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Home My WebLink AboutSW6200502_Design Calculations_20241003 WINDER STATION AT VASS VASS, MOORE COUNTY, NORTH CAROLINA TIMMONS GROUP C-1652 STORMWATER IMPACT ANALYSIS Submittal: August 12, 2024 set f TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. • • • , 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com Date: August 8, 2024 Subdivision Name: Winder Station at Vass Location: Vass, Moore County, NC Developer: CW Land Development, LLC P.O. Box 174, Olivia, NC 28368 Phone: (910) 578-3445 Consultant: Timmons Group 5410 Trinity Road, Suite 102 Raleigh, NC 27607 Phone: (984) 255-2364 Purpose This analysis has been prepared to comply with the requirements of NCDEQ Stormwater Regulations which regulates the management of stormwater runoff. These calculations and supporting documentation are intended to show compliance with NCDEQ minimum design criteria. Site Information Winder Station at Vass is a proposed single family detached community comprising of 72 residential lots on 27.12 acres located on in Vass, NC. The site is zoned R-1 and will be served by public water and sanitary sewer systems. This analysis is part of a major modification to permit number (SW6200502), in which 2 lots located beside lot 60 are being added to the previously permitted site. These lots were analyzed to ensure the storm drainage system and SCM 3 can treat the additional BUA (built upon area). The BUA for SCM 3 was broken down as shown below. • Wet Pond 3: 92,684 sf Total o Lots (17 Lots @ 3,000 sf/lot) = 51,000 sf o Parking = 9,000 sf o Sidewalk = 3,500 sf o Roadway = 24,828 sf o Existing Offsite = 4,356 sf DA 2.3 and SCM 3 were analyzed using Autodesk's Hydraflow Hydrographs software to ensure peak runoff attenuation for the 1, 2, and 10 year storm events. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES • . S • S S . I • 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com Methodology • This analysis was prepared using the following available sources of information: 1. Boundary and Property data from a survey and GIS data. 2. Topographic data from a survey and GIS data. 3. Wetland information provided by others. 4. Web Soil Survey 5. FEMA Flood Insurance Rate Maps 6. NOAA Atlas 14 rainfall data. • This analysis is based on the hydrologic and hydraulic principles and methodologies documented in the following publications: 1. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4) 2. SCS Technical Release 55 3. SCS Technical Release 20 4. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E. 5. NCDEQ Stormwater BMP Manual • Discharges for all stormwater management devices were calculated using SCS methodology. • Discharge calculations, runoff volumes, runoff calculations, and routing of SCM devices performed using Autodesk Hydraflow Hydrographs Stormwater Extension. • Runoff volumes for routing purposes within the Hydraflow Hydrographs Stormwater Program were calculated using SCS methodology as outlined in NEH-4, TR-20 and TR-55. • Times of concentration were determined using TR-55 or assumed to be a minimum of 5 minutes. • While the numbers and values generated in this analysis are not absolutely correct, the analysis has been performed in