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Home My WebLink About20160521 Ver 1_More Info Received (S&E and SW Report)_20171129TABLE OF CONTENTS General Description…………………………………………………………………..….1 Predevelopment Conditions.…………………………………………..………….….…2 Post-development Conditions.…………………………………………..……….….….5 Erosion and Sediment Control….……………………………………..…..……….…..12 Figure 1 – Predevelopment Drainage Area…………………………..…..…………..17 Figure 2 – Post-development Drainage Area………………………..…..……………18 Figure 3 – EC Phase 1 Drainage Areas……………...………………..…..………....19 Figure 4 – EC Phase 2 Drainage Areas……………………………………………….20 Figure 5 – Diversion Drainage Areas………………..…………..…………………….21 Figure 6 – Pipe Drainage Areas…………………………………………………….….22 Figure 7 – Watershed Drainage Areas…………………………………………….…..23 Appendix A –Site Location Map, USGS topographic map, NRCS Soil Data, FEMA Firm Map Appendix B – NOAA Rainfall Data Appendix C– Permit SAW-2016-00534 to fill riparian, non-riverine wetlands Appendix D – Wet Pond Calculations Appendix E – Hydraflow Hydrographs Appendix F – Storm Sewer Calculations Appendix G – Rip Rap Outlet Protection Calculations Appendix H – Faircloth Skimmer Calculations Appendix I – Ditch Stability Calculations Appendix J – Watershed Calculations - 1 - WRENN FARM HIGH POINT, NC STORMWATER MANAGEMENT REPORT GENERAL DESCRIPTION This project involves the development of an approximate 65 acre site in High Point, North Carolina. The existing conditions include a mass graded site that is partially stabilized. The proposed development will include multiple commercial parcels along Greensboro Road, attached single family units and single family homes. The development will include the necessary infrastructure to support these developments (roads, water, and sewer) and the necessary stormwater control measures. It will be permitted by Jemsite Development, LLC. The stormwater and storm drain calculations were based on the surveys provided by EAS Professionals, Inc and Jamestown Engineering Group, Inc. The plans show multiple parcels totaling approximately 65 acres that will be disturbed for construction. Additional work will be performed within the DOT right-of-way. Therefore, the sediment and erosion control devices will be designed accordingly. In order to meet the City of High Point development standards the storm drain measures will control and treat runoff from the first one inch of rain and provide 85% TSS removal. Stormwater control measures must discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the 10-year, 24-hour storm. In order to meet the discharge design requirements three (3) wet detention ponds will be installed on the site. One in the northwest corner of the site. One along the northern side of the site and one on the northeast side of the site. All three wet ponds have an appropriately sized forebay area. The second design requirement for the City of High Point is the structural treatment system shall be designed to have a minimum of 85% average annual removal for Total Suspended Solids (TSS). This requirement is fulfilled by using the wet detention pond as the primary control measure. In order to design the stormwater control measures, the post-development calculations are compared to the predevelopment conditions. The existing conditions of the site include 64.55 acres of fair condition grassed open space for stormwater calculations. The post-development conditions include 6.51 acres of commercial area, 6.52 acres of impervious area for roads, sidewalks, and townhomes, 32.55 acres of single family lots and 19 acres of grassed area. Three wet ponds will be used to treat stormwater from this development. For sediment and erosion control purposes, three skimmer sediment basins, temporary diversions with sediment tube check dams, double rows of silt fencing, inlet/outlet protection, and stone construction exits, etc. will be installed according to their needs within the perimeter of the property. All sediment and erosion control measures will be designed to sufficiently comply to North Carolina and Town of High Point design - 2 - standards. The project will be split into four sediment and erosion control phases. Phase 1 will be installation of construction entrance, perimeter controls, sediment basins and diversions necessary to direct water to the sediment basins. Phase 2 will be when the site is brought to proposed grades, the 3 sediment basins will remain in place and development phase 1 will be built out. Phase 3 will include Development Phase 2 being built out, the sediment basins will remain in place. Phase 4 will be stabilization. Once the entire site is stabilized, the remaining volume will be excavated from the ponds and the wet ponds will be stabilized as designed. Additionally, approval has been obtained from the US Army Corp of Engineers to “discharge clean fill material into 0.018 acres of riparian, non-riverine wetlands necessary to construct a stormwater management facility (wet pond) as part of a mixed use development known as Wrenn Farm.” This work will be done in Phase 1 of the Erosion Control phases and shall be completed by 3/18/2018. All appropriate documentation will be submitted to the USACE following approval by the City of High Point and following the completion of the construction. See Appendix C PREDEVELOPMENT CONDITIONS Based on the survey conducted on the site, the property of 65 acres will be observed for this report. The predevelopment area was divided into 4 areas for the purpose of drainage analysis. The drainage areas were divided based on the runoff flow directions of the site under consideration. The first is located in the northwest side of the site and drains to the Greensboro Road right-of-way. The second is in the northeast portion of the site and drains to the west towards the adjacent property owner. The third is located in the south portion of the site and drains south towards the adjacent property owners. The forth is the largest and drains towards the existing stream located on site in the northeast corner. Drainage Area 1 drains to the City Lake Watershed, while the remaining three drain to the Oakdale Watershed. PREDEVELOPMENT AREAS Area 1 11.45 acres Area 2 Area 3 Area 4 6.43 acres 6.84 acres 39.8 acres Total Area 64.52 acres All of the drainage areas were delineated; see Figure 1. Hydraflow Hydrographs were used to determine each area’s respective curve number, surface slope and total time of concentration using the SCS method. - 3 - The first predevelopment area calculations are based on sheet and shallow concentrated flow. Stormwater runoff is directed towards the northwest side of the site to the Greensboro Road right-of-way. PREDEVELOPMENT AREA 1 WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Open Space (Good) 0.18 73 Grassed Open Space (Fair) 6.05 79 Curve Number (CN) 79 PREDEVELOPMENT AREA 1 TIME OF CONCETRATION PATH Flow Type Length (ft) Slope (%) Sheet 100 1.5 Shallow Concentrated 681 1.5 Channel/Pipe NA NA Curve Number (CN) 79 Time of Concentration (min) 16.4 The second predevelopment area calculations are based on sheet and shallow concentrated flow. Stormwater runoff is directed towards the northeast side of the site to the adjacent property owner PREDEVELOPMENT AREA 2 WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Open Space (Fair) 6.43 79 Curve Number (CN) 79 PREDEVELOPMENT AREA 2 TIME OF CONCETRATION PATH Flow Type Length (ft) Slope (%) Sheet 100 6 Shallow Concentrated 296 6.1 Channel/Pipe NA NA Curve Number (CN) 79 Time of Concentration (min) 7.3 The third predevelopment area calculations are based on sheet and shallow concentrated flow. Stormwater runoff is directed towards the western side of the site to the adjacent property owner PREDEVELOPMENT AREA 3 WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Open Space (Fair) 6.84 79 Curve Number (CN) 79 - 4 - PREDEVELOPMENT AREA 3 TIME OF CONCETRATION PATH Flow Type Length (ft) Slope (%) Sheet 100 2 Shallow Concentrated 474 2 Channel/Pipe NA NA Curve Number (CN) 79 Time of Concentration (min) 12.9 The fourth predevelopment area calculations are based on sheet and shallow concentrated flow. Stormwater runoff is directed towards the northeastern side of the site to the existing stream near N. Scientific Road PREDEVELOPMENT AREA 4 WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Open Space (Fair) 39.84 79 Curve Number (CN) 79 PREDEVELOPMENT AREA 4 TIME OF CONCETRATION PATH Flow Type Length (ft) Slope (%) Sheet 100 3 Shallow Concentrated 1668 3.6 Channel/Pipe NA NA Curve Number (CN) 79 Time of Concentration (min) 12.9 After the time of concentration and curve numbers are computed for each area, the peak flows are determined. See below for tabulation. PREDEVELOPMENT RUNOFF (cfs), UNDETAINED Storm Event Area 1 Area 2 Area 3 Area 4 2 year 10 year 11.99 21.88 16.23 29.16 14.50 26.32 72.04 131.54 25 year 28.03 37.19 33.66 168.59 50 year 32.94 43.58 39.50 198.12 100 year 37.94 50.09 45.45 228.25 - 5 - POST-DEVELOPMENT CONDITIONS In the post-development conditions the site will have seven drainage areas used for analysis. The drainage areas were divided based on the runoff flow directions for the proposed design. Drainage area 1 will be split into two areas (the portion to the pond and the portion bypassing the pond) and continues to drain to the northwest towards Greensboro Road. Drainage area 2 will be split into two areas (the portion to the pond and the portion bypassing the pond) and continues to drain to the northeast towards the adjacent property owner. Drainage area 4 will be split into two areas (the portion to the pond and the portion bypassing the pond) and continues to drain to the northeast side of the site into the existing stream draining towards N. Scientific Blvd. POST-DEVELOPMENT AREAS Area 1 to pond Area 1 Bypass 10.94 acres 1.01 acres Area 2 to pond Area 2 Bypass 7.26 acres 0.55 acres Area 3 Area 4 to pond Area 4 Bypass 1.03 acres 39.37 acres 4.42 acres Total Area 64.58 acres Hydraflow Hydrographs is used to determine the curve number, surface slope, and total time of concentration using the SCS method. Post-development drainage area 1 to pond consists of commercial development area, attached single family development and a small portion of detached single family development. The commercial development is accounted for with a curve number of 94 since no particular layout is known at this time. All future commercial development would have to be less than or equal to the 94 curve number proposed, this equals 83.3% impervious. The attached single family development is split into impervious and grassed since the proposed layout is known. See Figure 2 for a visual representation of the curve number breakdown. POST-DEVELOPMENT AREA 1 TO POND WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Impervious 2.23 98 Grassed Area 3.22 74 Single Family (1/4 ac lots) 2.08 83 Commercial Development 3.41 94 Curve Number (CN) 10.94 87 - 6 - POST-DEVELOPMENT AREA 1 TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 100 2 Shallow Concentrated 38 2 Channel Pipe 350 418 3.1 0.75 Curve Number (CN) 87 Time of Concentration (min) 15.3 Post-development Area 1 bypass consist of the undeveloped portion of land along the western property line and a portion of the right-of-way along Greensboro Road. It is all considered grassed although a portion is wooded as well. To be conservative we are considering the entire thing grassed. POST-DEVELOPMENT AREA 1 BYPASS WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Area 1.01 74 Curve Number (CN) 74 POST-DEVELOPMENT AREA 1 BYPASS TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 100 1 Shallow Concentrated 187 4.1 Curve Number (CN) 74 Time of Concentration (min) 26 Post-development drainage area 2 to pond consists of commercial development area, attached single family development and a small portion of detached single family development. The commercial development is accounted for with a curve number of 94 since no particular layout is known at this time. All future commercial development would have to be less than or equal to the 94 curve number proposed. The attached single family development is split into impervious and grassed since the proposed layout is known. See Figure 2 for a visual representation of the curve number breakdown. POST-DEVELOPMENT AREA 2 TO POND WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Impervious 0.99 98 Grassed Area 2.08 74 Single Family (1/4 ac lots) 1.09 83 Commercial Development 3.10 94 Curve Number (CN) 7.26 87 - 7 - POST-DEVELOPMENT AREA 2 TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 31 33 Shallow Concentrated 170 3.33 Channel Pipe n/a 524 n/a 1.3 Curve Number (CN) 87 Time of Concentration (min) 5 (min) Post-development Area 2 bypass consist of the portion of land along the eastern property line that is unable to be directed into the detention pond and a small portion of the future driveway into the outparcels. The majority of the area is grassed. POST-DEVELOPMENT AREA 2 BYPASS WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Area Impervious 0.50 0.05 74 98 Curve Number (CN) 76 POST-DEVELOPMENT AREA 2 BYPASS TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 45 33 Shallow Concentrated n/a n/a Curve Number (CN) 76 Time of Concentration (min) 5 (min) Post-development drainage area 3 consist of a small section of undeveloped portion of land around the south and western boundaries. It is considered grassed and a minimum time of concentration of 5 minutes is used. POST-DEVELOPMENT AREA 3 WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Area 1.03 74 Curve Number (CN) 74 POST-DEVELOPMENT AREA 3 TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 30 2 Shallow Concentrated n/a n/a Curve Number (CN) 74 Time of Concentration (min) 5 (min) Post-development drainage area 4 to pond consists of attached single family development and detached single family development. The attached single family - 8 - development is split into impervious and grassed since the proposed layout is known. The detached single family development is accounted for with a curve number of 83 to represent ¼ acre lots. See Figure 2 for a visual representation of the curve number breakdown. POST-DEVELOPMENT AREA 4 TO POND WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Impervious 3.25 98 Grassed Area 6.74 74 Single Family (1/4 ac lots) 29.38 83 Commercial Development n/a 94 Curve Number (CN) 39.37 83 POST-DEVELOPMENT AREA 4 TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 75 2 Shallow Concentrated n/a n/a Channel Pipe 688 1661 2.4 1.9 Curve Number (CN) 83 Time of Concentration (min) 19.9 Post-development Area 4 bypass consist of the portion of land along the northern and western property line that is unable to be directed into the detention pond. The 1st order stream and wetland are also in this section. Since this section of land is left undisturbed it continues to drain offsite towards N. Scientific Street. The majority of the area is grassed and will be considered grassed for calculations. POST-DEVELOPMENT AREA 4 BYPASS WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Grassed Area 4.42 74 Curve Number (CN) 74 POST-DEVELOPMENT AREA 4 BYPASS TIME OF CONCENTRATION Flow Type Length (ft) Slope (%) Sheet 86 33 Shallow Concentrated 211 2 Curve Number (CN) 74 Time of Concentration (min) 5 (min) - 9 - POST-DEVELOPMENT RUNOFF (cfs), UNDETAINED Storm Event Area 1 to Pond Area 1 Bypass Area 2 to Pond Area 2 Bypass Area 3 Area 4 to Pond Area 4 Bypass 2 year 29.63 1.12 27.78 1.34 2.265 81.95 9.719 10 year 48.10 2.25 44.75 2.51 4.39 140.94 18.85 25 year 50 year 59.16 67.84 2.99 3.58 54.88 62.83 3.24 3.83 5.74 6.83 176.92 205.34 24.65 29.30 100 year 76.61 4.20 70.86 4.43 7.94 234.19 34.08 Due to factors such as the re-grading of the property and the increase in impervious areas the runoff produced by the post-development site conditions is greater than the runoff during the predevelopment state. In order to accommodate the new site conditions, three wet detention ponds will be built to meet water quantity and quality standards. The wet detention ponds will detain the 1st inch of runoff and release it over a 48 hour period. Additionally, the wet pond is designed to treat 85% TSS removal, 25% total nitrogen removal and 40% total phosphorus removal. Sediment forebays are proposed as the pretreatment process prior to runoff entering the wet detention ponds. The sediment forebays will also act to dissipate the energy of the water entering the ponds. The forebays will act to collect the majority of sediment in a small area where it can be cleaned out more easily. The forebays will be separated from the wet pond by a rip-rap berm. The berm will allow water to escape from the forebay while removing sediment and reducing the flow velocity. See Appendix D for wet pond dimensions and calculations. The following table shows post-development areas routed through their perspective ponds. WET POND 1 Storm Event Output (cfs) Elevation 2 year 10 year 1.368 8.168 849.63 850.42 25 year 12.08 851.05 50 year 22.68 851.38 100 year 28.26 851.72 There is 2.28’ of freeboard. Additionally, see below for the total Predevelopment Area 1 compared with the Total Post-development Area 1. - 10 - AREA 1 PRE VS POST, DETAINED (CFS) Storm Event Pre Area 1 Post Area 1 (total) Difference 2 year 10 year 11.99 21.88 1.463 9.803 - 10.527 - 12.077 25 year 28.03 14.23 - 13.8 50 year 32.94 25.68 - 7.26 100 year 37.94 31.99 - 5.95 As shown above the post-development flows (which include the bypass flows and the pond outlet flows) are less than or equal to the predevelopment for all storms up to the 100-year. WET POND 2 Storm Event Output (cfs) Elevation 2 year 10 year 0.858 5.709 841.97 842.72 25 year 21.65 843.17 50 year 33.29 843.42 100 year 35.59 843.75 There is 1.25’ of freeboard. Additionally, see below for the total Predevelopment Area 2 compared with the Total Post-development Area 2. AREA 2 PRE VS POST, DETAINED (CFS) Storm Event Pre Area 2 Post Area 2 (total) Difference 2 year 10 year 16.23 29.16 1.48 6.271 - 14.75 - 22.89 25 year 37.19 23.07 - 14.12 50 year 43.58 35.63 - 7.95 100 year 50.09 38.83 - 11.26 As shown above the post-development flows (which include the bypass flows and the pond outlet flows) are less than or equal to the predevelopment for all storms up to the 100-year. WET POND 3 Storm Event Output (cfs) Elevation 2 year 10 year 1.17 5.606 805.79 807.54 25 year 13.27 808.13 50 year 18.89 808.85 100 year 39.91 809.41 There is 2.59 of freeboard. Additionally, see below for the total Predevelopment Area 4 compared with the Total Post-development Area 4. - 11 - AREA 4 PRE VS POST, DETAINED (CFS) Storm Event Pre Area 4 Post Area 4 (total) Difference 2 year 10 year 72.04 131.54 10.24 19.62 - 61.8 - 111.92 25 year 168.59 25.54 - 143.05 50 year 198.12 30.28 - 167.84 100 year 228.25 42.92 - 185.33 As shown above the post-development flows (which include the bypass flows and the pond outlet flows) are less than or equal to the predevelopment for all storms up to the 100-year. Drainage area 3 does not have a proposed pond; therefore, the post-development is compared to the predevelopment. The post-development is less than the predevelopment for all storms up to the 100-year storm. AREA 3 PRE VS POST, DETAINED (CFS) Storm Event Pre Area 3 Post Area 3 (total) Difference 2 year 10 year 14.50 26.32 2.265 4.392 - 12.235 - 21.93 25 year 33.66 5.743 - 27.92 50 year 39.50 6.892 - 32.61 100 year 45.45 7.943 - 37.51 - 12 - EROSION AND SEDIMENT CONTROL CALCULATIONS Erosion and sediment control will be discussed separately for each of the 3 phases of construction. Phase 1 will include installing perimeter silt fences, construction exits, and phase 1 sediment basins with all associated temporary diversions. Phase 2 will include mass grading, installing storm drain pipes and catch basins. Inlet protection will be installed around the catch basins as they are installed. The Phase 1 sediment basins will be converted to Phase 2/3 sediment basins. During Phase 3 of construction the entire site will be stabilized with vegetation or paving. Once the entire drainage area is stabilized to each sediment basin, it will be cleaned out and converted to permanent wet detention ponds. The wet ponds will then be landscaped as shown on the design plans. PHASE 1: To accommodate phase 1 construction, three sediment basins will be used for sediment and erosion control. See Figure 3 for the delineation of each of the sediment basin areas. See below for the phase 1 calculation for each of the sediment basins and on the civil sheets. See skimmer calculations for skimmer and orifice sizing. Phase 1 Skimmer Sediment Basin #1 Area Draining to Skimmer Sediment Basin: 10 acres