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Home My WebLink About20002517.tiff Diane Houghtaling, P.E. Department of Public Works NORTHERN P.O. Box758 ENGINEERING Greeley, Colorado 80632 SERVICES I N ( September 1, 2000 RE: Soaring Eagle Ranch PUD Weld County, Colorado Project Number: 2023.00 SEF Northern Engineering Services, Inc. has prepared the Final Utility Plans and Drainage Report for Soaring Eagle Ranch PUD in Weld County.To the best of our knowledge these plans comply with the technical requirements of Weld County as well as the concepts presented with the Change of Zone Plat. Ily, VA;1!sllllifii!d;i,,A \a fl ti I,f, \� rF ;;,, Srft�i�r LfsEry ��` 'i U:VVE.� CG;p°lom Roger Cu tiss, P.E. tht 77,362. Ne c a cc: Stan Everitt, Everitt Companies -r��E N t \\\ froimiHitt 2000-2517 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159 Final Drainage Study for Soaring Eagle Ranch Weld County, Colorado August 30, 2000 Prepared For: The Everitt Companies Fort Collins, Colorado Prepared By: NORTHERN ENGINEERING SERVICES INC. Northern Engineering Services,Inc 420 S.Howes,Suite 202 Fort Collins,Colorado 80521 Phone:(970)221-4158 Project Number: SEF; 2023.00 NORTHERN ENGINEERING SERVICES INC August 30. 2000 Diane Houghtaling, P.E. Department of Public Works P.O. Box 758 Greeley, Colorado 80632 RE: Soaring Eagle Ranch Weld County, Colorado Dear Ms. Houghtaling, Northern Engineering Services, Inc. is pleased to submit this Final Drainage Study for Soaring Eagle Ranch for your review. This report was prepared in compliance with technical criteria set forth by the Weld County in the Subdivision Ordinance 173-E. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Ib Meli sa L. ChaYona, P.E. " 74 Project Engineer ,Q �S 41 G.,0•&:! tw,.ry�1�3:) �a 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159 TABLE OF CONTENTS Page VICINITY MAP L INTRODUCTION 1.1 Objective 1 1.2 Mapping and Surveying 1 1.3 Site Reconnaissance 1 II. SITE LOCATION AND DESCRIPTION 2.1 Site Location 1 2.2 Existing Site Description 1 !IL HISTORIC CONDITIONS 3.1 Major Basin Description 1 IV. DEVELOPED DRAINAGE 4.1 Proposed Development 2 4.2 Developed Drainage Basins 2 V. HYDROLOGIC ANALYSIS 5.1 Design Criteria 3 5.2 Developed Basins and Future Filings 3 VL HYDRAULIC ANALYSIS 6.1 Design Criteria 3 VII. ON-SITE PONDS 7.1 Design Criteria 3 VIII. EROSION CONTROL 8.1 Erosion Control Plan and Criteria 4 8.2 Rainfall Erosion Control Plan 4 IX. CONCLUSIONS 9.1 Compliance with Standards 5 REFERENCES 6 APPENDICES Appendix A: Historic Hydrology Appendix B: Developed On-site Hydrology- Rational Method Appendix C: Design of SN ales Appendix D: Design of Culverts Appendix E: Design of Ponds Appendix F: Riprap Calculations /� COUNTY ROAD 14 1I ACIA PROJECT �., -(, LOCATION i�, "�� sunwrvc Encie RANCH) 26 _ ��'P 29 1 �_0 27 /J iscII 2 6 w C ,, _ x Z I\ 11 //, 32 A WINDSOR 134 RESERVOIR 1 33 .35 -_ \ ��\ VICINITY MAP 4%\)-/ 1 Nis f �� ,/� V - COUNTY ROAD 3B TO FORT COLLINS . 0 / \THOMPSON/ TO SEVERANCE tfi 1 r 2 3 w. �a� .�� „wo I �o T - - r 7=' -j� NORTHERN ENGINEERING SERVICES `_ U"E z VICINITY MAP 1 .'o so ,I•e:7 ro��a.00 as SOARING EAGLE RANCH Final Drainage Study for Soaring Eagle Ranch Weld County, Colorado August 30, 2000 I. INTRODUCTION 1.1 Objective This report summarizes a comprehensive hydrologic and hydraulic analysis of both existing and developed conditions for the Soaring Eagle Ranch residential development, based on design criteria adopted by Weld County, Co. Subdivision Ordinance 173-E . 1.2 Mapping and Surveying Surveyed topographic mapping with a contour interval of one (1) foot was used in conjunction with field survey information, which was provided by King Surveyors. 1.3 Site Reconnaissance A site visit was conducted on July 26, 2000 by the project engineer. Based on the topographic mapping, existing drainage basins and land use were confirmed as well as existing structures and utilities. The location and dimensions of existing storm drainage facilities were verified as well as their condition and flow direction. II. SITE LOCATION AND DESCRIPTION 2.1 Site Location Soaring Eagle Ranch is located in Section 26 and 33, Township 7 North, Range 67 West of the Sixth Principal Meridian, Weld County, Colorado (see Vicinity Map). The site is bounded by the Windsor Reservoir on the east, undeveloped agricultural land on the south, Highway 287 on the west, and the Larimer and Weld Canal on the north. 2.2 Existing Site Description The Soaring Eagle Ranch site is an approximately 383 acre agricultural parcel. The site slopes generally from northwest to southeast toward the Windsor Reservoir. There are existing wetlands located on the north, east, and southern portions of the site. III. HISTORIC CONDITIONS 3.1 Major Drainage Basin The site generally slopes from northwest to southeast at slopes ranging from 0.5%to 8%. Stormwater runoff predominately occurs as sheet and shallow concentrated flows. Approximately 151.3± acres, (Historic Basins H1) historically flows to the southeast into an existing wetland and then to the Windsor Reservoir (see Exhibit 1, Historic Drainage Plan). Historic Basin 112 (140.3± acres) historically flows to the southeast to an existing lowpoint with a 6" PVC outlet pipe which discharges to the southeast of the site and overtops to the South. Historic Basin H3 (15.9± acres) historically flows to the east directly to the Windsor Reservoir. Historic Basin H4 (42.5± acres) historically flows and discharges overland to the south. Historic Basin H5 (12.1± acres) historically flows south along Highway 287 then flows overland to an existing wetland at the south end of Historic Basin H4. Historic Basin H6 (32.6± acres) historically flows south to an existing wetland on the southwest portion of the site, and then discharged to an existing ditch to the south of the site. IV. DEVELOPED DRAINAGE 4.1 Proposed Development Soaring Eagle is to be constructed in three phases consisting of a total of 383 ± acres. The proposed development consists of large single family residential lots. 4.2 Development Drainage Basins Stormwater runoff from the proposed development will be routed thru the site via overland flow, swales, and culverts to either onsite ponds or to be released at historic rates at the historic discharge locations. The site has been divided into 30 developed basins. Each of the following groupings of developed basins are summarized on the following page in Table 1: Historic and Developed Releases. Basins 2, 3, 4, 7, 8, 31, and 32 will be routed overland and in roadside swales to Pond 1. Pond 1 will release the developed 100-year storm through a 17-inch orifice at a rate of 12.55 cfs, which is less than the 5-year historic release of 12.6 cfs, (See Table 1: Historic and Developed Releases). Basin 1 will sheet flow to the south and will have a 100-year developed runoff of 51.7 cfs, which is less than the 100-year historic runoff of 72.5 cfs, (See Table 1: Historic and Developed Releases). Basins 9, 10, 11, 12, 13, 17, 18, 19, 20, 21, 22, and 23 will be conveyed overland and in roadside swales to Pond 2. Pond 2 will release the 100-year developed flow over a weir at a rate of 77.6 cfs. The stormwater from Pond 2 will then be conveyed through Swale 13, to Culvert 15, through Swale 16 which will discharge into the Windsor Reservoir. Basin 14 will be routed overland and through Pond 3 and will have a 100-year developed release of 45.1 cfs over a weir and to the Windsor Reservoir. Basins 15 and 16 will be routed overland and through swales and will have a developed release of 24.1 cfs to the Windsor Reservoir. All together, the total developed flows for Basins 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23 will have combined flow of 146.8 cfs which is less than the 100-year historic release for Basin H2 of 151.2 cfs, (See Table 1: Historic and Developed Releases). Basins 24, 25, 26, and 30 will be routed overland and through roadside swales and will discharge into an existing wetland (DP 24)that drains to the Windsor Reservoir. The 100-year developed release from these basins will be 160 cfs which is less the 100-year historic release of 264.6 cfs, (See Table 1: Historic and Developed Releases). Basin 29 will be routed overland and will discharge directly to the Windsor Reservoir. The 100-year developed flow for Basin 29 is 43.3 cfs, which is less than the 100-year historic flow of 50.3 cfs, (See Table 1: Historic and Developed Releases). 2 TABLE 1: HISTORIC AND DEVELOPED RELEASES HISTORIC RELEASE DEVELOPED RELEASE H1 (100 YEAR)=264.6 CFS DP 24 (100 YEAR)= 160 CFS 112 (100 YEAR)= 151.2 CFS POND 2 RELEASE(77.6 CFS)+ [DP 14 (100 YEAR)45.1 CFS] + [DP 16(100 YEAR)24.1 CFS] = 146.8 CFS H3 (100 YEAR)=50.3 CFS DP 29(100 YEAR)=43.3 CFS 114(100 YEAR)=72.5 CFS DP 1 (100 YEAR)=51.7 CFS H5 (5 YEAR)=6.1 CFS POND I RELEASE=6.1 CFS (145)+6.5 CFS(H6)= 12.6 CFS 146 (5 YEAR)=6.5 CFS V. HYDROLOGIC ANALYSIS 5.1 Design Criteria Modeling criteria contained in the Weld Co. Colorado, Subdivision Ordinance 173-E, ( Reference 1), and the Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 2)have been referenced for this Final Drainage Study. The Rational Method has been used to estimate peak stormwater runoff within the developed site. The 5-year, 10-year and major 100-year design storms have been used in the design of the proposed drainage system which includes culverts, swales, and ponds. Rainfall intensity data for the Rational Method has been generated using the NOAA Atlas and the "Watershed Module", by Eagle Point Software for the Soaring Eagle Ranch area. 5.2 Developed Basins and Future Developments All storm drainage facilities for this development have been sized based on assumed fully developed conditions. VI HYDRAULIC ANALYSIS 6.1 Design Criteria Modeling criteria contained in the Weld Co. Colorado, Subdivision Ordinance 173-E , ( Reference 1), and the Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 2) have been referenced for this Final Drainage Study. In addition to the aforementioned criteria manuals, the following three computer programs have been used in the design of swales, culverts and ponds: I. "Flowmaster" has been used in the design of all swales; II. "HY8" has been used in the design of all culverts; III. "Surface Modeling Module" and the"Watershed Module", by Eagle Point software has been used in the design of ponds. 3 VII. ON-SITE PONDS 7.1 Design Criteria There is three on-site ponds which are used for water quality and to detain stormwater runoff from Soaring Eagle Ranch. Pond 1 is located at the southwest corner of the site where there is an existing wetland. The pond will be a dry pond with a maximum 100-year water surface elevation of 4913.42. Pond 1 was designed to take runoff from Soaring Eagle Ranch basins 2, 3, 4, 7, 8, 31 and 32 for a total area of 60.8+ acres. Pond l's allowable release was set at the 5-year historic release (12.6 cfs) from Basins H5 and H6. The maximum release from Pond 1 was calculated as 12.6 cfs. The outlet will be a 17" diameter orifice with a 100-year emergency overflow weir on the south side of the pond. The calculations for Pond 1 can be found in Appendix E. Pond 2 is located in the center of the site and is a wet pond that will be used for irrigation storage. The maximum permanent pool elevation will be at 4924.50, but may fluctuate lower depending on the amount of irrigation water being used. The maximum 100-year water surface elevation is 4925.91. Pond 2 was designed to take runoff from Soaring Eagle Ranch basins 9, 10, 11, 12, 13, 17, 18, 19, 20, 21, 22, and 23 for a total area of 142.0+ acres. Pond 2's allowable release was set at 82.0 cfs. This release was calculated by taking the historic 100-year release from Basin H2 (151.2 cfs) minus the developed 100-year releases for DP 14 (45.1 cfs), and DP 16 (24.1 cfs). The actual maximum release from Pond 2 was calculated as 77.6 cfs. The outlet will be an 11 ft. wide weir that is located on the east side of the pond. The calculations for Pond 2 can be found in Appendix E. Pond 3 is located at the eastern portion of the site and is a dry pond with a maximum 100-year water surface elevation of 4924.50. Pond 3 has a weir that is designed to release the full 100 year flow (45.1 cfs) to the Windsor Reservoir. The weir is designed with a crest elevation of 4924.00. Water collected in Pond 3 below the crest elevation will be released from the pond through two existing PVC outlet pipes at the bottom of the pond. These outlet pipes run south from Pond 3 along the property line and discharge to the south. The calculation for Pond 3 can be found in Appendix E. VIII. EROSION CONTROL 8.1 Erosion Control Plan and Criteria The erosion control plan presented here is intended to control rainfall erosion. The Urban Drainage and Flood Control District's Drainage Criteria Manual (Reference 2), has been referenced for this erosion control plan. 8.2 Rainfall Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Silt fencing will be installed along portions of the east, and south property lines as well as along existing wetland areas as shown on the Grading and Erosion Control Plan. Vegetative erosion control will be used in association with this project by using straw mulch with temporary seeding. See the Landscape Plan for final seed specifications L IX. CONCLUSIONS 9.1 Compliance with Standards All drainage analyses have been performed according to the Weld County, Co Subdivision Ordinance 173-E (Reference 1), and the Urban Drainage and Flood Control District's Drainage Criteria Manual (Reference 2). There are no variances requested as part of the proposed development. REFERENCES 1). Weld County, Co., Subdivision Ordinance 173-E, Weld County, Colorado, October 6, 1997. 2.) Drainage Criteria Maunal, Volume 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, March, 1969. 3.) Precipitation - Frequency Atlas of Western United States, NOAA Atlas 2, Volume III- Colorado, U.S. Department of Commerce, National Oceanic and Atmospheric Administration, Silver Spring, MD 1973. 6 INVENTORY PONDS Pond 1 Pond 2 Pond 3 SWALES Swale 2 Swale 5 Swale 13 Swale 16 Swale 17 Swale 19 Swale 21 Swale 28 CULVERTS Culvert 8 Culvert 9 Culvert 10 Culvert 11 Culvert 12 Culvert 15 Culvert 18 Culvert 20 Culvert 22 Culvert 23 Culvert 25 Culvert 26 Culvert 27 Culvert 30 Culvert 31 Culvert 32 ) ».:.. t.-5,„„ .W, i k :'fix } ( n: Appendix A Historic Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations Streets,Parking Lots,Drives: 5 Year 100 Year Date: By: M. Chalona August 14, 2000 Asphalt and Concrete 0.87 0.89 Gravel 0.45 0.60 Roofs 0.85 0.90 Lawns: Sandy Soil 0.01 0.20 Clayey Soil 0.15 0.50 Runoff Coefficients are taken from Table 3-1 from the Urban Drainage Criteria Manual. Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Runoff Weighted Runoff and Walks (Acres) (Acres) (Acres) Coefficient Coefficient (Acres) (Acres) H-1 151.3 0.000 0.000 0.000 151.300 0.15 0.50 H-2 140.3 0.000 0.000 0.000 140.300 0.15 0.50 H-3 15.9 0.000 0.000 0.000 15.900 0.15 0.50 H-4 42.5 0.000 0.000 0.000 42.500 0.15 0.50 H-5 12.1 3.300 0.000 0.000 8.800 0.35 0.61 H-6 32.6 0.000 0.000 0.000 32.600 0.15 0.50 1 I , i I I INITIAL STORM (5-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: T 1.8(1.1-05)L112 / S113 Gutter/Swale Flow, Time of Concentration: ' Ttrz L /60V Tc= Ti + Tt Intensity, (i)taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. I = 41.64/(tc+9,52)Th Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S T, L S Velocity,V T, L S ,V T T i Ci Point Basins (acres) Cs Cs (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) (m,,( (m,,,) (in/hr) (cfs) H-1 H-1 151.3 0.15 0.15 400.0 2.50 25.2 0.0 0.00 0.00 ?? 1810.2 1.49 197 15.3 40.5 1.9 43.0 H-2 H-2 140.3 0.15 0.15 400.0 0.87 35.8 0.0 0.00 0.00 ?? 3887.9 0.73 1.38 47.0 82.8 1.2 24.5 H-3 H-3 15.9 0.15 0.15 292.5 8.89 14.1 0.0 0.00 0.00 ?? 0.0 0.00 0.00 ?? 14.1 3.4 8.2 H-4 H-4 425 0.15 015 400.0 250 25.2 0.0 0.00 0.00 ?? 17775 1.18 1.75 16.9 42.1 1.8 11.8 H-5 H-5 121 0.35 0.87 87.0 824 1.9 0.0 0.00 0.00 ?? 5190.0 0.80 1.44 59.9 61.9 1 A 6.1 H-6 H-6 32.6 0.15 0.15 400.0 0.38 47.2 0.0 0.00 0.00 ?? 2363.6 1.33 1.86 21.2 68.4 1.3 6.5 D:\PROJECTS\FLF12Y-RNF.TBL Page 1 of 1 1 MAJOR STORM (100-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L112 / $1/3 Gutter/Swale Flow, Time of Concentration: T, L / 60V TI-- Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. I = 76.98/(tc+ 9.54)79 Calculations By: MLC Velocity, (V) taken from Figure15.2 Project:,Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 . Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Sbpe,S T, L S Velocity,V T, L S ,V T Tc i O Point Basins (acres) C,a, Cs (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) „ , (mm) (in/hr) (cfs) H-1 H-1 151.3 0.50 0.15 400.0 2.50 25.2 0.0 0.00 0.00 ?? 