a consistent fashion such that the results are sufficient for the comparison of the before and after development conditions. Wetlands and Streams • Wetland delineation and stream and buffer determinations have been performed and provided by others. Wetland and Neuse River Buffer (NRB) locations as well as proposed impacts to the wetland and NRB have been shown on the plans. Soils • Average CN for individual drainage areas were developed based on existing conditions for pre-development calculations and proposed conditions for post-development calculations. Storm Drainage • The storm drainage system has been designed in accordance with NCDOT standards and specifications. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES 0 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com NOAA Atlas 14 Precipitation Data CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES 10/16/2019 Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 .`°k+ Location name:Vass,North Carolina,USA* +` ' 's` ? � 1,. Latitude:35.251°, Longitude: -79.2802° i nonn p 1 '� Elevation:322.98 ft** ?eONVEs o**4. *source:ESRI Maps k,,,-,„M<., **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 2 5 10 I 25 50 100 200 500 1000 5-min 0.440 0.520 0.604 I 0.666 0.737 0.787 0.834 0.876 0.925 I 0.962 _ (0.400-0.488) (0.472-0.577) (0.548-0.670) (0.603-0.737) (0.664-0.815) (0.708-0.869) (0.745-0.920) (0.779-0.967) (0.815-1.02) (0.842-1.06) 10-min 0.703 0.831 0.968 1.07 1.18 1.25 1.33 1.39 1.46 1.52 (0.638-0.779) (0.756-0.923) (0.878-1.07) (0.964-1.18) (1.06-1.30) (1.13-1.39) (1.18-1.46) (1.24-1.53) (1.29-1.61) (1.33-1.67) 15-min 0.879 1.05 1.22 1.35 1.49 I 1.59 1.68 1.75 1.84 1.90 (0.798-0.974) (0.950-1.16) (1.11-1.36) (1.22-1.49) (1.34-1.65) (1.43-1.75) (1.50-1.85) (1.56-1.93) (1.62-2.03)I (1.66-2.10) 30-min 1.21 1.44 1.74 1.95 2.21 2.39 2.57 1 2.73 2.93 3.08 (1.09-1.34) (1.31-1.60)_ (1.58-1.93) (1.77-2.16) 1 (1.99-2.44) (2.15-2.64) (2.29-2.83) (2.42-3.01) (2.58-3.23) (2.69-3.40) 60-min I 1.50 1.81 2.23 2.54 2.94 3.24 3.53 3.82 4.20 4.50 (1.36-1.67) (1.65-2.01) (2.02-2.47) 1 (2.30-2.81) (2.65-3.25) I (2.91-3.58) (3.16-3.90) I (3.40-4.22) I (3.70-4.64) (3.93-4.96) 2-hr 1.77 2.14 2.67 3.07 3.60 I 4.01 4.41 4.82 5.37 5.80 I (1.59-1.98) (1.93-2.39) (2.40-2.99) (2.76-3.43) (3.21-4.02) (3.57-4.47) (3.90-4.92) (4.24-5.38) (4.67-5.99) (5.00-6.46) 3-hr 1.87 2.27 2.84 3.30 3.91 4.39 4.89 1 5.41 6.13 1 6.70 (1.69-2.10) (2.05-2.54) (2.57-3.18) (2.97-3.68) 1 (3.50-4.36) (3.91-4.90) (4.32-5.44) (4.74-6.02) (5.31-6.82) (5.74-7.46) 6-hr 2.23 1 2.70 1 3.39 1 3.94 4.68 5.29 5.91 6.56 7.46 8.19 (2.03-2.48) I (2.46-3.00) I (3.08-3.75) I (3.56-4.35) (4.21-5.17) (4.72-5.83) (5.23-6.50) (5.75-7.21) (6.45-8.20) (7.00-9.01) 12-hr 2.64 3.19 r 4.02 4.70 5.63 6.39 7.19 8.04 9.24 10.2 I (2.39-2.93) (2.90-3.54) (3.64-4.46) (4.23-5.20) (5.03-6.21) (5.68-7.04) (6.33-7.90) I (7.00-8.83) (7.92-10.1)I (8.63-11.2) 24-hr 3.09 3.73 4.70 5.47 6.51 7.35 8.21 9.10 I 10.3 11.3 (2.86-3.35) (3.46-4.05) (4.35-5.10) (5.04-5.92) (5.99-7.06) (6.75-7.96) (7.51-8.89) (8.30-9.84) (9.38-11.2) (10.2-12.2) 2-day 3.61 4.35 5.44 6.30 7.47 8.41 9.37 10.4 11.7 ' 12.8 (3.35-3.89) I (4.04-4.69) I (5.05-5.87) (5.83-6.79) (6.89-8.05) (7.74-9.06) (8.60-10.1) (9.47-11.2) (10.7-12.7) (11.6-13.9) 