Q10 for this area is 61.6 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre 1,800 * 10 acres = 18,000 cf Surface Area required is 325 sf * Q10 325 * 61.6 = 20,020 sf Volume provided at 848: 18,310 cf Surface Area provided at 848: 21,514 sf Phase 1 Skimmer Sediment Basin #2 Area Draining to Skimmer Sediment Basin: 7.6 acres Q10 for this area is 42.6 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre - 13 - 1,800 * 7.6 acres = 13,680 cf Surface Area required is 325 sf * Q10 325 * 42.6 = 13,845 sf Volume provided at 842: 29,003 cf Surface Area provided at 841: 14,394 sf Phase 1 Skimmer Sediment Basin #3 Area Draining to Skimmer Sediment Basin: 33 acres Q10 for this area is 131.3 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre 1,800 * 33 acres = 59,400 cf Surface Area required is 325 sf * Q10 325 * 131.3 = 49,674 sf Volume provided at 805: 100,229 cf Surface Area provided at 805: 49,674 sf PHASE 1 SKIMMER SEDIMENT BASIN #1 Pond Elevation (ft) Area (sf) Volume (cf) 847 15,287 0 848 21,514 18,310 849 850 23,511 25,752 40,813 65,434 PHASE 1 SKIMMER SEDIMENT BASIN #2 Pond Elevation (ft) Area (sf) Volume (cf) 840 12,811 0 841 14,394 13,593 842 843 844 845 16,452 18,552 20,868 23,202 29,003 46,493 66,190 88,212 - 14 - PHASE 1 SKIMMER SEDIMENT BASIN #3 Pond Elevation (ft) Area (sf) Volume (cf) 802 15,650 0 803 26,551 20,860 804 41,605 54,654 805 806 807 808 809 810 811 812 49,674 53,211 56,820 60,494 64,225 68,012 71,857 75,758 100,229 151,656 206,657 265,298 327,642 393,745 463,664 537,455 PHASE 2/3: During Phase 2 and 3 the three skimmer sediment basins will remain in place, as the grades are brought up to proposed grades, the top of sediment basins 1 will be raised. Sediment Basins 2 and 3 will remain the same. Phase 2 Skimmer Sediment Basin #1 Area Draining to Skimmer Sediment Basin: 10.94 acres Q10 for this area is 67.4 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre 1,800 * 10.94 acres = 19,692 cf Surface Area required is 325 sf * Q10 325 * 67.4 = 21,915 sf Volume provided at 849: 40,813 cf Surface Area provided at 849: 23,511 sf Phase 2 Skimmer Sediment Basin #2 Area Draining to Skimmer Sediment Basin: 7.26 acres Q10 for this area is 40.7 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre 1,800 * 7.26 acres = 13,068 cf - 15 - Surface Area required is 325 sf * Q10 325 * 40.7 = 13,228 sf Volume provided at 842: 29,003 cf Surface Area provided at 841: 14,394 sf Phase 2 Skimmer Sediment Basin #3 Area Draining to Skimmer Sediment Basin: 39.37 acres Q10 for this area is 156.63 cfs Per NCDENR and City of High Point Requirements: Volume Required is 1,800 cf/acre 1,800 * 39.37 acres = 70,866 cf Surface Area required is 325 sf * Q10 325 * 156.63 = 50,905 sf Volume provided at 805: 100,229 cf Surface Area provided at 806: 53,211 sf PHASE 2/3 SKIMMER SEDIMENT BASIN #1 Pond Elevation (ft) Area (sf) Volume (cf) 847 15,287 0 848 21,514 18,310 849 850 851 852 853 854 23,511 25,754 27,703 29,901 32,167 34,501 40,813 65,346 91,975 120,767 151,791 185,115 PHASE 2/3 SKIMMER SEDIMENT BASIN #2 Pond Elevation (ft) Area (sf) Volume (cf) 840 12,811 0 841 14,394 13,593 842 843 844 845 16,452 18,552 20,868 23,202 29,003 46,493 66,190 88,212 - 16 - PHASE 2/3 SKIMMER SEDIMENT BASIN #3 Pond Elevation (ft) Area (sf) Volume (cf) 802 15,650 0 803 26,551 20,860 804 41,605 54,654 805 806 807 808 809 810 811 812 49,674 53,211 56,820 60,494 64,225 68,012 71,857 75,758 100,229 151,656 206,657 265,298 327,642 393,745 463,664 537,455 PHASE 4: During Phase 4 of construction the site will be stabilized. Once the entire drainage area to each skimmer sediment basin is stabilized and construction is complete, the skimmer basin will be converted to a wet pond. The sediment will be cleaned out and the proposed wet pond contours will be graded. Once the wet pond is in place and landscaped, the skimmer will be removed. Appendix A Site Location Map, USGS topographic map, NRCS Soil Data, GIS Floodplain Map Hydrologic Soil Group—Guilford County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/24/2015 Page 1 of 439829003983000398310039832003983300398340039835003982900398300039831003983200398330039834003983500593600593700593800593900594000594100594200594300594400594500594600 593700 593800 593900 594000 594100 594200 594300 594400 594500 594600 35° 59' 29'' N 79° 57' 41'' W35° 59' 29'' N79° 56' 58'' W35° 59' 7'' N 79° 57' 41'' W35° 59' 7'' N 79° 56' 58'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,920 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Guilford County, North Carolina Survey Area Data: Version 13, Sep 10, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Feb 11, 2011—Mar 3, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Guilford County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/24/2015 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Guilford County, North Carolina (NC081) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI EnB Enon fine sandy loam, 2 to 6 percent slopes C 0.1 0.2% MhB2 Mecklenburg sandy clay loam, 2 to 6 percent slopes, moderately eroded C 48.3 77.7% MhC2 Mecklenburg sandy clay loam, 6 to 10 percent slopes, moderately eroded C 9.0 14.6% MuB Mecklenburg-Urban land complex, 2 to 10 percent slopes C 4.7 7.6% Totals for Area of Interest 62.2 100.0% Hydrologic Soil Group—Guilford County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/24/2015 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Guilford County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/24/2015 Page 4 of 4 Appendix B NOAA Rainfall Data Appendix C Permit SAW-2016-00534 to fill riparian, non-riverine wetlands Water Quality Certification No. 3890 GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE FOR U.S. ARMY CORPS OF ENGINEERS NATIONWIDE PERMIT NUMBERS 18 (MINOR DISCHARGES) 29 (RESIDENTIAL DEVELOPMENT), 39 (COMMERCIAL AND INSTITUTIONAL DEVELOPMENTSJ, 41 (RESHAPING EXISTING DRAINAGE DITCHES) 42 (RECREATIONAL FACILITIES), 44 (MINING ACTIVITIES) AND 46 (DISCHARGES IN DITCHES), AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES) Water Quality Certification Number 3890 is issued in conformity with the requirements of Section 401, Public Laws 92 -500 and 95 -217 of the United States and subject to the North Carolina Division of Water Quality (DWQ) Regulations in 15A NCAC 02H .0500 and 15A NCAC 02B .0200 for the discharge of fill material to waters and adjacent wetland areas or to wetland areas that are not a part of the surface tributary system to interstate waters or navigable waters of the United States as described in 33 CFR 330 Appendix A (B) (18, 29, 39, 41, 42, 44, and 46) of the Corps of Engineers regulations and for the Riparian Area Protection Rules (Buffer Rules) in 15A NCAC 02B .0200. The State of North Carolina certifies that the specified category of activity will not violate applicable portions of Sections 301, 302, 303, 306 and 307 of the Public Laws 92 -500 and 95 -217 if conducted in accordance with the conditions hereinafter set forth. Activities meeting any one (1) of the following thresholds or circumstances require written approval for a 401 Water Quality Certification from the Division of Water Quality (the Division'T a. Any impacts to streams involving excavation or dredging; or b. Total stream impacts within the project boundaries equal to or greater than 150 linear feet of stream, including temporary and /or permanent impacts; or c. Any stream relocation; or d. Any impact associated with a high density project (as defined in Item (A)(iv) of the 401 Stormwater Requirements) that is not subject to either a state stormwater program (such as, but not limited to, Coastal Counties, HQW, ORW or state - implemented Phase II NPDES) or a certified community's stormwater program; or e. Temporary or permanent impacts equal to or greater than one -tenth (1/10) acre of wetlands or open waters; or f. Any impacts to wetlands adjacent to waters designated as: ORW, SA, WS -1, WS -11, or Trout, or wetlands contiguous to waters designated as a North Carolina or National Wild and Scenic River; or g. Any impacts to coastal wetlands [15A NCAC 07H .0205)], or Unique Wetlands (UWL) [15A NCAC 02H .0506]; or h. Any impact associated with a Notice of Violation or an enforcement action for violation(s) of DWQ Wetland Rules (15A NCAC 02H.0500), Isolated Wetland Rules (15A NCAC 02H 1300), DWQ Surface Water or Wetland Standards, or Riparian Buffer Rules (15A NCAC 02B .0200); or i. Any impacts to streams and /or buffers in the Neuse, Tar - Pamlico, or Catawba River Basins or in the Randleman, Jordan or Goose Creek Watersheds (or any other basin or watershed with Riparian Area Protection Rules [Buffer Rules] in effect at the time of application) unless the activities are listed as "EXEMPT" from these rules or a Buffer Authorization Certificate is issued through N.C. Division of Coastal Management (DCM) delegation for ALLOWABLE" activities. In accordance with North Carolina General Statute 143- 215.3D(e), written approval for a 401 Water Quality General Certification must include the appropriate fee. If a project also requires a CAMA Permit, then one payment to both agencies shall be submitted and will be the higher of the two fees. Water Quality Certification No. 3890 Water Quality Certification No. 3$90 Activities included in this General Certification that do not meet one of the thresholds listed above do not require written approval from the Division as long as they comply with the Conditions of Certification listed below. If any of these Conditions cannot be met, then written approval from the Division is required. Conditions of Certification: 1. No Impacts Beyond those Authorized in the Written Approval or Beyond the Threshold of Use of this Certification No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the footprint of the impacts depicted in the Pre - Construction Notification, as authorized in the written approval from the Division or beyond the thresholds established for use of this Certification without written authorization, including incidental impacts. All construction activities, including the design, installation, operation, and maintenance of sediment and erosion control Best Management Practices shall be performed so that no violations of state water quality standards, statutes, or rules occur. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of this permit. 2. Standard Erosion and Sediment Control Practices Erosion and sediment control practices must be in full compliance with all specifications governing the proper design, installation and operation and maintenance of such Best Management Practices and if applicable, comply with the specific conditions and requirements of the NPDES Construction Stormwater Permit issued to the site: a. Design, installation, operation, and maintenance of the sediment and erosion control measures must be such that they equal or exceed the requirements specified in the most recent version of the North Carolina Sediment and Erosion Control Manual. The devices shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects, including contractor -owned or leased borrow pits associated with the project. b. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and maintained in accordance with the most recent version of the North Carolina Surface Mining Manual. c. Reclamation measures and implementation must comply with the reclamation in accordance with the requirements of the Sedimentation Pollution Control Act and the Mining Act of 1971. d. Sufficient materials required for stabilization and /or repair of erosion control measures and stormwater routing and treatment shall be on site at all times. e. If the project occurs in waters or watersheds classified as Primary Nursery Areas (PNAs), SA, WS -I, WS -II, High Quality (HQW), or Outstanding Resource (ORW) waters, then the sedimentation and erosion control designs must comply with the requirements set forth in 15A NCAC 04B.0124, Design Standards in Sensitive Watersheds. Water Quality Certification No. 3890 2 Water Quality Certification No. 3890 3. No Sediment and Erosion Control Measures in Wetlands or Waters Sediment and erosion control measures shall not be placed in wetlands or waters. Exceptions to this condition require application submittal to and written approval by the Division. If placement of sediment and erosion contro! devices in wetlands and waters is unavoidable, then design and placement of temporary erosion control measures shall not be conducted in a manner that may result in dis- equilibrium of wetlands, stream beds, or banks, adjacent to or upstream and downstream of the above structures. All sediment and erosion control devices shall be removed and the natural grade restored within two (2) months of the date that the Division of Land Resources (DLR) or locally delegated program has released the specific area within the project. 4. Construction Stormwater Permit NCG010000 An NPDES Construction Stormwater Permit is required for construction projects that disturb one (1) or more acres of land. This Permit allows stormwater to be discharged during land disturbing construction activities as stipulated in the conditions of the permit. If your project is covered by this permit, full compliance with permit conditions including the erosion & sedimentation control plan, inspections and maintenance, self- monitoring, record keeping and reporting requirements is required. A copy of the general permit (NCG010000), inspection log sheets, and other information may be found at http: / /portal.ncdenr crq /web /wq /ws /su /npdessw #tab -w . The North Carolina Department of Transportation (NCDOT) shall be required to be in full compliance with the conditions related to construction activities within the most recent version of their individual NPDES (NCS000250) stormwater permit. 5. Construction Moratoriums and Coordination If activities must occur during periods of high biological activity (i.e. sea turtle nesting, fish spawning, or bird nesting), then biological monitoring may be required at the request of other state or federal agencies and coordinated with these activities. All moratoriums on construction activities established by the NC Wildlife Resources Commission (WRC), US Fish and Wildlife Service (USFWS), NC Division of Marine Fisheries DMF), or National Marine Fisheries Service (NMFS) to lessen impacts on trout, anadromous fish, larval /post - larval fishes and crustaceans, or other aquatic species of concern shall be implemented. Exceptions to this condition require written approval by the resource agency responsible for the given moratorium. Work within the twenty -five (25) designated trout counties or identified state or federal endangered or threatened species habitat shall be coordinated with the appropriate WRC, USFWS, NMFS, and /or DMF personnel. 6. Work in the Dry All work in or adjacent to stream waters shall be conducted so that the flowing stream does not come in contact with the disturbed area. Approved best management practices from the most current version of the NC Sediment and Erosion Control Manual, or the NC DOT Construction and Maintenance Activities Manual, such as sandbags, rock berms, cofferdams, and other diversion structures shall be used to minimize excavation in flowing water. Exceptions to this condition require application submittal to and written approval by the Division. Water Quality Certification No. 3890 Water Quality Certification No. 8800 7. Riparian Area Protection (Buffer) Rules Activities located in the protected riparian areas (whether jurisdictional wetlands or not), within the Neuse, Tar - Pamlico, or Catawba River Basins or in the Randleman, Jordan, or Goose Creek Watersheds (or any other basin or watershed with buffer rules) shall be limited to "uses" identified within and constructed in accordance with 15A NCAC 02B.0233, .0259, 0243, .0250, .0267 and .0605, and shall be located, designed, constructed, and maintained to have minimal disturbance to protect water quality to the maximum extent practicable through the use of best management practices. All buffer rule requirements, including diffuse flow requirements, must be met. 8. If concrete is used during the construction, then all necessary measures shall be taken to prevent direct contact between uncured or curing concrete and waters of the state. Water that inadvertently contacts uncured concrete shall not be discharged to waters of the state due to the potential for elevated pH and possible aquatic life/ fish kills. 9. Bridge deck drains shall not discharge directly into the stream. Stormwater shall be directed across the bridge and pre- treated through site - appropriate means (grassed swales, pre- formed scour holes, vegetated buffers, etc.) before entering the stream. Please refer to the most current version of Stormwater Best Management Practices. Exceptions to this condition require written approval by the Division. 10. Compensatory Mitigation In accordance with 15A NCAC 02H .0506 (h), compensatory mitigation may be required for losses of equal to or greater than 150 linear feet of streams (intermittent and perennial) and /or equal to or greater than one (1) acre of wetlands. For linear public transportation projects, impacts equal to or exceeding 150 linear feet per stream shall require mitigation. Buffer mitigation may be required for any project with Buffer Rules in effect at the time of application for activities classified as "Allowable with Mitigation" or "Prohibited" within the Table of Uses. A determination of buffer, wetland, and stream mitigation requirements shall be made for any General Water Quality Certification for this Nationwide and /or Regional General Permit. Design and monitoring protocols shall follow the US Army Corps of Engineers Wilmington District Stream Mitigation Guidelines (April 2003) or its subsequent updates. Compensatory mitigation plans shall be submitted to the Division for written approval as required in those protocols. The mitigation plan must be implemented and /or constructed before any impacts occur on site. Alternatively, the Division will accept payment into an in -lieu fee program or a mitigation bank. In these cases, proof of payment shall be provided to the Division before any impacts occur on site. Water Quality Certification No. 3890 Water Quality Certification No. 3890 11. Relocated stream designs should include the same dimensions, patterns, and profiles as the existing channel (or a stable reference reach if the existing channel is unstable), to the maximum extent practical. The new channel should be constructed in the dry and water shall not be turned into the new channel until the banks are stabilized. Vegetation used for bank stabilization shall be limited to native woody species and should include establishment of a 30 -foot wide wooded and an adjacent 20 -foot wide vegetated buffer on both sides of the relocated channel to the maximum extent practical. A transitional phase incorporating appropriate erosion control matting materials and seedling establishment is allowable, however matting that incorporates plastic mesh and /or plastic twine shall not be used in wetlands, riparian buffers or floodplains as recommended by the North Carolina Sediment and Erosion Control Manual. Rip -rap, A- Jacks, concrete, gabions or other hard structures may be allowed if it is necessary to maintain the physical integrity of the stream; however, the applicant must provide written justification and any calculations used to determine the extent of rip -rap coverage. Please note that if the stream relocation is conducted as a stream restoration as defined in the US Army Corps of Engineers Wilmington District, April 2003 Stream Mitigation Guidelines (or its subsequent updates), the restored length may be used as compensatory mitigation for the impacts resulting from the relocation. 