8.93 cfs 82.63 ft 7.72 ft/s Weir Roadway (Constant Elevation) 10.20 cfs 82.63 ft N/A Total 19.13 cfs 82.63 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 4 Culvert Analysis Report D1b Component:Culvert-1 Culvert Summary Computed Headwater Elevation 82.63 ft Discharge 8.93 cfs Inlet Control HW Elev. 82.63 ft Tailwater Elevation 77.62 ft Outlet Control HW Elev. 82.28 ft Control Type Inlet Control Headwater Depth/Height 2.27 Grades Upstream Invert Length 79.80 ft 57.16 ft Downstream Invert Constructed Slope 76.50 ft 0.057733 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1.12 ft Slope Type Steep Normal Depth 1.12 ft Flow Regime Supercritical Critical Depth 1.15 ft Velocity Downstream 7.72 ft/s Critical Slope 0.056516 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 82.28 ft Upstream Velocity Head 0.89 ft Ke 0.50 Entrance Loss 0.44 ft Inlet Control Properties Inlet Control HW Elev. 82.63 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\deila terra.cvm Ernst Engineering CuivertMasterv3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 5 Culvert Analysis Report 111 b Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.20 cfs Allowable HW Elevation 82.63 ft Roadway Width 25.00 ft Overtopping Coefficient 2.64 US Length 20.00 ft Crest Elevation 82.30 ft Headwater Elevation 82.63 ft Discharge Coefficient (Cr) 2.64 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 82.30 20.00 82.30 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:42 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 6 Culvert Analysis Report DIc Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation 294.00 ft Depth 0.85 ft Velocity 10.59 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 9.04 cfs 303.63 ft 11.61 ft/s Weir Roadway (Constant Elevation) 10.08 cfs 303.63 ft N/A Total 19.12 cfs 303.63 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 7 Culvert Analysis Report D1c Component:Culvert-1 Culvert Summary Computed Headwater Elevation 303.63 ft Discharge 9.04 cfs Inlet Control HW Elev. 303.63 ft Taiiwater Elevation 294.85 ft Outlet Control HW Elev. 303.31 ft Control Type Inlet Control Headwater Depth/Height 2.27 Grades Upstream Invert Length 300.80 ft 47.47 ft Downstream Invert Constructed Slope 294.00 ft 0.143248 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.76 ft Slope Type Steep Normal Depth 0.76 ft Flow Regime Supercritical Critical Depth 1.16 ft Velocity Downstream 11.61 ft/s Critical Slope 0.057876 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 303.31 ft Upstream Velocity Head 0.90 ft Ke 0.50 Entrance Loss 0.45 ft Inlet Control Properties Inlet Control HW Elev. 303.63 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 8 Culvert Analysis Report D1c Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.08 cfs Allowable HW Elevation 303.63 ft Roadway Width 25.00 ft Overtopping Coefficient 2.64 US Length 20.00 ft Crest Elevation 303.30 ft Headwater Elevation 303.63 ft Discharge Coefficient (Cr) 2.64 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 303.30 20.00 303.30 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 9 Culvert Analysis Report D1d Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation 288.00 ft Depth 0.85 ft Velocity 10.62 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 8.95 cfs 305.01 ft 10.58 ft/s Weir Roadway (Constant Elevation) 10.19 cfs 305.01 ft N/A Total 19.14 cfs 305.01 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 10 Culvert Analysis Report D1 d Component:Culvert-1 Culvert Summary Computed Headwater Elevation 305.01 ft Discharge 8.95 cfs Inlet Control HW Elev. 305.01 ft Tailwater Elevation 288.85 ft Outlet Control HW Elev. 304.69 ft Control Type Inlet Control