3-day 3.83 4.61 5.73 6.62 7.83 8.80 9.79 10.8 12.2 13.3 (3.57-4.11) (4.30-4.94) (5.33-6.15) (6.15-7.09) (7.25-8.40) (8.12-9.43) (9.01-10.5) (9.93-11.6) (11.2-13.1)I (12.1-14.4) 4-day 4.05 4.86 6.02 6.93 8.19 9.19 10.2 11.3 12.7 13.9 1 (3.78-4.33) (4.55-5.20) (5.62-6.43) (6.46-7.40) (7.61-8.74) 1 (8.51-9.81) (9.43-10.9) (10.4-12.1) I (11.7-13.6) (12.7-14.9) 7-day 4.67 5.57 6.81 7.79 9.15 10.2 1 11.3 1 12.5 14.0 15.3 (4.36-4.99) (5.21-5.96) (6.36-7.29) (7.27-8.33) (8.50-9.78) (9.48-10.9) (10.5-12.1) (11.5-13.3) (12.9-15.0) (14.0-16.4) 10-day 5.32 6.34 7.64 8.66 10.0 11.1 12.2 13.3 14.8 16.0 (5.02-5.66) (5.97-6.74) (7.19-8.12) (8.14-9.20) (9.40-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) (13.7-15.8) (14.8-17.1) 20-day 7.17 8.48 10.0 11.3 12.9 14.2 15.5 16.8 18.6 20.0 (6.77-7.61) (8.00-9.00) (9.46-10.6) (10.6-11.9) (12.1-13.7) (13.3-15.1) (14.5-16.5) 1 (15.7-17.9) (17.3-19.9) (18.5-21.4) 30-day 8.92 10.5 12.2 13.6 15.4 16.7 18.1 19.4 21.2 22.6 (8.43-9.45) (9.93-11.1) (11.6-13.0) (12.8-14.4) (14.5-16.3) (15.7-17.7) (16.9-19.2) (18.2-20.6) (19.8-22.6) (21.0-24.1) 45-day 11.3 13.2 15.2 16.7 18.6 20.1 21.5 22.9 24.7 26.1 (10.7-11.9) (12.5-14.0) (14.4-16.0) (15.8-17.6) (17.5-19.6) (18.9-21.2) I (20.2-22.7) (21.5-24.2) (23.1-26.2) (24.4-27.7) 60-day 13.5 15.8 18.0 19.6 21.7 - 23.3 24.8 26.3 28.2 29.7 (12.9-14.3) (15.0-16.7) (17.0-18.9) (18.6-20.6) (20.5-22.8) I (22.0-24.5) (23.4-26.1) (24.8-27.7) (26.5-29.8) (27.8-31.4) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.2510&Ion=-79.2802&data=depth&units=english&series=pds 1/4 10/16/2019 Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 �`°k+ Location name:Vass,North Carolina,USA* +` � 'c` ? 1Sit g Latitude:35.251°, Longitude: -79.2802° r win1?e '� Elevation:322.98 ft** . i 'NVEs o**4. *source:ESRI Maps k,,,,,„,*<., **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 - 5-min 5.28 6.24 7.25 7.99 8.84 9.44 10.0 10.5 11.1 11.5 (4.80-5.86) (5.66-6.92) (6.58-8.04) (7.24-8.84) (7.97-9.78) (8.50-10.4) (8.94-11.0) (9.35-11.6) (9.78-12.3) (10.1-12.7) 10-min 4.22 4.99 5.81 6.39 7.05 7.52 7.95 8.33 8.78 9.09 (3.83-4.67) (4.54-5.54) (5.27-6.44) (5.78-7.07) (6.35-7.79) (6.76-8.31) (7.10-8.77) (7.41-9.19) (7.73-9.68) (7.95-10.0) 15-min 3.52 4.18 4.90 5.39 5.96 6.35 6.70 7.00 7.36 I 7.61 (3.19-3.90) (3.80-4.64) (4.44-5.43) (4.88-5.96) (5.37-6.58) (5.71-7.01) (5.99-7.39) (6.23-7.73) (6.49-8.13) (6.66-8.40) 30-min 2.41 2.89 3.48 3.90 4.41 4.78 5.13 5.45 5.86 6.16 (2.19-2.67) (2.62-3.20) (3.16-3.86) (3.53-4.32) (3.97-4.88) (4.30-5.28) (4.59-5.66) (4.85-6.02) 1 (5.16-6.47) (5.39-6.80) 60-min 1.50 1.81 2.23 2.54 2.94 3.24 3.53 3.82 4.20 4.50 (1.36-1.67) I (1.65-2.01) (2.02-2.47) (2.30-2.81) I (2.65-3.25) I (2.91-3.58) I (3.16-3.90) I (3.40-4.22) (3.70-4.64) I (3.93-4.96) 2-hr 0.883 1.07 1.34 1.54 1.80 2.00 2.21 1 2.41 2.68 I 2.90 (0.796-0.988) (0.964-1.20) (1.20-1.49) (1.38-1.72) (1.61-2.01) (1.78-2.24) (1.95-2.46) (2.12-2.69) (2.33-2.99) (2.50-3.23) 3-hr 0.624 0.755 0.947 1.10 1.30 1.46 1.63 1.80 2.04 2.23 (0.564-0.698) (0.683-0.846) (0.856-1.06) (0.989-1.23) (1.17-1.45) (1.30-1.63) (1.44-1.81) (1.58-2.00) 1 (1.77-2.27) (1.91-2.48) 6-hr 0.373 0.451 0.566 1 0.657 0.782 0.883 0.987 1.10 1.25 1.37 (0.339-0.414) (0.410-0.500) (0.514-0.627)1(0.594-0.727)1(0.702-0.863) (0.787-0.973) (0.873-1.09) (0.960-1.20) (1.08-1.37) (1.17-1.50) 12-hr 0.219 0.265 0.334 0.390 0.467 0.531 0.597 0.667 0.767 0.848 (0.199-0.243) (0.240-0.294) (0.302-0.370) (0.351-0.431) (0.418-0.515) (0.471-0.584) (0.525-0.656) (0.581-0.733) (0.657-0.842) (0.717-0.930) 24-hr 0.129 0.156 0.196 0.228 0.271 0.306 0.342 0.379 0.430 0.470 (0.119-0.139) (0.144-0.169) (0.181-0.212) (0.210-0.247) (0.250-0.294) (0.281-0.332) (0.313-0.370) (0.346-0.410) (0.391-0.466) (0.426-0.509) 2-day 0.075 0.091 0.113 0.131 0.156 0.175 0.195 0.216 0.244 0.267 (0.070-0.081) (0.084-0.098) (0.105-0.122) (0.121-0.141) (0.144-0.168) (0.161-0.189) (0.179-0.210)1(0.197-0.233) (0.222-0.264) (0.241-0.288) 3-day 0.053 0.064 0.080 0.092 0.109 0.122 0.136 0.150 0.170 0.185 (0.050-0.057) (0.060-0.069) (0.074-0.085) (0.085-0.099) (0.101-0.117) (0.113-0.131) (0.125-0.146) (0.138-0.161) (0.155-0.183) (0.169-0.200) 4-day 0.042 0.051 0.063 0.072 0.085 I 0.096 0.106 I 0.118 0.133 0.145 (0.039-0.045) (0.047-0.054) (0.059-0.067) (0.067-0.077) (0.079-0.091) (0.089-0.102) (0.098-0.114) (0.108-0.126) (0.122-0.142) (0.132-0.155) 7-day 0.028 0.033 0.041 0.046 0.054 0.061 0.067 i 0.074 0.083 0.091 (0.026-0.030) (0.031-0.035) (0.038-0.043) (0.043-0.050) (0.051-0.058) (0.056-0.065) (0.062-0.072)1(0.068-0.079) (0.077-0.090) (0.083-0.098) 10-day 0.022 0.026 0.032 0.036 0.042 0.046 0.051 0.055 0.062 0.067 (0.021-0.024) (0.025-0.028) (0.030-0.034) (0.034-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.052-0.059) (0.057-0.066) (0.062-0.071) 20-day 0.015 0.018 0.021 0.023 0.027 0.030 0.032 0.035 0.039 0.042 (0.014-0.016) (0.017-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.031) (0.030-0.034) (0.033-0.037) (0.036-0.041) (0.039-0.045) 30-day 0.012 0.015 0.017 0.019 0.021 0.023 0.025 0.027 0.029 0.031 (0.012-0.013) (0.014-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029) (0.027-0.031) (0.029-0.033) 45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.021 0.023 0.024 (0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.022) (0.021-0.024) (0.023-0.026) 60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.020 0.021 (0.009-0.010) (0.010-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.2510&Ion=-79.2802&data=intensity&units=english&series=pds 1/4 0 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com Drainage Area Exhibits CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES \ , ',.. ".. 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Raleigh, NC 27607 www.timmons.com Additional Supporting Calculations CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Project: ,• .0 Calculated By: Winder Station Allison Stone Project Number: T I M M O N S GROUP Date: 38790 YOUR VISION ACHIEVED THROUGH OURS. 08/08/24 Weighted CN Coefficient Worksheet DA 2.3 -SCM #3 Weighted CN Value HSG Category Land Use CN; A; CN;x A; A Pervious Managed Open Space 39 0.00 Woods 30 0.00 B Pervious Managed Open Space 61 2.74 167.20 Woods 55 0.00 C Pervious Managed Open Space 74 0.00 Woods 70 _ 0.00 — D Pervious Managed Open Space 80 0.66 52.88 Woods 77 0.00 Lot Impervious (22 Lots) Roof, Driveway, Etc. 98 1.52 148.76 ROW Impervious Road, Sidewalk, Etc. 98 0.64 62.72 Offsite Impervious Road, Sidewalk, Etc. 