1810.2 1.49 1.97 15.3 40.5 3.5 264.6 H-2 H-2 140.3 0.50 0.15 400.0 0.87 35.8 0.0 0.00 0.00 ?? 3887.9 0.73 1.38 47.0 82.8 2.2 151.2 H-3 H-3 15.9 0.50 0.15 292.5 8.89 14.1 0.0 0.00 0.00 ?? 0.0 0.00 0.00 ?? 14.1 6.3 50.3 H-4 H-4 42.5 0.50 0.15 400.0 2.50 25.2 0.0 0.00 0.00 ?? 1777.5 1.18 1.75 16.9 42.1 3.4 72,5 H-5 H-5 12.1 0.62 0.89 87.0 8.24 1.7 0.0 0.00 0.00 ?? 5190.0 0.80 1.44 59.9 61.7 2.6 19.9 H-6 H-6 32.6 0.50 0.15 400.0 0.38 47.2 0.0 0.00 0.00 ?? 2363.6 1.33 1.86 21.2 _68.4 2.5 40.2 D:'PROJECTS\FLF\2Y-RNF.TBL Page 1 of 1 -e- �,....GTS ) >. „^�,i s.✓ ,,.z%3' s a '.�.,, :r,- �: 1 J - ae _ IM A' ,:fan Appendix B Developed Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations By: M. Chalona 5 10 100 Streets,Parking Lots,Drives: Year Year Year Date: August 14, 2000 Asphalt and Concrete 0.88 0.90 0.93 Gravel 0.45 0.50 0.60 Roofs 0.85 0.90 0.90 Lawns: Sandy Soil 0.01 0.05 0.20 Clayey Soil 0.15 0.25 0.50 Runoff Coefficients are taken from the Table 3-1, Urban Drainage Criteria Manual Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 10 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Weighted Weighted and Walks (Acres) (Acres) (Acres) Runoff Runoff Runoff (Acres) (Acres) Coefficient Coefficient Coefficient 1 19.5 0.160 0.330 0.000 19.010 0.17 0.27 0.51 2 18.3 0.190 0.080 0.000 18.030 0.16 0.26 0.51 2,3,4, 60.8 5.690 0.580 0.000 54.530 0.23 0.32 0.54 7,8,31 ,32 3 7.9 0.740 0.170 0.000 6.990 0.23 0.32 0.55 4 2.7 0.590 0.000 0.000 2.110 0.31 0.39 0.59 4,8 22.9 1.410 0.330 0.000 21.160 0.21 0.30 0.53 3,4,8 30.8 2.150 0.500 0.000 28.150 0.21 0.31 0.54 7 2.7 0.770 0.000 0.000 1.930 0.36 0.44 0.62 8 20.2 0.820 0.330 0.000 19.050 0.19 0.29 0.52 1 Developed Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations By: M. Chalona 5 10 100 Streets,Parking Lots,Drives: Year Year Yea Date: August 14, 2000 Asphalt and Concrete 0.88 0.90 0.93 Gravel 0.45 0.50 0.60 Roofs 0.85 0.90 0.90 Lawns: Sandy Soil 0.01 0.05 0.20 Clayey Soil 0.15 0.25 0.50 Runoff Coefficients are taken from the Table 3-1, Urban Drainage Criteria Manual Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 10 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Weighted Weighted and Walks (Acres) (Acres) (Acres) Runoff Runoff Runoff (Acres) (Acres) Coefficient Coefficient Coefficient 9 1.6 0.270 0.020 0.000 1.310 0.28 0.37 0.58 10 15.0 1.100 0.290 0.000 13.610 0.22 0.31 0.54 10,11 17.4 1.480 0.290 0.000 15.630 0.22 0.32 0.54 11 2.4 0.380 0.000 0.000 2.020 0.27 0.35 0.57 12 15.6 0.620 0.120 0.000 14.860 0.18 0.28 0.52 13 45.3 0.970 0.580 0.000 43.750 0.17 0.27 0.51 9,10, 142.0 6.160 1.500 0.000 134.340 0.19 0.29 0.52 11,12, 13,17, 18,19, 20,21, 22,23 2 Developed Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations By: M. Chalona 5 to too Streets,Parking Lots,Drives: Date: August 14, 2000 Year Year Y Asphalt and Concrete 0.88 0.90 0.93 Gravel 0.45 0.50 0.60 Roofs 0.85 0.90 0.90 Lawns: Sandy Soil 0.01 0.05 0.20 Clayey Soil 0.15 0.25 0.50 Runoff Coefficients are taken from the Table 3-1, Urban Drainage Criteria Manual Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 10 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Weighted Weighted and Walks (Acres) (Acres) (Acres) Runoff Runoff Runoff (Acres) (Acres) Coefficient Coefficient Coefficient 14 21.4 0.510 0.380 0.000 20.510 0.18 0.28 0.52 15 4.0 0.360 0.120 0.000 3.520 0.24 0.33 0.55 16 8.2 0.080 0.650 0.000 7.470 0.21 0.31 0.54 17 2.2 0.190 0.000 0.000 2.010 0.21 0.31 0.54 12,17 17.8 0.810 0.120 0.000 16.870 0.19 0.28 0.52 18 9.9 0.530 0.080 0.000 9.290 0.19 0.29 0.53 19 3.2 0.250 0.000 0.000 2.950 0.21 0.30 0.53 18,19 13.1 0.780 0.080 0.000 12.240 0.20 0.29 0.53 20 12.6 0.550 0.120 0.000 11.930 0.19 0.28 0.52 21 2.3 0.170 0.000 0.000 2.130 0.20 0.30 0.53 3 Developed Composite Runoff Coefficient Calculations ' Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations By: M. Chalona 5 to too Streets,Parking Lots,Drives: Year Year Year Date: August 14, 2000 Asphalt and Concrete 0.88 0.90 0.93 Gravel 0.45 0.50 0.60 Roofs 0.85 0.90 0.90 Lawns: Sandy Soil 0.01 0.05 0.20 Clayey Soil 0.15 0.25 0.50 Runoff Coefficients are taken from the Table 3-1, Urban Drainage Criteria Manual Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 10 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Weighted Weighted and Walks (Acres) (Acres) (Acres) Runoff Runoff Runoff (Acres) (Acres) Coefficient Coefficient Coefficient 20,21 14.9 0.720 0.120 0.000 14.060 0.19 0.29 0.52 22 20.5 0.530 0.080 0.000 19.890 0.17 0.27 0.51 23 11.4 0.600 0.210 0.000 10.590 0.20 0.30 0.53 22,23 31.9 1.130 0.290 0.000 30.480 0.18 0.28 0.52 24 32.4 0.570 0.330 0.000 31.500 0.17 0.27 0.51 24,25, 102.5 2.890 1.090 0.000 98.520 0.18 0.28 0.52 26,30 25 2.4 0.290 0.020 0.000 2.090 0.24 0.33 0.56 26 33.2 1.120 0.410 0.000 31.670 0.18 0.28 0.52 25,26, 70.1 2.320 0.760 0.000 67.020 0.18 0.28 0.52 30 , 4 Developed Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Soaring Eagle, PUD Calculations By: M. Chalona 5 10 100 Streets,Parking Lots,Drives: Year Year Year Date: August 14, 2000 Asphalt and Concrete 0.88 0.90 0.93 Gravel 0.45 0.50 0.60 Roofs 0.85 0.90 0.90 Lawns: Sandy Soil 0.01 0.05 0.20 Clayey Soil 0.15 0.25 0.50 Runoff Coefficients are taken from the Table 3-1, Urban Drainage Criteria Manual Basin Basin Area of Streets, Area of Roofs, Area of Gravel Area of Lawn 5 Year 10 Year 100 Year ID Area Parking Lots, Walks and Drives Parking and Drives and Landscape Weighted Weighted Weighted and Walks (Acres) (Acres) (Acres) Runoff Runoff Runoff (Acres) (Acres) Coefficient Coefficient Coefficient 27 6.0 0.510 0.120 0.000 5.370 0.23 0.32 0.54 28 7.6 1.270 0.120 0.000 6.210 0.28 0.37 0.58 27,28 13.6 1.780 0.240 0.000 11.580 0.26 0.35 0.56 29 19.8 0.140 0.290 0.000 19.370 0.17 0.26 0.51 30 34.5 0.910 0.330 0.000 33.260 0.18 0.27 0.52 25,30 36.9 1.200 0.350 0.000 35.350 0.18 0.28 0.52 31 5.8 1.660 0.000 0.000 4.140 0.36 0.44 0.62 32 3.2 0.920 0.000 0.000 2.280 0.36 0.44 0.62 31,32 9.0 2.580 0.000 0.000 6.420 0.36 0.44 0.62 5 INITIAL STORM (5-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: T;= 1.87(1.1-05)L1/2 / S13 Gutter/Swale Flow, Time of Concentration: Te-- L / 60V Tc= Ti + Tt ' Intensity, (i)taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V)taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S T, L S Velocity,V T, L S ,V T T i Q Point Basins (acres) CS Cs (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) isi�) isin) (in/hr) (cfs) 1 1 19.5 0.17 0.15 400.0 5.50 20.1 0.0 0.00 0.00 ?? 117.7 3.40 2.98 0.7 20.8 2.8 9.3 2 2,3,4,7,8, 60.8 0.23 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1635.0 0.90 1.53 17.8 46,0 17 24A 31,32 3 3 7.9 0.23 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1268.7 1.30 1.84 11.5 39.7 1.9 3.5 4 4.8 22.9 0.21 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1381.0 0.90 1.53 15.0 43.2 1.8 8.7 4 3,4,8 30.8 0.21 0.15 400.0 2.00 282 0.0 0.00 a00 ?? 1381.0 0.90 1.53 15.0 43.2 1.8 11.7 8 8 20.2 0,19 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 832.0 1.00 1.61 8.6 36.8 2.0 7.7 9 9 1.6 0.28 0.15 312.7 2.00 24.9 0.0 0.00 0.00 ?? 0.0 0.00 0.00 ?? 24.9 2.5 1.1 10 10 15.0 0.22 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 2.0 6.7 10 10,11 17.4 0.22 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 2.0 7.8 11 11 2.4 0.27 0.15 118.8 2.00 15.4 0.0 0.00 0.00 ?? 1226.3 0.60 1.25 16.4 31.7 22 1.4 12 12 15.6 0.18 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 633.3 0.90 1.53 6.9 46.9 1.7 4.8 Page 1 of 3 INITIAL STORM (5-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: T= 1.87(1.1-05)L1f2 / S1'3 Gutter/Swale Flow, Time of Concentration: Tt= L / 60V Tc= Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S T; L S Velocity,V T, L S ,V T T i Q Point Basins (acres) C5 Cs (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) tom, imp, (in/hr) (cfs) 13 9,10,11, 1420 0.19 0.15 400.0 0/0 40.0 0.0 0.00 0.00 ?? 15040 0.90 1.53 16A 56.4 1.5 41.1 12,13,17, 18,19,20, 21,22,23 14 14 21.4 0.18 0.15 400.0 2.80 25.2 0.0 0.00 0.00 ?? 623.4 0.90 1.53 6.8 32.0 2.2 8.4 15 15 40 0.24 0.15 224.6 2.00 21.1 0.0 0.00 0.00 7? 471.6 1.50 1.98 40 25.1 25 24 16 15,16 12.2 0.22 0.15 114.4 2.00 15.1 0.0 0.00 0.00 ?? 1872.5 0.72 1.37 22.8 37.9 2.0 5.3 17 12,17 17.8 0.19 0.15 400.0 010 40.0 0.0 0.00 0.00 ?? 1071.3 1.20 1.77 10.1 50.1 1.6 5.6 18 18 9.9 0.19 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 454.4 1.40 1.91 40 44.0 1.8 3.4 19 18,19 13.1 0.21 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 902.2 1.30 1.84 8.2 48.2 1.7 4.7 20 20 12.6 0.19 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 516.3 1.20 1.77 4.9 44.9 1.8 4.2 21 20,21 14.9 0.19 0.15 400.0 0.70 40.0 0.0 0.00 0.00 7? 929.2 1.60 2.04 7.6 47.6 1.7 48 Page 2 of 3 INITIAL STORM (5-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L1'2 / S1f3 Gutter/Swale Flow, Time of Concentration: Tt= L / 60V Tc= TI + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V)taken from Figure15.2 Project Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S T, L S Velocity,V T, L S ,V T T, o Point Basins (acres) C, C5 (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) (m,n) (min) (in/hr) (cfs) 22 22 20.5 0.17 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1031.0 0.80 1.44 11.9 51.9 1.6 5.6 23 22,23 31.9 0.18 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?7 1504.0 0.90 1.53 16.4 56.4 1.5 8.7 24 24,25,26, 102.5 0.18 0.15 376.8 2.00 27.4 0.0 0.00 0.00 7? 1929.7 0.70 1.35 23.8 51.2 1.6 30.0 30 25 25 2.4 0.24 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 168.3 1.00 1.61 1.7 29.1 2.3 1.3 26 25,26,30 70.1 0.18 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 1569A 0.90 1.53 17.1 44.5 1.8 22.5 27 27 6.0 0.23 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?7 347.4 0.40 1.02 5.7 27.4 2.4 3.3 28 27,28 7.6 0.26 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?7 1116.3 0.70 1.35 13.8 35.5 2.1 4.1 29 29 19.8 0.17 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?7 121.8 1.80 2.16 0.9 29.1 2.3 7.8 30 25,30 36.9 0.18 0.15 376.8 2.00 27.4 0.0 0.00 0.00 7? 548.1 1.23 1.79 5.1 32.5 2.2 14.4 31 31,32 9.0 0.36 0.87 87.0 8.24 2.0 0.0 0.00 0.00 ?7 3562.0 0.80 1.44 41.1 43.1 1.8 5.9 32 32 3.2 0.36 0.87 87.0 8.24 2.0 0.0 0.00 0.00 77 1420.0 0.80 1.44 _ 16.4 18.4 3.0 3.5 D:\PROJECTS\FLF\2V-RNF.TBL Page 3 of 3 • MINOR STORM (10-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)Lv2 / S113 Gutter/Swale Flow, Time of Concentration: Tt L / 60V Tc= Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V)taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S Ti L 5 Velocity,V T, L S ,V T T i Q Point Basins (acres) C10 C5 (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) lam) 1mm1 (in/hr) (cfs) 1 1 19.5 0.27 0.15 400.0 5.50 20.1 0.0 0.00 0.00 ?? 117.7 3.40 2.98 0.7 20.8 3.3 17.5 2 2,3,4,7,8, 60.8 0.32 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1635.0 0.90 1.53 17.8 46.0 2.1 35.7 31,32 3 3 7.9 0.32 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1268.7 1.30 1.84 11.5 39.7 2.3 5.7 4 4.8 22.9 0.30 0.15 400.0 2.00 28.2 0.0 0.00 0.00 7? 1381.0 0.90 1.53 15.0 43.2 2.1 14.7 4 3,4,8 30.8 031 0.15 400.0 Z00 28.2 0.0 0.00 0.00 ?? 1381.0 0.90 1.53 15.0 43.2 2.1 20.4 8 8 20.2 0.29 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 832.0 1.00 1.61 8.6 36.8 2.4 13.9 9 9 1.6 0.37 0.15 312.7 2.00 24.9 0.0 0.00 0.00 ?? 0.0 0.00 0.00 ?? 24.9 3.0 1.8 10 10 15.0 0.31 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 2.4 11.1 10 10,11 17.4 0.32 0.15 400.0 ZOO 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 2.4 133 11 11 2.4 0.35 0.15 118.8 2,00 15.4 0.0 0.00 0.00 ?? 12263 0.60 1.25 16.4 31.7 2.6 2.2 12 12 15.6 0.28 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 633.3 0.90 1.53 6.9 46.9 2.0 8.9 Page 1 of 3 I ) MINOR STORM (10-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L1'2 / S1'3 • Gutter/Swale Flow, Time of Concentration: Tt= L / 60V T0= Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V)taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: ID= CiA Date: August 11, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, Design A L Slope,S Ti L S Velocity,V It L S ,V T T i O Point Basins (acres) c,0 C5 (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) (min) ( ) (in/hr) (cfs) ' 13 9,10,11, 142.0 0.29 0.15 400.0 070 40.0 0.0 0.00 0.00 7? 1504.0 0.90 1.53 16.4 56.4 1.8 73.7 1213,17, 18,19,20, 21,22,23 14 14 2t4 0.28 0.15 400.0 2.80 25.2 0.0 0.00 0.00 ?? 623.4 0.90 1.53 6.8 32.0 26 15.5 15 15 4.0 0.33 0.15 224.6 2.00 21.1 0.0 0.00 0.00 ?? 471.6 1.50 1.98 4.0 25.1 3.0 4.0 15 15+ DP 15(4.0 cfs)+Pond 2 10-Year Release(19.14cfs)=23.14 cfs 0.0 0.0 23.1 Pond 2 Release 16 15,16 12.2 0.31 0.15 114.4 2.00 15.1 0.0 0.00 0.00 ?? 1872.5 0.72 1.37 22.8 37.9 2.3 8.8 17 12,17 17.8 0.28 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1071.3 1.20 1.77 10.1 50.1 1.9 9.7 18 18 9.9 0.29 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 454.4 1.40 1.91 4.0 44.0 2.1 6.1 19 18,19 13.1 0.30 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 902.2 1.30 1.84 8.2 48.2 2.0 7.8 20 20 12.6 0.28 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 516.3 1.20 1.77 4.9 44.9 2.1 7.4 21 20,21 14.9 0.30 0.15 400.0 0.70 40.0 (10 0.00 0.00 ?? 929.2 1.60 2.04 7.6 47.6 2.0 9.0 Page 2 of 3 • MINOR STORM (10-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L112 / S1'3 Gutter/Swale Flow, Time of Concentration: Tt= L /60V To= Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V)taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 11, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity Intensity, Flow, ' Design A L Slope,S T, L S Velocity,V T, L S ,V T T i Q Point Basins (acres) C,0 Cs (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) ,m,,,i mm, (in/hr) (cfs) 22 22 20.5 0.27 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1031.0 0.80 1.44 11.9 51.9 1.9 10.5 23 22,23 31.9 0.30 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1504.0 0.90 1.53 16.4 56.4 1.8 17.1 24 24,25,26, 102.5 0.28 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 1929.7 0.70 1.35 23.8 51.2 1.9 54.8 30 25 25 2.4 0.33 0.15 376.8 2.00 27.4 0.0 0.00 0.00 7? 168.3 1.00 1.61 1.7 29.1 2.7 2.2 26 25,26,30 70.1 0.28 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 1569.4 0.90 1.53 17.1 44.5 2.1 41.2 27 27 6.0 0.32 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?? 347.4 0.40 1.02 5.7 27.4 2.8 5.5 28 27,28 7.6 0.35 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?? 1116.3 0.70 1.35 13.8 35.5 2.4 6.5 29 29 19.8 0.26 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 121.8 1.80 2.16 0.9 29.1 2.7 14.1 30 25,30 36.9 0.28 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 548.1 1.23 1.79 5.1 32.5 2.6 26.5 31 31,32 9.0 0.44 0.88 87.0 8.24 1.9 0.0 0.00 0.00 ?? 3562.0 0.80 1.44 41.1 43.0 2.1 8.5 32 32 3.2 0.44 0.88 87.0 8.24 1.9 0.0 0.00 0.00 ?? 1420.0 0.80 1.44 16.4 18.3 3.6 5.0 D,\PROJECTS\FLF\2Y-RNF.TBL Page 3 of 3 MAJOR STORM (100-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L1n / S113 Gutter/Swale Flow, Time of Concentration: Tt= L /60V Tc= Ti + Tt Intensity, (i)taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity, Intensity Flow, Design A L Slope,S T, L S Velocity,V T, L S V T T ,i Q Point Basins (acres) C100 C, (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) �'4 (mm) (iNhr) (cfs) 1 1 19.5 031 0.15 400.0 5.50 20.1 0.0 0.00 0.00 ?? 1177 3.40 2.98 0.7 20.8 5.2 51.7 2 2,3,4,7,8, 54.4 0.54 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 1635.0 0.90 1.53 17.8 46.0 32 94.6 31,32 3 3 7.9 0.55 0.15 400.0 200 28.2 0.0 0.00 0.00 ?? 1268.7 1.30 1.84 11.5 39.7 3.5 15.4 4 4.8 22.9 0.53 0.15 400.0 ZOO 28.2 0.0 0.00 0.00 ?? 1381.0 0.90 1.53 15.0 43.2 3.4 40.7 ` 4 3,4,8 30.8 0.54 0.15 400.0 2.00 282 0.0 0.00 0.00 ?? 1381.0 0.90 1.53 15.0 432 3.4 55.8 8 8 20.2 0.52 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 832.0 1.00 1.61 8.6 36.8 3.7 39.1 L9 9 1.6 0.58 0.15 312.7 2.00 24.9 0.0 0.00 0.00 ?? 0.0 0.00 0.00 ?? 24.9 4.7 4.4 10 10 15.0 0.54 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 3.7 30.4 10 10,11 17.4 0.54 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 788.2 1.00 1.61 8.1 36.3 3.7 35.2 11 11 2.4 0.57 0.15 118.8 2.00 15.4 0.0 0.00 0.00 ?? 12263 0.60 1.25 16.4 31.7 4.1 5.6 12 12 15.6 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 633.3 0.90 1.53 6.9 46.9 3.2 25.8 Page 1 of 4 MAJOR STORM (100-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L1'2 / S1'3 Gutter/Swale Flow, Time of Concentration: Tt= L /60V Tc= Ti + Tt Intensity, (i)taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland now Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity, Intensity Flow, Design A L Slope,S T, L S Velocity,V It L S V T It "( 0 Point Basins (acres) C100 C5 (ft) (%) (min) (ft) (%) (fps) (min) (ft) (%) (fps) (so (mn) (in/hr) (cfs) 13 9,10,11, 142.0 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 7? 1504.0 0.90 1.53 16.4 56.4 2.8 207.8 12,13,17, 18,19,20, 21,22,23 14 14 21.4 0.52 0.15 400.0 2.80 25.2 0.0 0.00 0.00 ?? 