12. Stormwater Management Plan Requirements All applications shall address stormwater management throughout the entire project area per the 401 Stormwater Requirements, referenced herein as "Attachment A" at the end of this Certification 13. Placement of Culverts and Other Structures in Waters and Wetlands Culverts required for this project shall be designed and installed in such a manner that the original stream profiles are not altered and allow for aquatic life movement during low flows. Existing stream dimensions (including the cross section dimensions, pattern, and longitudinal profile) must be maintained above and below locations of each culvert. Placement of culverts and other structures in waters and streams must be below the elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches, and 20 percent of the culvert diameter for culverts having a diameter less than or equal to 48 inches, to allow low flow passage of water and aquatic life. When topographic constraints indicate culvert slopes of greater than 5 %, culvert burial is not required, provided that all alternative options for flattening the slope have been investigated and aquatic life movement/ connectivity has been provided when possible (rock ladders, crossvanes, etc). Notification to the Division including supporting documentation to include a location map of the culvert, culvert profile drawings, and slope calculations shall be provided to the Division 60 days prior to the installation of the culvert. When bedrock is present in culvert locations, culvert burial is not required provided that there is sufficient documentation of the presence of bedrock. Notification to the Division including supporting documentation such as, but not limited to, a location map of the culvert, geotechnical reports, photographs, etc shall be provided to the Division a minimum of 60 days prior to the installation of the culvert. If bedrock is discovered during construction, then the Division shall be notified by phone or email within 24 hours of discovery. If other site- specific topographic constraints preclude the ability to bury the culverts as described above and /or it can be demonstrated that burying the culvert would result in destabilization of the channel, then exceptions to this condition require application submittal to, and written approval by, the Division of Water Quality, regardless of the total impacts to streams or wetlands from the project. Water Quality Certification No. 3890 Water Quality Certification No. 3890 Installation of culverts in wetlands must ensure continuity of water movement and be designed to adequately accommodate high water or flood conditions. Additionally, when roadways, causeways, or other fill projects are constructed across FEMA- designated floodways or wetlands, openings such as culverts or bridges must be provided to maintain the natural hydrology of the system as well as prevent constriction of the floodway that may result in destabilization of streams or wetlands. The establishment of native, woody vegetation and other soft stream bank stabilization techniques must be used where practicable instead of riprap or other bank hardening methods. 14. All temporary fill and culverts shall be removed and the impacted area returned to natural conditions within 60 days of the determination that the temporary impact is no longer necessary. The impacted areas shall be restored to original grade, including each stream's original cross sectional dimensions, plan form pattern, and longitudinal bed and bed profile, and the various sites shall be stabilized with natural woody vegetation (except for the approved maintenance areas) and restored to prevent erosion. 15. All temporary pipes/ culverts/ riprap pads etc, shall be installed in all streams as outlined in the most recent edition of the North Carolina Sediment and Erosion Control Planning and Design Manual or the North Carolina Surface Mining Manual so as not to restrict stream flow or cause dis- equilibrium during use of this General Certification. 16. Any riprap required for proper culvert placement, stream stabilization, or restoration of temporarily disturbed areas shall be restricted to the area directly impacted by the approved construction activity. All rip -rap shall buried and /or "keyed in" such that the original stream elevation and streambank contours are restored and maintained. Placement of rip -rap or other approved materials shall not result in de- stabilization of the stream bed or banks upstream or downstream of the area. 17. Any rip -rap used for stream stabilization shall be of a size and density so as not to be able to be carried off by wave, current action, or stream flows and consist of clean rock or masonry material free of debris or toxic pollutants. Rip -rap shall not be installed in the streambed except in specific areas required for velocity control and to ensure structural integrity of bank stabilization measures. 18. A one -time application of fertilizer to re- establish vegetation is allowed in disturbed areas including riparian buffers, but is restricted to no closer than 10 feet from top of bank of streams. Any fertilizer application must comply with all other Federal, State and Local regulations. 19. If this Water Quality Certification is used to access building sites, then all lots owned by the applicant must be buildable without additional impacts to streams or wetlands. The applicant is required to provide evidence that the lots are buildable without requiring additional impacts to wetlands, waters, or buffers if required to do so in writing by the Division. For road construction purposes, this Certification shall only be utilized from natural high ground to natural high ground. 20. Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands, waters, and protective buffers within the project boundaries in order to assure compliance for future wetland, water, and buffer impact. These mechanisms shall be put in place at the time of recording of the property or of individual lots whichever is appropriate. A sample deed notification can be downloaded from the 401/Wetlands Unit web site at http : /fportal.ncdenr.or /web /wg /sw_p /ws/ 401 /certsaDdpermits /apply /forms. The text of the sample deed notification may be modified as appropriate to suit to a specific project. Documentation of deed notifications shall be provided to the Division upon request. Water Quality Certification No. 3890 6 Water Quality Certification Flo. 3390 21. If an environmental document is required under the National or State Environmental Policy Act (NEPA or SEPA), then this General Certification is not valid until a Finding of No Significant Impact (FONSI) or Record of Decision (ROD) is issued by the State Clearinghouse. 22. In the twenty (20) coastal counties, the appropriate DWQ Regional Office must be contacted to determine if Coastal Stormwater Regulations will be required. 23. This General Certification does not relieve the applicant of the responsibility to obtain all other required Federal, State, or Local approvals. 24. The applicant /permittee and their authorized agents shall conduct all activities in a manner consistent with State water quality standards (including any requirements resulting from compliance with §303(d) of the Clean Water Act), and any other appropriate requirements of State and Federal Law. If the Division determines that such standards or laws are not being met, including failure to sustain a designated or achieved use, or that State or Federal law is being violated, or that further conditions are necessary to assure compliance, then the Division may reevaluate and modify this General Water Quality Certification. 25. When written authorization is required for use of this certification, upon completion of all permitted impacts included within the approval and any subsequent modifications, the applicant shall be required to return the certificate of completion attached to the approval. One copy of the certificate shall be sent to the DWQ Central Office in Raleigh at 1650 Mail Service Center, Raleigh, NC, 27699 -1650. 26. Additional site- specific conditions, including monitoring and /or modeling requirements, may be added to the written approval letter for projects proposed under this Water Quality Certification in order to ensure compliance with all applicable water quality and effluent standards. 27. This certification grants permission to the director, an authorized representative of the Director, or DENR staff, upon the presentation of proper credentials, to enter the property during normal business hours. This General Certification shall expire on the same day as the expiration date of the corresponding Nationwide and /or Regional General Permit. The conditions in effect on the date of issuance of Certification for a specific project shall remain in effect for the life of the project, regardless of the expiration date of this Certification. Non - compliance with or violation of the conditions herein set forth by a specific project may result in revocation of this General Certification for the project and may also result in criminal and /or civil penalties. The Director of the North Carolina Division of Water Quality may require submission of a formal application for Individual Certification for any project in this category of activity if it is determined that the project is likely to have a significant adverse effect upon water quality, including state or federally listed endangered or threatened aquatic species, or degrade the waters so that existing uses of the wetland or downstream waters are precluded. Water Quality Certification No. 3890 Water Quality Certification fro. 3390 Public hearings may be held for specific applications or group of applications prior to a Certification decision if deemed in the public's best interest by the Director of the North Carolina Division of Water Quality. Effective date: March 19, 2012 DIVISION OF WATER QUALITY FA Charles Wakild, P. E. Director History Note: Water Quality Certification (WQC) Number 3890 issued March 19, 2012 replaces WQC Number 3821 issued April 6, 2010; WQC Number 3631 issued March 19, 2007; WQC 3402 issued March, 2003; WQC Number 3362, issued March 18, 2002; WQC 3287, issued June 1, 2000; WQCs 3106 and 3108 issued February 11, 1997. This Water Quality Certification is rescinded when the Corps of Engineers reauthorizes any of the corresponding Nationwide or Regional General Permits and /or when deemed appropriate by the Director of the Division of Water Quality. Water Quality Certification No. 3890 8 Water Quality Certification No. 3899 Attachment A: 401 Stormwater Requirements The requirements listed below shall be implemented in order to comply with Condition 12 of this General Certification. For the North Carolina Department of Transportation, compliance with NCDOT's Individual NPDES permit NCS000250 shall serve to satisfy the 401 and Isolated Wetland Stormwater Requirements.' A. Design and Implementation Requirements. All projects, regardless of project area, amount of built -upon area or amount of jurisdictional impact, shall meet the following stormwater design requirements: Non - Erosive Discharge to Streams and Wetlands. Stormwater conveyances that discharge to streams and wetlands must discharge at a non - erosive velocity prior to entering the stream or wetland during the peak flow from the ten -year storm. Vegetated Setbacks. A 30 -foot wide vegetated setback must be maintained adjacent to streams, rivers and tidal waters in areas that are not subject to a state Riparian Area Protection Rule or other more stringent vegetated setback requirements. The width of the setback shall be measured horizontally from the normal pool elevation of impounded structures, the top -of -bank of streams and rivers, and the mean high waterline of tidal waters, perpendicular to shoreline. Vegetated setback and filters required by state rules or local governments may be met concurrently with this requirement and may contain coastal, isolated or 404 jurisdictional wetlands. Non - jurisdictional portions of the vegetated setback may be cleared and graded, but must be planted with and maintained in grass or other vegetative or plant materia1.3 iii. Construction and Operation. The stormwater management plan must be constructed and operational before any permanent building or other structure is occupied or utilized at the site. The stormwater management plan, including drainage patterns, must be maintained in perpetuity. 4 iv. Coordination with Other Stormwater Programs. Projects that are subject to another Division of Water Quality (DWQ) stormwater program, including (but not limited to) the 20 Coastal Counties, HQW, ORW or state - implemented Phase II NPDES, or a Certified Community's stormwater management program, must be constructed and maintained in compliance with the approved stormwater management plan. 5 Stormwater Design Requirements for Projects Not Covered Under Item (iv). Projects that are not subject to another DWQ stormwater program or a Certified Community's stormwater program shall meet all of the following requirements: a. Low Density. A site is low density if all the following requirements are met: The development has a built upon area of twenty -four percent (24 %) or less, considering both current and future development. When determining the amount of built upon area, coastal wetlands shall be included; however, ponds, lakes and rivers as specified in North Carolina's Schedule of Classifications shall be excluded. If a portion of project has a density greater than 24 %, the higher density area must be located in an upland area and away from surface waters and drainageways to the maximum extent practicable.s 2. All stormwater runoff from the built upon areas is transported primarily via vegetated conveyances designed in accordance with the most recent version of the NC DWQ Stormwater Best Management Practices Manual. Alternative designs may be approved if the applicant can show that the design provides Water Quality Certification No. 3890 9 Water Quality Certification No. 3890 equal or better water quality protection than the practices specified in the manual. The project must not include a stormwater collection system (such as piped conveyances) as defined in 15A NCAC 02B .0202(60).' b. High Density. Projects that do not meet the Low Density requirements shall meet the following requirements: 1. Stormwater runoff from the entire site must be treated by structural stormwater controls (BMPs) that are designed to remove eighty -five percent (85 %) of the average annual amount of Total Suspended Solids (TSS). Stormwater runoff that drains directly to Nutrient Sensitive Waters (NSW) must also be treated to remove thirty percent (30 %) of Total Nitrogen (TN) and Total Phosphorus (TP). 8 2. All BMPs must be designed in accordance with the version of the NC DWQ Stormwater Best Management Practices Manual that is in place on the date of stormwater management plan submittal. Alternative designs may be approved if the applicant can show that the design provides equal or better water quality protection than the practices specified in the manual.9 3. DWQ may add specific stormwater management requirements on a case -by- case basis in order to ensure that a proposed activity will not violate water quality standards.10 4. DWQ may approve Low Impact Developments (LIDs) that meet the guidance set forth in the Low Impact Development: A Guidebook for North Carolina." 5. Proposed new development undertaken by a local government solely as a public road project shall follow the requirements of the NC DOT BMP Toolbox rather than Items (1) -(4) above. 12 B. Submittal Requirements. The submittal requirements listed below apply only to projects that require written authorization as indicated in the applicable General Certification as well as projects that require an Isolated Wetlands Permit. Any required documentation shall be sent to the Wetlands, Buffers and Stormwater Compliance and Permitting Unit at 1650 Mail Service Center, Raleigh, NC 27699 -1650. i. Projects that are Subject to Another DWQ Stormwater Program: If the project is subject to another DWQ stormwater program, such as the 20 Coastal Counties, HQW, ORW or state - implemented Phase II NPDES, then the applicant shall submit a copy of the stormwater approval letter before any impacts occur on site. t3 Projects that are Subject to a Certified Community's Stormwater Program. If the project is subject to a certified local government's stormwater program, then the applicant shall submit one set of approved stormwater management plan details and calculations with documentation of the local government's approval before any impacts occur on site.5 iii. Projects Not Covered Under Items (i) or (ii). If the project is not subject to another DWQ Stormwater Program or a Certified Community's stormwater program, then it shall be reviewed and approved by the DWQ through the Water Quality Certification authorization process. a. Low Density. For low density projects, the applicant shall submit two copies of the DWQ Low Density Supplement Form with all required items. 13 Water Quality Certification No. 3890 10 Water Quality Certification No. 3890 b. High Density. For high density projects, the applicant shall submit two copies of a DWQ BMP Supplement Form and all required items at the specified scales for each BMP that is proposed. 13 iv. Phasing. Stormwater management plans may be phased on a case -by -case basis, with the submittal of a final stormwater management plan per Items (i) -(iii) above required for the current phase and a conceptual stormwater management plan for the future phase(s). The stormwater management plan for each future phase must be approved by the appropriate entity before construction of that phase is commenced. The approved stormwater management plan for each future phase must be constructed and operational before any permanent building or other structure associated with that phase isoccupied. 4 Stormwater Management Plan Modifications. The stormwater management plan may not be modified without prior written authorization from the entity that approved the plan. If the project is within a Certified Community, then the applicant shall submit one set of approved stormwater management plan details and calculations with documentation of the local government's approval for record - keeping purposes. If the project is subject to DWQ review, then the applicant shall submit two copies of the appropriate Supplement Forms per Item (iii) above for any BMPs that have been modified for DWQ's review and approval.15 1 The stormwater requirement for 401 applications is codified in 15A NCAC 02H .0506(b)(5) and c)(5). 2 Non erosive discharge rates are required in SL 2008 - 211 §2(b)(1). The 10 -year design storm standard is codified in 15A NCAC 02H .1008(f)(2) and .1008(g)(1). 3 30 -foot vegetated setbacks are required in SL 2006 - 246 §9(d), SL 2008 - 211 §2(b), 15A NCAC 02H .1006(2)(c) and .1007(1)(a). 4 Construction and maintenance of the stormwater plan is necessary to satisfy 15A NCAC 02H 0506(b)(5). 5 Conveys application procedure to streamline the permitting process and reduce any unnecessary duplication in the review of stormwater management plans. 6 Low density built upon area thresholds are set in SL 2006 - 246 §9(c) and SL 2008 - 211 §2(b). The requirement for low density development to use vegetated conveyances is codified in SL 2006 - 246 §9(c), SL 2008 - 211 §2(b), 15A NCAC 02H .1006(2)(b) and .1007(1)(a). The Stormwater BMP Manual is also referenced in 15A NCAC 02B .0265(3)(a) and .0277(4)(e). 8 85% TSS removal is required in SL 2006 - 246 §9(d), SL 2008 - 211 §2(b), 15A NCAC 02H 1006(2)(c), 15A NCAC 02H .1007(1)(a). The 30% TN and TP removal requirements for NSW waters are set forth in 15A NCAC 02B .0232, 15A NCAC 02B .0257(a)(1), 15A NCAC 02B 0265(3)(a) and 15A NCAC 02B .0277(4). 9 The Stormwater BMP Manual is also referenced in 15A NCAC 02B .0265(3)(a) and .0277(4)(e). 10 The requirement for DWQ to ensure that water quality standards are protected before issuing a 401 certification is codified in 15A NCAC 02H .0506. 11 The LID Toolbox is also referenced in 15A NCAC 02B .0277(4)(g). 12 The term "public road project" is defined in15A NCAC 02B .0265(3)(a). 13 Conveys application procedure to streamline the permitting process. 14 Phased development is addressed as a "common plan of development" in 15A NCAC 02H 1003(3). 