98 0.10 9.80 5.66 441.37 CN Value 78 0 • •0 Project: E s Calculated By: Winder Station Allison Stone Project Number: T I M M O N S GROUP Date: 38790 YOUR VISION ACHIEVED THROUGH OURS. 08/08/24 Time of Concentration Worksheet (TR-55 Method) DA 2.3 -SCM #3 Sheet Flow 1 Shallow Concentrated Channel Flow Length (ft) 100 92 550 Slope (ft/ft) 0.03 0.03 0.01 Surface Cover Grass Unpaved Concrete (Unfinished) n-value 0.24 - 0.014 Flow Area (ft2) - - 6.3 Wetted Perimeter(ft) - - 3.0 Hydraulic Radius (ft) - - 2.10 Average Velocity(ft/s) - 2.79 17.45 Tt(hr) 0.19 0.01 0.01 Tc(min) 13 I a 0 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com Pond Routing & Peak Discharge Analysis CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Hydraflow Table of Contsentsass Mixed Use\Calc\Stm\SCM Design\Additional Lots\Winder Station 20240711.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Watershed Model Schematic 1 1 - Year Hydrograph Reports 2 Hydrograph No. 6, SCS Runoff, DA 2.3 - SCM #3 2 2 - Year Hydrograph Reports 3 Hydrograph No. 6, SCS Runoff, DA 2.3 - SCM #3 3 10 - Year Hydrograph Reports 4 Hydrograph No. 6, SCS Runoff, DA 2.3 - SCM #3 4 25 - Year Hydrograph Reports 5 Hydrograph No. 6, SCS Runoff, DA 2.3 - SCM #3 5 100 - Year Hydrograph Reports 6 Hydrograph No. 6, SCS Runoff, DA 2.3 - SCM #3 6 1 Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2024 1 2 4 6 7 5 8 t•� 11111 1111 3 ok `• • 13 12 Legend Hyd. Origin Description 1 SCS Runoff DA 1.1 -Pre-Dev 2 SCS Runoff DA 1.2-Pre-Dev 3 Combine Total Pre-Dev MLA 4 SCS Runoff DA 2.1 -SCM#1 • 5 SCS Runoff DA 2.2-SCM#2 14 6 SCS Runoff DA 2.3-SCM#3 7 SCS Runoff DA 2.4-Bypass#1 8 SCS Runoff DA 2.5-Bypass#2 9 Reservoir SCM#1 -Routed 10 Reservoir SCM#2-Routed 11 Reservoir SCM#3-Routed 12 Combine Post-Dev Analysis Point#1 13 Combine Post-Dev Analysis Point#2 14 Combine Total Post-Dev Project: S:\331\38790-Vass Mixed Use\Calc\Stm\SCM Design\Additional Lots\Winder StatioT 7,1017g'p1WA /2024 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Hyd. No. 6 DA2.3 - SCM #3 Hydrograph type = SCS Runoff Peak discharge = 9.617 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 25,285 cuft Drainage area = 5.660 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 3.09 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2.3 - SCM #3 Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs) 10.00 - 10.00 8.00 8.00 6.00 6.00 4.00 - 4.00 2.00 2.00 0.00 % 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Hyd. No. 6 DA2.3 - SCM #3 Hydrograph type = SCS Runoff Peak discharge = 13.60 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 35,474 cuft Drainage area = 5.660 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 3.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2.3 - SCM #3 Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs) 14.00 ( 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - — 2.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Hyd. No. 6 DA2.3 - SCM #3 Hydrograph type = SCS Runoff Peak discharge = 25.44 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 66,000 cuft Drainage area = 5.660 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 5.47 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2.3 - SCM #3 Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Hyd. No. 6 DA2.3 - SCM #3 Hydrograph type = SCS Runoff Peak discharge = 32.79 cfs Storm frequency = 25 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 85,448 cuft Drainage area = 5.660 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 6.