623.4 0.90 1.53 6.8 32.0 4.1 45.1 15 15 4.0 0.55 0.15 224.6 2.00 21.1 0.0 0.00 0.00 77 471.6 1.50 1.98 4.0 25.1 4.7 10.3 15 15+ DP 15(10.3 cfs)+Pond 2 Release(77.6 cfs)=87.9 cfs 0.0 0.0 112.3 Pond 2 Release 16 15,16 12.2 0.54 0.15 114.4 2.00 15.1 0.0 0.00 0.00 ?? 1872.5 0.72 1.37 22.8 37.9 3.7 24.1 16 15,16, DP 15 8 16(24.1 cfs)+Pond 2 Release(77.6 cfs)=101.7 cfs 0.0 0.0 126.1 Pond 2 Release 17 12,17 17.8 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1071.3 1.20 1.77 10.1 50.1 3.0 28.2 18 18 9.9 0.53 L0.15 400.0 0.70 40.0 0.0 0.00 0.00 7? 454.4 1.40 1.91 4.0 44.0 3.3 17.4 Page 2 of 4 MAJOR STORM (100-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: Ti= 1.87(1.1-05)L112 / 6113 Gutter/Swale Flow, Time of Concentration: Tt= L /60V Tc= Ti + Tt Intensity, (i) taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity, Intensity Flow, Design A L Slope,S Ti L S Velocity,V T, L S V T T ,I Q Point Basins (acres) C,aa CS (8) (%) (min) (ft) (%) (fps) (min) (8) (%) (fps) on..) (mh) (in/hr) (cfs) — 19 18,19 13.1 0.78 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 902.2 1.30 1.84 8.2 48.2 3.1 31.9 20 20 12.6 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 516.3 1.20 1.77 4.9 44.9 3.3 21.5 21 20,21 14.9 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 929.2 1.60 2.04 7.6 47.6 3.2 24.4 22 22 20.5 0.51 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1031.0 0.80 1.44 11.9 51.9 3.0 31.1 - 23 22,23 31.9 0.52 0.15 400.0 0.70 40.0 0.0 0.00 0.00 ?? 1504.0 0.90 1.53 16.4 56.4 2.8 46.7 - 24 24,25,26, 102.5 0.52 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 1929.7 0.70 1.35 23.8 51.2 3.0 160.0 30 25 25 2.4 0.56 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?? 168.3 1.00 1.61 1.7 29.1 4.3 5.8 26 25,26,30 70.1 0.52 0.15 376.8 2.00 27.4 0.0 0O0 0.00 ?? 1569.4 0.90 1.53 17.1 44.5 3.3 120.1 27 27 6.0 0.54 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?? 347.4 0.40 1.02 5.7 27.4 4.5 14.4 28 27,28 7.6 0.58 0.15 236.6 2.00 21.7 0.0 0.00 0.00 ?? 1116.3 0.70 1.35 13.8 35.5 3.8 16.8 29 29 19.8 0.51 0.15 400.0 2.00 28.2 0.0 0.00 0.00 ?? 121.8 1.80 2.16 0.9 29.1 4.3 43.3 Page 3 of 4 MAJOR STORM (100-YR) RUNOFF COMPUTATIONS City of Firestone, Overland Flow, Time of Concentration: TI= 1.87(1.1-05)L112 / S113 Gutter/Swale Flow, Time of Concentration: Tt= L /60V Tc= T; + Tt Intensity, (i)taken from Rainfall Intensity Duration Equations generated by Eagle Point for Soaring Eagle P.U.D. Calculations By: MLC Velocity, (V) taken from Figure15.2 Project: Soaring Eagle P.U.D. Rational Equation: Q= CiA Date: August 14, 2000 Overland Flow Gutter Flow Swale Flow Area, Length, Length, Slope, Length, Slope, Velocity, Intensity Flow, Design A L Slope,S Ti L S Velocity,V Tr L S V T T ,i Q C10,5Point Basins (acres) C� C5 (ft) (%) (min) (ft) (%) (f)s) (min) (ft) (%) (fps) (mm( (mint (in/hr) (cfs) 30 25,30 36.9 052 0.15 376.8 2.00 27.4 0.0 0.00 0.00 ?7 548.1 1.23 1.79 5.1 32.5 4.0 77.1 31 31,32 9.0 0.62 0.90 87.0 8.24 1.7 0.0 0.00 0.00 ?? 2562.0 0.80 1.44 29.6 31.3 4.1 22.9 32 32 3.2 0.62 0.90 87.0 8.24 1.7 0.0 0.00 0.00 ?? 1420.0 0.80 1.44 16.4 18.1 5.6 11.1 D:\PROJECTS\FLF\2Y-RNF.TBL Page 4 of 4 HISTORIC RELEASE DEVELOPED RELEASE H1 (100 YEAR) = 264.6 CFS DP 24 (100 YEAR) = 160 CFS H2 (100 YEAR) = 151.2 CFS POND 2 RELEASE (77.6 CFS) + [DP 14 (100 YEAR) 45.1 CFS] + [DP 16 (100 YEAR) 24.1 CFS] = 146.8 CFS H3 (100 YEAR) = 50.3 CFS DP 29 (100 YEAR) = 43.3 H4 (100 YEAR) = 72.5 CFS DP 1 (100 YEAR) = 51.7 CFS H5 (5 YEAR) = 6.1 CFS POND 1 RELEASE = 6.1 CFS (H5) + 6.5 CFS (H6) = 12.6 CFS H6 (5 YEAR) = 6.5 CFS DRAINAGE CRITERIA MANUAL RUNOFF TABLE 3-1 (42) RECOMMENDED .RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 . 70 .80 Residential : Single-Family * .40 .45 .50 .60 Multi-Unit (detached) 50 .45 .50 .60 .70 Multi-Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 . 70 .70 .80 Industrial : Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 . 10 . 18 .25 .45 Playgrounds: 13 . 15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: • Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .15 .25 .50 NOTE: These Rational Formula coefficients may not be valid for large basins. 1 I *See Figure 2-1 for percent impervious. I 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT 6/21/100 Page 1 RAINFALL REPORT RAINFALL TYPE : WESTERN RAINFALL RAINFALL FILENAME : Rainfall Intensity Duration For Soaring Eagle P.U.D. From NOAA Atlas 2 , Volume III Colorado [PRECIPITATION] [ 2yr/6hr ] = 1.40 in [ 2yr/24hr ] = 1.70 in [ 100yr/6hr ] = 3.30 in [ 100yr/24hr ] = 4.20 in [ Elevation ] = 4942.00 ft INTERMEDIATE INTENSITIES (in/hr) [ 5 min ] [ 15 min ] [ 30 min ] [ 60 min ] [ 6 hr ] [ 24 hr ] [ 2 yr] 3.62 2.37 1.64 1.04 0.28 0.09 [ 5 yr] 4.98 3.26 2.26 1.43 0.39 0.13 [ 10 yr] 6.06 3.97 2.75 1.74 0.45 0.15 [ 25 yr] 7.24 4.74 3.29 2.08 0.54 0.18 [ 50 yr] 8.28 5.43 3.76 2.38 0- 62 0.21 [ 100 yr] 9.19 6.02 4.17 2.64 0.72 0.24 [BDE VALUES Intensity = B/ (time_conc + D)^E] [ B ] [ D ] [ E ] [ 2 yr] 29.78 9.39 0.79 [ 5 yr] 41.64 9.52 0.79 [ 10 yr] 51.08 9.58 0.80 [ 25 yr] 60.89 9.58 0.80 [ 50 yr] 70.15 9.63 0.80 [ 100 yr] 76.98 9.54 0.79 _ NJ a el .- IN y _ SO n ® mmo > + :-j 1 m� t1 —®® :- a t t $r J ,1' ,.•Ilq , � — a-alp ' - ,+: I . ^ 4„,..,I •• �11I�I All• L ttppa — • l�110 .11q a . . . J' 1 -All ll!.l l `, , :I... .Ii ri.i.1 lie il.cH it 4.a. 1::�::: ■ip - L�*A " -•dam , - i.4-, ,� I I ail — flri "tii'Vz/AY)Y1 _ �• -11, , I _ . - - ...,� 1 � t lff If! . . ...y...1.1 r 1.a it ..., I io Itlti I I r . I; /� _1_: a - - - i ,S X47 • I � I ,yilly 111 I f lTr 1.l_ ; «-Lit s I a7 _.1... —a .a-.. 1_.i- .. J CLscii . : im� F�Fty ri-Ti -1 I -- - - � m�as u _ I I • ea r` , .__ - Ii Ifl ZR VELOCITY IN FEET PER SECOND • ' I :' ,,,tots.,5.2•—Velooitiee for upland method of eetimati9g To I I REFERENCE: l SC5 AN1wNAL.LNGINEERRIGsnJ2CC.. $LQII6N 1. IJTET0 LVGT PMI 1 - W(99 III PL*M4f 4, 1964 1 I I PATIO J 7 w w LOT IMPERVIOUSNESS SINGLE FAMILY RESIDENTIAL (TYPICAL ALL LOTS) ROOF = 1 ,806 S.F. • ' 1vFanv,•1` PATIO = 299 S.F. DRIVEWAY = 483 S.F. WALKS = 75 S.F. R.o.w. TOTAL = 2,663 S.F. = 0.050184 ACRES GUTTER FLOWLINE CENTERUNE OF ROAD J:\WW\GET\TABLE5.OWG ee 9I. / L=I `rC NORTHERN ENGINEERING SERVICES R a 9611.00 SOARING EAGLE RANCH — 420 SOUTH HOWES SURE 202, FT. COLLINS, COLORADO 80521 owwEnN RYI• 0 oao ay,M.4 TYPICAL PERVOIUS AREA / LOT (970) 221-4156 new I®MEo:rh2P. /. .+S,"'_,`, ) , . ' -. a,.. E ' _ t.0x. lea . P a''4; F+ eua'Y. Appendix C UNLINED CHANNEL DESIGN CRITERIA 1 ) MAXIMUM SIDE SLOPES = 4: 1 2) MAXIMUM DEPTH OF FLOW IN CHANNEL = 4.0' 3) SUBCRITICAL FLOW ONLY 4) MINIMUM FREEBOARD = ADDITIONAL CAPACITY FOR 1 /3 OF THE DESIGN FLOW. 5) CHANNEL VELOCITY < 7.5 fps DURING THE 100-YR STORM. 6) CHANNEL VELOCITY > 2.0 fps DURING THE 5—YR STORM. 7) MANNINGS "n" = 0.035 (See Table 2-4) 8) MINIMUM 100' TWICE TOPWIDTH OF THEDESIGN THE FLOW. Swale2 = 5 Year Flow = 11.7 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 11.70 cfs Results Depth 1.04 ft Flow Area 4.34 ft2 Wetted Perimeter 8.59 ft Top Width 8.34 ft Critical Depth 0.88 ft Critical Slope 0.024424 ft/ft Velocity 2.69 ft/s Velocity Head 0.11 ft Specific Energy 1.15 ft Froude Number 0.66 Flow is subcritical. FlowMaster v5.13 04.3 Page 1 of 1 04:38:558:65 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06706 (203)755-1666 Swale 2 = 100 Year Flow = 55.8 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 55.80 cfs Results Depth 1.87 ft Flow Area 14.02 if Wetted Perimeter 15.44 ft Top Width 14.98 ft Critical Depth 1.65 ft Critical Slope 0.019832 ft/ft Velocity 3.98 ft/s Velocity Head 0.25 ft Specific Energy 2.12 ft Froude Number 0.73 Flow is subcritical. FlowMaster v5.13 07/24/00 04:37:43 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 2 = 100 Year Flow *1.33= 74.2 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 74.21 cfs Results Depth 2.08 ft Flow Area 17.36 ft2 Wetted Perimeter 17.18 ft Top Width 16.67 ft Critical Depth 1.85 ft Critical Slope 0.019093 ft/ft Velocity 4.28 ft/s Velocity Head 0.28 ft Specific Energy 2.37 ft Froude Number 0.74 Flow is subcritical. FlowMaster v5.13 043 Page 1 of 1 04::36:166:16 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Swale 5 = 5 Year = 4.0 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 4.00 cfs Results Depth 0.70 ft Flow Area 1.94 ft2 Wetted Perimeter 5.75 ft Top Width 5.57 ft Critical Depth 0.57 ft Critical Slope 0.028184 ft/ft Velocity 2.06 ft/s Velocity Head 0.07 ft Specific Energy 0.76 ft Froude Number 0.62 Flow is subcritical. FlowMaster v5.13 08:52:30 Page 1 of 1 08:52:37 AM Haeslad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 9 Swale 5 = 100 Year = 19.6 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 19.60 cfs Results Depth 1.26 ft Flow Area 6.40 ft2 Wetted Perimeter 10.43 ft Top Width 10.12 ft Critical Depth 1.08 ft Critical Slope 0.022800 ft/ft Velocity 3.06 ft/s Velocity Head 0.15 ft Specific Energy 1.41 ft Froude Number 0.68 Flow is subcritical. FlowMaster v5.13 08/03/00 Page 1 of 1 08:51:32 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Swale 5 = 100 Year* 1.33 = 26.1 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 fUft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 26.10 cfs Results Depth 1.41 ft Flow Area 7.93 ft' Wetted Perimeter 11.61 ft Top Width 11.26 ft Critical Depth 1.21 ft Critical Slope 0.021946 ft/ft Velocity 3.29 fUs Velocity Head 0.17 ft Specific Energy 1.58 ft Froude Number 0.69 Flow is subcritical. FlowMaster v5.13 08/03/00 Page 1 of 1 08:51'51:03 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Swale 13 = 10 Year Flow = 23.1 cfs Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 13 Trap Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Bottom Width 7.00 ft Discharge 23.10 cfs Results Depth 0.99 ft Flow Area 10.78 ft2 Wetted Perimeter 15.13 ft Top Width 14.88 ft Critical Depth 0.62 ft Critical Slope 0.023050 ft/ft Velocity 2.14 ft/s Velocity Head 0.07 ft Specific Energy 1.06 ft Froude Number 0.44 Flow is subcritical. FlowMaster v5.13 11.2 .30 Page 1 of 1 11:211:39 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Swale 13 = 100 Year Flow = 87.9 cfs ( L; '. I f_. »-: Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 13 Trap Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Bottom Width 7.00 ft Discharge 87.90 cfs Results Depth 1.93 ft Flow Area 28.38 ft2 Wetted Perimeter 22.90 ft Top Width 22.43 ft • Critical Depth 1.32 ft Critical Slope 0.018801 ft/ft Velocity 3.10 ft/s Velocity Head 0.15 ft Specific Energy 2.08 ft Froude Number 0.49 Flow is subcritical. 08/14/00 FlowMaster v5.13 02:50:07 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 13 = 100Yr" 1.33 = 116.9 cis Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 13 Trap Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Bottom Width 7.00 ft Discharge 116.90 cfs Results Depth 2.21 ft Flow Area 35.00 ft' Wetted Perimeter 25.22 ft Top Width 24.68 ft Critical Depth 1.53 ft Critical Slope 0.018048 ft/ft Velocity 3.34 ft/s Velocity Head 0.17 ft Specific Energy 2.38 ft Froude Number 0.49 Flow is subcritical. FlowMaster v5.13 08/14/00 Page 1 of 1 02:50:37 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 9 Swale 16 = 100 Year= 1017 cfs Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Trap Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Bottom Width 12.00 ft Discharge 101.70 cfs Results Depth 1.73 ft Flow Area 32.71 ft' Wetted Perimeter 26.26 ft Top Width 25.83 ft Critical Depth 1.14 ft Critical Slope 0.018846 ft/ft Velocity 3.11 ft/s Velocity Head 0.15 ft Specific Energy 1.88 ft Froude Number 0.49 Flow is subcritical. FlowMaster v5.13 14/0002: Page 1 of 1 02:58:19 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 9 Swale 16 = 100 Year*1.33= 135.3 cfs Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Trap Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Bottom Width 12.00 ft Discharge 135.30 cfs Results Depth 2.00 ft Flow Area 40.14 ft2 Wetted Perimeter 28.53 ft Top Width 28.04 ft Critical Depth 1.35 ft Critical Slope 0.018017 ft/ft Velocity 3.37 ft/s Velocity Head 0.18 ft Specific Energy 2.18 ft Froude Number 0.50 Flow is subcritical. FlowMaster v5.13 03. 0:20 Page 1 of 1 03:00:29 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 9 Swale 16 = 100 Year = 101.7 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 101.70 cfs Results Depth 2.78 ft Flow Area 31.00 ft' Wetted Perimeter 22.96 ft Top Width 22.27 ft Critical Depth 2.09 ft Critical Slope 0.018307 ft/ft Velocity 3.28 ft/s Velocity Head 0.17 ft Specific Energy 2.95 ft Froude Number 0.49 Flow is subcritical. 08/14/00 FlowMaster v5.13 03:02:46 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 16 = 100 Year*1.33 = 135.3 cfs ( -� Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 135.30 cfs Results Depth 3.10 ft Flow Area 38.40 fti Wetted Perimeter 25.55 ft Top Width 24.79 ft Critical Depth 2.35 ft Critical Slope 0.017623 ft/ft Velocity 3.52 ft/s Velocity Head 0.19 ft Specific Energy 3.29 ft Froude Number 0.50 Flow is subcritical. • 08/14/00 FlowMaster v5.13 03:03:53 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 17 = 5 year = 5.6 cfs /� j- . 17 Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V "Discharge 5.60 cfs Results Depth 0.79 ft Flow Area 2.50 ft2 Wetted Perimeter 6.52 ft Top Width 6.32 ft Critical Depth 0.66 ft Critical Slope 0.026947 ft/ft Velocity 2.24 ft/s Velocity Head 0.08 ft Specific Energy 0.87 ft Froude Number 0.63 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:23:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 17 = 100 year = 28.2 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H : V Discharge 28.20 cfs Results Depth 1.45 ft Flow Area 8.40 ft2 Wetted Perimeter 11.95 ft Top Width 11.59 ft Critical Depth 1.25 ft Critical Slope 0.021721 ft/ft Velocity 3.36 ft/s Velocity Head 0.18 ft Specific Energy 1.62 ft Froude Number 0.70 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:22:34 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 17 = 100 year* 1.33 = 37.5 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 16 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 fUft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H : V Discharge 37.51 cfs Results Depth 1.61 ft Flow Area 10.41 ft2 Wetted Perimeter 13.30 ft Top Width 12.90 ft Critical Depth 1.40 ft Critical Slope 0.020910 ft/ft Velocity 3.60 ft/s Velocity Head 0.20 ft Specific Energy 1.81 ft Froude Number 0.71 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:21:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 19 = 5 Year = 4.7 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 19 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H : V Discharge 4.70 cfs Results Depth 0.74 ft Flow Area 2.19 ft' Wetted Perimeter 6.10 ft Top Width 5.92 ft Critical Depth 0.61 ft Critical Slope 0.027584 ft/ft Velocity 2.14 ft/s Velocity Head 0.07 ft Specific Energy 0.81 ft Froude Number 0.62 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:38:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 19 = 100 Year = 31.9 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 19 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 31.90 cfs Results Depth 1.52 ft Flow Area 9.22 ft2 Wetted Perimeter 12.52 ft Top Width 12.14 ft Critical Depth 1.32 ft Critical Slope 0.021367 ft/ft Velocity 3.46 ft/s Velocity Head 0.19 ft Specific Energy 1.70 ft Froude Number 0.70 Flow is subcritical. FlowMaster v5.13 07/25/00 . . Page 1 of 1 02:37:45 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Swale 19 = 100 Year* 1.33 = 42.4 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 19 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 42.40 cfs Results Depth 1.69 ft Flow Area 11.41 ft2 Wetted Perimeter 13.93 ft Top Width 13.51 ft Critical Depth 1.48 ft Critical Slope 0.020572 ft/ft Velocity 3.72 ft/s Velocity Head 0.21 ft Specific Energy 1.90 ft Froude Number 0.71 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:36:57 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 21 = 5 Year = 4.8 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 21 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.012500 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 4.80 cfs Results Depth 0.72 ft Flow Area 2.05 ft2 Wetted Perimeter 5.90 ft Top Width 5.72 ft Critical Depth 0.62 ft Critical Slope 0.027504 ft/ft Velocity 2.34 fUs Velocity Head 0.09 ft Specific Energy 0.80 ft Froude Number 0.69 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:46:55 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 21 = 100 Year = 24.4 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 21 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.012500 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 24.40 cfs Results Depth 1.32 ft Flow Area 6.93 ft2 Wetted Perimeter 10.86 ft Top Width 10.53 ft Critical Depth 1.18 ft Critical Slope 0.022144 ft/ft Velocity 3.52 ft/s Velocity Head 0.19 ft Specific Energy 1.51 ft Froude Number 0.76 Flow is subcritical. FlowMaster v5.13 07/25/00: : Page 1 of 1 02:45:40 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 g Swale 21 = 100 Year* 1.33 = 32.5 Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 21 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.012500 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 32.50 cfs Results Depth 1.47 ft Flow Area 8.59 ft2 Wetted Perimeter 12.09 ft Top Width 11.73 ft Critical Depth 1.33 ft Critical Slope 0.021313 ft/ft Velocity 3.78 ft/s Velocity Head 0.22 ft Specific Energy 1.69 ft Froude Number 0.78 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:45:08 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 28 = 5 Year= 4.1 cfs -- Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 28 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 4.10 cfs Results Depth 0.75 ft Flow Area 2.26 ft2 Wetted Perimeter 6.20 ft Top Width 6.01 ft Critical Depth 0.58 ft Critical Slope 0.028089 ft/ft Velocity 1.81 ft/s Velocity Head 0.05 ft Specific Energy 0.80 ft Froude Number 0.52 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:55:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 28 = 100 Year= 16.8 cfs j , Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 28 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H : V Discharge 16.80 cfs Results Depth 1.28 ft Flow Area 6.51 ft2 Wetted Perimeter 10.52 ft Top Width 10.21 ft Critical Depth 1.02 ft Critical Slope 0.023274 ft/ft Velocity 2.58 ft/s Velocity Head 0.10 ft Specific Energy 1.38 ft Froude Number 0.57 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:54:53 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Swale 28 = 100 Year* 1.33 = 22.3 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\sef.fm2 Worksheet Swale 28 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H :V Right Side Slope 4.000000 H :V Discharge 22.30 cfs Results Depth 1.42 ft Flow Area 8.05 ft2 Wetted Perimeter 11.70 ft Top Width 11.35 ft Critical Depth 1.14 ft Critical Slope 0.022411 ft/ft Velocity 2.77 ft/s Velocity Head 0.12 ft Specific Energy 1.54 ft Froude Number 0.58 Flow is subcritical. 