15 Procedures for modifying stormwater plans are set forth in 15A NCAC 02H .1011. Water Quality Certification No. 3890 11 Appendix D Wet Pond Calculations CALCULATION SHEET PAGE 1 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc Wet Pond 1 Calculations Wet Pond 1 Dimension Calculations TASK: Determine Wet Pond 1 Dimensions CALCULATION: WET POND 1 Elevation (ft) Area (sf) Volume (cf) 842 4,522 0 843 5,624 5,062 844 8,982 12,300 845 846 847 848 849 850 851 852 853 854 10,826 12,802 14,889 21,514 23,511 25,574 27,703 29,901 32,167 34,501 22,188 33,987 47,818 65,917 88,419 112952 139,581 168,373 199,397 232,721 The permanent water elevation is 847. The pond drains with a 24” RCP at elevation 847. It has a 4’x4’ riser at elevation 851 and a 10’ wide emergency spillway at elevation 853. The riser has a 2.25” water quality orifice at elevation 847 and a 8”x36” weir at elevation 849.4. The wet pond volume is 47,818 cf and surface area is 14,889 sf. Permanent pool average depth: 47818 cf / 14889 sf = 3.21 ft Percent Impervious Cover: 87 = [x*98 + (10.94-x)*74] / 10.94 x=5.92 acres 5.92 acres / 10.94 acres = 54% - round up to 60% to be conservative Using Table 1 Assume 60% cover since conditions are unknown for the commercial development. CALCULATION SHEET PAGE 2 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc SA:DA Ratio = 2.09 0.0209= SA / DA = SA / 10.94 acres Required SA = 0.23 acres = 9959 sf Provided SA = 14889 sf; Therefore, the wet pond surface area is adequate. TASK: Determine forebay dimensions. FOREBAY DIMENSIONS FOR POND 1 Elevation (ft) Area (sf) Volume (cf) 844 2183 0 845 2783 2477 846 847 3447 4166 5585 9386 Forebay Volume = 9386 cf Total wet pond volume = 47818 cf Forebay Volume Percentage = 19.6% CALCULATION SHEET PAGE 3 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc First Flush Runoff Calculations TASK: Design the basin to catch and release the first inch of runoff from the area draining to the basin and release it over a 2-5 day period. CALCULATIONS: Area: 10.94 acres = 476,546 sf 1” runoff on this area: V = (Ac.) * (43,560 sf / ac) * (1.0 inch) * (1 ft/12 inches) = 39,712 cf Based on pond sizes, 39,712 cf is provided at elevation 848.96 ft. Elevation 848 – 65917 cf (total pond) – 47818 cf (wet pond) = 18099 cf (temp storage) Elevation 849 – 88419 cf (total pond) – 47818 cf (wet pond) = 40601 cf (temp storage) Bottom of Temporary Storage = 847 ft To release this over a 48 hour period: Q = (39,712 cf/ 48 hours) * (1 hour / 60 minutes) * (1 min / 60 sec) = 0.23 cfs Q = (0.6)(A)(2gh)1/2 H = 849.33– 847 = 2.33’ 0.23 cfs = (0.6)(A)[(2)(32.2)(2.33)]1/2 A = 0.0312 sq. ft. = 4.51 sq. in. Therefore the required diameter 2.39 inches. Use a 2.25 inch orifice. Therefore, the basin will drain in more than 48 hours. CALCULATION SHEET PAGE 4 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc Wet Pond 2 Calculations Wet Pond 2 Dimension Calculations TASK: Determine Wet Pond 2 Dimensions CALCULATION: WET POND 2 Elevation (ft) Area (sf) Volume (cf) 830 831 832 833 834 835 836 837 838 839 840 841 842 843 844 845 1,360 1,686 2,046 2,440 2,868 4,179 4,992 5,877 6,833 7,875 12,811 14,334 15,920 17,571 19,285 21,064 0 1,520 3,383 5,623 8,274 11,776 16,355 21,783 28,132 35,479 45,721 59,285 74,404 91,141 109,560 129,726 The permanent water elevation is 839 The pond drains with a 24” RCP at elevation 837. It has a 4’x4’ riser at elevation 842.75 and a 10’ wide emergency spillway at elevation 844. The riser has a 2” water quality orifice at elevation 839 and (4) 8” orifices at elevation 841.75. The wet pond volume is 35,479 cf and surface area is 7875 sf. Permanent pool average depth: 35479 cf / 7875 sf = 4.51 ft Percent Impervious Cover: 87 = [x*98 + (7.34-x)*74] / 7.26 x=3.93 acres 3.93 acres / 7.26 acres = 54% - round up to 60% to be conservative Using Table 1 Assume 60% cover since conditions are unknown for the commercial development. CALCULATION SHEET PAGE 5 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc SA:DA Ratio = 1.77 0.0177 = SA / DA = SA / 7.26 acres Required SA = 0.129 acres = 5597 sf Provided SA = 7875 sf; Therefore, the wet pond surface area is adequate. TASK: Determine forebay dimensions. FOREBAY DIMENSIONS FOR POND 2 Elevation (ft) Area (sf) Volume (cf) 835 850 0 836 1167 1004 837 838 839 1522 1915 2364 2345 4059 6195 Forebay Volume = 6195 cf Total wet pond volume = 35479 cf Forebay Volume Percentage = 17.5% CALCULATION SHEET PAGE 6 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc First Flush Runoff Calculations TASK: Design the basin to catch and release the first inch of runoff from the area draining to the basin and release it over a 2-5 day period. CALCULATIONS: Area: 7.26 acres = 316,245 sf 1” runoff on this area: V = (Ac.) * (43,560 sf / ac) * (1.0 inch) * (1 ft/12 inches) = 26,354 cf Based on pond sizes, 26,354 cf is provided at elevation 841.5 ft. Elevation 841 – 50,458 cf (total pond) – 26651 cf (wet pond) = 23807 cf (temp storage) Elevation 842 – 65576 cf (total pond) – 26651 cf (wet pond) = 38925 cf (temp storage) Bottom of Temporary Storage = 841.17 ft To release this over a 48 hour period: Q = (26,354 cf/ 48 hours) * (1 hour / 60 minutes) * (1 min / 60 sec) = 0.15 cfs Q = (0.6)(A)(2gh)1/2 H = 841.17 – 839.0 = 2.17’ 0.15 cfs = (0.6)(A)[(2)(32.2)(2.17)]1/2 A = 0.021 sq. ft. = 3.04 sq. in. Therefore the required diameter 2.0 inches. Use a 2.0 inch orifice. Therefore, the basin will drain in 48 hours. CALCULATION SHEET PAGE 7 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc Wet Pond 3 Calculations Wet Pond 3 Dimension Calculations TASK: Determine Wet Pond 3 Dimensions CALCULATION: WET POND 3 Elevation (ft) Area (sf) Volume (cf) 795 796 797 798 799 800 801 802 803 804 805 806 807 808 809 810 811 812 6587 8490 10565 17785 21240 24746 28408 39461 42814 46208 49674 53211 56820 60494 64225 68012 71857 74758 0 7518 17025 31043 50528 73497 100050 133830 174952 219448 267373 318801 373801 432442 494786 560889 630808 704599 The permanent water elevation is 801. The pond drains with a 36” RCP at elevation 801. It has a 5’x5’ riser at elevation 809 and a 15’ wide emergency spillway at elevation 811. The riser has a 4” water quality orifice at elevation 801 and (4) 12” orifices at elevation 807. The wet pond volume is 100050 cf and surface area is 28408 sf. Permanent pool average depth: 10000 cf / 28408 sf = 3.52 ft Percent Impervious Cover: 83 = [x*98 + (39.37-x)*74] / 39.37 x=14.76 acres 14.76 acres / 39.37 acres = 37.5% - round up to 40% Using Table 10-1 CALCULATION SHEET PAGE 8 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc SA:DA Ratio = 1.51 0.0151 = SA / DA = SA / 39.37 acres Required SA = 0.59 acres = 25895 sf Provided SA = 28408 sf; Therefore, the wet pond surface area is adequate. TASK: Determine forebay dimensions. LARGE FOREBAY DIMENSIONS FOR POND 3 Elevation (ft) Area (sf) Volume (cf) 798 5033 0 799 6095 5555 800 801 7236 8431 12212 20037 Total Forebay Volume = 20037 cf Total wet pond volume = 100050 cf Forebay Volume Percentage = 20.0% CALCULATION SHEET PAGE 9 OF 9 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/26/2017_ PROJECT: Wrenn Farms Wet Pond Calculations Reviewed By PMR Date 10/26/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\171026_Wet Pond Calculations.doc First Flush Runoff Calculations TASK: Design the basin to catch and release the first inch of runoff from the area draining to the basin and release it over a 2-5 day period. CALCULATIONS: Area: 39.37 acres = 1,714,957 sf 1” runoff on this area: V = (Ac.) * (43,560 sf / ac) * (1.0 inch) * (1 ft/12 inches) = 142,913 cf Based on pond sizes, 142,913 cf is provided at elevation 804.5 ft. Elevation 804 – 219448 cf (total pond) – 100050 cf (wet pond) = 119393 cf (temp storage) Elevation 805 – 267373 cf (total pond) – 100050 cf (wet pond) = 167323 cf (temp storage) Bottom of Temporary Storage = 801 ft To release this over a 48 hour period: Q = (142,913 cf/ 48 hours) * (1 hour / 60 minutes) * (1 min / 60 sec) = 0.83 cfs Q = (0.6)(A)(2gh)1/2 H = 804.5– 801 = 3.5’ 0.83 cfs = (0.6)(A)[(2)(32.2)(3.5)]1/2 A = 0.09 sq. ft. = 13.46 sq. in. Therefore the required diameter 4.13 inches. Use a 4.5 inch orifice. Therefore, the basin will drain in greater than 48 hours. Wet Pond 1 Area CalculationsElevationForebay 1Main PondTotal area1' Sediment Excavation8413828 (Main Pond)Storage = (3828sf +4522sf)/2 * 1 ft = 4175 cf84245224,5228435,6245,6241819 (Forebay)Storage = (1819sf+2183sf)/2 * 1 ft = 2001 cf84421836,7998,9828452783804310,826Total Sediment Storage = 4175 + 2001 = 6176 cf8463447935512,80284741661072314,8896176 cf > 4964 cf therefore, acceptable8482151421,5148492351123,5118502557425,5748512770327,7038522990129,9018533216732,1678543450134,501 Wet Pond 2 Area CalculationsElevationForebay 1Main PondTotal area1' Sediment Excavation828809 (Main Pond)Storage = (809sf +1067sf)/2 * 1 ft = 938 cf8291067 (main Pond)Storage = (1067sf +1360sf)/2 * 1 ft = 1213 cf83013601,36083116861,68683220462,0468332,4402,440330 (forebay)Storage = (330sf+572sf)/2 * 1ft = 451 cf8342,8682,868572 (Forebay)Storage = (572sf+850sf)/2 * 1ft = 711 cf83585033294,179836116738254,992Total Permanent Sediment Storage = 938cf + 1213cf+451cf+711cf = 3313cf837152243555,877838191549186,8333313 cf > 3294 cf therefore, acceptable839236455157,8798401281112,8118411433414,3348421592015,9208431757117,5718441928519,2858452106421,064 Wet Pond 3 Area CalculationsElevationForebay 1Forebay 2Main PondTotal area1' Sediment Excavation7934227 (Main Pond)Storage = (4227sf +5385sf)/2 * 1 ft = 4806 cf7945385 (Main Pond)Storage = (5385sf +6587sf)/2 * 1 ft = 5986 cf79565876,5877968,4908,4903714 (Forebay)Storage = (3714sf+4358sf)/2 * 1ft = 4036 cf79710,56510,5654358 (Forebay)Storage = (5035sf+4358sf)/2 * 1 ft = 4697 cf79850331275217,785Total Sediment Storage = 4806cf + 5986cf+ 4036cf + 4697 cf = 19525 cf79960951514521,24080072361751024,74619525cf > 17864 cf therefore, acceptable80184311997728,4088023946139,4618034281442,8148044620846,2088054967449,6748065321153,2118075682056,8208086049460,4948096422564,2258106801268,0128117185771,8578127575875,758 Appendix E Hydraflow Hydrographs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 2021 22 23 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Project: 171016_Wrenn Farms.gpw Thursday, 10 / 26 / 2017 Hyd.Origin Description Legend 1 SCS Runoff Pre Area 1 2 SCS Runoff Pre Area 2 3 SCS Runoff Pre Area 3 4 SCS Runoff Pre Area 4 5 SCS Runoff Post Area 1 to Pond 6 SCS Runoff Post Area 1 Bypass Pond 7 SCS Runoff Post Area 2 to Pond 8 SCS Runoff Post Area 2 Bypass Pond 9 SCS Runoff Post Area 3 10 SCS Runoff Post Area 4 to Pond 11 SCS Runoff Post Area 4 Bypass Pond 12 Reservoir Wet Pond 1 13 Reservoir Wet Pond 2 14 Reservoir Wet Pond 3 15 Combine Post Area 1 Total 16 Combine Post Area 2 Total 17 Combine Post Area 4 Total 18 SCS Runoff Phase 1 Sediment Basin 1 19 SCS Runoff Phase 1 Sediment Basin 2 20 SCS Runoff Phase 1 Sediment Basin 3 21 SCS Runoff Phase 2 Sediment Basin 1 22 SCS Runoff Phase 2 Sediment Basin 2 23 SCS Runoff Phase 2 Sediment Basin 3 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- 11.99 ------- ------- 21.88 28.03 32.94 37.94 Pre Area 1 2 SCS Runoff ------ ------- 16.23 ------- ------- 29.16 37.19 43.58 50.09 Pre Area 2 3 SCS Runoff ------ ------- 14.50 ------- ------- 26.32 33.66 39.50 45.45 Pre Area 3 4 SCS Runoff ------ ------- 72.04 ------- ------- 131.54 168.59 198.12 228.25 Pre Area 4 5 SCS Runoff ------ ------- 29.63 ------- ------- 48.10 59.16 67.84 76.61 Post Area 1 to Pond 6 SCS Runoff ------ ------- 1.120 ------- ------- 2.254 2.989 3.584 4.197 Post Area 1 Bypass Pond 7 SCS Runoff ------ ------- 27.78 ------- ------- 44.75 54.88 62.83 70.86 Post Area 2 to Pond 8 SCS Runoff ------ ------- 1.340 ------- ------- 2.508 3.242 3.829 4.433 Post Area 2 Bypass Pond 9 SCS Runoff ------ ------- 2.265 ------- ------- 4.392 5.743 6.829 7.943 Post Area 3 10 SCS Runoff ------ ------- 81.95 ------- ------- 140.94 176.92 205.34 234.19 Post Area 4 to Pond 11 SCS Runoff ------ ------- 9.719 ------- ------- 18.85 24.65 29.30 34.08 Post Area 4 Bypass Pond 12 Reservoir 5 ------- 1.368 ------- ------- 8.168 12.08 22.68 28.26 Wet Pond 1 13 Reservoir 7 ------- 0.858 ------- ------- 5.709 21.65 33.29 35.59 Wet Pond 2 14 Reservoir 10 ------- 1.117 ------- ------- 5.606 13.27 18.89 39.91 Wet Pond 3 15 Combine 6, 12, ------- 1.463 ------- ------- 9.803 14.23 25.68 31.99 Post Area 1 Total 16 Combine 8, 13, ------- 1.480 ------- ------- 6.271 23.07 35.63 38.83 Post Area 2 Total 17 Combine 11, 14, ------- 10.24 ------- ------- 19.62 25.54 30.28 42.92 Post Area 4 Total 18 SCS Runoff ------ ------- 38.27 ------- ------- 61.64 75.60 86.54 97.60 Phase 1 Sediment Basin 1 19 SCS Runoff ------ ------- 26.43 ------- ------- 42.59 52.24 59.80 67.45 Phase 1 Sediment Basin 2 20 SCS Runoff ------ ------- 80.72 ------- ------- 131.29 161.59 185.38 209.48 Phase 1 Sediment Basin 3 21 SCS Runoff ------ ------- 41.86 ------- ------- 67.43 82.70 94.67 106.77 Phase 2 Sediment Basin 1 22 SCS Runoff ------ ------- 25.25 ------- ------- 40.68 49.90 57.12 64.43 Phase 2 Sediment Basin 2 23 SCS Runoff ------ ------- 96.31 ------- ------- 156.63 192.79 221.16 249.92 Phase 2 Sediment Basin 3 Proj. file: 171016_Wrenn Farms.gpw Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 11.99 1 723 34,440 ------ ------ ------ Pre Area 1 2 SCS Runoff 16.23 1 719 34,229 ------ ------ ------ Pre Area 2 3 SCS Runoff 14.50 1 721 36,762 ------ ------ ------ Pre Area 3 4 SCS Runoff 72.04 1 724 215,049 ------ ------ ------ Pre Area 4 5 SCS Runoff 29.63 1 723 84,867 ------ ------ ------ Post Area 1 to Pond 6 SCS Runoff 1.120 1 730 4,379 ------ ------ ------ Post Area 1 Bypass Pond 7 SCS Runoff 27.78 1 717 57,362 ------ ------ ------ Post Area 2 to Pond 8 SCS Runoff 1.340 1 718 2,692 ------ ------ ------ Post Area 2 Bypass Pond 9 SCS Runoff 2.265 1 718 4,569 ------ ------ ------ Post Area 3 10 SCS Runoff 81.95 1 725 256,025 ------ ------ ------ Post Area 4 to Pond 11 SCS Runoff 9.719 1 718 19,608 ------ ------ ------ Post Area 4 Bypass Pond 12 Reservoir 1.368 1 838 49,176 5 849.63 103,974 Wet Pond 1 13 Reservoir 0.858 1 839 34,935 7 841.97 73,996 Wet Pond 2 14 Reservoir 1.117 1 1446 133,702 10 805.79 307,788 Wet Pond 3 15 Combine 1.463 1 834 53,554 6, 12, ------ ------ Post Area 1 Total 16 Combine 1.480 1 718 37,627 8, 13, ------ ------ Post Area 2 Total 17 Combine 10.24 1 718 153,310 11, 14, ------ ------ Post Area 4 Total 18 SCS Runoff 38.27 1 717 79,012 ------ ------ ------ Phase 1 Sediment Basin 1 19 SCS Runoff 26.43 1 718 56,773 ------ ------ ------ Phase 1 Sediment Basin 2 20 SCS Runoff 80.72 1 725 252,837 ------ ------ ------ Phase 1 Sediment Basin 3 21 SCS Runoff 41.86 1 717 86,439 ------ ------ ------ Phase 2 Sediment Basin 1 22 SCS Runoff 25.25 1 718 54,233 ------ ------ ------ Phase 2 Sediment Basin 2 23 SCS Runoff 96.31 1 725 301,642 ------ ------ ------ Phase 2 Sediment Basin 3 171016_Wrenn Farms.gpw Return Period: 2 Year Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 1 Pre Area 1 Hydrograph type = SCS Runoff Peak discharge = 11.99 cfs Storm frequency = 2 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 34,440 cuft Drainage area = 6.230 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.180 x 73) + (6.050 x 79)] / 6.230 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Pre Area 1 Hyd. No. 1 -- 2 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 1 Pre Area 1 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 10.63 + 0.00 + 0.00 = 10.63 Shallow Concentrated Flow Flow length (ft) = 681.00 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 Travel Time (min) = 5.74 + 0.00 + 0.00 = 5.74 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 16.40 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 2 Pre Area 2 Hydrograph type = SCS Runoff Peak discharge = 16.23 cfs Storm frequency = 2 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 34,229 cuft Drainage area = 6.430 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.30 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Pre Area 2 Hyd. No. 2 -- 2 Year Hyd No. 2 TR55 Tc Worksheet 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 2 Pre Area 2 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 6.00 0.00 0.00 Travel Time (min) = 6.11 + 0.00 + 0.00 = 6.11 Shallow Concentrated Flow Flow length (ft) = 296.00 0.00 0.00 Watercourse slope (%) = 6.10 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.98 0.00 0.00 Travel Time (min) = 1.24 + 0.00 + 0.00 = 1.24 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 7.30 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 3 Pre Area 3 Hydrograph type = SCS Runoff Peak discharge = 14.50 cfs Storm frequency = 2 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 36,762 cuft Drainage area = 6.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.90 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 8 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 Q (cfs) Time (min) Pre Area 3 Hyd. No. 3 -- 2 Year Hyd No. 3 TR55 Tc Worksheet 9 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 3 Pre Area 3 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 9.48 + 0.00 + 0.00 = 9.48 Shallow Concentrated Flow Flow length (ft) = 474.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.28 0.00 0.00 Travel Time (min) = 3.46 + 0.00 + 0.00 = 3.46 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 12.90 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 4 Pre Area 4 Hydrograph type = SCS Runoff Peak discharge = 72.04 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 215,049 cuft Drainage area = 39.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.10 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 10 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Pre Area 4 Hyd. No. 4 -- 2 Year Hyd No. 4 TR55 Tc Worksheet 11 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 4 Pre Area 4 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 8.06 + 0.00 + 0.00 = 8.06 Shallow Concentrated Flow Flow length (ft) = 1668.00 0.00 0.00 Watercourse slope (%) = 3.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.06 0.00 0.00 Travel Time (min) = 9.08 + 0.00 + 0.00 = 9.08 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 17.10 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 5 Post Area 1 to Pond Hydrograph type = SCS Runoff Peak discharge = 29.63 cfs Storm frequency = 2 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 84,867 cuft Drainage area = 10.940 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.30 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(2.080 x 83) + (3.410 x 94) + (2.230 x 98) + (3.220 x 74)] / 10.940 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (min) Post Area 1 to Pond Hyd. No. 5 -- 2 Year Hyd No. 5 TR55 Tc Worksheet 13 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 5 Post Area 1 to Pond Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 9.48 + 0.00 + 0.00 = 9.48 Shallow Concentrated Flow Flow length (ft) = 38.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.28 0.00 0.00 Travel Time (min) = 0.28 + 0.00 + 0.00 = 0.28 Channel Flow X sectional flow area (sqft) = 4.00 4.90 0.00 Wetted perimeter (ft) = 6.47 7.85 0.00 Channel slope (%) = 3.10 0.75 0.00 Manning's n-value = 0.150 0.013 0.015 Velocity (ft/s) =1.27 7.24 0.00 Flow length (ft) ({0})350.0 418.0 0.0 Travel Time (min) = 4.60 + 0.96 + 0.00 = 5.57 Total Travel Time, Tc .............................................................................. 15.30 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 6 Post Area 1 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 1.120 cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 4,379 cuft Drainage area = 1.010 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.00 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Area 1 Bypass Pond Hyd. No. 6 -- 2 Year Hyd No. 6 TR55 Tc Worksheet 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 6 Post Area 1 Bypass Pond Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.10 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 25.03 + 0.00 + 0.00 = 25.03 Shallow Concentrated Flow Flow length (ft) = 187.00 0.00 0.00 Watercourse slope (%) = 4.10 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.27 0.00 0.00 Travel Time (min) = 0.95 + 0.00 + 0.00 = 0.95 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 26.00 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 7 Post Area 2 to Pond Hydrograph type = SCS Runoff Peak discharge = 27.78 cfs Storm frequency = 2 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 57,362 cuft Drainage area = 7.260 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.090 x 83) + (0.990 x 98) + (3.100 x 94) + (2.080 x 74)] / 7.260 16 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post Area 2 to Pond Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 8 Post Area 2 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 1.340 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 2,692 cuft Drainage area = 0.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.050 x 98) + (0.500 x 74)] / 0.550 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Area 2 Bypass Pond Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 9 Post Area 3 Hydrograph type = SCS Runoff Peak discharge = 2.265 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 4,569 cuft Drainage area = 1.030 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Post Area 3 Hyd. No. 9 -- 2 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 10 Post Area 4 to Pond Hydrograph type = SCS Runoff Peak discharge = 81.95 cfs Storm frequency = 2 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 256,025 cuft Drainage area = 39.370 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.90 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.380 x 83) + (3.250 x 98) + (6.740 x 74)] / 39.370 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Post Area 4 to Pond Hyd. No. 10 -- 2 Year Hyd No. 10 TR55 Tc Worksheet 20 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 10 Post Area 4 to Pond Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 75.