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2.3 - SCM #3 Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Thursday,07/11 /2024 Hyd. No. 6 DA2.3 - SCM #3 Hydrograph type = SCS Runoff Peak discharge = 44.97 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 118,344 cuft Drainage area = 5.660 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 8.21 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2.3 - SCM #3 Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 . , 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 0 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com SCM Design Calculations CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Project: • Calculated By: Winder Station Allison Stone Project Number: T I M M O N S GROUP O Date: 38790 YOUR VISION ACHIEVED THROUGH OURS. 08/08/24 Wet Pond Design Worksheet I SCM #3 1) Impervious Area Drainage Area to SCM Type Acres Offsite Impervious Area 0.10 Onsite Impervious Area 2.02 Total Impervious Area 2.16 Total Drainage Area To BMP 5.66 Percent Impervious Area 38% 2) Permanent Pool and Forebay Sizing for 85% Pollutant Removal Efficiency in the Piedmont Required Surface Area of Permanent Pool Assumed Depth 3.00 ft SA/DA Ratio 1.41 Required SA 3,476 sf SA as Shown 4,339 sf SA/ DA Pond Volumes and Areas (Below Permanent Pool) Area Volume Contour Elevation Main Pond Forebay Main Pond Forebay ft sf sf cf ft 291 Bottom of Sediment Storage 292 571 - Top of Sediment Storage 293 992 - 782 0 294 1,472 229 1,232 0 295 1,995 394 1,734 312 296 2,454 584 2,225 489 297 4,339 909 3,397 747 Total volume: 9,368 1,547 Forebay volume should be 15-20% of the permanent pool volume: 16.5% OK 3)Verify the Average Depth of Pool (Day) Average Depth (Day) of Main Pool (Vegetative Shelf Not Submerged) Day = Vperm pool/Apermpool Vperm_pool 9,368 cf (Volume of permanent pool in main pond) Apermpool - sf (Area of permanent pool in main pond) Day - ft (Calculated average depth) Depth for SA/DA - ft (Round Day down to nearest 0.5 ft) Average Depth (Day) of Main Pool (Vegetative Shelf Submerged) Day = (Vperm_pool-Vshelf)/Abot_shelf Day = [Vperm_pool - (0.5 * Dover_shelf* Pperm_pool*Wsubmerged_shelf)]/Abot_shelf Vperm_pool 9,368 cf (Volume of permanent pool in main pond) Abot_shelf 2,454 sf (Area of shelf bottom in main pond) Dover_shelf 1.0 ft (Depth from perm pool to bottom of shelf) Pperm_pool 342 ft (Perimeter of permanent pool) Wsubmerged_shelf 6.0 ft (Width of submerged portion of shelf) Day 3.4 ft (Calculated average depth) Depth for SA/DA 3.0 ft (Round Day down to nearest 0.5 ft) 4j1.0 Inch Water Quality Runoff Volume Calculation (Required) Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987) Rv = 0.05 + 0.009(1) Where: Rv= Runoff Coefficient, in/in 1 = Percent Impervious 1 = 38% Rv = 0.393 1.0 inch Water Quality Runoff Volume Design Rainfall 1.0 inch Drainage Area 5.66 acres Storage Required 8,084_cf _ 25%Additonal Sed. Storage 10,105 cf(Min. volume