07/25/00 FlowMaster v5.13 02:53:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 k . ( : \ � \ k . � §$ittt / U' 1 CULVERT 8 FILE DATE: 08-01-2000 CURRENT DATE: 08-01-2000 FILE NAME: CULVB CURRENT TIME: 09:54:12 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 CI SITE DATA I CULVERT SHAPE, MATERIAL,{ INLET I U I L INLET OUTLET CULVERT BARRELS SPAN RISE MANNING INLET ✓ ELEV. ELEV. LENGTH SHAPE TYPE NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n 1 4917.22 4916.99 39.84 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (c£s) FILE: CULVB DATE: 08-01-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4917.22 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4917.82 1.4 1.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4918.07 2.8 2.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4918.38 4.2 4.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4918.59 5.6 5.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4918.79 6.9 6.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4919.00 8.3 8.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4919.18 9.7 9.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4919.52 11.1 11.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4919.93 12.5 12.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4920.25 13.9 13.9"0i0 0.0 0.0 0.0 0.0 0.0 0.00 1 4920.26 13.9 13.9 -1.'"0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV8 DATE: 08-01-2000 OTAL FLOW % FLOW HEAD HEAD T ERROR _ ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (c£s) 0.00 0.000 0.00 0.00 4917.22 1 39 0.00 0.00 0.000 0.00 4917.82 2 78 0.00 4918.07 0.000 0.000 4.17 0.00 0.00 4918.385.56 0.00 0.00 0.000 0.00 4918.59 6.95 0.00 4918.79 0.000 0.000 8.34 0.00 0.00 4919.009.73 0.00 0.00 0.00 0.000 4919.18 11.12 0.00 0.000 0.00 4919.52 12.51 0.00 4919.93 0.000 0.00 0.00 4920.25 0.000 13.90 <1> TOLERANCE (£t) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 09:54:12 FILE NAME: CULVB PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4917.22 0.00 0.00 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 1.39 4917.82 0.60 0.60 1-52n 0.43 0.44 0.34 0.49 4.72 1.26 2.78 4918.07 0.85 0.85 1-S2n 0.62 0.63 0.53 0.65 4.96 1.50 4.17 4918.36 1.02 1.16 2-M2c 0.78 0.78 0.78 0.76 4.49 1.66 5.56 4918.59 1.23 1.37 2-M2c 0.94 0.91 0.91 0.85 4.97 1.79 6.95 4918.79 1.44 1.57 2-M2c 1.12 1.02 1.02 0.93 5.45 1.89 8.34 4919.00 1.65 1.78 2-M2c 1.50 1.11 1.11 1.00 5.94 1.98 9.73 4919.18 . 1.86 1.96 2-M2c 1.50 1.20 1.20 1.06 6.40 2.06 11.12 4919.52 2.08 2.30 2-M2c 1.50 1.27 1.27 1.11 7.01 2.13 12.51 4919.93 2.30 2.71 2-M2c 1.50 1.33 1.33 1.16 7.57 2.19 13.90 4920.25 2.54 3.03 2-M2c 1.50 1.39 1.39 1.21 6.06 2.25 El. inlet face invert 4917.22 ft El. outlet invert 4916.99 ft El. inlet throat invert 4917.20 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4917.22 ft OUTLET STATION 42.84 ft OUTLET ELEVATION 4916.99 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0054 CULVERT LENGTH ALONG SLOPE 39.84 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 09:54:12 FILE NAME: CULVB TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n ( .01-0.1) 0.035 CHANNEL INVERT ELEVATION 4916.96 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4916.99 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (£/s) (ps£) 0.00 4916.96 0.000 0.00 0.00 0.00 1.39 4917.48 0.307 0.52 1.26 0.18 2.78 4917.64 0.321 0.68 1.50 0.23 4.17 4917.75 0.329 0.79 1.66 0.27 5.56 4917.84 0.335 0.88 1.79 0.30 6.95 4917.92 0.340 0.96 1.89 0.33 8.34 4917.99 0.344 1.03 1.98 0.35 9.73 4918.05 0.347 1.09 2.06 0.37 11.12 4918.10 0.350 1.14 2.13 0.39 12.51 4918.15 0.353 1.19 2.19 0.41 13.90 4918.20 0.355 1.24 2.25 0.43 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4922.00 2 75.69 4921.00 3 174.69 4920.26 "- 4 317.59 4921.00 5 483.98 4922.00 CULVERT 9 1 _ CURRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 11:35:13 FILE NAME: CULV9 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4928.24 4927.99 44.83 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV9 DATE: 08-01-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4928.24 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.48 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.57 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.61 0.5 0.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.67 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.00 1 _ 4928.72 0.9 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.77 1.1 1.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.81 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.85 1.4 1.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.89 1.6 1.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.93 1.84 1.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.00 11.9171Y11.9 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV9 DATE: 08-01-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4928.24 0.000 0.00 0.00 0.00 4928.48 0.000 0.18 0.00 0.00 4928.57 0.000 0.36 0.00 0.00 0.00 4928.61 0.000 0.54 0.00 4928.67 0.000 0.72 0.00 0.00 0.00 4928.72 0.000 0.90 0.00 0.00 4928.77 0.000 1.08 0.00 4928.81 0.000 1.26 0.00 0.00 4928.85 0.000 1.44 0.00 0.00 4928.89 0.000 1.62 0.00 0.00 4928.93 0.000 1.80 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (€) = 1.000 2 CURRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 11:35:13 FILE NAME: CULV9 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4928.24 0.00 0.00 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 0.18 4928.48 0.21 0.24 3-Mlt 0.16 0.15 0.21 0.21 1.13 0.76 0.36 4928.57 0.30 0.33 3-Mlt 0.21 0.21 0.29 0.29 1.52 0.90 0.54 4928.61 0.37 0.37 1-S2n 0.26 0.26 0.16 0.34 5.93 1.00 0.72 4928.67 0.43 0.43 1-52n 0.31 0.31 0.21 0.38 4.54 1.07 0.90 4928.72 0.48 0.48 1-S2n 0.34 0.35 0.25 0.41 4.61 1.13 1.08 4928.77 0.53 0.53 1-S2n 0.38 0.38 0.28 0.45 4.66 1.19 1.26 4928.81 0.57 0.57 1-S2n 0.41 0.42 0.32 0.47 4.70 1.23 1.44 4928.85 0.61 0.61 1-S2n 0.44 0.45 0.35 0.50 4.73 1.27 1.62 4928.89 0.65 0.65 1-S2n 0.47 0.48 0.38 0.53 4.64 1.31 1.80 4928.93 0.69 0.69 1-S2n 0.49 0.50 0.40 0.55 4.72 1.35 El. inlet face invert 4928.24 ft El. outlet invert 4927.99 ft El. inlet throat invert 4928.22 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4928.24 ft OUTLET STATION 47.83 ft OUTLET ELEVATION 4927.99 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0052 CULVERT LENGTH ALONG SLOPE 44.83 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-01-2000 FILE DATE: 08-01-2000 CURRENT TIME: 11:35:13 FILE NAME: CULV9 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4927.96 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4927.99 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4927.96 0.000 0.00 0.00 0.00 0.18 4928.20 0.271 0.24 0.76 0.08 0.36 4928.28 0.283 0.32 0.90 0.11 0.54 4928.33 0.290 0.37 1.00 0.13 0.72 4928.37 0.295 0.41 1.07 0.14 0.90 4928.40 0.299 0.44 1.13 0.15 1.08 4529.44 0.303 0.48 1.19 0.16 1.26 -4-928.46 0.306 0.50 1.23 0.17 1.44 4928.49 0.308 0.53 1.27 0.18 1.62 4928.52 0.310 0.56 1.31 0.19 1.80 4928.54 0.312 0.58 1.35 0.20 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4933.00 2 93.43 4932.00 3 188.78 4931.00 4 326.01 4932.00 5 427.12 4932.88 CULVERT 10 1 CURRENT DATE: 08-07-2000 FILE DATE: 08-07-2000 CURRENT TIME: 11:39:18 FILE NAME: CULV10 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4923.48 4923.03 53.83 2 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 i i i SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV10 DATE: 08-07-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4923.48 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4923.88 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.06 2.7 2.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.19 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.31 5.3 5.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.38 6.7 6.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.46 8.0 8.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.56 9.3 9.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.67 10.6 10.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.77 12.0 yprc12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.87 13.3E 13.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.00 24.0)324.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV10 DATE: 08-07-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4923.48 0.000 0.00 0.00 0.00 4923.88 0.000 1.33 0.00 0.00 4924.06 0.000 2.66 0.00 0.00 4924.19 0.000 3.99 0.00 0.00 4924.31 0.000 5.32 0.00 0.00 4924.38 0.000 6.65 0.00 0.00 4924.46 0.000 7.98 0.00 0.00 4924.56 0.000 9.31 0.00 0.00 4924.67 0.000 10.64 0.00 0.00 4924.77 0.000 11.97 0.00 0.00 4924.87 0.000 13.30 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-07-2000 FILE DATE: 08-07-2000 CURRENT TIME: 11:39:18 FILE NAME: CULV10 PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4923.48 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1.33 4923.88 0.40 0.40 1-S2n 0.26 0.30 0.20 0.43 4.51 1.77 2.66 4924.06 0.58 0.58 1-52n 0.38 0.43 0.37 0.56 3.90 2.11 3.99 4924.20 0.72 0.72 1-S2n 0.47 0.53 0.47 0.65 4.22 2.34 5.32 4924.31 0.83 0.83 1-S2n 0.54 0.62 0.42 0.73 6.60 2.51 6.65 4924.38 0.90 0.90 1-S2n 0.62 0.69 0.49 0.79 6.66 2.65 7.98 4924.46 0.98 0.98 1-S2n 0.68 0.76 0.56 0.85 6.57 2.78 9.31 4924.56 1.08 1.08 1-S2n 0.75 0.83 0.63 0.90 6.68 2.88 10.64 4924.67 1.19 1.19 1-52n 0.81 0.89 0.69 0.94 6.73 2.98 11.97 4924.77 1.29 1.29 1-52n 0.87 0.94 0.74 0.99 6.87 3.07 13.30 4924.87 1.39 1.39 1-S2n 0.94 0.99 0.92 1.03 5.81 3.15 El. inlet face invert 4923.48 ft El. outlet invert 4923.03 ft El. inlet throat invert 4923.46 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4923.48 ft OUTLET STATION 56.83 ft OUTLET ELEVATION 4923.03 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0079 CULVERT LENGTH ALONG SLOPE 53.83 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-07-2000 FILE DATE: 08-07-2000 CURRENT TIME: 11:39:18 FILE NAME: CULV10 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.014 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4923.03 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4923.03 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (£/s) (psf) 0.00 4923.03 0.000 0.00 0.00 0.00 1.33 4923.46 0.475 0.43 1.77 0.38 2.66 4923.59 0.496 0.56 2.11 0.49 3.99 4923.68 0.509 0.65 2.34 0.57 5.32 4923.76 0.518 0.73 2.51 0.64 6.65 4923.82 0.525 0.79 2.65 0.69 7.98 4923.88 0.532 0.85 2.78 0.74 9.31 4923.93 0.536 0.90 2.88 0.79 10.64 4923.97 0.541 0.94 2.98 0.82 11.97 4924.02 0.545 0.99 3.07 0.86 13.30 4924.06 0.549 1.03 3.15 0.90 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4928.00 2 108.42 4927.00 3 240.90 4926.00 4 283.92 4927.00 5 449.51 4928.00 CULVERT 11 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:07:13 FILE NAME: CULV11 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4926.05 4925.82 35.83 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 I I I SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV11 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4926.05 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.28 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.38 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.46 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.52 0.9 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 -- 4926.58 1.1 1.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.63 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4926. 68 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.73 1.8 1.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.77 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4926.81 2.2E--Aro 2.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4927.00 3.7T-I, % 3.7 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV11 DATE: 08-03-2000 HFAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4926.05 0.000 0.00 0.00 0.00 4926.28 0.000 0.22 0.00 0.00 4926.38 0.000 0.44 0.00 0.00 4926.46 0.000 0.66 0.00 0.00 4926.52 0.000 0.88 0.00 0.00 4926.58 0.000 1.10 0.00 0.00 4926.63 0.000 1.32 0.00 0.00 4926.68 0.000 1.54 0.00 0.00 4926.73 0.000 1.76 0.00 0.00 4926.77 0.000 1.98 0.00 0.00 4926.81 0.000 2.20 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:07:13 FILE NAME: CULV11 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4926.05 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.22 4926.28 0.23 0.23 1-S2n 0.16 0.17 0.07 0.26 3.47 0.80 0.44 4926.38 0.33 0.33 1-S2n 0.23 0.23 0.13 0.34 4.84 0.95 0.66 4926.46 0.41 0.41 1-S2n 0.29 0.30 0.20 0.40 4.51 1.05 0.88 4926.52 0.47 0.47 1-S2n 0.33 0.34 0.24 0.44 4.61 1.13 1.10 4926.58 0.53 0.53 1-S2n 0.37 0.39 0.29 0.48 4.67 1.19 1.32 4926.63 0.58 0.58 1-S2n 0.40 0.43 0.33 0.51 4.71 1.25 1.54 4926.68 0.63 0.63 1-S2n 0.44 0.46 0.36 0.55 4.61 1.30 1.76 4926.73 0.68 0.68 1-S2n 0.47 0.49 0.39 0.57 4.70 1.34 1.98 4926.77 0.72 0.72 1-S2n 0.50 0.53 0.43 0.60 4.78 1.38 2.20 4926.81 0.76 0.76 1-S2n 0.53 0.56 0.46 0.62 4.84 1.42 El. inlet face invert 4926.05 ft El. outlet invert 4925.82 ft El. inlet throat invert 4926.03 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4926.05 ft OUTLET STATION 38.83 ft OUTLET ELEVATION 4925.82 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 CULVERT LENGTH ALONG SLOPE 35.83 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE *-**** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:07:13 FILE NAME: CULV11 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4925.82 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4925.82 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (ps£) 0.00 4925.82 0.000 0.00 0.00 0.00 0.22 4926.08 0.274 0.26 0.80 0.09 0.44 4926.16 0.286 0.34 0.95 0.12 0.66 4926.22 0.293 0.40 1.05 0.14 0.88 4926.26 0.299 0.44 1.13 0.15 1.10 4926.30 0.303 0.48 1.19 0.17 1.32 4926.33 0.306 0.51 1.25 0.18 1.54 4926.37 0.309 0.55 1.30 0.19 1.76 4926.39 0.312 0.57 1.34 0.20 1.98 4926.42 0.314 0.60 1.38 0.21 2.20 4926.44 0.316 0.62 1.42 0.21 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4931.00 2 167.16 4930.00 3 334.22 4929.00 4 497.50 4928.00 5 660.64 4927.00 CULVERT 12 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:21:30 FILE NAME: CULV12 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4930.30 4929.93 59.84 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV12 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4930.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.78 0.9 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.98 1.8 1.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.14 2.7 2.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.23 3.6 3.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.36 4.4 4.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.63 5.3 5.