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 7.53 + 0.00 + 0.00 = 7.53 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 4.00 7.06 0.00 Wetted perimeter (ft) = 6.47 9.42 0.00 Channel slope (%) = 2.40 1.90 0.00 Manning's n-value = 0.150 0.013 0.015 Velocity (ft/s) =1.12 13.02 0.00 Flow length (ft) ({0})688.0 1661.0 0.0 Travel Time (min) = 10.28 + 2.13 + 0.00 = 12.41 Total Travel Time, Tc .............................................................................. 19.90 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 11 Post Area 4 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 9.719 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 19,608 cuft Drainage area = 4.420 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post Area 4 Bypass Pond Hyd. No. 11 -- 2 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 12 Wet Pond 1 Hydrograph type = Reservoir Peak discharge = 1.368 cfs Storm frequency = 2 yrs Time to peak = 838 min Time interval = 1 min Hyd. volume = 49,176 cuft Inflow hyd. No. = 5 - Post Area 1 to Pond Max. Elevation = 849.63 ft Reservoir name = Wet Pond 1 Max. Storage = 103,974 cuft Storage Indication method used. Wet pond routing start elevation = 847.00 ft. 22 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (min) Wet Pond 1 Hyd. No. 12 -- 2 Year Hyd No. 12 Hyd No. 5 Total storage used = 103,974 cuft Pond Report 23 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Pond No. 4 - Wet Pond 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 842.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 842.00 4,522 0 0 1.00 843.00 5,624 5,062 5,062 2.00 844.00 8,982 7,237 12,300 3.00 845.00 10,826 9,889 22,188 4.00 846.00 12,802 11,799 33,987 5.00 847.00 14,889 13,831 47,818 6.00 848.00 21,514 18,098 65,917 7.00 849.00 23,511 22,503 88,419 8.00 850.00 25,574 24,533 112,952 9.00 851.00 27,703 26,629 139,581 10.00 852.00 29,901 28,792 168,373 11.00 853.00 32,167 31,024 199,397 12.00 854.00 34,501 33,324 232,721 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 24.00 2.25 8.00 0.00 Span (in)= 24.00 2.25 36.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 847.00 847.00 849.40 0.00 Length (ft)= 76.00 0.00 0.00 0.00 Slope (%)= 0.89 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 16.00 0.00 10.00 0.00 Crest El. (ft)= 851.00 0.00 853.00 0.00 Weir Coeff.= 3.33 3.33 2.60 3.33 Weir Type = 1 --- Broad --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 842.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 1.00 5,062 843.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 2.00 12,300 844.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 3.00 22,188 845.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 4.00 33,987 846.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 5.00 47,818 847.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 6.00 65,917 848.00 0.13 ic 0.12 ic 0.00 --- 0.00 --- 0.00 ------ --- 0.123 7.00 88,419 849.00 0.18 ic 0.18 ic 0.00 --- 0.00 --- 0.00 ------ --- 0.180 8.00 112,952 850.00 5.01 ic 0.19 ic 4.75 ic --- 0.00 --- 0.00 --- --- --- 4.937 9.00 139,581 851.00 11.05 ic 0.21 ic 10.84 ic --- 0.00 --- 0.00 --- --- --- 11.05 10.00 168,373 852.00 29.82 ic 0.04 ic 3.23 ic --- 26.54 s --- 0.00 --- --- --- 29.82 11.00 199,397 853.00 33.74 ic 0.02 ic 1.50 ic --- 32.19 s --- 0.00 --- --- --- 33.71 12.00 232,721 854.00 37.02 ic 0.01 ic 0.96 ic --- 36.02 s --- 26.00 --- --- --- 63.00 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 13 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 0.858 cfs Storm frequency = 2 yrs Time to peak = 839 min Time interval = 1 min Hyd. volume = 34,935 cuft Inflow hyd. No. = 7 - Post Area 2 to Pond Max. Elevation = 841.97 ft Reservoir name = Wet Pond 2 Max. Storage = 73,996 cuft Storage Indication method used. Wet pond routing start elevation = 839.00 ft. 24 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Wet Pond 2 Hyd. No. 13 -- 2 Year Hyd No. 13 Hyd No. 7 Total storage used = 73,996 cuft Pond Report 25 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Pond No. 11 - Wet Pond 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 830.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 830.00 1,360 0 0 1.00 831.00 1,686 1,520 1,520 2.00 832.00 2,046 1,863 3,383 3.00 833.00 2,440 2,240 5,623 4.00 834.00 2,868 2,651 8,274 5.00 835.00 4,179 3,503 11,776 6.00 836.00 4,992 4,579 16,355 7.00 837.00 5,877 5,428 21,783 8.00 838.00 6,833 6,348 28,132 9.00 839.00 7,875 7,347 35,479 10.00 840.00 12,811 10,242 45,721 11.00 841.00 14,334 13,564 59,285 12.00 842.00 15,920 15,119 74,404 13.00 843.00 17,571 16,737 91,141 14.00 844.00 19,285 18,420 109,560 15.00 845.00 21,064 20,166 129,726 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 24.00 2.00 8.00 0.00 Span (in)= 24.00 2.00 8.00 0.00 No. Barrels = 1 1 4 0 Invert El. (ft)= 837.00 839.00 841.75 0.00 Length (ft)= 85.00 0.00 0.00 0.00 Slope (%)= 2.85 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 16.00 0.00 10.00 0.00 Crest El. (ft)= 842.75 0.00 844.00 0.00 Weir Coeff.= 3.33 3.33 2.60 3.33 Weir Type = 1 --- Broad --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 830.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 1.00 1,520 831.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 2.00 3,383 832.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 3.00 5,623 833.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 4.00 8,274 834.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 5.00 11,776 835.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 6.00 16,355 836.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 7.00 21,783 837.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 8.00 28,132 838.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 9.00 35,479 839.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 10.00 45,721 840.00 0.11 ic 0.10 ic 0.00 --- 0.00 --- 0.00 --- --- --- 0.101 11.00 59,285 841.00 0.15 ic 0.15 ic 0.00 --- 0.00 --- 0.00 --- --- --- 0.145 12.00 74,404 842.00 1.01 ic 0.18 ic 0.82 ic --- 0.00 --- 0.00 --- --- --- 0.995 13.00 91,141 843.00 13.30 ic 0.21 ic 6.44 ic --- 6.66 --- 0.00 --- --- --- 13.30 14.00 109,560 844.00 36.69 ic 0.04 ic 2.28 ic --- 34.38 s --- 0.00 --- --- --- 36.69 15.00 129,726 845.00 39.94 ic 0.02 ic 1.12 ic --- 38.77 s --- 26.00 --- --- --- 65.92 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 14 Wet Pond 3 Hydrograph type = Reservoir Peak discharge = 1.117 cfs Storm frequency = 2 yrs Time to peak = 1446 min Time interval = 1 min Hyd. volume = 133,702 cuft Inflow hyd. No. = 10 - Post Area 4 to Pond Max. Elevation = 805.79 ft Reservoir name = Wet Pond 3 Max. Storage = 307,788 cuft Storage Indication method used. Wet pond routing start elevation = 801.00 ft. 26 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Wet Pond 3 Hyd. No. 14 -- 2 Year Hyd No. 14 Hyd No. 10 Total storage used = 307,788 cuft Pond Report 27 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Pond No. 5 - Wet Pond 3 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 795.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 795.00 6,587 0 0 1.00 796.00 8,490 7,518 7,518 2.00 797.00 10,565 9,508 17,025 3.00 798.00 17,785 14,018 31,043 4.00 799.00 21,240 19,485 50,528 5.00 800.00 24,746 22,968 73,497 6.00 801.00 28,408 26,553 100,050 7.00 802.00 39,461 33,780 133,830 8.00 803.00 42,814 41,122 174,952 9.00 804.00 46,208 44,496 219,448 10.00 805.00 49,674 47,926 267,374 11.00 806.00 53,211 51,427 318,801 12.00 807.00 56,820 55,000 373,801 13.00 808.00 60,494 58,642 432,442 14.00 809.00 64,225 62,344 494,786 15.00 810.00 68,012 66,103 560,889 16.00 811.00 71,857 69,919 630,808 17.00 812.00 75,758 73,792 704,599 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 36.00 4.50 12.00 0.00 Span (in)= 36.00 4.50 12.00 0.00 No. Barrels = 1 1 4 0 Invert El. (ft)= 801.00 801.00 807.00 0.00 Length (ft)= 127.00 0.00 0.00 0.00 Slope (%)= 0.83 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 20.00 0.00 15.00 0.00 Crest El. (ft)= 809.00 0.00 811.00 0.00 Weir Coeff.= 3.33 3.33 2.60 3.33 Weir Type = 1 --- Broad --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 795.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 1.00 7,518 796.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 2.00 17,025 797.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 3.00 31,043 798.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 4.00 50,528 799.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 5.00 73,497 800.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- ---0.000 6.00 100,050 801.00 0.00 0.00 0.00 --- 0.00 --- 0.00 --- --- --- 0.000 7.00 133,830 802.00 0.46 ic 0.46 ic 0.00 --- 0.00 --- 0.00 --- --- --- 0.462 8.00 174,952 803.00 0.74 ic 0.69 ic 0.00 --- 0.00 --- 0.00 --- --- --- 0.693 9.00 219,448 804.00 0.88 ic 0.87 ic 0.00 --- 0.00 --- 0.00 --- --- --- 0.869 10.00 267,374 805.00 1.04 ic 1.01 ic 0.00 --- 0.00 --- 0.00 --- --- --- 1.015 11.00 318,801 806.00 1.14 ic 1.14 ic 0.00 --- 0.00 --- 0.00 --- --- --- 1.142 12.00 373,801 807.00 1.32 ic 1.26 ic 0.00 --- 0.00 --- 0.00 --- --- --- 1.258 13.00 432,442 808.00 11.96 ic 1.27 ic 10.69 ic --- 0.00 ---0.00 --- --- --- 11.96 14.00 494,786 809.00 19.85 ic 1.33 ic 18.52 ic --- 0.00 ---0.00 --- --- --- 19.85 15.00 560,889 810.00 84.59 ic 0.61 ic 17.38 ic --- 66.60 --- 0.00 --- --- --- 84.59 16.00 630,808 811.00 98.00 ic 0.24 ic 6.87 ic --- 90.89 s --- 0.00 --- --- --- 98.00 17.00 704,599 812.00 104.45 ic 0.15 ic 4.28 ic --- 100.00 s --- 39.00 --- --- --- 143.43 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 15 Post Area 1 Total Hydrograph type = Combine Peak discharge = 1.463 cfs Storm frequency = 2 yrs Time to peak = 834 min Time interval = 1 min Hyd. volume = 53,554 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 1.010 ac 28 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Area 1 Total Hyd. No. 15 -- 2 Year Hyd No. 15 Hyd No. 6 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 16 Post Area 2 Total Hydrograph type = Combine Peak discharge = 1.480 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 37,627 cuft Inflow hyds. = 8, 13 Contrib. drain. area = 0.550 ac 29 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Area 2 Total Hyd. No. 16 -- 2 Year Hyd No. 16 Hyd No. 8 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 17 Post Area 4 Total Hydrograph type = Combine Peak discharge = 10.24 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 153,310 cuft Inflow hyds. = 11, 14 Contrib. drain. area = 4.420 ac 30 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Post Area 4 Total Hyd. No. 17 -- 2 Year Hyd No. 17 Hyd No. 11 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 18 Phase 1 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 38.27 cfs Storm frequency = 2 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 79,012 cuft Drainage area = 10.000 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 31 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Phase 1 Sediment Basin 1 Hyd. No. 18 -- 2 Year Hyd No. 18 TR55 Tc Worksheet 32 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 18 Phase 1 Sediment Basin 1 Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 1.17 + 0.00 + 0.00 = 1.17 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 5.16 + 0.00 + 0.00 = 5.16 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 6.30 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 19 Phase 1 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 26.43 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 56,773 cuft Drainage area = 7.600 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 33 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Phase 1 Sediment Basin 2 Hyd. No. 19 -- 2 Year Hyd No. 19 TR55 Tc Worksheet 34 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 19 Phase 1 Sediment Basin 2 Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 1.55 + 0.00 + 0.00 = 1.55 Shallow Concentrated Flow Flow length (ft) = 600.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 6.20 + 0.00 + 0.00 = 6.20 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 7.70 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 20 Phase 1 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 80.72 cfs Storm frequency = 2 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 252,837 cuft Drainage area = 33.000 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 33.000 35 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Phase 1 Sediment Basin 3 Hyd. No. 20 -- 2 Year Hyd No. 20 TR55 Tc Worksheet 36 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 20 Phase 1 Sediment Basin 3 Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 3.66 0.00 0.00 Travel Time (min) = 0.92 + 0.00 + 0.00 = 0.92 Shallow Concentrated Flow Flow length (ft) = 1182.00 0.00 0.00 Watercourse slope (%) = 3.66 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.09 0.00 0.00 Travel Time (min) = 6.38 + 0.00 + 0.00 = 6.38 Channel Flow X sectional flow area (sqft) = 4.00 7.06 0.00 Wetted perimeter (ft) = 6.47 9.42 0.00 Channel slope (%) = 2.40 1.90 0.00 Manning's n-value = 0.150 0.013 0.015 Velocity (ft/s) =1.12 13.02 0.00 Flow length (ft) ({0})688.0 1661.0 0.0 Travel Time (min) = 10.28 + 2.13 + 0.00 = 12.41 Total Travel Time, Tc .............................................................................. 19.70 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 21 Phase 2 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 41.86 cfs Storm frequency = 2 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 86,439 cuft Drainage area = 10.940 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 37 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Phase 2 Sediment Basin 1 Hyd. No. 21 -- 2 Year Hyd No. 21 TR55 Tc Worksheet 38 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 21 Phase 2 Sediment Basin 1 Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 1.17 + 0.00 + 0.00 = 1.17 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 5.16 + 0.00 + 0.00 = 5.16 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 6.30 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 22 Phase 2 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 25.25 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 54,233 cuft Drainage area = 7.260 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 39 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Phase 2 Sediment Basin 2 Hyd. No. 22 -- 2 Year Hyd No. 22 TR55 Tc Worksheet 40 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 22 Phase 2 Sediment Basin 2 Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.42 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 1.55 + 0.00 + 0.00 = 1.55 Shallow Concentrated Flow Flow length (ft) = 600.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 6.20 + 0.00 + 0.00 = 6.20 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 7.70 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 23 Phase 2 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 96.31 cfs Storm frequency = 2 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 301,642 cuft Drainage area = 39.370 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.90 min Total precip. = 3.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 39.370 41 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 100.00 100.00 Q (cfs) Time (min) Phase 2 Sediment Basin 3 Hyd. No. 23 -- 2 Year Hyd No. 23 Hydrograph Summary Report 42 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 21.88 1 723 62,381 ------ ------ ------ Pre Area 1 2 SCS Runoff 29.16 1 718 61,999 ------ ------ ------ Pre Area 2 3 SCS Runoff 26.32 1 721 66,586 ------ ------ ------ Pre Area 3 4 SCS Runoff 131.54 1 724 389,513 ------ ------ ------ Pre Area 4 5 SCS Runoff 48.10 1 723 140,031 ------ ------ ------ Post Area 1 to Pond 6 SCS Runoff 2.254 1 729 8,471 ------ ------ ------ Post Area 1 Bypass Pond 7 SCS Runoff 44.75 1 717 94,648 ------ ------ ------ Post Area 2 to Pond 8 SCS Runoff 2.508 1 718 5,068 ------ ------ ------ Post Area 2 Bypass Pond 9 SCS Runoff 4.392 1 718 8,840 ------ ------ ------ Post Area 3 10 SCS Runoff 140.94 1 725 441,999 ------ ------ ------ Post Area 4 to Pond 11 SCS Runoff 18.85 1 718 37,935 ------ ------ ------ Post Area 4 Bypass Pond 12 Reservoir 8.168 1 743 103,958 5 850.42 124,125 Wet Pond 1 13 Reservoir 5.709 1 732 71,909 7 842.72 86,503 Wet Pond 2 14 Reservoir 5.606 1 889 257,621 10 807.54 405,427 Wet Pond 3 15 Combine 9.803 1 738 112,429 6, 12, ------ ------ Post Area 1 Total 16 Combine 6.271 1 723 76,977 8, 13, ------ ------ Post Area 2 Total 17 Combine 19.62 1 718 295,555 11, 14, ------ ------ Post Area 4 Total 18 SCS Runoff 61.64 1 717 130,369 ------ ------ ------ Phase 1 Sediment Basin 1 19 SCS Runoff 42.59 1 718 93,676 ------ ------ ------ Phase 1 Sediment Basin 2 20 SCS Runoff 131.29 1 725 417,181 ------ ------ ------ Phase 1 Sediment Basin 3 21 SCS Runoff 67.43 1 717 142,624 ------ ------ ------ Phase 2 Sediment Basin 1 22 SCS Runoff 40.68 1 718 89,485 ------ ------ ------ Phase 2 Sediment Basin 2 23 SCS Runoff 156.63 1 725 497,710 ------ ------ ------ Phase 2 Sediment Basin 3 171016_Wrenn Farms.gpw Return Period: 10 Year Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 1 Pre Area 1 Hydrograph type = SCS Runoff Peak discharge = 21.88 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 62,381 cuft Drainage area = 6.230 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.180 x 73) + (6.050 x 79)] / 6.230 43 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Pre Area 1 Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 2 Pre Area 2 Hydrograph type = SCS Runoff Peak discharge = 29.16 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 61,999 cuft Drainage area = 6.430 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.30 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 44 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (min) Pre Area 2 Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 3 Pre Area 3 Hydrograph type = SCS Runoff Peak discharge = 26.32 cfs Storm frequency = 10 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 66,586 cuft Drainage area = 6.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.90 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 45 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Pre Area 3 Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 4 Pre Area 4 Hydrograph type = SCS Runoff Peak discharge = 131.54 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 389,513 cuft Drainage area = 39.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.10 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 46 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Pre Area 4 Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 5 Post Area 1 to Pond Hydrograph type = SCS Runoff Peak discharge = 48.10 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 140,031 cuft Drainage area = 10.940 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.30 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(2.080 x 83) + (3.410 x 94) + (2.230 x 98) + (3.220 x 74)] / 10.940 47 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Post Area 1 to Pond Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 6 Post Area 1 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 2.254 cfs Storm frequency = 10 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 8,471 cuft Drainage area = 1.010 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 48 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Post Area 1 Bypass Pond Hyd. No. 6 -- 10 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 7 Post Area 2 to Pond Hydrograph type = SCS Runoff Peak discharge = 44.75 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 94,648 cuft Drainage area = 7.260 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.090 x 83) + (0.990 x 98) + (3.100 x 94) + (2.080 x 74)] / 7.260 49 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Post Area 2 to Pond Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 8 Post Area 2 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 2.508 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 5,068 cuft Drainage area = 0.