required at bottom of spillway) 5) 1.0 Inch Water Quality Runoff Volume Calculation (Provided) Contour Incremental Accumulated Contour Elevation Area Volume Volume Stage, Z ft sf cf cf ft 297.00 5,248 0 0 0.00 298.00 6,302 5,775 5,775 1.00 298.34 6,675 2,178 7,953 1.34 299.00 7,413 _ 4,680 12,633 2.00 300.00 8,581 7,997 20,630 3.00 301.00 9,805 9,193 29,823 4.00 302.00 11,085 10,445 40,268 5.00 Provided Volume of Basin 29,823 cu ft (to bottom of spillway) 6) Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume Q1.o" = CdA(2gh)112 (Orifice Equation; Cd=0.60) Orifice Drawdown Water Quality Stage (ft) 1.34 Orifice Diameter(in convert to ft) 1.50 Head to Centroid of Orifice (ft) 1.27 Q1.0" Drawdown Rate (cfs) 0.04 Water Quality Volume (VWQ) 8,084 Drawdown Time (days) VWQ/(Q,.o“x 86,400) Drawdown Time (days) (2- 5 days) 2.4 7)Wet Pond Elevations Basin Elevations Top of Basin 302.00 ft (Min 1 ft Freeboard) Bottom of Spillway 301.00 ft (Min 1 ft Above Water Quality Stage) Top of Control Structure 300.00 ft Water Quality Stage 298.34 ft Top of Veg. Shelf 297.00 ft PPE 297.00 ft Bottom of Veg. Shelf 296.00 ft Top of Sediment Storage 292.00 ft Bottom of Sediment Storage 291.00 ft Bottom of Basin 291.00 ft Outlet Barrel Inv. 297.00 ft (At Control Structure) Outlet Barrel Inv. 296.79 ft (At FES) 0 5410 Trinity Road P 919.866.4951 TIMMONS GROUP Suite 102 F 919.859.5663 YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607 www.timmons.com Storm Drainage Calculations CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES STRM 100(10-YEAR ANALYSIS) INLET TYPE STRUCTURE A TC I C Q(INLET) Q(TOTAL) Q(CAPACITY) PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN FROM TO (AC) (MIN) (IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) i (FT) i (FT) COMB CB 101 OUT 0.33 7.0 7.31 I 0.70 1.84 19.01 28.96 217 30 RCP I 0.50 I 319.93 318.85 I 326.49 321.64 I 321.45 I 321.05 COMB CB 102 CB 101 0.33 7.0 7.32 0.70 1.84 17.35 29.14 8 _ 30 RCP 0.50 320.07 320.03 326.49 326.49 321.48 322.31 COMB CB 104 CB 102 0.48 6.6 7.44 0.70 2.68 12.69 15.99 94 24 RCP 0.50 321.14 320.67 327.28 326.49 322.49 322.02 COMB CB 105 CB 104 0.43 6.4 7.51 0.70 2.40 10.28 16.06 42 24 RCP 0.50 321.35 321.14 327.65 327.28 323.11 323.05 DP-GRATE DI 106 CB 105 0.93 5.5 7.80 0.35 2.60 8.33 15.96 137 24 RCP 0.50 322.13 321.45 326.97 327.65 323.16 323.32 DP-GRATE DI 107 DI 106 2.12 5.0 7.99 0.35 5.93 5.93 7.40 103 18 RCP 0.50 323.14 322.63 326.35 326.97 324.15 323.65 COMB CB 103 CB 102 0.62 5.0 7.99 0.70 3.47 3.47 4.57 30 15 RCP 0.50 322.49 322.34 326.49 326.49 323.30 323.15 STRM 200(10-YEAR ANALYSIS) INLET TYPE STRUCTURE A TC I C Q(INLET) Q(TOTAL) Q(CAPACITY) PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN FROM TO (AC) (MIN) (IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT) COMB CB 201 OUT 0.57 8.2 6.97 0.70 3.19 20.92 37.77 237 24 RCP 2.79 303.62 297.00 308.66 299.25 305.26 300.30 COMB CB 202 CB 201 0.57 8.2 6.97 0.70 3.19 13.77 17.06 7 24 RCP 0.57 303.66 303.62 308.66 308.66 305.27 _ 305.26 COMB CB 205 CB 202 0.54 7.7 7.11 0.70 3.02 11.19 15.99 100 24 RCP 0.50 304.26 303.76 309.77 308.66 305.65 305.47 COMB CB 207 CB 205 0.18 6.5 7.47 0.70 1.01 6.28 15.16 261 _ 18 RCP 2.09 310.20 304.76 314.70 309.77 311.17 306.19 