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.77 6.2 6.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.89 7.1 7.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.02 8.0 .Je 8.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.15 8.9s- 8.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.34 13.2T71:13.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV12 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4930.30 0.000 0.00 0.00 0.00 4930.78 0.000 0.89 0.00 0.00 4930.98 0.000 1.78 0.00 0.00 4931.14 0.000 2.67 0.00 0.00 4931.23 0.000 3.56 0.00 0.00 4931.36 0.000 4.45 0.00 0.00 4931.63 0.000 5.34 0.00 0.00 4931.77 0.000 6.23 0.00 0.00 4931.89 0.000 7.12 0.00 0.00 4932.02 0.000 8.01 0.00 0.00 4932.15 0.000 8.90 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:21:30 FILE NAME: CULV12 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4930.30 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.89 4930.78 0.48 0.48 1-S2n 0.33 0.35 0.25 0.44 4.61 1.13 1.78 4930.98 0.68 0.68 1-S2n 0.48 0.50 0.40 0.58 4.71 1.34 2.67 4931.14 0.84 0.84 1-52n 0.59 0.62 0.52 0.67 4.92 1.49 3.56 4931.23 0.93 0.93 1-S2n 0.70 0.72 0.62 0.75 5.19 1.60 4.45 4931.36 1.06 1.06 1-S2n 0.79 0.81 0.71 0.81 5.44 1.69 5.34 4931.64 1.20 1.34 2-M2c 0.89 0.89 0.89 0.87 4.89 1.77 6.23 4931.77 1.33 1.47 2-M2c 0.99 0.96 0.96 0.92 5.21 1.84 7.12 4931.89 1.47 1.59 2-M2c 1.10 1.03 1.03 0.97 5.50 1.90 8.01 4932.02 1.60 1.72 2-M2c 1.22 1.09 1.09 1.01 5.79 1.96 8.90 4932.15 1.73 1.85 2-M2c 1.50 1.15 1.15 1.05 6.13 2.01 El. inlet face invert 4930.30 ft El. outlet invert 4929.93 ft El. inlet throat invert 4930.28 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4930.30 ft OUTLET STATION 62.84 ft OUTLET ELEVATION 4929.93 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 CULVERT LENGTH ALONG SLOPE 59.84 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 11:21:30 FILE NAME: CULV12 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4929.93 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4929.93 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4929.93 0.000 0.00 0.00 0.00 0.89 4930.37 0.299 0.44 1.13 0.15 1.78 4930.51 0.312 0.58 1.34 0.20 2.67 4930.60 0.320 0.67 1.49 0.23 3.56 4930.68 0.326 0.75 1.60 0.26 4.45 4930.74 0.331 0.81 1.69 0.28 5.34 4930.80 0.334 0.67 1.77 0.30 6.23 4930.85 0.338 0.92 1.84 0.32 7.12 4930.90 0.341 0.97 1.90 0.33 8.01 4930.94 0.343 1.01 1.96 0.35 8.90 4930.98 0.345 1.05 2.01 0.36 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4934.71 2 83.61 4934.00 3 175.16 4933.34 4 274.14 4934.00 5 381.09 4935.00 CULVERT 15 1 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 10:32:15 FILE NAME: SEFCUL15 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4923.34 4923.10 45.00 2 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 I SUMMARY OF CULVERT FLOWS (cfs) FILE: SEFCUL15 DATE: 08-04-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4923.34 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4923.89 2.3 2.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.12 4.6 4.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.43 6.9 6.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.59 9.3 9.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.77 11.6 11.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4924.96 13.9 13.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4925.15 16.2 16.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4925.46 18.5 18.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4925.49 20.8 7 20.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4925.64 23.10.. 23.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4925.75 24.6Vt.l%24.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL15 DATE: 08-04-2000 HEAD HEAD TOTAL FLOW % FLOW ' ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4923.34 0.000 0.00 0.00 0.00 4923.89 0.000 2.31 0.00 0.00 4924.12 0.000 4.63 0.00 0.00 4924.43 0.000 6.94 0.00 0.00 4924.59 0.000 9.26 0.00 0.00 4924.77 0.000 11.57 0.00 0.00 4924.96 0.000 13.88 0.00 0.00 4925.15 0.000 16.20 0.00 0.00 4925.46 0.000 18.51 0.00 0.00 4925.49 0.000 20.83 0.00 0.00 4925.64 0.000 23.14 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 10:32:15 FILE NAME: SEFCUL15 PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4923.34 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 2.31 4923.89 0.55 0.55 1-S2n 0.39 0.40 0.30 0.67 4.68 1.27 4. 63 4924.12 0.78 0.78 1-S2n 0.57 0.57 0.47 0.87 4.87 1.51 6.94 4924.43 0.92 1.09 3-Mlt 0.72 0.71 1.02 1.02 2.72 1. 68 9.26 4924.59 1.09 1.25 3-Mlt 0.86 0.82 1.13 1.13 3.24 1.80 11.57 4924.77 1.27 1.43 3-Mlt 1.00 0.93 1.23 1.23 3.71 1.90 13.88 4924.96 1.44 1.62 3-Mlt 1.15 1.02 1.32 1.32 4.23 1.99 16.20 4925.15 1.62 1.81 3-M2t 1.50 1.10 1.40 1.40 4.69 2.07 18.51 4925.46 1.79 2.12 3-M2t 1.50 1.17 1.47 1.47 5.29 2.14 20.83 4925.49 1.97 2.15 3-M1£ 1.50 1.23 1.50 1.54 5.89 2.21 23.14 4925.64 2.15 2.30 3-Ml£ 1.50 1.29 1.50 1.60 6.55 2.27 El. inlet face invert 4923.34 ft El. outlet invert 4923.10 ft El. inlet throat invert 4923.32 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4923.34 ft OUTLET STATION 48.00 ft OUTLET ELEVATION 4923.10 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0050 CULVERT LENGTH ALONG SLOPE 45.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 10:32:15 FILE NAME: SEFCUL15 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.004 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4923.10 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4923.10 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4923.10 0.000 0.00 0.00 0.00 2.31 4923.77 0.273 0.67 1.27 0.17 4.63 4923.97 0.285 0.87 1.51 0.22 6.94 4924.12 0.293 1.02 1.68 0.25 9.26 4924.23 0.298 1.13 1.80 0.28 11.57 4924.33 0.302 1.23 1.90 0.31 13.88 4924.42 0.306 1.32 1.99 0.33 16.20 4924.50 0.309 1.40 2.07 0.35 18.51 4924.57 0.311 1.47 2.14 0.37 20.83 4924.64 0.314 1.54 2.21 0.38 23.14 4924.70 0.316 1.60 2.27 0.40 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft CREST LENGTH 25.00 ft OVERTOPPING CREST ELEVATION 4925.75 ft CULVERT 18 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:01:32 FILE NAME: CULV18 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4929.09 4926.83 40.83 1 RCP 1.50 1.50 .012 IMPR SDT CIR 2 3 4 5 6 I I I SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV18 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4929.09 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.48 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.65 1.2 1.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.78 1.8 1.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.89 2.4 2.4 0.0 0.0 0.0 0.0 0.0 0.00 1 - 4929.96 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.03 3.7 3.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.12 4.3 4.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.22 4.9 4.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.31 5.5 5.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.40 6.1E ?,o 6.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.13 14.1T lW14.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV18 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW % FLOW - ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4929.09 0.000 0.00 0.00 0.00 4929.48 0.000 0.61 0.00 0.00 4929.65 0.000 1.22 0.00 0.00 4929.78 0.000 1.83 0.00 0.00 4929.89 0.000 2.44 0.00 0.00 4929.96 0.000 3.05 0.00 0.00 4930.03 0.000 3.66 0.00 0.00 4930.12 0.000 4.27 0.00 0.00 4930.22 0.000 4.88 0.00 0.00 4930.31 0.000 5.49 0.00 0.00 4930.40 0.000 6.10 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:01:32 FILE NAME: CULV18 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL, CHIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4929.09 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.61 4929.48 0.39 0.39 1-S2n 0.26 0.29 0.19 0.38 7.05 1.03 1.22 4929.65 0.56 0.56 1-S2n 0.37 0.41 0.31 0.50 4.69 1.22 1.83 4929.78 0.69 0.69 1-S2n 0.46 0.50 0.40 0.58 4.73 1.35 2.44 4929.89 0.80 0.80 1-S2n 0.54 0.59 0.53 0.65 4.35 1.45 3.05 4929.96 0.87 0.87 1-S2n 0.61 0.66 0.60 0.70 4.62 1.54 3.66 4930.03 0.94 0.94 1-S2n 0.67 0.73 0.67 0.75 4.80 1.61 4.27 4930.12 1.03 1.03 1-S2n 0.74 0.79 0.73 0.80 5.01 1.67 4.88 4930.22 1.13 1.13 1-S2n 0.80 0.85 0.75 0.84 5.56 1.73 5.49 4930.31 1.22 1.22 1-S2n 0.86 0.90 0.80 0.88 5.70 1.78 6.10 4930.40 1.31 1.31 1-S2n 0.92 0.95 0.85 0.91 5.90 1.83 El. inlet face invert 4929.09 ft El. outlet invert 4928.83 ft El. inlet throat invert 4929.07 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4929.09 ft OUTLET STATION 43.83 ft OUTLET ELEVATION 4928.83 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 CULVERT LENGTH ALONG SLOPE 40.83 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:01:32 FILE NAME: CULV18 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4928.83 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4928.83 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHFAR (cfs) (ft) NUMBER (ft) (£/s) (psf) 0.00 4928.83 0.000 0.00 0.00 0.00 0.61 4929.21 0.292 0.38 1.03 0.13 1.22 4929.33 0.305 0.50 1.22 0.17 1.83 4929.41 0.313 0.58 1.35 0.20 2.44 4929.48 0.318 0.65 1.45 0.22 3.05 4929.53 0.323 0.70 1.54 0.24 3.66 4929.58 0.327 0.75 1.61 0.26 4.27 4929.63 0.330 0.80 1.67 0.27 4.88 4929.67 0.333 0.84 1.73 0.29 5.49 4929.71 0.335 0.88 1.78 0.30 6.10 4929.74 0.337 0.91 1.83 0.31 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4934.00 2 165.24 4933.00 3 327.29 4932.13 4 471.38 4933.00 5 612.31 4934.00 CULVERT 20 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:17:07 FILE NAME: CULV20 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET �. U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4932.13 4931.67 60.04 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 I I I SUMMARY OF CULVERT FLOWS (cfs) FILE: CULV20 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4932.13 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.56 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.75 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.89 2.2 2.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.99 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.08 3.7 3.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.18 4.4 4.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.30 5.2 5.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.41 5.9 5.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.52 6.7 6.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.64 7.4F-007.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.18 13.61..-, 13.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV20 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4932.13 0.000 0.00 0.00 0.00 4932.56 0.000 0.74 0.00 0.00 4932.75 0.000 1.48 0.00 0.00 4932.89 0.000 2.22 0.00 0.00 4932.99 0.000 2.96 0.00 0.00 4933.08 0.000 3.70 0.00 0.00 4933.18 0.000 4.44 0.00 0.00 4933.30 0.000 5.18 0.00 0.00 4933.41 0.000 5.92 0.00 0.00 4933.52 0.000 6.66 0.00 0.00 4933.64 0.000 7.40 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (5) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:17:07 FILE NAME: CULV20 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DE) PTH DEPTH VEL. VEL. ) (fps) (fps) (cfs) (ft) (ft) (ft) 0.00 4932.13 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.74 4932.56 0.43 0.43 1-52n 0.29 0.32 0.22 0.38 4.55 1.30 1.48 4932.74 0.61 0.61 1-S2n 0.41 0.46 0.41 0.49 3.81 1.55 2.22 4932.89 0.76 0.76 1-S2n 0.50 0.56 0.50 0.57 4.36 1.72 2.96 4932.99 0.86 0.86 1-S2n 0.59 0.65 0.58 0.63 4.68 1.84 3.70 4933.08 0.95 0.95 1-S2n 0.67 0.73 0.63 0.69 5.23 1.95 4.44 4933.18 1.05 1.05 1-S2n 0.74 0.81 0.74 0.74 5.15 2.04 5.18 4933.30 1.17 1.17 1-S2n 0.82 0.87 0.82 0.78 5.25 2.12 5.92 4933.41 1.28 1.28 1-S2n 0.89 0.94 0.88 0.82 5.52 2.19 6.66 4933.52 1.40 1.40 1-S2n 0.96 1.00 0.90 0.86 6.05 2.26 7.40 4933.64 1.51 1.51 5-S2n 1.04 1.05 0.95 0.89 6.25 2.32 El. inlet face invert 4932.13 ft El. outlet invert 4931.67 ft El. inlet throat invert 4932.11 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4932.13 ft OUTLET STATION 63.04 ft OUTLET ELEVATION 4931.67 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0073 CULVERT LENGTH ALONG SLOPE 60.04 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:17:07 FILE NAME: CULV20 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.009 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4931.67 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4931.67 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4931.67 0.000 0.00 0.00 0.00 0.74 4932.05 0.374 0.38 1.30 0.21 1.48 4932.16 0.391 0.49 1.55 0.28 2.22 4932.24 0.401 0.57 1.72 0.32 2.96 4932.30 0.408 0.63 1.84 0.36 3.70 4932.36 0.414 0.69 1.95 0.39 4.44 4932.41 0.419 0.74 2.04 0.42 5.18 4932.45 0.423 0.78 2.12 0.44 5.92 4932.49 0.426 0.82 2.19 0.47 6.66 4932.53 0.429 0.86 2.26 0.49 7.40 4932.56 0.432 0.89 2.32 0.51 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4937.00 2 120.00 4936.00 3 241.17 4935.18 -- 4 398.42 4936.00 5 496.55 4937.00 CULVERT 22 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:53:10 FILE NAME: CULV22 FHWA CULVERT ANALYSIS HY-B, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4937.00 4936.77 44.78 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 i : J SUMMARY OF CULVERT FLOWS (c£s) FILE: CULV22 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4937.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.54 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.79 2.1 2.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.99 3.2 3.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.16 4.2 4.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.32 5.3 5.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.48 6.3 6.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.64 7.3 7.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.81 8.4 8.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4939.00 9.4 23,, 9.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4939.21 10.5e 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4940.00 13.4D;-, 13.4 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV22 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4937.00 0.000 0.00 0.00 0.00 4937.54 0.000 1.05 0.00 0.00 4937.79 0.000 2.10 0.00 0.00 4937.99 0.000 3.15 0.00 0.00 4938.16 0.000 4.20 0.00 0.00 4938.32 0.000 5.25 0.00 0.00 4938.48 0.000 6.30 0.00 0.00- 4938.64 0.000 7.35 0.00 0.00 4938.81 0.000 8.40 0.00 0.00 4939.00 0.000 9.45 0.00 0.00 4939.21 0.000 10.50 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:53:10 FILE NAME: CULV22 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (c£s) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4937.00 0.00 0.00 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 1.05 4937.54 0.52 0.54 3-Mlt 0.38 0.38 0.48 0.48 2.17 1.56 2.10 4937.79 0.74 0.79 3-Mlt 0.55 0.54 0.56 0.56 3.45 1.73 3.15 4937.99 0.88 0.99 2-M2c 0.69 0.67 0.67 0.63 4.11 1.86 4.20 4938.16 1.02 1.16 2-M2c 0.82 0.78 0.78 0.69 4.50 1.97 5.25 4938.32 1.19 1.32 2-M2c 0.94 0.86 0.88 0.74 4.87 2.06 6.30 4938.46 1.35 1.48 2-M2c 1.06 0.97 0.97 0.79 5.24 2.14 7.35 4938.64 1.51 1.64 2-M2c 1.25 1.05 1.05 0.83 5.56 2.22 8.40 4936.81 1.66 1.81 2-M2c 1.50 1.12 1.12 0.87 5.96 2.28 9.45 4939.01 1.82 2.01 2-M2c 1.50 1.19 1.19 0.91 6.31 2.34 10.50 4939.21 1.96 2.21 2-M2c 1.50 1.24 1.24 0.94 6.71 2.40 El. inlet face invert 4937.00 ft El. outlet invert 4936.77 ft El. inlet throat invert 4936.99 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4937.00 ft OUTLET STATION 47.78 ft OUTLET ELEVATION 4936.77 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0048 CULVERT LENGTH ALONG SLOPE 44.78 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 15:53:10 FILE NAME: CULV22 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: CULV22 MAIN CHANNEL ONLY FILE DATE: 08-03-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0086 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4939.00 2 4.00 4938.00 3 10.40 4936.74 4 16.80 4938.00 5 20.80 4939.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4936.74 0.000 -0.03 0.00 0.00 1.05 4937.25 0.545 0.48 1.56 0.13 2.10 4937.33 0.560 0.56 1.73 0.16 3.15 4937.40 0.570 0.63 1.86 0.17 4.20 4937.46 0.578 0.69 1.97 0.19 5.25 4937.51 0.585 0.74 2.06 0.20 6.30 4937.56 0.590 0.79 2.14 0.22 7.35 4937.60 0.596 0.83 2.22 0.23 8.40 4937.64 0.600 0.87 2.28 0.24 9.45 4937.68 0.604 0.91 2.34 0.25 10.50 4937.71 0.607 0.94 2.40 0.26 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4942.00 2 100.00 4941.00 3 234.00 4940.00 4 374.00 4941.00 5 513.00 4942.00 CULVERT 23 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:18:33 FILE NAME: CULV23 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4931.83 4931.69 39.39 2 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (c£s) FILE: CULV23 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4931.83 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.33 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.54 3.4 3.