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.050 x 98) + (0.500 x 74)] / 0.550 50 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Post Area 2 Bypass Pond Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 9 Post Area 3 Hydrograph type = SCS Runoff Peak discharge = 4.392 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 8,840 cuft Drainage area = 1.030 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 51 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post Area 3 Hyd. No. 9 -- 10 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 10 Post Area 4 to Pond Hydrograph type = SCS Runoff Peak discharge = 140.94 cfs Storm frequency = 10 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 441,999 cuft Drainage area = 39.370 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.90 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.380 x 83) + (3.250 x 98) + (6.740 x 74)] / 39.370 52 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) Post Area 4 to Pond Hyd. No. 10 -- 10 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 11 Post Area 4 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 18.85 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 37,935 cuft Drainage area = 4.420 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 53 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post Area 4 Bypass Pond Hyd. No. 11 -- 10 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 12 Wet Pond 1 Hydrograph type = Reservoir Peak discharge = 8.168 cfs Storm frequency = 10 yrs Time to peak = 743 min Time interval = 1 min Hyd. volume = 103,958 cuft Inflow hyd. No. = 5 - Post Area 1 to Pond Max. Elevation = 850.42 ft Reservoir name = Wet Pond 1 Max. Storage = 124,125 cuft Storage Indication method used. Wet pond routing start elevation = 847.00 ft. 54 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Wet Pond 1 Hyd. No. 12 -- 10 Year Hyd No. 12 Hyd No. 5 Total storage used = 124,125 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 13 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 5.709 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 1 min Hyd. volume = 71,909 cuft Inflow hyd. No. = 7 - Post Area 2 to Pond Max. Elevation = 842.72 ft Reservoir name = Wet Pond 2 Max. Storage = 86,503 cuft Storage Indication method used. Wet pond routing start elevation = 839.00 ft. 55 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Wet Pond 2 Hyd. No. 13 -- 10 Year Hyd No. 13 Hyd No. 7 Total storage used = 86,503 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 14 Wet Pond 3 Hydrograph type = Reservoir Peak discharge = 5.606 cfs Storm frequency = 10 yrs Time to peak = 889 min Time interval = 1 min Hyd. volume = 257,621 cuft Inflow hyd. No. = 10 - Post Area 4 to Pond Max. Elevation = 807.54 ft Reservoir name = Wet Pond 3 Max. Storage = 405,427 cuft Storage Indication method used. Wet pond routing start elevation = 801.00 ft. 56 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) Wet Pond 3 Hyd. No. 14 -- 10 Year Hyd No. 14 Hyd No. 10 Total storage used = 405,427 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 15 Post Area 1 Total Hydrograph type = Combine Peak discharge = 9.803 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 112,429 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 1.010 ac 57 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post Area 1 Total Hyd. No. 15 -- 10 Year Hyd No. 15 Hyd No. 6 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 16 Post Area 2 Total Hydrograph type = Combine Peak discharge = 6.271 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 76,977 cuft Inflow hyds. = 8, 13 Contrib. drain. area = 0.550 ac 58 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) Post Area 2 Total Hyd. No. 16 -- 10 Year Hyd No. 16 Hyd No. 8 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 17 Post Area 4 Total Hydrograph type = Combine Peak discharge = 19.62 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 295,555 cuft Inflow hyds. = 11, 14 Contrib. drain. area = 4.420 ac 59 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post Area 4 Total Hyd. No. 17 -- 10 Year Hyd No. 17 Hyd No. 11 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 18 Phase 1 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 61.64 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 130,369 cuft Drainage area = 10.000 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 60 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Phase 1 Sediment Basin 1 Hyd. No. 18 -- 10 Year Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 19 Phase 1 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 42.59 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 93,676 cuft Drainage area = 7.600 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 61 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Phase 1 Sediment Basin 2 Hyd. No. 19 -- 10 Year Hyd No. 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 20 Phase 1 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 131.29 cfs Storm frequency = 10 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 417,181 cuft Drainage area = 33.000 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 33.000 62 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Phase 1 Sediment Basin 3 Hyd. No. 20 -- 10 Year Hyd No. 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 21 Phase 2 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 67.43 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 142,624 cuft Drainage area = 10.940 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 63 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Phase 2 Sediment Basin 1 Hyd. No. 21 -- 10 Year Hyd No. 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 22 Phase 2 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 40.68 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 89,485 cuft Drainage area = 7.260 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 64 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Phase 2 Sediment Basin 2 Hyd. No. 22 -- 10 Year Hyd No. 22 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 23 Phase 2 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 156.63 cfs Storm frequency = 10 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 497,710 cuft Drainage area = 39.370 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.90 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 39.370 65 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) Phase 2 Sediment Basin 3 Hyd. No. 23 -- 10 Year Hyd No. 23 Hydrograph Summary Report 66 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 28.03 1 723 80,178 ------ ------ ------ Pre Area 1 2 SCS Runoff 37.19 1 718 79,687 ------ ------ ------ Pre Area 2 3 SCS Runoff 33.66 1 721 85,583 ------ ------ ------ Pre Area 3 4 SCS Runoff 168.59 1 724 500,641 ------ ------ ------ Pre Area 4 5 SCS Runoff 59.16 1 723 173,946 ------ ------ ------ Post Area 1 to Pond 6 SCS Runoff 2.989 1 729 11,149 ------ ------ ------ Post Area 1 Bypass Pond 7 SCS Runoff 54.88 1 717 117,571 ------ ------ ------ Post Area 2 to Pond 8 SCS Runoff 3.242 1 718 6,605 ------ ------ ------ Post Area 2 Bypass Pond 9 SCS Runoff 5.743 1 718 11,634 ------ ------ ------ Post Area 3 10 SCS Runoff 176.92 1 725 558,238 ------ ------ ------ Post Area 4 to Pond 11 SCS Runoff 24.65 1 718 49,926 ------ ------ ------ Post Area 4 Bypass Pond 12 Reservoir 12.08 1 741 137,744 5 851.05 141,000 Wet Pond 1 13 Reservoir 21.65 1 724 94,709 7 843.17 94,237 Wet Pond 2 14 Reservoir 13.27 1 790 372,480 10 808.13 440,567 Wet Pond 3 15 Combine 14.23 1 739 148,893 6, 12, ------ ------ Post Area 1 Total 16 Combine 23.07 1 723 101,315 8, 13, ------ ------ Post Area 2 Total 17 Combine 25.54 1 718 422,406 11, 14, ------ ------ Post Area 4 Total 18 SCS Runoff 75.60 1 717 161,944 ------ ------ ------ Phase 1 Sediment Basin 1 19 SCS Runoff 52.24 1 718 116,364 ------ ------ ------ Phase 1 Sediment Basin 2 20 SCS Runoff 161.59 1 725 518,221 ------ ------ ------ Phase 1 Sediment Basin 3 21 SCS Runoff 82.70 1 717 177,167 ------ ------ ------ Phase 2 Sediment Basin 1 22 SCS Runoff 49.90 1 718 111,158 ------ ------ ------ Phase 2 Sediment Basin 2 23 SCS Runoff 192.79 1 725 618,253 ------ ------ ------ Phase 2 Sediment Basin 3 171016_Wrenn Farms.gpw Return Period: 25 Year Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 1 Pre Area 1 Hydrograph type = SCS Runoff Peak discharge = 28.03 cfs Storm frequency = 25 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 80,178 cuft Drainage area = 6.230 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.180 x 73) + (6.050 x 79)] / 6.230 67 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (min) Pre Area 1 Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 2 Pre Area 2 Hydrograph type = SCS Runoff Peak discharge = 37.19 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 79,687 cuft Drainage area = 6.430 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.30 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 68 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Pre Area 2 Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 3 Pre Area 3 Hydrograph type = SCS Runoff Peak discharge = 33.66 cfs Storm frequency = 25 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 85,583 cuft Drainage area = 6.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.90 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 69 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Pre Area 3 Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 4 Pre Area 4 Hydrograph type = SCS Runoff Peak discharge = 168.59 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 500,641 cuft Drainage area = 39.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.10 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 70 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 180.00 180.00 Q (cfs) Time (min) Pre Area 4 Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 5 Post Area 1 to Pond Hydrograph type = SCS Runoff Peak discharge = 59.16 cfs Storm frequency = 25 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 173,946 cuft Drainage area = 10.940 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.30 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(2.080 x 83) + (3.410 x 94) + (2.230 x 98) + (3.220 x 74)] / 10.940 71 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Post Area 1 to Pond Hyd. No. 5 -- 25 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 6 Post Area 1 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 2.989 cfs Storm frequency = 25 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 11,149 cuft Drainage area = 1.010 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 72 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Post Area 1 Bypass Pond Hyd. No. 6 -- 25 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 7 Post Area 2 to Pond Hydrograph type = SCS Runoff Peak discharge = 54.88 cfs Storm frequency = 25 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 117,571 cuft Drainage area = 7.260 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.090 x 83) + (0.990 x 98) + (3.100 x 94) + (2.080 x 74)] / 7.260 73 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Post Area 2 to Pond Hyd. No. 7 -- 25 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 8 Post Area 2 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 3.242 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 6,605 cuft Drainage area = 0.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.050 x 98) + (0.500 x 74)] / 0.550 74 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post Area 2 Bypass Pond Hyd. No. 8 -- 25 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 9 Post Area 3 Hydrograph type = SCS Runoff Peak discharge = 5.743 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 11,634 cuft Drainage area = 1.030 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 75 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Post Area 3 Hyd. No. 9 -- 25 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 10 Post Area 4 to Pond Hydrograph type = SCS Runoff Peak discharge = 176.92 cfs Storm frequency = 25 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 558,238 cuft Drainage area = 39.370 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.90 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.380 x 83) + (3.250 x 98) + (6.740 x 74)] / 39.370 76 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 Q (cfs) Time (min) Post Area 4 to Pond Hyd. No. 10 -- 25 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 11 Post Area 4 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 24.65 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 49,926 cuft Drainage area = 4.420 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 77 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post Area 4 Bypass Pond Hyd. No. 11 -- 25 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 12 Wet Pond 1 Hydrograph type = Reservoir Peak discharge = 12.08 cfs Storm frequency = 25 yrs Time to peak = 741 min Time interval = 1 min Hyd. volume = 137,744 cuft Inflow hyd. No. = 5 - Post Area 1 to Pond Max. Elevation = 851.05 ft Reservoir name = Wet Pond 1 Max. Storage = 141,000 cuft Storage Indication method used. Wet pond routing start elevation = 847.00 ft. 78 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Wet Pond 1 Hyd. No. 12 -- 25 Year Hyd No. 12 Hyd No. 5 Total storage used = 141,000 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 13 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 21.65 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 94,709 cuft Inflow hyd. No. = 7 - Post Area 2 to Pond Max. Elevation = 843.17 ft Reservoir name = Wet Pond 2 Max. Storage = 94,237 cuft Storage Indication method used. Wet pond routing start elevation = 839.00 ft. 79 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Wet Pond 2 Hyd. No. 13 -- 25 Year Hyd No. 13 Hyd No. 7 Total storage used = 94,237 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 14 Wet Pond 3 Hydrograph type = Reservoir Peak discharge = 13.27 cfs Storm frequency = 25 yrs Time to peak = 790 min Time interval = 1 min Hyd. volume = 372,480 cuft Inflow hyd. No. = 10 - Post Area 4 to Pond Max. Elevation = 808.13 ft Reservoir name = Wet Pond 3 Max. Storage = 440,567 cuft Storage Indication method used. Wet pond routing start elevation = 801.00 ft. 80 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 Q (cfs) Time (min) Wet Pond 3 Hyd. No. 14 -- 25 Year Hyd No. 14 Hyd No. 10 Total storage used = 440,567 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 15 Post Area 1 Total Hydrograph type = Combine Peak discharge = 14.23 cfs Storm frequency = 25 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 148,893 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 1.010 ac 81 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 Q (cfs) Time (min) Post Area 1 Total Hyd. No. 15 -- 25 Year Hyd No. 15 Hyd No. 6 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 16 Post Area 2 Total Hydrograph type = Combine Peak discharge = 23.07 cfs Storm frequency = 25 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 101,315 cuft Inflow hyds. = 8, 13 Contrib. drain. area = 0.550 ac 82 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) Post Area 2 Total Hyd. No. 16 -- 25 Year Hyd No. 16 Hyd No. 8 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 17 Post Area 4 Total Hydrograph type = Combine Peak discharge = 25.54 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 422,406 cuft Inflow hyds. = 11, 14 Contrib. drain. area = 4.420 ac 83 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post Area 4 Total Hyd. No. 17 -- 25 Year Hyd No. 17 Hyd No. 11 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 18 Phase 1 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 75.60 cfs Storm frequency = 25 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 161,944 cuft Drainage area = 10.000 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 84 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Phase 1 Sediment Basin 1 Hyd. No. 18 -- 25 Year Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 19 Phase 1 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 52.24 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 116,364 cuft Drainage area = 7.600 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 85 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Phase 1 Sediment Basin 2 Hyd. No. 19 -- 25 Year Hyd No. 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 20 Phase 1 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 161.59 cfs Storm frequency = 25 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 518,221 cuft Drainage area = 33.000 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 33.000 86 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 180.00 180.00 Q (cfs) Time (min) Phase 1 Sediment Basin 3 Hyd. No. 20 -- 25 Year Hyd No. 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 21 Phase 2 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 82.70 cfs Storm frequency = 25 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 177,167 cuft Drainage area = 10.940 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 87 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Phase 2 Sediment Basin 1 Hyd. No. 21 -- 25 Year Hyd No. 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 22 Phase 2 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 49.90 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 111,158 cuft Drainage area = 7.260 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 88 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Phase 2 Sediment Basin 2 Hyd. No. 22 -- 25 Year Hyd No. 22 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 23 Phase 2 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 192.79 cfs Storm frequency = 25 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 618,253 cuft Drainage area = 39.370 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.90 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 39.370 89 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Phase 2 Sediment Basin 3 Hyd. No. 23 -- 25 Year Hyd No. 23 Hydrograph Summary Report 90 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 32.94 1 723 94,550 ------ ------ ------ Pre Area 1 2 SCS Runoff 43.58 1 718 93,971 ------ ------ ------ Pre Area 2 3 SCS Runoff 39.50 1 721 100,924 ------ ------ ------ Pre Area 3 4 SCS Runoff 198.12 1 724 590,381 ------ ------ ------ Pre Area 4 5 SCS Runoff 67.84 1 723 200,924 ------ ------ ------ Post Area 1 to Pond 6 SCS Runoff 3.584 1 729 13,337 ------ ------ ------ Post Area 1 Bypass Pond 7 SCS Runoff 62.83 1 717 135,807 ------ ------ ------ Post Area 2 to Pond 8 SCS Runoff 3.829 1 718 7,855 ------ ------ ------ Post Area 2 Bypass Pond 9 SCS Runoff 6.829 1 718 13,918 ------ ------ ------ Post Area 3 10 SCS Runoff 205.34 1 725 651,345 ------ ------ ------ Post Area 4 to Pond 11 SCS Runoff 29.30 1 718 59,725 ------ ------ ------ Post Area 4 Bypass Pond 12 Reservoir 22.68 1 737 164,637 5 851.38 150,537 Wet Pond 1 13 Reservoir 33.29 1 722 112,891 7 843.42 98,844 Wet Pond 2 14 Reservoir 18.89 1 772 464,805 10 808.85 485,467 Wet Pond 3 15 Combine 25.68 1 736 177,974 6, 12, ------ ------ Post Area 1 Total 16 Combine 35.63 1 722 120,747 8, 13, ------ ------ Post Area 2 Total 17 Combine 30.28 1 718 524,530 11, 14, ------ ------ Post Area 4 Total 18 SCS Runoff 86.54 1 717 187,061 ------ ------ ------ Phase 1 Sediment Basin 1 19 SCS Runoff 59.80 1 718 134,412 ------ ------ ------ Phase 1 Sediment Basin 2 20 SCS Runoff 185.38 1 725 598,596 ------ ------ ------ Phase 1 Sediment Basin 3 21 SCS Runoff 94.67 1 717 204,645 ------ ------ ------ Phase 2 Sediment Basin 1 22 SCS Runoff 57.12 1 718 128,399 ------ ------ ------ Phase 2 Sediment Basin 2 23 SCS Runoff 221.16 1 725 714,142 ------ ------ ------ Phase 2 Sediment Basin 3 171016_Wrenn Farms.gpw Return Period: 50 Year Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 1 Pre Area 1 Hydrograph type = SCS Runoff Peak discharge = 32.94 cfs Storm frequency = 50 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 94,550 cuft Drainage area = 6.230 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.180 x 73) + (6.050 x 79)] / 6.230 91 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Pre Area 1 Hyd. No. 1 -- 50 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 2 Pre Area 2 Hydrograph type = SCS Runoff Peak discharge = 43.58 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 93,971 cuft Drainage area = 6.430 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.30 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 92 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Pre Area 2 Hyd. No. 2 -- 50 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 3 Pre Area 3 Hydrograph type = SCS Runoff Peak discharge = 39.50 cfs Storm frequency = 50 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 100,924 cuft Drainage area = 6.