Headwater Depth/Height 2.25 Grades Upstream Invert Length 302.20 ft 124.66 ft Downstream Invert Constructed Slope 288.00 ft 0.113910 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.81 ft Slope Type Steep Normal Depth 0.81 ft Flow Regime Supercritical Critical Depth 1.15 ft Velocity Downstream 10.58 ft/s Critical Slope 0.056754 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 304.69 ft Upstream Velocity Head 0.89 ft Ke 0.50 Entrance Loss 0.44 ft Inlet Control Properties Inlet Control HW Elev. 305.01 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:1...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.00031 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 11 Culvert Analysis Report Did Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.19 cfs Allowable HW Elevation 305.01 ft Roadway Width 25.00 ft Overtopping Coefficient 2.98 US Length 20.00 ft Crest Elevation 304.70 ft Headwater Elevation 305.01 ft Discharge Coefficient (Cr) 2.98 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 304.70 20.00 304.70 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 12 Culvert Analysis Report Die Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation Depth 1.19 ft Velocity 78.00 ft 5.41 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 8.28 cfs 83.85 ft 6.88 ft/s Weir Roadway (Constant Elevation) 10.84 cfs 83.85 ft N/A Total 19.13 cfs 83.85 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 13 Culvert Analysis Report Die Component:Culvert-1 Culvert Summary Computed Headwater Elevation 83.85 ft Discharge 8.28 cfs Inlet Control HW Elev. 83.56 ft Tailwater Elevation 79.19 ft Outlet Control HW Elev. 83.85 ft Control Type Outlet Control Headwater Depth/Height 2.28 Grades Upstream Invert Length 81.00 ft 64.66 ft Downstream Invert Constructed Slope 78.00 ft 0.046397 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 1.19 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.13 ft Velocity Downstream 6.88 ft/s Critical Slope 0.049252 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 83.85 ft Upstream Velocity Head 0.71 ft Ke 0.50 Entrance Loss 0.35 ft Inlet Control Properties Inlet Control HW Elev. 83.56 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 14 Culvert Analysis Report DIe Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.84 cfs Allowable HW Elevation 83.85 ft Roadway Width 25.00 ft Overtopping Coefficient 2.64 US Length 20.00 ft Crest Elevation 83.50 ft Headwater Elevation 83.85 ft Discharge Coefficient (Cr) 2.64 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 83.50 20.00 83.50 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 15 Culvert Analysis Report D1f Analysis Component Storm Event Check Discharge 19.10 cfs Peak Discharge Method: User -Specified Design Discharge 6.80 cfs Check Discharge 19.10 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 19.10 cfs Bottom Elevation Depth 1.05 ft Velocity 69.50 ft 6.98 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 8.49 cfs 75.94 ft 7.24 ft/s Weir Roadway (Constant Elevation) 10.61 cfs 75.94 ft N/A Total 19.10 cfs 75.94 ft N/A Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 16 Culvert Analysis Report D1 f Component:Culvert-1 Culvert Summary Computed Headwater Elevation 75.94 ft Discharge 8.49 cfs Inlet Control HW Elev. 75.75 ft Tailwater Elevation 70.55 ft Outlet Control HW Elev. 75.94 ft Control Type Outlet Control Headwater Depth/Height 2.27 Grades Upstream Invert Length 73.10 ft 72.16 ft Downstream Invert Constructed Slope 69.50 ft 0.049889 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 1.14 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1,14 ft Velocity Downstream 7.24 ft/s Critical Slope 0.051433 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 75.94 ft Upstream Velocity Head 0.74 ft Ke 0.50 Entrance Loss 0.37 ft Inlet Control Properties Inlet Control HW Elev. 75.75 ft Flow Control Submerged Inlet Type Headwall Area Full 1.2 ft2 K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Project Engineer: Fred Ernst d:\...