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.71 5.1 5.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4932.87 6.8 6.8 0.0 0.0 0.0 0.0 0.0 0.00 1 - 4933.00 8.6 8.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.15 10.3 10.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.28 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.41 13.7 13.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.56 15.4 15.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4933.69 17.7. E"17.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.20 29.0 29.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CULV23 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4931.83 0.000 0.00 0.00 0.00 4932.33 0.000 1.71 0.00 0.00 4932.54 0.000 3.42 0.00 0.00 4932.71 0.000 5.13 0.00 0.00 4932.87 0.000 6.84 0.00 0.00 4933.00 0.000 8.55 0.00 0.00 4933.15 0.000 10.26 0.00 0.00 4933.28 0.000 11.97 0.00 0.00 4933.41 0.000 13.68 0.00 0.00 4933.56 0.000 15.39 0.00 0.00 4933.69 0.000 17.10 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:18:33 FILE NAME: CULV23 PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4931.83 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1.71 4932.33 0.47 0.50 2-M2c 0.37 0.34 0.34 0.27 2.92 1.86 3.42 4932.54 0.67 0.71 2-M2c 0.54 0.49 0.49 0.33 3.46 2.14 5.13 4932.71 0.83 0.88 2-M2c 0.68 0.61 0.61 0.37 3.83 2.42 6.84 4932.87 0.92 1.04 2-M2c 0.81 0.70 0.70 0.40 4.21 2.65 8.55 4933.01 1.04 1.18 2-M2c 0.93 0.79 0.79 0.43 4.53 2.85 10.26 4933.15 1.17 1.32 2-M2c 1.06 0.87 0.87 0.46 4.83 3.02 11.97 4933.28 1.30 1.45 2-M2c 1.22 0.94 0.94 0.49 5.12 3.17 13.68 4933.41 1.43 1.58 2-M2c 1.50 1.01 1.01 0.51 5.41 3.31 15.39 4933.56 1.56 1.73 2-M2c 1.50 1.07 1.07 0.54 5.69 3.44 17.10 4933.69 1.69 1.85 2-M2c 1.50 1.13 1.13 0.56 6.01 3.56 El. inlet face invert 4931.83 ft El. outlet invert 4931.69 ft El. inlet throat invert 4931.82 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4931.83 ft OUTLET STATION 42.39 ft OUTLET ELEVATION 4931.69 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0033 CULVERT LENGTH ALONG SLOPE 39.39 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:18:33 FILE NAME: CULV23 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: CULV23 MAIN CHANNEL ONLY FILE DATE: 07-14-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0273 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4933.00 2 4.00 4932.00 3 8.50 4931.69 4 16.00 4932.00 5 20.00 4933.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (c£s) (ft) NUMBER (ft) (f/s) (psf) 0.00 4931.69 0.000 0.00 0.00 0.00 - 1.71 4931.96 0.887 0.27 1.86 0.23 3.42 4932.02 0.919 0.33 2.14 0.29 5.13 4932.06 0.947 0.37 2.42 0.34 6.84 4932.09 0.968 0.40 2.65 0.40 8.55 4932.12 0.985 0.43 2.85 0.44 10.26 4932.15 0.999 0.46 3.02 0.48 11.97 4932.18 1.012 0.49 3.17 0.52 13.68 4932.20 1.022 0.51 3.31 0.55 15.39 4932.23 1.032 0.54 3.44 0.58 17.10 4932.25 1.041 0.56 3.56 0.62 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4937.00 2 92.00 4936.00 3 197.00 4935.20 4 338.00 4936.00 5 491.00 4936.00 CULVERT 25 1 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:36:30 FILE NAME: SEFCUL25 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4940.50 4940.00 45.00 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 I I I SUMMARY OF CULVERT FLOWS (cfs) FILE: SEFCUL25 DATE: 08-03-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4940.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4940.87 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.03 1.2 1.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.16 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.25 2.2,= J;0 2.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.35 2.9 .P 2.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.41 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.49 4.1 4.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.58 4.6 4. 6 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.67 5.2 5.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4941.75 5.8- X5.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4944.00 15.8 15.8 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL25 DATE: 08-03-2000 HEAD HEAD TOTAL FLOW € FLOW ELEV (ft) ERROR (ft) FLOW (c£s) ERROR (cfs) ERROR 4940.50 0.000 0.00 0.00 0.00 4940.87 0.000 0.58 0.00 0.00 4941.03 0.000 1.16 0.00 0.00 4941.16 0.000 1.74 0.00 0.00 4941.25 0.000 2.20 0.00 0.00 4941.35 0.000 2.90 0.00 0.00 4941.41 0.000 3.48 0.00 0.00 4941.49 0.000 4.06 0.00 0.00 4941.58 0.000 4.64 0.00 0.00 4941.67 0.000 5.22 0.00 0.00 4941.75 0.000 5.80 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (€) = 1.000 2 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:36:30 FILE NAME: SEFCUL25 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (c£s) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4940.50 0.00 0.00 O-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.58 4940.87 0.37 0.37 1-S2n 0.22 0.28 0.23 0.49 3.33 1.63 1.16 4941.03 0.53 0.53 1-S2n 0.33 0.40 0.20 0.55 13.95 1.76 1.74 4941.16 0.66 0.66 1-S2n 0.40 0.49 0.29 0.60 7.16 1.88 2.20 4941.25 0.75 0.75 1-S2n 0.46 0.56 0.36 0.64 6.77 1.95 2.90 4941.35 0.85 0.85 1-S2n 0.53 0.64 0.44 0.69 6.63 2.05 3.48 4941.41 0.91 0.91 1-S2n 0.59 0.71 0.51 0.73 6.57 2.12 4.06 4941.49 0.99 0.99 1-S2n 0.64 0.77 0.57 0.76 6.58 2.19 4.64 4941.58 1.08 1.08 1-S2n 0.69 0.82 0.62 0.79 6.68 2.24 5.22 4941.67 1.17 1.17 1-S2n 0.74 0.88 0.68 0.82 6.72 2.30 5.80 4941.75 1.25 1.25 1-S2n 0.79 0.93 0.73 0.85 6.82 2.35 El. inlet face invert 4940.50 ft El. outlet invert 4940.00 ft El. inlet throat invert 4940.47 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4940.50 ft OUTLET STATION 48.00 ft OUTLET ELEVATION 4940.00 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0104 CULVERT LENGTH ALONG SLOPE 45.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-03-2000 FILE DATE: 08-03-2000 CURRENT TIME: 16:36:30 FILE NAME: SEFCUL25 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: SEFTL25 MAIN CHANNEL ONLY FILE DATE: 07-10-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0100 ft/ft CROSS-SECTION X Y _ COORD. NO. (ft) (ft) 1 0.00 4942.00 2 4.00 4941.00 3 8.00 4940.00 4 12.00 4941.00 5 16.00 4942.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (£/s) (psf) 0.00 4940.00 0.000 0.00 0.00 0.00 0.58 4940.49 0.580 0.49 1.63 0.15 1.16 4940.55 0.592 0.55 1.76 0.17 1.74 4940.60 0.601 0.60 1.88 0.18 2.20 4940.64 0.607 0.64 1.95 0.19 _ 2.90 4940.69 0.614 0.69 2.05 0.21 3.48 4940.73 0.620 0.73 2.12 0.22 4.06 4940.76 0.624 0.76 2.19 0.23 4.64 4940.79 0.628 0.79 2.24 0.24 5.22 4940.82 0.632 0.82 2.30 0.25 5.80 4940.85 0.636 0.85 2.35 0.26 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 30.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4946.00 2 49.60 4945.00 3 126.20 4944.00 4 238.50 4945.00 5 323.10 4946.00 CULVERT 26 1 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 09:42:45 FILE NAME: SEFCUL26 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET L NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n I E 1 4928.00 4927.80 45.00 2 RCP 2.00 2.00 .013 IMPR SDT CIR 2 3 4 5 6 i SUMMARY OF CULVERT FLOWS (cfs) FILE: SEFCUL26 DATE: 08-04-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4928.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4928.71 4.1 4.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.03 8.2 8.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.28 12.4 12.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.50 16.5 16.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.71 20.6 20.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4929.71 20.6 20.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.12 28.8 24.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.33 33.0 44.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.54 37.1 x,, 47.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4930.70 41.27-‘_. 4}.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4931.00 45.1%,• 45.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVJ SOLUTION ERRORS FILE: SEFCUL26 DATE: 08-04-2000 HEAD BEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (c£s) ERROR 0.000 0.00 0.00 0.00 4928.00 000 0.00 4928.71 0.000 4.12 . 0.00 4929.03 0.000 8.24 0.00 4929.28 0.000 12.36 0.00 0.00 0.00 4929.50 0.000 16.48 0.00 0.00 4929.71 0.000 20.60 0.00 0.00 4929.71 0.000 20.60 0.00 0.00 4930.12 0.000 28.84 0.00 4930.33 0.000 32.96 0.00 0.00 4930.54 0.000 37.08 0.00 0.00 0.00 4930.70 0.000 41.20 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 09:42:45 FILE NAME: SEFCUL26 PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 2.00 (ft) BY 2.00 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4928.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 4.12 4928.71 0.68 0.71 2-M2c 0.50 0.49 0.49 0.28 3.43 1.09 8.24 4929.03 0.97 1.03 2-M2c 0.72 0.71 0.71 0.40 4.14 1.34 12.36 4929.28 1.17 1.28 2-M2c 0.91 0.87 0.87 0.50 4.67 1.51 16.48 4929.50 1.33 1.50 2-M2c 1.06 1.02 1.02 0.58 5.11 1.64 20.60 4929.71 1.54 1.71 2-M2c 1.25 1.15 1.15 0.64 5.54 1.74 20.60 4929.71 1.54 1.71 2-M2c 1.25 1.15 1.15 0.64 5.54 1.74 28.84 4930.12 1.95 2.12 2-M2c 1.64 1.37 1.37 0.76 6.31 1.91 32.96 4930.33 2.15 2.32 2-M2c 2.00 1.46 1.46 0.81 6.73 1.98 37.08 4930.54 2.35 2.54 2-M2c 2.00 1.55 1.55 0.86 7.13 2.04 41.20 4930.70 2.55 2.70 2-M2c 2.00 1.62 1.62 0.90 7.54 2.10 El. inlet face invert 4928.00 ft El. outlet invert 4927.80 ft El. inlet throat invert 4927.98 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4928.00 ft OUTLET STATION 49.00 ft OUTLET ELEVATION 4927.80 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0041 CULVERT LENGTH ALONG SLOPE 45.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 2.00 ft 3 CURRENT DATE: 08-04-2000 FILE DATE: 08-04-2000 CURRENT TIME: 09:42:45 FILE NAME: SEFCUL26 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 10.00 ft SIDE SLOPE H/V (X:1) %13.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4927.80 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4927.80 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (c£s) (ft) NUMBER (ft) (f/s) (psf) 0.00 4927.80 0.000 0.00 0.00 0.00 4.12 4928.08 0.365 0.28 1.09 0.09 8.24 4928.20 0.373 0.40 1.34 0.13 12.36 4926.30 0.377 0.50 1.51 0.16 16.48 4928.38 0.380 0.58 1.64 0.18 20.60 4928.44 0.382 0.64 1.74 0.20 20.60 4928.44 0.382 0.64 1.74 0.20 28.84 4928.56 0.386 0.76 1.91 0.24 32.96 4928.61 0.387 0.81 1.98 0.25 37.08 4928.66 0.388 0.86 2.04 0.27 41.20 4928.70 0.389 0.90 2.10 0.28 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft CREST LENGTH 20.00 ft OVERTOPPING CREST ELEVATION 4931.00 ft CULVERT 27 1 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:42:42 FILE NAME: SEFCUL27 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 I C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4934.00 4933.50 52.50 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 I I I SUMMARY OF CULVERT FLOWS (c£s) FILE: SEFCUL27 DATE: 07-12-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4934.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.36 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.52 1.1 1.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.65 1.6 1.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.75 2.2 2.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.84 2.8 2.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.89 3.3' c 3.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.96 3.8 3.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.04 4.4 4.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.13 4.9 4.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.21 5.5F u% 5.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.00 14.1 ' .%: 14.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL27 DATE: 07-12-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4934.00 0.000 0.00 0.00 0.00 4934.36 0.000 0.55 0.00 0.00 4934.52 0.000 1.10 0.00 0.00 4934.65 0.000 1.65 0.00 0.00 4934.75 0.000 2.20 0.00 0.00 4934.84 0.000 2.75 0.00 0.00 4934.89 0.000 3.30 0.00 0.00 4934.96 0.000 3.85 0.00 0.00 4935.04 0.000 4.40 0.00 0.00 4935.13 0.000 4.95 0.00 0.00 4935.21 0.000 5.50 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:42:42 FILE NAME: SEFCUL27 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (c£s) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4934.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.55 4934.36 0.36 0.36 1-S2n 0.23 0.27 0.17 0.49 6.07 1.63 1.10 4934.52 0.52 0.52 1-S2n 0.33 0.39 0.34 0.55 3.77 1.75 1.65 4934.65 0.65 0.65 1-S2n 0.41 0.48 0.28 0.60 7.19 1.86 2.20 4934.75 0.75 0.75 1-S2n 0.48 0.56 0.36 0.64 6.77 1.95 2.75 4934.84 0.84 0.84 1-S2n 0.53 0.63 0.43 0.68 6.61 2.03 3.30 4934.69 0.89 0.89 1-S2n 0.59 0.69 0.49 0.72 6.66 2.10 3.65 4934.96 0.96 0.96 1-S2n 0.64 0.75 0.55 0.75 6.54 2.16 4.40 4935.04 1.04 1.04 1-S2n 0.70 0.80 0.60 0.78 6.64 2.22 4.95 4935.13 1.13 1.13 1-S2n 0.75 0.85 0.65 0.81 6.70 2.28 5.50 4935.21 1.21 1.21 1-52n 0.79 0.90 0.70 0.84 6.75 2.33 El. inlet face invert 4934.00 ft El. outlet invert 4933.50 ft El. inlet throat invert 4933.97 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4934.00 ft OUTLET STATION 55.50 ft OUTLET ELEVATION 4933.50 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0090 CULVERT LENGTH ALONG SLOPE 52.50 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:42:42 FILE NAME: SEFCUL27 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: SEFCUL27 MAIN CHANNEL ONLY FILE DATE: 07-12-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0100 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4935.00 2 4.00 4934.00 3 6.00 4933.50 4 8.00 4934.00 5 12.00 4935.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4933.50 0.000 0.00 0.00 0.00 0.55 4933.99 0.580 0.49 1.63 0.15 1.10 4934.05 0.591 0.55 1.75 0.17 1.65 4934.10 0.600 0.60 1.86 0.18 2.20 4934.14 0.607 0.64 1.95 0.19 2.75 4934.18 0.613 0.68 2.03 0.21 3.30 4934.22 0.618 0.72 2.10 0.22 3.85 4934.25 0.623 0.75 2.16 0.23 4.40 4934.28 0.627 0.78 2.22 0.24 4.95 4934.31 0.631 0.81 2.28 0.25 5.50 4934.34 0.634 0.84 2.33 0.25 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4939.00 2 84.10 4938.00 3 211.40 4937.00 4 369.20 4938.00 5 499.80 4939.00 CULVERT 30 1 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:12:06 FILE NAME: SEFCUL30 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - I I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4935.83 4935.33 60.00 2 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 i SUMMARY OF CULVERT FLOWS (cfs) FILE: SEFCUL30 DATE: 07-12-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4935.83 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 _ 4936.41 2.7 2.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4936.66 5.3 5.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4936.81 7.9 7.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.02 10.6 10.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.22 13.3 13.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.30 14.4 14.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.78 18.5 18.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.00 21.2 21.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.18 23.9 23.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.38 26.5.eCcc26.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4938.83 31.6.`31 6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL30 DATE: 07-12-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 4935.83 0.0000.00 0.00 0.00 4936.41 0.000 2.65 0.00 4936.66 0.000 5.30 0.00 4936.81 0.000 7.95 0.00 0.00 0.00 4937.02 0.000 10.60 0.00 0.00 4937.22 0.000 13.25 0.00 0.00 4937.30 0.000 14.40 0.00 4937.78 0.000 18.55 0.00 0.00 0.00 4938.00 0.000 21.20 0.00 0.00 4938.18 0.000 23.85 0.00 0.00 4938.38 0.000 26.50 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:12:06 FILE NAME: SEFCUL30 PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (c£s) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4935.83 0.00 0.00 0-NF 0.00 0.00 0.00 0.09 0.00 0.00 2.65 4936.41 0.58 0.58 1-S2n 0.37 0.43 0.37 0.81 3.90 1.76 5.30 4936.66 0.83 0.83 1-S2n 0.54 0.62 0.42 0.97 6.60 2.02 7.95 4936.81 0.98 0.98 1-52n 0.68 0.76 0.56 1.10 6.56 2.20 10.60 4937.02 1.19 1.19 1-S2n 0.81 0.89 0.69 1.20 6.73 2.35 13.25 4937.22 1.39 1.39 1-S2n 0.93 0.99 0.92 1.29 5.81 2.47 14.40 4937.30 1.47 1.47 1-S2n 0.99 1.04 0.98 1.32 5.91 2.53 18.55 4937.78 1.78 1.95 3-Mlt 1.22 1.17 1.44 1.44 5.36 2.68 21.20 4938.00 1.99 2.17 3-M1f 1.50 1.24 1.50 1.50 6.00 2.77 23.85 4938.18 2.20 2.35 3-Mlf 1.50 1.30 1.50 1.57 6.75 2.85 26.50 4938.38 2.42 2.55 3-Mlf 1.50 1.36 1.50 1.62 7.50 2.92 El. inlet face invert 4935.83 ft El. outlet invert 4935.33 ft El. inlet throat invert 4935.81 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4935.83 ft -- - OUTLET STATION 63.00 ft OUTLET ELEVATION 4935.33 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0079 CULVERT LENGTH ALONG SLOPE 60.