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.90 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 93 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Pre Area 3 Hyd. No. 3 -- 50 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 4 Pre Area 4 Hydrograph type = SCS Runoff Peak discharge = 198.12 cfs Storm frequency = 50 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 590,381 cuft Drainage area = 39.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.10 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 94 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Pre Area 4 Hyd. No. 4 -- 50 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 5 Post Area 1 to Pond Hydrograph type = SCS Runoff Peak discharge = 67.84 cfs Storm frequency = 50 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 200,924 cuft Drainage area = 10.940 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.30 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(2.080 x 83) + (3.410 x 94) + (2.230 x 98) + (3.220 x 74)] / 10.940 95 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Post Area 1 to Pond Hyd. No. 5 -- 50 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 6 Post Area 1 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 3.584 cfs Storm frequency = 50 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 13,337 cuft Drainage area = 1.010 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.00 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 96 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post Area 1 Bypass Pond Hyd. No. 6 -- 50 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 7 Post Area 2 to Pond Hydrograph type = SCS Runoff Peak discharge = 62.83 cfs Storm frequency = 50 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 135,807 cuft Drainage area = 7.260 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.090 x 83) + (0.990 x 98) + (3.100 x 94) + (2.080 x 74)] / 7.260 97 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Post Area 2 to Pond Hyd. No. 7 -- 50 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 8 Post Area 2 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 3.829 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 7,855 cuft Drainage area = 0.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.050 x 98) + (0.500 x 74)] / 0.550 98 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post Area 2 Bypass Pond Hyd. No. 8 -- 50 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 9 Post Area 3 Hydrograph type = SCS Runoff Peak discharge = 6.829 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 13,918 cuft Drainage area = 1.030 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 99 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) Post Area 3 Hyd. No. 9 -- 50 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 10 Post Area 4 to Pond Hydrograph type = SCS Runoff Peak discharge = 205.34 cfs Storm frequency = 50 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 651,345 cuft Drainage area = 39.370 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.90 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.380 x 83) + (3.250 x 98) + (6.740 x 74)] / 39.370 100 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Post Area 4 to Pond Hyd. No. 10 -- 50 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 11 Post Area 4 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 29.30 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 59,725 cuft Drainage area = 4.420 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 101 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (min) Post Area 4 Bypass Pond Hyd. No. 11 -- 50 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 12 Wet Pond 1 Hydrograph type = Reservoir Peak discharge = 22.68 cfs Storm frequency = 50 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 164,637 cuft Inflow hyd. No. = 5 - Post Area 1 to Pond Max. Elevation = 851.38 ft Reservoir name = Wet Pond 1 Max. Storage = 150,537 cuft Storage Indication method used. Wet pond routing start elevation = 847.00 ft. 102 0 180 360 540 720 900 1080 1260 1440 1620 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Wet Pond 1 Hyd. No. 12 -- 50 Year Hyd No. 12 Hyd No. 5 Total storage used = 150,537 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 13 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 33.29 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 112,891 cuft Inflow hyd. No. = 7 - Post Area 2 to Pond Max. Elevation = 843.42 ft Reservoir name = Wet Pond 2 Max. Storage = 98,844 cuft Storage Indication method used. Wet pond routing start elevation = 839.00 ft. 103 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Wet Pond 2 Hyd. No. 13 -- 50 Year Hyd No. 13 Hyd No. 7 Total storage used = 98,844 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 14 Wet Pond 3 Hydrograph type = Reservoir Peak discharge = 18.89 cfs Storm frequency = 50 yrs Time to peak = 772 min Time interval = 1 min Hyd. volume = 464,805 cuft Inflow hyd. No. = 10 - Post Area 4 to Pond Max. Elevation = 808.85 ft Reservoir name = Wet Pond 3 Max. Storage = 485,467 cuft Storage Indication method used. Wet pond routing start elevation = 801.00 ft. 104 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Wet Pond 3 Hyd. No. 14 -- 50 Year Hyd No. 14 Hyd No. 10 Total storage used = 485,467 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 15 Post Area 1 Total Hydrograph type = Combine Peak discharge = 25.68 cfs Storm frequency = 50 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 177,974 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 1.010 ac 105 0 180 360 540 720 900 1080 1260 1440 1620 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post Area 1 Total Hyd. No. 15 -- 50 Year Hyd No. 15 Hyd No. 6 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 16 Post Area 2 Total Hydrograph type = Combine Peak discharge = 35.63 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 120,747 cuft Inflow hyds. = 8, 13 Contrib. drain. area = 0.550 ac 106 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Post Area 2 Total Hyd. No. 16 -- 50 Year Hyd No. 16 Hyd No. 8 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 17 Post Area 4 Total Hydrograph type = Combine Peak discharge = 30.28 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 524,530 cuft Inflow hyds. = 11, 14 Contrib. drain. area = 4.420 ac 107 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Area 4 Total Hyd. No. 17 -- 50 Year Hyd No. 17 Hyd No. 11 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 18 Phase 1 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 86.54 cfs Storm frequency = 50 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 187,061 cuft Drainage area = 10.000 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 108 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Phase 1 Sediment Basin 1 Hyd. No. 18 -- 50 Year Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 19 Phase 1 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 59.80 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 134,412 cuft Drainage area = 7.600 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 109 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Phase 1 Sediment Basin 2 Hyd. No. 19 -- 50 Year Hyd No. 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 20 Phase 1 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 185.38 cfs Storm frequency = 50 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 598,596 cuft Drainage area = 33.000 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 33.000 110 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Phase 1 Sediment Basin 3 Hyd. No. 20 -- 50 Year Hyd No. 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 21 Phase 2 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 94.67 cfs Storm frequency = 50 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 204,645 cuft Drainage area = 10.940 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 111 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 100.00 100.00 Q (cfs) Time (min) Phase 2 Sediment Basin 1 Hyd. No. 21 -- 50 Year Hyd No. 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 22 Phase 2 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 57.12 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 128,399 cuft Drainage area = 7.260 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 112 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Phase 2 Sediment Basin 2 Hyd. No. 22 -- 50 Year Hyd No. 22 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 23 Phase 2 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 221.16 cfs Storm frequency = 50 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 714,142 cuft Drainage area = 39.370 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.90 min Total precip. = 6.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 39.370 113 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) Phase 2 Sediment Basin 3 Hyd. No. 23 -- 50 Year Hyd No. 23 Hydrograph Summary Report 114 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 37.94 1 723 109,381 ------ ------ ------ Pre Area 1 2 SCS Runoff 50.09 1 718 108,711 ------ ------ ------ Pre Area 2 3 SCS Runoff 45.45 1 721 116,755 ------ ------ ------ Pre Area 3 4 SCS Runoff 228.25 1 724 682,988 ------ ------ ------ Pre Area 4 5 SCS Runoff 76.61 1 723 228,487 ------ ------ ------ Post Area 1 to Pond 6 SCS Runoff 4.197 1 729 15,614 ------ ------ ------ Post Area 1 Bypass Pond 7 SCS Runoff 70.86 1 717 154,436 ------ ------ ------ Post Area 2 to Pond 8 SCS Runoff 4.433 1 717 9,151 ------ ------ ------ Post Area 2 Bypass Pond 9 SCS Runoff 7.943 1 718 16,293 ------ ------ ------ Post Area 3 10 SCS Runoff 234.19 1 725 746,902 ------ ------ ------ Post Area 4 to Pond 11 SCS Runoff 34.08 1 718 69,918 ------ ------ ------ Post Area 4 Bypass Pond 12 Reservoir 28.26 1 736 192,121 5 851.72 160,330 Wet Pond 1 13 Reservoir 35.59 1 723 131,474 7 843.75 104,793 Wet Pond 2 14 Reservoir 39.91 1 748 559,718 10 809.41 522,137 Wet Pond 3 15 Combine 31.99 1 734 207,735 6, 12, ------ ------ Post Area 1 Total 16 Combine 38.83 1 720 140,626 8, 13, ------ ------ Post Area 2 Total 17 Combine 42.92 1 747 629,636 11, 14, ------ ------ Post Area 4 Total 18 SCS Runoff 97.60 1 717 212,722 ------ ------ ------ Phase 1 Sediment Basin 1 19 SCS Runoff 67.45 1 718 152,850 ------ ------ ------ Phase 1 Sediment Basin 2 20 SCS Runoff 209.48 1 724 680,710 ------ ------ ------ Phase 1 Sediment Basin 3 21 SCS Runoff 106.77 1 717 232,718 ------ ------ ------ Phase 2 Sediment Basin 1 22 SCS Runoff 64.43 1 718 146,012 ------ ------ ------ Phase 2 Sediment Basin 2 23 SCS Runoff 249.92 1 724 812,108 ------ ------ ------ Phase 2 Sediment Basin 3 171016_Wrenn Farms.gpw Return Period: 100 Year Thursday, 10 / 26 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 1 Pre Area 1 Hydrograph type = SCS Runoff Peak discharge = 37.94 cfs Storm frequency = 100 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 109,381 cuft Drainage area = 6.230 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.180 x 73) + (6.050 x 79)] / 6.230 115 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Pre Area 1 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 2 Pre Area 2 Hydrograph type = SCS Runoff Peak discharge = 50.09 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 108,711 cuft Drainage area = 6.430 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.30 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 116 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Pre Area 2 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 3 Pre Area 3 Hydrograph type = SCS Runoff Peak discharge = 45.45 cfs Storm frequency = 100 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 116,755 cuft Drainage area = 6.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.90 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 117 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Pre Area 3 Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 4 Pre Area 4 Hydrograph type = SCS Runoff Peak discharge = 228.25 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 682,988 cuft Drainage area = 39.840 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.10 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 118 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) Pre Area 4 Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 5 Post Area 1 to Pond Hydrograph type = SCS Runoff Peak discharge = 76.61 cfs Storm frequency = 100 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 228,487 cuft Drainage area = 10.940 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.30 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(2.080 x 83) + (3.410 x 94) + (2.230 x 98) + (3.220 x 74)] / 10.940 119 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Post Area 1 to Pond Hyd. No. 5 -- 100 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 6 Post Area 1 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 4.197 cfs Storm frequency = 100 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 15,614 cuft Drainage area = 1.010 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.00 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 120 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post Area 1 Bypass Pond Hyd. No. 6 -- 100 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 7 Post Area 2 to Pond Hydrograph type = SCS Runoff Peak discharge = 70.86 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 154,436 cuft Drainage area = 7.260 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.090 x 83) + (0.990 x 98) + (3.100 x 94) + (2.080 x 74)] / 7.260 121 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Post Area 2 to Pond Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 8 Post Area 2 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 4.433 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 9,151 cuft Drainage area = 0.550 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.050 x 98) + (0.500 x 74)] / 0.550 122 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post Area 2 Bypass Pond Hyd. No. 8 -- 100 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 9 Post Area 3 Hydrograph type = SCS Runoff Peak discharge = 7.943 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 16,293 cuft Drainage area = 1.030 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 123 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Post Area 3 Hyd. No. 9 -- 100 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 10 Post Area 4 to Pond Hydrograph type = SCS Runoff Peak discharge = 234.19 cfs Storm frequency = 100 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 746,902 cuft Drainage area = 39.370 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.90 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.380 x 83) + (3.250 x 98) + (6.740 x 74)] / 39.370 124 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) Post Area 4 to Pond Hyd. No. 10 -- 100 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 11 Post Area 4 Bypass Pond Hydrograph type = SCS Runoff Peak discharge = 34.08 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 69,918 cuft Drainage area = 4.420 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 125 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Area 4 Bypass Pond Hyd. No. 11 -- 100 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 12 Wet Pond 1 Hydrograph type = Reservoir Peak discharge = 28.26 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 192,121 cuft Inflow hyd. No. = 5 - Post Area 1 to Pond Max. Elevation = 851.72 ft Reservoir name = Wet Pond 1 Max. Storage = 160,330 cuft Storage Indication method used. Wet pond routing start elevation = 847.00 ft. 126 0 180 360 540 720 900 1080 1260 1440 1620 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Wet Pond 1 Hyd. No. 12 -- 100 Year Hyd No. 12 Hyd No. 5 Total storage used = 160,330 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 13 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 35.59 cfs Storm frequency = 100 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 131,474 cuft Inflow hyd. No. = 7 - Post Area 2 to Pond Max. Elevation = 843.75 ft Reservoir name = Wet Pond 2 Max. Storage = 104,793 cuft Storage Indication method used. Wet pond routing start elevation = 839.00 ft. 127 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Wet Pond 2 Hyd. No. 13 -- 100 Year Hyd No. 13 Hyd No. 7 Total storage used = 104,793 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 14 Wet Pond 3 Hydrograph type = Reservoir Peak discharge = 39.91 cfs Storm frequency = 100 yrs Time to peak = 748 min Time interval = 1 min Hyd. volume = 559,718 cuft Inflow hyd. No. = 10 - Post Area 4 to Pond Max. Elevation = 809.41 ft Reservoir name = Wet Pond 3 Max. Storage = 522,137 cuft Storage Indication method used. Wet pond routing start elevation = 801.00 ft. 128 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 240.00 240.00 Q (cfs) Time (min) Wet Pond 3 Hyd. No. 14 -- 100 Year Hyd No. 14 Hyd No. 10 Total storage used = 522,137 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 15 Post Area 1 Total Hydrograph type = Combine Peak discharge = 31.99 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 207,735 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 1.010 ac 129 0 180 360 540 720 900 1080 1260 1440 1620 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Area 1 Total Hyd. No. 15 -- 100 Year Hyd No. 15 Hyd No. 6 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 16 Post Area 2 Total Hydrograph type = Combine Peak discharge = 38.83 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 140,626 cuft Inflow hyds. = 8, 13 Contrib. drain. area = 0.550 ac 130 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Post Area 2 Total Hyd. No. 16 -- 100 Year Hyd No. 16 Hyd No. 8 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 17 Post Area 4 Total Hydrograph type = Combine Peak discharge = 42.92 cfs Storm frequency = 100 yrs Time to peak = 747 min Time interval = 1 min Hyd. volume = 629,636 cuft Inflow hyds. = 11, 14 Contrib. drain. area = 4.420 ac 131 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Post Area 4 Total Hyd. No. 17 -- 100 Year Hyd No. 17 Hyd No. 11 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 18 Phase 1 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 97.60 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 212,722 cuft Drainage area = 10.000 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 132 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 100.00 100.00 Q (cfs) Time (min) Phase 1 Sediment Basin 1 Hyd. No. 18 -- 100 Year Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 19 Phase 1 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 67.45 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 152,850 cuft Drainage area = 7.600 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 133 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Phase 1 Sediment Basin 2 Hyd. No. 19 -- 100 Year Hyd No. 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 20 Phase 1 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 209.48 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 680,710 cuft Drainage area = 33.000 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 33.000 134 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Phase 1 Sediment Basin 3 Hyd. No. 20 -- 100 Year Hyd No. 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 21 Phase 2 Sediment Basin 1 Hydrograph type = SCS Runoff Peak discharge = 106.77 cfs Storm frequency = 100 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 232,718 cuft Drainage area = 10.940 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 135 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 Q (cfs) Time (min) Phase 2 Sediment Basin 1 Hyd. No. 21 -- 100 Year Hyd No. 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 22 Phase 2 Sediment Basin 2 Hydrograph type = SCS Runoff Peak discharge = 64.43 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 146,012 cuft Drainage area = 7.260 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.70 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 136 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Phase 2 Sediment Basin 2 Hyd. No. 22 -- 100 Year Hyd No. 22 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 10 / 26 / 2017 Hyd. No. 23 Phase 2 Sediment Basin 3 Hydrograph type = SCS Runoff Peak discharge = 249.92 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 812,108 cuft Drainage area = 39.370 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.90 min Total precip. = 7.