\culverts\della terra.cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 17 Culvert Analysis Report D1f Component:Weir Hydraulic Component(s): Roadway (Constant Elevation) Discharge 10.61 cfs Allowable NW Elevation 75.94 ft Roadway Width 25.00 ft Overtopping Coefficient 2.64 US Length 20.00 ft Crest Elevation 75.60 ft Headwater Elevation 75.94 ft Discharge Coefficient (Cr) 2.64 Submergence Factor (Kt) 1.00 Sta (ft) Elev. (ft) 0.00 75.60 20.00 75.60 Project Engineer: Fred Ernst d:\...\culverts\della terra,cvm Ernst Engineering CulvertMasterv3.0 [3.0003] 09/11/07 01:41:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 18 Water Quality Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Company: Date: September 11, 2007 Project: Della Terra Mountain Chateau Location: Estes Park, CO 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (1= la/ 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0* (0.91 *13 - 1.19 * 12 + 0.78 *1)) D) Design Volume: Vol = (WQCV / 12) * Area * 1.2 le = 28.97 % 1= 0.29 Area = 1.407 acres WQCV = 0.15 watershed inches Vol = 0.0208 acre-feet 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Recommended Maximum Outlet Area per Row, (A0) D) Perforation Dimensions: i) Circular Perforation Diameter or ii) Width of 2" High Rectangular Perforations E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A0) G) Number of Rows (nr) H) Total Outlet Area (Aot) X Orifice Plate Perforated Riser Pipe Other: H = 2.93 feet Ao = 0.0 square inches D = 0.125 inches W = inches nc = 1 number A" = 0.0 square inches nr = 9 number Ant = 0.1 square inches 3. Trash Rack A) Needed Open Area: At = 0.5 * (Figure 7 Value) * Ad B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref,: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wcono) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) At = 3 square inches X < 2" Diameter Round 2" High Rectangular Other: Wconc = 3 inches HTR = 65 inches Della Terra-UD-BMP_v2.08.xls, EDB 9/11/2007, 1:47 PM STAGE -STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS Project: Della Terra Mountain Chateau Basin ID: WaterQualityPond 5 Design Information (Input): Width of Pond Bottom, W = Length of Pond Bottom, L = ry � ft ft Darn Side -slope (H:V), Zd = .,- . ft/ft Stage -Storage Relationship: Right Triangular Pond quilateral Triangular Pond Rectangular Pond Elliptical Pond Irregular Pond Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Water Quality Capture Design Volume from Sheet'WQCV': OR... OR... OR... (Use Overide values in cells G32:G52) acre-ft. acre-ft. Labels for WQCV, Minor, & Major Storage Stages (input) Stage ft (input) 8241.07 8242.00 8243.00 Della Terra-UD-Detention_v2.02.xls, Pond Side Pond Pond Surface Surface Slope Width at Length at Area et Area at (H:V) Stage Stage Stage Stage ft/ft ft ft ft2 ft2 liner Below El. (rn.atlo;aut) (0utpuq (u:i(puq Ova 0.00 0.00 0.NO mm .... ,.,-0.,00�,. Volume Surface Below Area at Stage Stage ft3 acres (¢7plpi) (output).._ 0.0000 0.00 0 361 0.0090 — 907 - a 0.01159 4N/A .. M......_.-.__. #N/A µ.. ... __.........