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCUT R BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 07-12-2000 FILE DATE: 07-12-2000 CURRENT TIME: 15:12:06 FILE NAME: SEFCUL30 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: SEFCUL30 MAIN CHANNEL ONLY FILE DATE: 07-12-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0070 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4937.00 2 4.00 4936.00 3 6.32 4935.42 4 8.66 4936.00 5 12.66 4937.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4935.42 0.000 0.09 0.00 0.00 2.65 4936.14 0.517 0.81 1.76 0.15 5.30 4936.30 0.535 0.97 2.02 0.19 7.95 4936.43 0.547 1.10 2.20 0.21 10.60 4936.53 0.556 1.20 2.35 0.24 13.25 4936.62 0.563 1.29 2.47 0.25 14.40 4936.65 0.566 1.32 2.53 0.26 18.55 4936.77 0.575 1.44 2.68 0.29 21.20 4936.83 0.579 1.50 2.77 0.30 23.85 4936.90 0.583 1.57 2.85 0.31 26.50 4936.95 0.587 1.62 2.92 0.32 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA. ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 4940.00 2 78.10 4939.00 3 121.75 4938.83 4 170.62 4939.00 5 338.22 4940.00 CULVERT 31 1 CURRENT DATE: 08-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 10:46:35 FILE NAME: SEFCUL31 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4934.43 4934.00 75.00 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (c£s) FILE: SEFCUL31 DATE: 08-10-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4934.43 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4934.90 0.9 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.10 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.25 2.5 2.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.34 3.4 3.4 0.0 0.0 0.0 0.0 0.0 0.00 1 - 4935.60 4.3 4.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.73 5.1 5.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.85 5.9 5.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4935.98 6.8 6.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4936.10 7.7 QA0 7.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4936.25 8.5eI 8.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4937.00 11.01:;.' 11.4 0.0 0.0 0.0 0.0 0.0 OVERTOPPING LI SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL31 DATE: 08-10-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4934.43 0.000 0.00 0.00 0.00 4934.90 0.000 0.85 0.00 0.00 4935.10 0.000 1.70 0.00 0.00 4935.25 0.000 2.55 0.00 0.00 4935.34 0.000 3.40 0.00 0.00 4935.60 0.000 4.25 0.00 0.00 4935.73 0.000 5.10 0.00 0.00 4935.85 0.000 5.95 0.00 0.00 4935.98 0.000 6.80 0.00 0.00 4936.10 0.000 7.65 0.00 0.00 4936.25 0.000 8.50 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 08-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 10:46:35 FILE NAME: SEFCUL31 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (c£s) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4934.43 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.85 4934.90 0.47 0.47 1-S2n 0.33 0.34 0.24 0.44 4.60 1.08 1.70 4935.10 0.67 0.67 1-S2n 0.47 0.49 0.39 0.58 4.68 1.28 2.55 4935.25 0.82 0.82 1-S2n 0.59 0.60 0.50 0.67 4.87 1.42 3.40 4935.34 0.91 0.91 1-S2n 0.69 0.70 0. 60 0.75 5.15 1.52 4.25 4935.60 1.03 1.17 3-Mlt 0.79 0.79 0.81 0.81 4.35 1. 61 5.10 4935.73 1.16 1.30 3-M2t 0.88 0.87 0.87 0.87 4.80 1.69 5.95 4935.85 1.29 1.42 2-M2c 0.98 0.94 0.94 0.92 5.10 1.75 6.80 4935.96 1.42 1.55 2-M2c 1.09 1.01 1.01 0.97 5.40 1.81 7.65 4936.10 1.55 1.67 2-M2c 1.20 1.07 1.07 1.01 5.67 1.87 8.50 4936.25 1.68 1.82 2-M2c 1.50 1.12 1.12 1.05 6.00 1.92 El. inlet face invert 4934.43 ft El. outlet invert 4934.00 ft El. inlet throat invert 4934.41 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft _.. INLET ELEVATION 4934.43 ft OUTLET STATION 78.00 ft OUTLET ELEVATION 4934.00 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0055 CULVERT LENGTH ALONG SLOPE 75.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 10:46:35 FILE NAME: SEFCUL31 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4934.00 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4934.00 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4934.00 0.000 0.00 0.00 0.00 0.85 4934.44 0.285 0.44 1.08 0.14 1.70 4934.58 0.298 0.58 1.28 0.18 2.55 4934.67 0.305 0.67 1.42 0.21 3.40 4934.75 0.311 0.75 1.52 0.23 4.25 4934.81 0.315 0.81 1.61 0.25 5.10 4934.87 0.319 0.87 1.69 0.27 5.95 4934.92 0.322 0.92 1.75 0.29 6.80 4934.97 0.325 0.97 1.81 0.30 7.65 4935.01 0.327 1.01 1.87 0.32 8.50 4935.05 0.329 1.05 1.92 0.33 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft CREST LENGTH 20.00 ft OVERTOPPING CREST ELEVATION 4937.00 ft CULVERT 32 1 CURRENT DATE: 08-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 13:36:15 FILE NAME: SEFCUL32 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U I L INLET OUTLET CULVERT BARRELS ✓ ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4943.27 4942.90 60.00 1 RCP 1.50 1.50 .013 IMPR SDT CIR 2 3 4 5 6 i SUMMARY OF CULVERT FLOWS (cfs) FILE: SEFCUL32 DATE: 08-10-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4943.27 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4943.62 0.5 0.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4943.78 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4943.89 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4943.99 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4944.08 2.5 2.5 0.0 0.0 0.0 0.0 0.0 0.00 1 - 4944.14 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4944.19 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4944.26 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4944.34 4.5 4.5 0.0 0.0 0.0 0.0 0.0 0.00 1 -- 4944.42 5.C ' 5.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4945.00 8.0".'.-" 8.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SEFCUL32 DATE: 08-10-2000 HEAD HEAD TOTAL FLOW o FLOW __ ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4943.27 0.000 0.00 0.00 0.00 4943.62 0.000 0.50 0.00 0.00 4943.78 0.000 1.00 0.00 0.00 4943.89 0.000 1.50 0.00 0.00 4943.99 0.000 2.00 0.00 0.00 4944.08 0.000 2.50 0.00 0.00 4944.14 0.000 3.00 0.00 0.00 4944.19 0.000 3.50 0.00 0.00 4944.26 0.000 4.00 0.00 0.00 4944.34 0.000 4.50 0.00 0.00 4944.42 0.000 5.00 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 06-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 13:36:15 FILE NAME: SEFCUL32 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4943.27 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0.50 4943.62 0.35 0.35 1-S2n 0.24 0.25 0.15 0.43 5.44 0.67 1.00 4943.78 0.51 0.51 1-S2n 0.35 0.37 0.27 0.56 4.64 0.80 1.50 4943.89 0.62 0.62 1-S2n 0.44 0.46 0.36 0.65 4.59 0.88 2.00 4943.99 0.72 0.72 1-S2n 0.50 0.53 0.43 0.73 4.79 0.95 2.50 4944.08 0.81 0.81 1-S2n 0.57 0.60 0.50 0.79 4.91 1.00 3.00 4944.14 0.87 0.87 1-S2n 0.63 0.65 0.55 0.85 5.04 1.05 3.50 4944.19 0.92 0.92 1-S2n 0.69 0.71 0.61 0.90 5.18 1.09 4.00 4944.26 0.99 0.99 1-S2n 0.75 0.76 0.66 0.94 5.29 1.13 4.50 4944.34 1.07 1.07 1-S2n 0.80 0.81 0.71 0.98 5.45 1.16 5.00 4944.42 1.15 1.15 1-S2n 0.85 0.86 0.76 1.02 5.59 1.19 El. inlet face invert 4943.27 ft El. outlet invert 4942.90 ft El. inlet throat invert 4943.25 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4943.27 ft OUTLET STATION 63.00 ft OUTLET ELEVATION 4942.90 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 CULVERT LENGTH ALONG SLOPE 60.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 3.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft 3 CURRENT DATE: 08-10-2000 FILE DATE: 08-10-2000 CURRENT TIME: 13:36:15 FILE NAME: SEFCUL32 TAILWATER ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.002 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 4942.90 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4942.90 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (£/s) (psf) 0.00 4942.90 0.000 0.00 0.00 0.00 0.50 4943.33 0.180 0.43 0.67 0.05 1.00 4943.46 0.187 0.56 0.80 0.07 1.50 4943.55 0.192 0.65 0.88 0.08 2.00 4943.63 0.196 0.73 0.95 0.09 2.50 4943.69 0.199 0.79 1.00 0.10 3.00 4943.75 0.201 0.85 1.05 0.11 3.50 4943.80 0.203 0.90 1.09 0.11 4.00 4943.84 0.204 0.94 1.13 0.12 4.50 4943.88 0.206 0.98 1.16 0. 12 5.00 4943.92 0.207 1.02 1.19 0.13 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft CREST LENGTH 20.00 ft OVERTOPPING CREST ELEVATION 4945.00 ft E N•ct Jr.- ►. h t . I:.« t o• i••>,-.. l':,'•••,,..4. \ 1,:,..,',i4.• ► ,M k ,,•• y I L. t Appendix E Pond 1 Elevation Area (sf) Ave. Area Volume (cu-ft) Cum. Volume (cu-ft) Cum. Volume le (ac-ft) 4910.00 5452.90 5452.90 0.00 0.00 0.00 4910.10 6773.92 6113.41 610.35 610.35 0.01 4910.20 8206.12 7490.02 747.87 1358.21 0.03 4910.30 9749.49 8977.81 897.57 2255.78 0.05 4910.40 11404.04 10576.76 1056.62 3312.40 0.08 4910.50 13169.76 12286.90 1227.46 4539.86 0.10 4910.60 15046.65 14108.20 1409.39 5949.25 0.14 4910.70 17034.72 16040.69 1602.42 7551.67 0.17 4910.80 19133.96 18084.34 1810.18 9361.85 0.21 4910.90 21344.38 20239.17 2022.39 11384.24 0.26 4911.00 23665.98 22505.18 2248.74 13632.98 0.31 4911.10 49836.97 36751.47 4859.76 18492.74 0.42 4911.20 52681.45 51259.21 5121.82 23614.56 0.54 4911.30 55967.65 54324.55 5430.21 29044.77 0.67 4911.40 59695.56 57831.60 5779.24 34824.01 0.80 4911.50 63865.19 61780.38 6173.70 40997.71 0.94 4911.60 68476.54 66170.87 6612.25 47609.96 1.09 4911.70 73529.61 71003.07 7094.88 54704.84 1.26 4911.80 79024.39 76277.00 7630.46 62335.31 1.43 4911.90 84960.89 81992.64 '8194.16 70529.47 1.62 4912.00 91339.10 88150.00 8809.20 79338.66 1.82 4912.10 108361.76 99850.43 10647.57 89986.23 2.07 4912.20 112506.98 110434.37 11039.06 101025.29 2.32 4912.30 117104.32 114805.65 11478.87 112504.16 2.58 4912.40 122153.75 119629.03 11958.77 124462.93 2.86 4912.50 127655.29 124904.52 12485.77 136948.70 3.14 4912.60 133608.94 130632.12 13057.90 150006.60 3.44 4912.70 140014.69 136811.82 13675.15 163681.75 3.76 4912.80 146872.55 143443.62 14349.00 178030.75 4.09 4912.90 154182.51 150527.53 15047.11 193077.86 4.43 4913.00 161944.57 158063.54 15799.87 208877.73 4.80 4913.10 175216.59 168580.58 17483.16 226360.89 5.20 4913.20 175986.63 175601.61 17560.04 243920.93 5.60 4913.30 176757.67 176372.15 17637.58 261558.51 6.00 4913.40 177529.72 177143.70 17714.29 279272.80 6.41 4913.50 178302.76 177916.24 17791.46 297064.26 6.824913.60 179076.80 178689.78 17868.74 314933.01 7.23 4913.70 179851.84 179464.32 17946.12 332879.13 7.64 g 64 4913.80 180627.88 180239.86 18025.11 350904.24 4913.90 181404.92 181016.40 18101.37 369005.61 8 06 4914.00 182182.96 181793.94 18179.05 387184.65 8.89 4914.10 183411.29 182797.13 18297.65 405482.30 9.31 4914.20 184281.68 183846.49 18384.50 423866.81 9.73 4914.30 185154.08 184717.88 18472.20 442339.00 10.15 4914.40 186028.51 185591.29 18559.03 460898.03 10.58 4914.50 186904.95 186466.73 18646.49 479544.52 11.01 4914.60 187783.40 187344.18 18734.14 498278.66 11.44 4914.70 188663.88 188223.64 18822.00 517100.67 11.87 4914.80 189546.37 189105.13 18911.78 536012.45 12.31 4914.90 190430.89 189988.63 18998.55 555010.99 12.74 4915.00 192979.06 191704.97 19087.01 574098.00 13.18 8/10/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 1 TYPE : MOD. RATIONAL DESCRIPTION : Design Point 2 - 100 Year [HYDROGRAPH INFORMATION] Peak Discharge = 94.38 (cfs) Volume = 8.02 (acft) Time Interval = 0.10 Time to Peak (min) 46.00 (min) Time of Base = 123.02 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Flow Multiplier = 1.00000 Receding limb factor = 1.67000 [APPROXIMATE STORAGE] Maximum Outflow = 0.00000 (c£s) Maximum Storage = 0.00000 (cuft) [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 54.40 0 0.54000 Overall Approximation 54.40 0 0.54000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 46.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 2.47 (in) Return Period = 100 (yr) Storm Duration = 0.77 (hr) 8/29/100 Page 1 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Pond 1- 100 Year Stage Storage [RATING CURVE LIMIT] Minimum Elevation = 4910.00 (ft) Maximum Elevation = 4915.00 (ft) Elevation Increment = 0.10 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) (cuft) 4910.10 610.35 4910.20 1358.21 4910.30 2255.78 4910.40 3312.40 4910.50 4539.86 4910.60 5949.25 4910.70 7551.67 4910.80 9361.85 4910.90 11384.24 4911.00 13632.98 4911.10 18492.74 4911.20 23614.56 4911.30 29044.77 4911.40 34824.01 4911.50 40997.71 4911.60 47609.96 4911.70 54704.84 4911.80 62335.31 4911.90 70529.47 4912.00 79338.66 4912.10 89986.23 4912.20 101025.29 4912.30 112504.16 4912.40 124462.93 4912.50 136948.70 4912.60 150006.60 4912.70 163681.75 8/29/100 Page 2 [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) (cuft) 4912.80 178030.75 4912.90 193077.86 4913.00 208877.73 4913.10 226360.89 4913.20 243920.93 4913.30 261558.51 4913.40 279272.80 4913.50 297064.26 4913.60 314933.01 4913.70 332879.13 4913.80 350904.24 4913.90 369005.61 4914.00 387184.65 4914.10 405482.30 4914.20 423866.81 4914.30 442339.00 4914.40 460898.03 4914.50 479544.52 4914.60 498278.66 4914.70 517100.67 4914.80 536012.45 4914.90 555010.99 4915.00 574098.00 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 TYPE : CIRCULAR ORIFICE DESCRIPTION : Pond 1- 5 Year Orifice (17" Diameter) [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION CONTOUR AREA STORAGE DISCHARGE (ft) (ft) (sqft) (cuft) (c£s) 0.00 4910.00 0.00 0.00 0.00 0.10 4910.10 18310.48 610.35 0.05 0.20 4910.20 20373.22 1358.21 0.21 0.30 4910.30 22557.80 2255.78 0.45 0.40 4910.40 24843.00 3312.40 0.79 0.50 4910.50 27239.15 4539.86 1.20 8/29/100 Page 3 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION CONTOUR AREA STORAGE DISCHARGE (ft) (ft) (s ft) 4 (tuft) (cfs) 0. 60 4910.60 29746.25 5949.25 1.68 0.70 4910.70 32364.32 7551. 67 2.21 0.80 4910.80 35106.95 9361.85 2.80 0.90 4910.90 37947.47 11384.24 3.42 1.00 4911.00 40898.95 13632.98 4.06 1.10 4911.10 50434.75 18492.74 4.70 1.20 4911.20 59036.40 23614.56 5.32 1.30 4911.30 67026.40 29044.77 5.89 1.40 4911.40 74622.88 34824.01 6.36 1.50 4911.50 81995.42 40997.71 6.77 1.60 4911.60 89268.68 47609.96 7.19 1.70 4911.70 96537.96 54704.84 7.58 1.80 4911.80 103892.18 62335.31 7.96 1.90 4911.90 111362.32 70529.47 8.31 2.00 4912.00 119008.00 79338.66 8.66 2.10 4912.10 128551.76 89986.23 8.98 2.20 4912.20 137761.76 101025.29 9.30 2.30 4912.30 146744.56 112504.16 9.61 2.40 4912.40 155576.66 124462.93 9.91 2.50 4912.50 164338.44 136948.70 10.20 2.60 4912.60 173084.54 150006.60 10.48 -- 2.70 4912.70 181868.61 163681.75 10.75 2.80 4912.80 190747.23 178030.75 11.02 2.90 4912.90 199735.71 193077.86 11.28 3.00 4913.00 208877.73 208877.73 11.53 3.10 4913.10 219058.92 226360.89 11.78 3.20 4913.20 228675.87 243920.93 12.03 3.30 4913.30 237780.47 261558.51 12.26 3.40 4913.40 246417.18 279272.80 12.50 3.50 4913.50 254626.51 297064.26 12.73 3.60 4913.60 262444.17 314933.01 12.96 3.70 4913.70 269902.00 332879.13 13.18 3.80 4913.80 277029.66 350904.24 13.40 3.90 4913.90 283850.47 369005.61 13. 61 4.00 4914.00 290388.49 387184.65 13.82 4.10 4914.10 296694.37 405482.30 14.03 4.20 4914.20 302762.00 423866.81 14.24 4.30 4914.30 308608.61 442339.00 14.44 4.40 4914.40 314248.66 460898.03 14.64 4.50 4914.50 319696.34 479544.52 14.84 4. 