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(29.630 x 83) + (3.020 x 98) + (6.950 x 74)] / 39.370 137 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 Q (cfs) Time (min) Phase 2 Sediment Basin 3 Hyd. No. 23 -- 100 Year Hyd No. 23 Appendix F Storm Sewer Calculations Appendix G Rip Rap Outlet Protection Calculations CALCULATION SHEET PAGE 1 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc TASK: Design of rip rap outlet protection. CALCULATIONS: Pond Outlet A11.0 Q10 Year = 8.17 CFS (From Hydraflow Calcs) Culvert Size = 24 inch = 2.0 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 8.17 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 6 feet Length = 9 feet Ending Width = Diameter + Length = 2 feet + 9 feet = 11 feet Pond Inlet Y1.0 Q10 Year = 17.05 CFS (From Storm Sewer Calculations) Culvert Size = 36 inch = 3 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: CALCULATION SHEET PAGE 2 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Riprap Sizes Q= 17.05 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 9 feet Length = 13 feet Ending Width = Diameter + Length = 3 feet + 13 feet = 16 feet Pond Inlet B1.0 Q10 Year = 13.95 CFS (From Storm Sewer Calculations) Culvert Size = 36 inch = 3 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 13.95 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 9 feet Length = 13 feet Ending Width = Diameter + Length = 3 feet + 13 feet = 16 feet CALCULATION SHEET PAGE 3 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Diversion to Pond 1 Q10 Year = 5 CFS Diversion Size = 24 inch bottom width Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 25 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Bottom Width = 6 feet Length = 9 feet Ending Width = Beginning Width + Length = 6 feet + 9 feet = 15 feet Pond Inlet C1.0 Q10 Year = 10.95 CFS (From Storm Sewer Calculations) Culvert Size = 36 inch = 3 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 11.02 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches CALCULATION SHEET PAGE 4 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 9 feet Length = 13 feet Ending Width = Diameter + Length = 3 feet + 13 feet = 16 feet Diversion to Pond 2 Q10 Year = 11.6 CFS Diversion Size = 24 inch bottom width Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 11.6 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Bottom Width = 6 feet Length = 9 feet Ending Width = Beginning Width + Length = 6 feet + 9 feet = 15 feet Pond Outlet C27.0 Q10 Year = 5.185 CFS (From Hydraflow Calcs) Culvert Size = 24 inch = 2 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes CALCULATION SHEET PAGE 5 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Q= 5.185 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 6 feet Length = 9 feet Ending Width = Diameter + Length = 2 feet + 9 feet = 11 feet Pond Inlet D1.0 Q10 Year = 15.87 CFS (From Storm Sewer Calcs) Culvert Size = 24 inch = 2 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 15.87 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 6 feet Length = 9 feet Ending Width = Diameter + Length = 2 feet + 9 feet = 11 feet Pond Inlet E1.0 CALCULATION SHEET PAGE 6 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Q10 Year = 72.44 CFS (From Storm Sewer Calcs) Culvert Size = 36 inch = 3 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 72.44 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 9 feet Length = 31 feet Ending Width = Diameter + Length = 3 feet + 31 feet = 34 feet Pond Outlet J1.0 Q10 Year = 5.61 CFS (From Hydraflow Calcs) Culvert Size = 36 inch = 3 feet Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 5.61 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Diameter = 9 feet CALCULATION SHEET PAGE 7 OF 7 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date10/2/17_ PROJECT: Wrenn Farms Rip Rap Outlet Protection Calculations Reviewed By PMR Date 10/2/17 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170705_Riprap Apron.doc Length = 13 feet Ending Width = Diameter + Length = 3 feet + 13 feet = 16 feet Diversion to Pond 3 Q10 Year = 13.9 CFS Diversion Size = 24 inch bottom width Using Figure 8.06b (attached) the following sizes for the outlet apron are as follows: Riprap Sizes Q= 13.9 cfs D50= Discharge is too small to read on the figure. Use minimum size of 6 inches DMax = 1.5 x D50 = 9 inches Thickness = 1.5 x DMax = 13.5 inches Beginning Width = 3 x Bottom Width = 6 feet Length = 9 feet Ending Width = Beginning Width + Length = 6 feet + 9 feet = 15 feet Appendix H Faircloth Skimmer Calculations Appendix I Diversion Calculations 1 2 3 4 5 6 7 8 9 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Project: 170718_Diversion Hydrographs.gpw Tuesday, 07 / 18 / 2017 Hyd.Origin Description Legend 1 SCS Runoff Pond 1 Diversion 2 SCS Runoff Pond 2 Diversion 3 SCS Runoff Pond 3 Diversion 4 SCS Runoff I4.0 Diversion A 5 SCS Runoff I4.0 Diversion B 6 SCS Runoff H2.1 Diversion 7 SCS Runoff E8.1 Diversion 8 SCS Runoff F7.3 Diversion A 9 SCS Runoff F7.3 Diversion B 10 SCS Runoff B3.3 Diversion Post-Construction Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- ------- ------- ------- 4.989 ------- ------- ------- Pond 1 Diversion 2 SCS Runoff ------ ------- ------- ------- ------- 11.60 ------- ------- ------- Pond 2 Diversion 3 SCS Runoff ------ ------- ------- ------- ------- 13.86 ------- ------- ------- Pond 3 Diversion 4 SCS Runoff ------ ------- ------- ------- ------- 13.81 ------- ------- ------- I4.0 Diversion A 5 SCS Runoff ------ ------- ------- ------- ------- 4.586 ------- ------- ------- I4.0 Diversion B 6 SCS Runoff ------ ------- ------- ------- ------- 14.93 ------- ------- ------- H2.1 Diversion 7 SCS Runoff ------ ------- ------- ------- ------- 11.02 ------- ------- ------- E8.1 Diversion 8 SCS Runoff ------ ------- ------- ------- ------- 2.125 ------- ------- ------- F7.3 Diversion A 9 SCS Runoff ------ ------- ------- ------- ------- 9.115 ------- ------- ------- F7.3 Diversion B 10 SCS Runoff ------ ------- ------- ------- ------- 5.984 ------- ------- ------- B3.3 Diversion Proj. file: 170718_Diversion Hydrographs.gpw Tuesday, 07 / 18 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 4.989 1 718 10,042 ------ ------ ------ Pond 1 Diversion 2 SCS Runoff 11.60 1 718 23,344 ------ ------ ------ Pond 2 Diversion 3 SCS Runoff 13.86 1 717 29,128 ------ ------ ------ Pond 3 Diversion 4 SCS Runoff 13.81 1 717 28,597 ------ ------ ------ I4.0 Diversion A 5 SCS Runoff 4.586 1 717 9,494 ------ ------ ------ I4.0 Diversion B 6 SCS Runoff 14.93 1 717 30,912 ------ ------ ------ H2.1 Diversion 7 SCS Runoff 11.02 1 717 22,808 ------ ------ ------ E8.1 Diversion 8 SCS Runoff 2.125 1 717 4,400 ------ ------ ------ F7.3 Diversion A 9 SCS Runoff 9.115 1 717 18,872 ------ ------ ------ F7.3 Diversion B 10 SCS Runoff 5.984 1 717 12,388 ------ ------ ------ B3.3 Diversion 170718_Diversion Hydrographs.gpw Return Period: 10 Year Tuesday, 07 / 18 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Tuesday, 07 / 18 / 2017 Hyd. No. 1 Pond 1 Diversion Hydrograph type = SCS Runoff Peak discharge = 4.989 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 10,042 cuft Drainage area = 1.170 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Pond 1 Diversion Hyd. No. 1 -- 10 Year Hyd No. 1 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 B3.3 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 4.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 848.00 Slope (%) = 3.60 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 5.98 Highlighted Depth (ft) = 0.96 Q (cfs) = 5.980 Area (sqft) = 4.68 Velocity (ft/s) = 1.28 Wetted Perim (ft) = 8.10 Crit Depth, Yc (ft) = 0.51 Top Width (ft) = 7.76 EGL (ft) = 0.99 0 1 2 3 4 5 6 7 8 9 10 Elev (ft)Depth (ft)Section 847.50 -0.50 848.00 0.00 848.50 0.50 849.00 1.00 849.50 1.50 850.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 E8.1 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 6.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 835.00 Slope (%) = 2.60 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 11.00 Highlighted Depth (ft) = 1.21 Q (cfs) = 11.00 Area (sqft) = 9.01 Velocity (ft/s) = 1.22 Wetted Perim (ft) = 13.19 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 12.89 EGL (ft) = 1.23 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 834.50 -0.50 835.00 0.00 835.50 0.50 836.00 1.00 836.50 1.50 837.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 F7.3 Diversion A Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 4.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 843.00 Slope (%) = 2.90 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 1.30 Highlighted Depth (ft) = 0.48 Q (cfs) = 1.300 Area (sqft) = 1.65 Velocity (ft/s) = 0.79 Wetted Perim (ft) = 5.05 Crit Depth, Yc (ft) = 0.22 Top Width (ft) = 4.88 EGL (ft) = 0.49 0 2 4 6 8 10 12 14 16 Elev (ft)Depth (ft)Section 842.50 -0.50 843.00 0.00 843.50 0.50 844.00 1.00 844.50 1.50 845.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 F7.3 Diversion B Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 4.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 843.00 Slope (%) = 2.50 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 5.40 Highlighted Depth (ft) = 0.99 Q (cfs) = 5.400 Area (sqft) = 4.92 Velocity (ft/s) = 1.10 Wetted Perim (ft) = 8.30 Crit Depth, Yc (ft) = 0.48 Top Width (ft) = 7.94 EGL (ft) = 1.01 0 2 4 6 8 10 12 14 16 Elev (ft)Depth (ft)Section 842.50 -0.50 843.00 0.00 843.50 0.50 844.00 1.00 844.50 1.50 845.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 H2.1 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 814.00 Slope (%) = 3.80 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 14.93 Highlighted Depth (ft) = 1.60 Q (cfs) = 14.93 Area (sqft) = 8.32 Velocity (ft/s) = 1.79 Wetted Perim (ft) = 9.16 Crit Depth, Yc (ft) = 0.90 Top Width (ft) = 8.40 EGL (ft) = 1.65 0 1 2 3 4 5 6 7 8 9 10 11 12 Elev (ft)Depth (ft)Section 813.50 -0.50 814.00 0.00 814.50 0.50 815.00 1.00 815.50 1.50 816.00 2.00 816.50 2.50 817.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 I4.0 Diversion A Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 812.00 Slope (%) = 2.60 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 13.81 Highlighted Depth (ft) = 1.68 Q (cfs) = 13.81 Area (sqft) = 9.00 Velocity (ft/s) = 1.53 Wetted Perim (ft) = 9.51 Crit Depth, Yc (ft) = 0.86 Top Width (ft) = 8.72 EGL (ft) = 1.72 0 1 2 3 4 5 6 7 8 9 10 11 12 Elev (ft)Depth (ft)Section 811.50 -0.50 812.00 0.00 812.50 0.50 813.00 1.00 813.50 1.50 814.00 2.00 814.50 2.50 815.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 I4.0 Diversion B Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 812.00 Slope (%) = 2.60 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 4.60 Highlighted Depth (ft) = 1.00 Q (cfs) = 4.600 Area (sqft) = 4.00 Velocity (ft/s) = 1.15 Wetted Perim (ft) = 6.47 Crit Depth, Yc (ft) = 0.47 Top Width (ft) = 6.00 EGL (ft) = 1.02 0 1 2 3 4 5 6 7 8 9 10 11 12 Elev (ft)Depth (ft)Section 811.50 -0.50 812.00 0.00 812.50 0.50 813.00 1.00 813.50 1.50 814.00 2.00 814.50 2.50 815.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 Pond 1 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 850.00 Slope (%) = 1.00 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 5.00 Highlighted Depth (ft) = 1.31 Q (cfs) = 5.000 Area (sqft) = 6.05 Velocity (ft/s) = 0.83 Wetted Perim (ft) = 7.86 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 7.24 EGL (ft) = 1.32 0 1 2 3 4 5 6 7 8 9 10 11 12 Elev (ft)Depth (ft)Section 849.50 -0.50 850.00 0.00 850.50 0.50 851.00 1.00 851.50 1.50 852.00 2.00 852.50 2.50 853.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 Pond 2 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 840.00 Slope (%) = 1.25 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 11.60 Highlighted Depth (ft) = 1.63 Q (cfs) = 11.60 Area (sqft) = 11.23 Velocity (ft/s) = 1.03 Wetted Perim (ft) = 12.31 Crit Depth, Yc (ft) = 0.72 Top Width (ft) = 11.78 EGL (ft) = 1.65 0 2 4 6 8 10 12 14 16 18 Elev (ft)Depth (ft)Section 839.50 -0.50 840.00 0.00 840.50 0.50 841.00 1.00 841.50 1.50 842.00 2.00 842.50 2.50 843.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 18 2017 Pond 3 Diversion Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 812.00 Slope (%) = 2.87 N-Value = 0.150 Calculations Compute by: Known Q Known Q (cfs) = 13.86 Highlighted Depth (ft) = 1.65 Q (cfs) = 13.86 Area (sqft) = 8.74 Velocity (ft/s) = 1.58 Wetted Perim (ft) = 9.38 Crit Depth, Yc (ft) = 0.86 Top Width (ft) = 8.60 EGL (ft) = 1.69 0 1 2 3 4 5 6 7 8 9 10 11 12 Elev (ft)Depth (ft)Section 811.50 -0.50 812.00 0.00 812.50 0.50 813.00 1.00 813.50 1.50 814.00 2.00 814.50 2.50 815.00 3.00 Reach (ft) 1 2 3 4 5 6 7 8 9 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Project: P:\15.027 NC - Wrenn Farms Residential\Calculations\170718_Diversion During Construction Hydrographs.gpwWednesday, 07 / 19 / 2017 Hyd.Origin Description Legend 1 SCS Runoff Pond 1 Diversion 2 SCS Runoff Pond 2 Diversion 3 SCS Runoff Pond 3 Diversion 4 SCS Runoff I4.0 Diversion A 5 SCS Runoff I4.0 Diversion B 6 SCS Runoff H2.1 Diversion 7 SCS Runoff E8.1 Diversion 8 SCS Runoff F7.3 Diversion A 9 SCS Runoff F7.3 Diversion B 10 SCS Runoff B3.3 Diversion During Construction Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- ------- ------- ------- 7.212 ------- ------- ------- Pond 1 Diversion 2 SCS Runoff ------ ------- ------- ------- ------- 16.77 ------- ------- ------- Pond 2 Diversion 3 SCS Runoff ------ ------- ------- ------- ------- 14.18 ------- ------- ------- Pond 3 Diversion 4 SCS Runoff ------ ------- ------- ------- ------- 15.22 ------- ------- ------- I4.0 Diversion A 5 SCS Runoff ------ ------- ------- ------- ------- 5.054 ------- ------- ------- I4.0 Diversion B 6 SCS Runoff ------ ------- ------- ------- ------- 16.46 ------- ------- ------- H2.1 Diversion 7 SCS Runoff ------ ------- ------- ------- ------- 12.14 ------- ------- ------- E8.1 Diversion 8 SCS Runoff ------ ------- ------- ------- ------- 2.342 ------- ------- ------- F7.3 Diversion A 9 SCS Runoff ------ ------- ------- ------- ------- 10.05 ------- ------- ------- F7.3 Diversion B 10 SCS Runoff ------ ------- ------- ------- ------- 6.595 ------- ------- ------- B3.3 Diversion Proj. file: P:\15.027 NC - Wrenn Farms Residential\Calculations\170718_Diversion During Construction Hydrographs.gpwWednesday, 07 / 19 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.212 1 717 15,253 ------ ------ ------ Pond 1 Diversion 2 SCS Runoff 16.77 1 717 35,460 ------ ------ ------ Pond 2 Diversion 3 SCS Runoff 14.18 1 717 29,985 ------ ------ ------ Pond 3 Diversion 4 SCS Runoff 15.22 1 717 32,201 ------ ------ ------ I4.0 Diversion A 5 SCS Runoff 5.054 1 717 10,690 ------ ------ ------ I4.0 Diversion B 6 SCS Runoff 16.46 1 717 34,809 ------ ------ ------ H2.1 Diversion 7 SCS Runoff 12.14 1 717 25,683 ------ ------ ------ E8.1 Diversion 8 SCS Runoff 2.342 1 717 4,954 ------ ------ ------ F7.3 Diversion A 9 SCS Runoff 10.05 1 717 21,250 ------ ------ ------ F7.3 Diversion B 10 SCS Runoff 6.595 1 717 13,950 ------ ------ ------ B3.3 Diversion P:\15.027 NC - Wrenn Farms Residential\Calculations\170718_Diversion During Construction Hydrographs.gpwReturn Period: 10 Year Wednesday, 07 / 19 / 2017 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 1 Pond 1 Diversion Hydrograph type = SCS Runoff Peak discharge = 7.212 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 15,253 cuft Drainage area = 1.170 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Pond 1 Diversion Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 2 Pond 2 Diversion Hydrograph type = SCS Runoff Peak discharge = 16.77 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 35,460 cuft Drainage area = 2.720 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Pond 2 Diversion Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 3 Pond 3 Diversion Hydrograph type = SCS Runoff Peak discharge = 14.18 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 29,985 cuft Drainage area = 2.300 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 Q (cfs) Time (min) Pond 3 Diversion Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 4 I4.0 Diversion A Hydrograph type = SCS Runoff Peak discharge = 15.22 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 32,201 cuft Drainage area = 2.470 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 7 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) I4.0 Diversion A Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 5 I4.0 Diversion B Hydrograph type = SCS Runoff Peak discharge = 5.054 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 10,690 cuft Drainage area = 0.820 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 8 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) I4.0 Diversion B Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 6 H2.1 Diversion Hydrograph type = SCS Runoff Peak discharge = 16.46 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 34,809 cuft Drainage area = 2.670 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 9 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) H2.1 Diversion Hyd. No. 6 -- 10 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 7 E8.1 Diversion Hydrograph type = SCS Runoff Peak discharge = 12.14 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 25,683 cuft Drainage area = 1.970 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 10 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) E8.1 Diversion Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 8 F7.3 Diversion A Hydrograph type = SCS Runoff Peak discharge = 2.342 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 4,954 cuft Drainage area = 0.380 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 11 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) F7.3 Diversion A Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 9 F7.3 Diversion B Hydrograph type = SCS Runoff Peak discharge = 10.05 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 21,250 cuft Drainage area = 1.630 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) F7.3 Diversion B Hyd. No. 9 -- 10 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 07 / 19 / 2017 Hyd. No. 10 B3.3 Diversion Hydrograph type = SCS Runoff Peak discharge = 6.595 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 13,950 cuft Drainage area = 1.070 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 13 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) B3.3 Diversion Hyd. No. 10 -- 10 Year Hyd No. 10 Appendix J Watershed Calculations CALCULATION SHEET PAGE 1 OF 2 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date7/17/2017_ PROJECT: Wrenn Farms Watershed Calculations Reviewed By PMR Date 7/17/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170717_Watershed Calculations.doc City Lake Tier 4 Watershed Calculations Allowable Built-upon Area 11.11 acres total 50% built upon area allowed = 5.56 acres impervious acres Proposed Built-upon Area Calculate the curve number based on curve numbers used for stormwater report. See below table. Also, see Figure 7. CITY LAKE TIER 4 WATERSHED AREA CURVE NUMBER, CN Area Type Area (Acres) CN Impervious 2.22 98 Grassed Area 3.91 74 Single Family (1/4 ac lots) 1.91 83 Commercial Development 3.07 94 Curve Number (CN) 11.11 85.87 Using the weighted curve number for the entire 11.11 acres, determine the amount of impervious and pervious area that would equal that curve number. Assume impervious equals a curve number of 98 and grassed/pervious is a curve number of 74. 85.87 = (X * 98 + (11.11 – X)*74 ) / 11.11 X = impervious area = 5.49 acres 5.49 acres < 5.56 acres which is allowed; therefore, the proposed site layout is acceptable. 5.49 acres / 11.11 acres = 49.4% built upon area CALCULATION SHEET PAGE 2 OF 2 PROJECT NO. 15.027 CLIENT: Jemsite Development SUBJECT: SWM Report Prepared By WWC Date7/17/2017_ PROJECT: Wrenn Farms Watershed Calculations Reviewed By PMR Date 7/17/2017 Approved By Date P:\15.027 NC - Wrenn Farms Residential\Calculations\170717_Watershed Calculations.doc Oakdale Watershed Calculations Allowable Built-upon Area 52.90 acres total 70% built upon area allowed = 37.03 acres impervious acres Proposed Built-upon Area Calculate the curve number based on curve numbers used for stormwater report. See below table. Also, see Figure 7. OAKDALE WATERSHED WEIGHTED CURVE NUMBER, CN Area Type Area (Acres) CN Impervious 4.14 98 Grassed Area 14.75 74 Single Family (1/4 ac lots) 30.69 83 Commercial Development 3.32 94 Curve Number (CN) 52.90 82.35 Using the weighted curve number for the entire 52.9 acres, determine the amount of impervious and pervious area that would equal that curve number. Assume impervious equals a curve number of 98 and grassed/pervious is a curve number of 74. 82.35 = (X * 98 + (52.90 – X)*74 ) / 52.90 X = impervious area = 18.40 acres 18.40 acres < 37.03 acres which is allowed; therefore, the proposed site layout is acceptable. 18.40 acres / 52.90 acres = 34.8% built-upon area