- #N/A #N/A #N/A #N/A #N/A #N/A #NSA #N/A #N/A #N/A #N/A #N/A #N/A ..w_ #N/A #N/A N/A #N/A #N/A mm #N/A Volume Target Volumes Below for WQCV, Minor, Stage & Major Storage acre-ft Volumes 'essa¢put) (fur goral neck) 0.0000 0.0019 0.0084 0.0208 #N/A #N/A 4N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/AA #N/A #NSA #N/A #N/A #N/A #N/A #N/A • #N/AA NN/A ... "#N/A #N/A #N/A #N/A'" #N/A #N/A #N/A #N/A #N/A. 9/11/2007, 1:48 PM Channels Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet D2-100yr capaci-ty Flow Element Trapezoidal Chatk,,,..t,( Method Manning's Form' Solve For Channel Depth Input Data Mannings Coeffic 0.041 Channel Slope 024800 ft/ft Left Side Slope 2.00 H : V Right Side Slope 3.00 H : V Bottom Width 0.00 ft Discharge 44.80 cfs Results Depth 1.86 ft Flow Area 8.7 ft' Wetted Perimi 10.05 ft Top Width 9.31 ft Critical Depth 1.82 ft Critical Slope 0.027999 ft/ft Velocity 5.17 ft/s Velocity Head 0.42 ft Specific Enerc 2.28 ft Froude Numbi 0.94 Flow Type 3ubcritical Project Engineer: Frederick C. Ernst d:\...\channels\flowrnaster.fm2 Ernst Engineering FlowMaster v7.0 [7.0005] 09/11/07 01:07:37 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cros- Section Cross Section for Trapezoidal Channe Project Description • .° a 0 o co — o • :0 9) • o o N c 0 a) 0. c N Channel Depth LJ 0 Section Data > > ;70(00000 0 c0 0 0 0 co • 'I* 0 a) a O 0. O .2 • (f) o) c c c • 0 a) 0) ca 0 (0 CO r 0 0) 0 0. (c) cc4) (/) 1: T. / I Z 0 0 (Ni 0 0 0 0) .0 th' 8 B 0 0 co Methods, Inc. E E 9z, in ;- c o 9. 00 Table RO-3, Recommended Percentage Imperviousness Values, USDCM. Table RA-3: Town of Estes Park Design Storm Incremental for Area I, LCSDS DRAINAGE CRITERIA MANUAL (V, 1) RUNOFF Table RO-3--RuoommmndadPercentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family ° Mu8iunit(datached) SO Multi -unit (attached) 75 Half -acre lot orlarger ° Apartments OO Industrial: ' Light areas 80 Heavy areas QO Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks QO Roofs QO Lawns, sandy soil O Lawns, clayey soil O ° See Figures R0-3 through RO-5 for percentage imperviousness. � / Cx=Kfy.3l/ —1,44/z fl.l351—V.l2\ forQ4 �!0.otherwise �=O (RO-6) /" ' \ 0020OO Urban Drainage and Flood Control District LA RIMER COUNTY PRECIPITATION DEPTH — DURATION — FREQUENCY MAP 0 i 78 c 10 106' 20 1" = 10 MILES WYOMING RAD 0 r :: 1--c,:--7_,-...'--1.•--,'-.•.::•-, -4, / ! -,‘1:611K3 K: ( LAKES I 1 -2 t "5 1 , r 105' 70 79 , 68 \ \p„ f L6, \ \I;c71 .;, -- 7 I I .2. LOVE4ND / s9A •-,1% • :1.1u.s %O tc xi J BERTHOUD " -7 tA WELLINGTON f' .71•••\ - GRAND \-\- COUNTY /27 FIGURE RA-6 BOULDER COUNTY ISOPLUVIALS OF 10 YR. 6 HR. PRECIPITATION IN TENTHS OF AN INCH (ADAPTED FROM NOAA ATLAS 2, VOLUME HO 06/2005 Larimer County Stormwater Design Standards 30 LARIMER COUNTY PRECIPITATION DEPTH - D URA TION - FREQUENCY MAP 78 110 JACKSON COUNTY 10 106' 20 1" = 10 MILES 72 GRAND COUNTY Z11 Lew BOULDER COUNTY i ry 70 OS- DAL <i FIGURE RA-9 ISOPLUVIALS OF 100 YR. - 6 HR. PRECIPITATION IN TENTHS OF AN INCH (ADAPTED FROM NOAA ATLAS 2, VOLUME .III) LIVERMORE 06/2005 Larimer County Stormwater Design Standards 33 105' 68 17MMA7H LARIMER COUNTY PRECIPITATION DEPTH - D URA TION - FREQUENCY MAP 10 20 1"= 10MILES _17 '\—COLORA !rel , `-spoo , tr.`, ' RED A, LAKES = LIVERMORE . --f ( tn.) TV N ( 1i N 1. `ROSJI _. _ " ' ( n L-,. f 5 WELL) r &� �f' ud ----, BEtLWE L fit. 2 \-1 2 `? S S ; ,I t . i _ 1 ,�W J. FORT CONS i � I n`` DC/A,r €'H I �v 6 c .I ,, r` AID L VELAND r FIGURE RA-12 ISOPLUVIALS OF 10 YR. - 24 HR. PRECIPITATION IN TENTHS OF AN INCH (ADAPTED FROM NOAA ATLAS 2, VOLUME in) 06/2005 Larimer County Stormwater Design Standards 36 LARIMER COUNTY PRECIPITATION DEPTH DURATION FREQUENCY MAP 0 10 20 1" = 10 MILES ( FIGURE RA-15 ISOPLUVIALS OF 100 YR. 24 HR. PRECIPITATION IN TENTHS' OF AN INCH (ADAPTED FROM NOAA ATLAS 2, VOLUME in) 06/2005 Larimer County Stormwater Design Standards 39 APPEN 1 I I Existing Drainage Plan (1"=50') Grading, Drainage, Erosion/Sediment Control Plan (1"=50') Master Drainage/ Offsite