60 4914.60 324964.34 498278.66 15.03 4.70 4914.70 330064.25 517100.67 15.22 4.80 4914.80 335007.78 536012.45 15.41 4.90 4914.90 339802.65 555010.99 15.60 5.00 4915.00 344458.80 574098.00 15.78 8/29/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 2 TYPE : RESER MOD. PULS DESCRIPTION : Pond 1 - 100 Year Routing [HYDROGRAPH INFORMATION] Peak Discharge = 12.55 (cfs) Volume = 1.95 (acft) Time Interval = 0.10 (min) Time to Peak = 112.80 (min) Time of Base = 144.00 (min) Peak Elevation = 4913.42 (ft) [RESERVOIR STRUCTURE INFORMATION] Reservoir # 1 Description = Pond 1- 100 Year Stage Storage Storage type = MAN STAGE/STOR _ Max storage = 574098.00 Cuft Discharge type = COMP STAGE/DIS Max discharge = 15.78 cfs [RESERVOIR INFORMATION] Reservoir # 1 - Reservoir Description = Pond 1- 100 Year Stage Storage [INFLOW HYDROGRAPH INFORMATION] Hydrograph # = 1 Hydrograph Description = Design Point 2 - 100 Year 8/29/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 1 TYPE : CIRCULAR ORIFICE DESCRIPTION : Pond 1- 5 Year Orifice (17" Diameter) [RATING CURVE LIMIT] Minimum Elevation = 4910.00 (ft) Maximum Elevation = 4914.00 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Radius = 0.71 (ft) Coefficient Co = 0.60000 Invert Elevation = 4910.00 (ft) # of Openings = 1 [CIRCULAR ORIFICE EQUATION] Q = Co*A*[2gh] /k] ^0.5 A = Wetted area, (sqft) K = 1 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION FLOW (ft) (cfs) 0.10 4910.10 0.05 0.20 4910.20 0.21 0.30 4910.30 0.45 0.40 4910.40 0.79 0.50 4910.50 1.20 0.60 4910.60 1.68 0.70 4910.70 2.21 0.80 4910.80 2.80 0.90 4910.90 3.42 1.00 4911.00 4.06 1.10 4911.10 4.70 1.20 4911.20 5.32 1.30 4911.30 5.89 1.40 4911.40 6.36 1.50 4911.50 6.77 1.60 4911.60 7.19 1.70 4911.70 7.58 1.80 4911.80 7.96 1.90 4911.90 8.31 2.00 4912.00 8.66 8/29/100 Page 2 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION FLOW (ft) (cfs) 2.10 4912.10 8.98 2.20 4912.20 9.30 2.30 4912.30 9.61 2.40 4912.40 9.91 2.50 4912.50 10.20 2.60 4912.60 10.48 2.70 4912.70 10.75 2.80 4912.80 11.02 2.90 4912.90 11.28 3.00 4913.00 11.53 3.10 4913.10 11.78 3.20 4913.20 12.03 3.30 4913.30 12.26 3.40 4913.40 12.50 3.50 4913.50 12.73 3.60 4913.60 12.96 3.70 4913.70 13.18 3.80 4913.80 13.40 3.90 4913.90 13.61 4.00 4914.00 13.82 8/10/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 2 TYPE : TRAPEZOIDAL WEIR DESCRIPTION : Pond 1 - 100 Year Emergency Overflow Weir [RATING CURVE LIMIT] Minimum Elevation = 4913.50 (ft) Maximum Elevation = 4914.00 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Weir Angle = 151.93000 (deg) Crest Elevation = 4913.50 (ft) Crest Length = 90.00 (ft) Coefficient Cw = 2.98000 Exponential = 1.50000 [TRAP EQUATION] Q = Cw*tan(ang/2)H^exp H = Headwater depth above inlet control section invert, (ft) ang = Weir Angle [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION FLOW (ft) (c£s) 0.10 4913.60 8.51 0.20 4913.70 24.16 0.30 4913.80 44.54 0.40 4913.90 68.81 --'r-- 0.50 4914.00 96.51 kJ `�. [ > c7`! D -� r O Pond 2 Elevation Area Ave Area Volume (cu-ftl Cum. Volume (cu-ft} Cum.Volume (ac-ft} 4924.50 378229.03 378229.03 0.00 0.00 0.00 4924.60 385247.18 381738.11 38172.71 38172.71 0.88 4924.70 392355.89 388801.53 38878.36 77051.07 1.77 4924.80 399555.13 395955.51 39598.28 116649.35 2.68 4924.90 406844.93 403200.03 40318.56 156967.91 3.60 4925.00 414225.27 410535.10 41051.35 198019.26 4.55 4925.10 425742.95 419984.11 42192.58 240211.83 5.51 4925.20 433370.31 429556.63 42954.54 283166.37 6.50 4925.30 440998.16 437184.23 43722.14 326888.52 7.50 4925.40 448626.50 444812.33 44480.48 371369.00 8.53 4925.50 456255.35 452440.92 45242.60 416611.60 9.56 4925.60 463884.68 460070.01 46004.76 462616.36 10.62 4925.70 471514.52 467699.60 46766.98 509383.34 11.69 4925.80 479144.85 475329.68 47544.14 556927.48 12.79 4925.90 486775.67 482960.26 48293.41 605220.89 13.89 4926.00 494407.00 490591.33 49055.78 654276.67 15.02 4926.10 505501.63 499954.31 50148.41 704425.08 16.17 4926.20 513494.74 509498.18 50948.95 755374.03 17.34 4926.30 521447.81 517471.28 51751.49 807125.52 18.53 4926.40 529360.84 525404.33 52539.95 859665.47 19.74 4926.50 537233.82 533297.33 53328.48 912993.95 20.96 4926.60 545066.76 541150.29 54113.02 967106.97 22.20 4926.70 552859.66 548963.21 54893.56 1022000.53 23.46 4926.80 560612.51 556736.08 55685.56 1077686.09 24.74 4926.90 568325.31 564468.91 56444.50 1134130.60 26.04 4927.00 577842.85 573084.08 57213.04 1191343.64 27.35 8/3/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 1 TYPE : MOD. RATIONAL DESCRIPTION : Design Point 13 - 10 Year [HYDROGRAPH INFORMATION] Peak Discharge = 73.69 (cfs) Volume = 7.60 (acft) Time Interval = 0.20 (min) Time to Peak = 56.40 (min) Time of Base = 150.59 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Flow Multiplier = 1.00000 Receding limb factor = 1.67000 [APPROXIMATE STORAGE] Maximum Outflow = 0.00000 (cfs) Maximum Storage = 0.00000 (cuft) [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] __ DESCRIPTION AREA CN# RUNOFF COEF 142.00 0 0.29000 Overall Approximation 142.00 0 0.29000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 56.40 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.68 (in) Return Period = 10 (yr) Storm Duration = 0.94 (hr) 7/24/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 1 TYPE : MOD. RATIONAL DESCRIPTION : Design Point 13 - 100 Year [HYDROGRAPH INFORMATION] Peak Discharge = 207.75 (c£s) Volume = 21.42 (acft) 0.20 (min) Time Interval = 56.40 (min) Time to Peak = 150.59 (min) Multiplicatio =n factor [RATIONAL HYDROGRAPH INFORMATION] 1.00000 Flow Multiplier = 1.67000 Receding limb factor [APPROXIMATE STORAGE] 0.00000 (cfs) Maximum Outflow = 0.00000 (cuft) Maximum Storage [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] - DESCRIPTION AREA CN# RUNOFF COEF 142.00 0 0.52000 Overall Approximation 142.00 0 0.52000 [TIME CONCENTRATION -- USER DEFINED] = 56.40 (min) Time of Concentration [RAINFALL DESCRIPTION] SYNTHETIC Distribution Type = 2.64 (in) Total Pr = 100 (Yr) Return Period = 0.94 (hr) Storm Duration 8/3/100 Page 1 RESERVOIR REPORT RECORD NUMBER : 1 STORAGE TYPE : MAN STAGE/STOR DISCHARGE TYPE : COMP STAGE/DIS DESCRIPTION : Pond 2 - Stage Storage [RATING CURVE LIMIT] Minimum Elevation = 4924.50 (ft) Maximum Elevation = 4927.00 (ft) Elevation Increment = 0.10 (ft) [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) (cuft) 4924.60 38172.71 4924.70 77051.07 4924.80 116649.35 __ 4924.90 156967.91 4925.00 198019.26 4925.10 240211.83 4925.20 283166.37 4925.30 326888.52 4925.40 371369.00 4925.50 416611.60 4925.60 462616.36 4925.70 509383.34 4925.80 556927.48 4925.90 605220.89 4926.00 654276.67 4926.10 704425.08 4926.20 755374.03 4926.30 807125.52 4926.40 859665.47 4926.50 912993.95 4926.60 967106.97 4926.70 1022000.53 4926.80 1077686.09 4926.90 1134130.60 4927.00 1191343.64 [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR # 1 TYPE : TRAPEZOIDAL WEIR DESCRIPTION : Pond 2 (78.8 cfs) Weir 8/3/100 Page 2 [Reservoir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION CONTOUR AREA STORAGE DISCHARGE (ft) (ft) (sqft) (cuft) (cfs) 0.00 4924.50 0.00 0.00 0.00 0.10 4924.60 1145181.38 38172.71 1.07 0.20 4924.70 1155766.04 77051.07 3.10 0.30 4924.80 1166493.47 116649.35 5.86 0.40 4924.90 1177259.32 156967.91 9.26 0.50 4925.00 1188115.54 198019.26 13.28 0.60 4925.10 1201059.16 240211.83 17.89 0.70 4925.20 1213570.17 283166.37 23.11 0.80 4925.30 1225831.94 326888.52 28.91 0.90 4925.40 1237896.67 371369.00 35.32 1.00 4925.50 1249834.80 416611.60 42.32 1.10 4925.60 1261680.99 462616.36 49.92 1.20 4925.70 1273458.34 509383.34 58.13 1.30 4925.80 1285217.25 556927.48 66.96 1.40 4925.90 1296901.91 605220.89 76.42 1.50 4926.00 1308553.34 654276.67 86.50 1.60 4926.10 1320797.03 704425.08 97.22 1.70 4926.20 1333013.00 755374.03 108.59 1.80 4926.30 1345209.20 807125.52 120.62 1.90 4926.40 1357366.53 859665.47 133.31 2.00 4926.50 1369490.93 912993.95 146.66 2.10 4926.60 1381581.39 967106.97 160.70 2.20 4926.70 1393637.09 1022000.53 175.43 2.30 4926.80 1405677.51 1077686.09 190.85 2.40 4926.90 1417663.25 1134130.60 206.98 2.50 4927.00 1429612.37 1191343.64 223.82 8/3/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 2 TYPE : RESER MOD. PULS DESCRIPTION : Pond 2 (10 Year) Routing [HYDROGRAPH INFORMATION] Peak Discharge = 19.14 (cfs) Volume = 4.39 (acft) Time Interval = 0.20 (min) Time to Peak = 125.60 (min) Time of Base = 288.00 (min) Peak Elevation = 4925.12 (ft) [RESERVOIR STRUCTURE INFORMATION] Reservoir # = 1 Description = Pond 2 - (10 Year) Stage Storage Storage type = MAN STAGE/STOR Max storage = 1191343. 64 Cuft Discharge type = COMP STAGE/DIS Max discharge = 223.82 cfs [RESERVOIR INFORMATION] Reservoir # = 1 Reservoir Description = Pond 2 - (10 Year) Stage Storage [INFLOW. HYDROGRAPH INFORMATION] Hydrograph # = 1 Hydrograph Description = Design Point 13 - 10 Year 7/27/100 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 2 TYPE : RESER MOD. PULS DESCRIPTION : Pond 2 (100 Year) Routing [HYDROGRAPH INFORMATION] Peak Discharge = 77.59 (cfs) Volume = 15.72 (acft) Time Interval = 0.20 (min) Time to Peak = 114.80 (min) Time of Base = 288.00 (min) Peak Elevation = 4925.91 (ft) [RESERVOIR STRUCTURE INFORMATION] Reservoir # = 1 Description = Pond 2 - (100 Year) Stage Storage Storage type = MAN STAGE/STOR Max storage = 1191343.64 Cuft Discharge type = COMP STAGE/DIS Max discharge = 223.82 cfs [RESERVOIR INFORMATION] Reservoir # = 1 Reservoir Description = Pond 2 - (100 Year) Stage Storage [INFLOW HYDROGRAPH INFORMATION] Hydrograph # = 1 Hydrograph Description = Design Point 13 - 100 Year 8/7/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 1 TYPE : TRAPEZOIDAL WEIR DESCRIPTION : Pond 2 (77.6 cfs) Weir [RATING CURVE LIMIT] Minimum Elevation = 4924.50 (ft) Maximum Elevation = 4926.00 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Weir Angle = 151.93000 (deg) Crest Elevation = 4924.50 (ft) Crest Length = 11.00 (ft) Coefficient Cw = 2.98000 Exponential = 1.50000 [TRAP EQUATION] 4 = Cw*tan(ang/2)Hnexp H = Headwater depth above inlet control section invert, (ft) ang = Weir Angle [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION FLOW (ft) (cfs) 0.10 4924.60 1.07 0.20 4924.70 3.10 0.30 4924.80 5.86 0.40 4924.90 9.26 0.50 4925.00 13.28 0.60 4925.10 17.89 0.70 4925.20 23.11 0.80 4925.30 28.91 0.90 4925.40 35.32 1.00 4925.50 42.32 1.10 4925.60 49.92 1.20 4925.70 58.13 1.30 4925.80 66.96 1.40 4925.90 76.42 1.50 4926.00 86.50 8/2/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 2 TYPE : TRAPEZOIDAL WEIR DESCRIPTION : Pond 3 100 Year Overflow Weir [RATING CURVE LIMIT] Minimum Elevation = 4924.00 (ft) Maximum Elevation = 4924.50 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Weir Angle = 151.93000 (deg) Crest Elevation = 4924.00 (ft) Crest Length = 55.00 (ft) Coefficient Cw = 2.98000 Exponential = 1.50000 [TRAP EQUATION] Q = Cw*tan(ang/2)H-exp H = Headwater depth above inlet control section invert, (ft) ang = Weir Angle [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) STAGE ELEVATION FLOW (ft) (c£s) 0.10 4924.10 5.21 0.20 4924.20 14.83 0.30 4924.30 27.40 0.40 4924.40 42.43 ra; Co ✓— 0.50 4924.50 59.63 q5' I C'�V IIIIIMallil SiI Rectangular Weir, Suppressed Q= C.,LHis Rectangular Weir, Contracted Rectangular Welr. Suppressed Rectangular Welt.. Contracted Q= Cw(L—0.2H)H h V-Notch Weir vs , UM Q= CwtanzJHe . \ L / l J Trapezoidal Weir r r e Triangular Wok (V notch) Trapezoidal Welr Q= CwIL+0.8Htan /JHh tit7. 1.5 ) Figure 6-8 Available Weir Types where: Q =discharge(cfs) Cw =weir coefficient L =crest length(ft) .-oZ , , H =head on weir(ft) ¢: l S,-.0&a, 9 --Ks/14.38i ___________E___ i \ \ & G7 a /7 I L'] L »rz- 4: 1 S..-o P�.S REF AUGUSTeO199s WATERSNEC MODELING G/z D:',ACIDDET\FRTCLLNS\STRMO NG\TABLE_.DWG \ J. `` a. a,. NORTHERN ENGINEERNG SERVICES a,. A.. I420 SOUTH HOWES SUITE 220 — COLLINS. COLORADO SC521 a oc. WEIR EQUATIONS ' 1 t flhlg n- ,x�. (92C iE1-61`.6 M.l1W."3.[.0 'TRIV6 mine T Are• I 5--40 HANDBOOK OF HYDRAULICS Table 5-3. Values of C in the Formula Q = CL935 for Broad- crested Weirs Measured Brndth of ant of air in feet had I fat, 0.5010.7311.0011.3012.002.Sg3.0I +.0+.00I10.0015. 0.2 2.80!2.7312.6➢}}h�.822.342.482.442.38�3.34! 2.491 2. 0.4 2.922.803.7'2.64 2.612.60:2.5812.543.50 2.361 2. j 0.6 3.08 2.89(2.752.81;2.612.60 .682.670. 2.70 2.. 0.8 3.3213.14 2.8512.602.60 38 .n'2.6662.66442.85:2.6677112.66 2.691 2. I 1.2 3.3213.20 .86'2.70 2.85.2.6412.6712.66 2.691 2. 1.4 .3213.28 3.201 .922.73.68:2.642.632.66 2.671 2. I 1.8 3.323.293.283.072.892.7312.68:2.66.•2.66 2.64' 2. 1.8 .32:3.32'3.31 3.072.88 2.:4'2.6812.66:2. 2.641 2. 2.0 3.3213.31 3.3013.01jn.8512.76I2.7:2.68:2.651 2.64; 2. 2.5 3.32 3.32 3.31.3.28 3.3172.89 2.31 2.7:2.671 2.641 2. 3.0 .32:1.32 3.32:3.223.20 3.052.92:2.722.66I 2.641 2. 3.5 3.323.32 3.32;3.32 3.32 3.19 2.970.76:2.3411 2.64; 2. 4.0 3.32 3.32 3.32'3.322.322.32:3.072.79'2.701 2.64' 2. 4.5 3.32:3.32 3.32:3.323.322.3i3.322.42.74 2.611 2. 3.0 3.3213.32 3.32:3.32'3.32 3.322.32:3.0712.79 2.64; 2. 5.5 3.313.32 3.313.322.322.3 13.g2.12i2 2.641 2. NORTHERN ENGINEERING SERVICES l -'.C SUn. .c vE" ;l'c _'-'-'''L: ..... I TABLE 5-3 _- � VALUES ALUES OF C FOR BROADCRESTED WEIRS ' .1 Appendix F • CALCULATIONS FOR RIPRAP PROTECTION August 10, 2000 Project: Soaring Eagle Ranch Calculations By: MLC • INPUT CALCULATE OUTPUT Q, Control Culvert/Strom Sewer Y,/D Q/DI's Y,/I! Q/W9°'s Riprap Length Width Depth Design Discharge Parameters Y. F, Type of of of Discharge Storm Tailwater Froude Riprap Riprap Riprap (Q100 cfs) Sewer(ST) Depth Q/D='s (From (ft) /Culvert D or Da H, W, (ft) or Figure Number Diameter Height Width Figure 5.7 Figure 5.8 Q/WH''' 5-7 or (Culy) (ft) (ft) (ft) 5-8) 94.60 Pond 1 n/a .6 90 0.50 n/a n/a 0.83 1.36 2.3 L 25 10C 1.5 Overflow Weir 11.37 pond 1 1.33 n/a n/a 1.33 1.00 7.41 n/a n/a 5.6 L 9 11 1.5 Orifice 77.59 Pond 2 Weir n/a 1.5 11 1.50 n/a n/a 1.00 5.76 3.8 L 27 34 1.5 42.40 Pond 3 Weir n/a .5 55 0.50 n/a n/a 1.00 1.09 2.2 L 42 55 1.5 13.90 culvert 8 1.45 n/a n/a 1.39 0.96 7.96 n/a n/a 5.5 L 2 12 1.5 1.80 Culvert 9 1.50 n/a n/a 0.55 0.37 0.98 n/a n/a 0.7 L 10 12 1.5 13.30 Culvert 10 1.27 n/a n/a 1.03 0.81 9.29 n/a n/a 7.3 L 8 10 1.5 2.20 Culvert 11 1.50 n/a n/a 0.62 0.41 1.20 n/a n/a 0.8 L 10 12 1.5 8.90 culvert 12 1.33 n/a n/a 1.15 0.86 5.80 n/a n/a 4.4 L. 9 11 1 .5 11.55 culvert 15* 1.55 n/a n/a 1.60 1.03 5.99 n/a n/a 3.9 L 10 20 1.5 6.10 Culvert 18 1.23 n/a n/a 0.95 0.77 4.47 n/a n/a 3.6 L 8 10 1.5 7.40 Culvert 20 1.28 n/a n/a 1 .05 0.82 5.11 n/a n/a 4.0 L 8 10 1.5 10.50 Culvert 22 1.37 n/a n/a 1.24 0.91 6.55 n/a n/a 4.8 L 9 11 1.5 8.55 Culvert 1.32 n/a n/a 1.13 0.86 5.64 n/a n/a 4.3 1. 9 _1 1.5 23** 5.80 Culvert 25 1.22 n/a n/a 0. 93 0.76 4.30 n/a n/a 3.5 L 8 10 1.5 D:AProjects\Sef\RIPRAF.wpd • CALCULATIONS FOR RIPRAP PROTECTION August 10, 2000 Project: Soaring Eagle Ranch Calculations By: MLC INPUT CALCULATE OUTPUT 0, Control Culvert/Strom Sewer Yt/D Q/D"5 ve/H Q/WHs.s_ Riprap Length Width Depth Design Discharge Parameters Y. F, Type of of of Discharge Storm Tailwater Frcude Riprap Riprap n/prep (Q100 cfs) Sewer(ST) Depth Q/.72.5 (Fr„p. (ft) /Culvert D or D, H, W, (ft) or Figure Number Diameter Height Width Figure 5.7 Figure 5.8 Q/WH"5 5-7 or (Cu1v) (ft) (ft) (ft) 5-8) 20.60 Culvert 1.81 n/a n/a 1.62 0.90 8.46 n/a n/a 4.7 1 _2 __ 1.5 26*** 5.50 culvert 27 1.20 n/a n/a 0.90 0.75 4.19 n/a n/a 3.5 L P in 1.5 13.25 Culvert 1.56 n/a n/a 2.62 1.04 6.80 n/a n/a 4.4 1. 10 19 1 .5 3C* ** 8.50 Culvert 31 1.50 n/a n/a 1.12 0.75 4.63 n/a n/a 3.1 L 10 18 1.5 5.00 Culvert 32 1.50 n/a n/a 1.02 0.68 2.72 n/a n/a 1.8 L 10 18 1.5 * Culvert 15 has two 18" RCP's, so the flow used for the Riprap calculation was the total 10 year flow (23.1 cfs)/ 1 = 11.55 cfs ^ Culvert 22 has two 18" RCP's, so the flow used for the Riprap calculation was the total 1C year flow (17._ of_) 2 = 6.55 cfs *** Culvert 26 has two 24" RCP's, so the flow used for the Riprap calculation was the total '_0 year flow (41.2 cfs(/ 2 - 20.60 cfs **** Culvert 30 has two 18" RCP's, so the flow used for the Riprap calculation was the total 10 year flow (7.6.5 cfs)/ 2 - __.25 cfs Note: 0,=A parameter to be used in Figure 5-7 whenever the culvert/storm sealer flow is supercritical. D,= ss(C + y,) , I', shall not exceed 1. D:AFro+eatsASef\RIPRAP.wpd V -J }Eg r Ur gi gg ew O]S is UagaZa h W m—z J ` uzz rtcLs a Zpd I— F `rI] 1 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP a :s i RI * a Riprap % Smaller Than Intermediate Rock d50 s Designation Given Size Dimension , By Weight ( Inches) (Inches) x vil5 Type VL 70-100 12 50-70 9 u.4 35-50 6 6" , 's 2-10 u)o Type L 70-100 15 50-70 12 UN 35-50 9 9** 2-10 3 tr (9gP Type M 70-100 21 wiry 50-70 18 z N 35-50 12 12 2-10 4 0 Type H 100 30 i- 50-70 24 y,�� 35-50 18 18 2-10 6 a Type VH 100 42 R 50-70 33 35-50 24 24 2-10 9 s *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect ) ! from vandalism. 6 1- J I Extend riprap to height of culvert or normal channel depth, whichever is smaller Riprap thickness on channel side slopes equal to I.5dso •rrr• e• -e 41 or flatter perferred 3: 1 maximum I Downstream Channel - - t - - PLAN \., Concrete cradle/cut off, End slope at 1 1 l „/or standard headwall 15dSa I 0411. 2d so ,. . 2d 50 �!_. Ham]//�S�� ... ..'L• �):.N L/2 L/2 Granular Bedding PROFILE REFERENCE: URBAN ORAINAGE ANO 8000 CONTROL TIF'RIC URBAN STORM DRATI4CE CRITERIA MANUAL .'CLUE _ A_\ACAO\DET\FRTCUNS\STRUCRNG\TABLES.OWG 4....... .." „,• /\`pp` NORTHERN ENGINEERING 5-6 1 G SERVICES , ,• i420 SOUTH HOWES SUITE 202. FT. COLLINS. COLORADO 50521 .�.w. °CIo a •• I CONOurr OUTLET EROSION PROTECTION rA.. 1 A (9701 221-4158 v.rsu..ra •Mnrum c��a.w ` IIt n....„ ZZ os gi o� F w az DR g 18m 60 _--_ __.-_ ___. - w 4 Q an G O4 0 40 — Guy�P4N\� A, 0 J5� O\5 N 3 F_c�G_ -'C'te�- / E E M 20 tYP f4 il• PE L a e — — — w2- --------- — �1 co Do .._ z C *+► f 53 - .4 Yt D .6 .8 1.0 coo C.9im rf; Use Da instead of D whenever flow is supercritical in the barrel . c„ ** Use Type L for a distance of 3D downstreamit g sa Iti a O Z2 a FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. • FIGURE 5-7 IS VALID FOR 0/ D25 ' Or 6.0 OR LESS. mI U- DESIGN UISI.I IARGE IN (SS U-- CIRCUI AR CONDUIT DIAMETER IN FEET It - IAII WAIFR FEPIFI I \\a ag os 0 1 $t5 Wo aLi rc ol L 1I o 5i / �� g.../7,77277�� cbma i 1 60 c 40 oyQ &t 4 Q4 S.. es 0, �y1 40 i 11 20 -- -ci ___1". I1 ill s �.C.1 / _ wig O0 .2 .4 .6 .6 LO f$ Yt /H Op Use Ha instead of H whenever culvert has supercritical flow in the barrel. r� **Use Type L for a distance of 3H downstream ra ws N ire Om Z„ f FIGURE 5-8.. RIPRAP EROSION PROTECTION AT RECTANGULAR a CONDUIT OUTLET. r • FIGURE 5-8 IS VALID FOR 0/ Wilt OF B.0 OR LESS. X 0- DESIGN DISCHARGE IN CFS •g F W AND H. WIDTH AND HEIGHT OF RECTANGULAR CONDUIT IN FEET 1. V, = IAILWAIER DEPTH I Hello