COMB CB 209 CB 207 0.19 5.3 7.89 0.70 1.06 3.37 9.54 204 15 RCP 2.18 315.00 310.55 322.78 314.70 315.74 311.17 COMB CB 210 CB 209 0.42 _ 5.0 7.99 0.70 2.35 2.35 4.57 30 15 RCP 0.50 318.78 318.63 322.78 _ 322.78 319.41 _ 319.27 COMB CB 208 CB 207 0.41 5.0 7.99 0.70 2.29 2.29 4.57 30 15 RCP 0.50 310.70 310.55 314.70 314.70 311.33 311.18 COMB CB 206 CB 205 0.51 5.0 7.99 0.70 2.85 2.85 4.57 30 _ 15 RCP 0.50 305.76 305.61 309.76 309.77 306.47 306.33 COMB CB 203 CB 201 0.45 5.1 7.96 0.70 2.52 5.02 4.57 30 15 RCP 0.50 304.52 304.37 308.65 308.66 305.77 305.62 COMB CB 204 CB 203 0.45 5.0 7.99 0.70 2.52 2.52 4.88 7 15 RCP 0.57 304.66 304.62 308.66 308.65 306.17 306.16 STRM 250(10-YEAR ANALYSIS) INLET TYPE STRUCTURE A TC I C Q(INLET) Q(TOTAL) Q(CAPACITY) PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN FROM TO (AC) (MIN) (IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT) MH JB 251 OUT 0.00 I 9.7 6.58 I 0.00 0.00 19.68 29.04 118 30 RCP 0.50 _ 300.09 299.50 308.16 302.29 301.60 301.00 MH JB 252 JB 251 0.00 9.3 6.68 0.00 0.00 20.00 61.36 108 30 RCP 2.87 303.28 300.19 309.19 308.16 304.08 301.79 MH JB 253 JB 252 0.00 8.9 6.77 0.00 0.00 20.27 29.00 88 30 RCP 0.50 - 303.82 303.38 309.70 309.19 305.36 304.92 DP-GRATE DI 254 JB 253 3.02 8.5 6.90 0.35 8.44 20.63 29.00 120 30 RCP 0.50 304.52 303.92 307.85 309.70 306.09 305.87 DP-GRATE DI 255 _DI 254 3.33 8.0 7.03 I 0.35 9.31 13.60 15.99 129 24 RCP 0.50 305.67 305.02 309.77 307.85 - 307.37 307.00 DP-GRATE DI 256 DI 255 1.24 6.9 7.33 0.35 3.47 5.65 15.21 204 18 RCP 1.76 309.76 306.17 314.01 309.77 310.68 307.59 DP-GRATE DI 257 DI 256 0.96 5.0 7.99 0.35 2.68 2.68 12.80 255 15 RCP 3.93 320.03 310.01 324.03 314.01 320.69 310.68 STRM 300(10-YEAR ANALYSIS) INLET TYPE STRUCTURE A TC I C Q(INLET) Q(TOTAL) Q(CAPACITY) PIPE LENGTH I PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN FROM TO (AC) (MIN) (IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) I (FT) I (FT) DP-GRATE DI 301 OUT 0.07 10.7 6.36 0.70 0.39 22.40 47.44 36 36 RCP 0.51 297.68 297.50 307.36 300.83 299.20 300.32 • COMB CB 302 DI 301 0.56 10.1 6.49 0.70 3.13 22.54 47.35 117 36 RCP 0.50 298.37 297.78 307.57 307.36 299.90 299.24 COMB CB 305 CB 302_ 0.24 7.9 7.06 0.70_ 1.34 15.08 20.26 164 24 RCP _ 0.80 300.69 299.37 _ 309.89 307.57 302.09 300.66 COMB CB 307 CB 305 0.38 7.5 7.17 0.70 2.12 10.19 13.76 133 18 RCP 1.72 307.63 305.35 312.18 309.89 308.86 306.31 COMB CB 309 CB 307 0.22 6.6 7.44 0.70 1.23 4.38 8.09 195 15 RCP 1.57 310.94 307.88 315.85 312.18 311.79 308.86 COMB CB 310 CB 309 0.27 6.4 7.50 0.70 1.51 3.25 6.46 30 15 RCP 1.00 311.34 311.04 315.85 315.85 312.07 311.79 DP-GRATE DI 311 _CB 310 0.35 5.0 7.99 0.70 1.96 1.96 4.55 135 15 RCP 0.50 312.11 311.44 316.00 315.85 312.67 312.07 COMB CB 308 CB 307 0.81 5.0 7.99 0.70 4.53 4.53 6.46 30 15 RCP 1.00 308.18 307.88 312.18 312.18 309.04 308.86 COMB CB 306 CB 305 0.78 5.0 7.99 _ 0.70 4.36 4.36 6.46 30 15 RCP 1.00 305.90 305.60 309.90 _ 309.89 306.75 306.35 COMB CB 303 CB 302 0.53 5.0 7.97 0.70 2.96 5.91 6.46 30 15 RCP 1.00 300.42 300.12 307.57 307.57 301.40 301.06 COMB CB 304 CB 303 0.53 5.0 7.99 0.70 2.96 2.96 4.23 7 15 RCP 0.43 303.58 303.55 307.58 307.57 304.35 304.32 COMB CB 312 CB 302 0.12 7.2 7.25 0.70 0.67 1.47 4.55 223 15 RCP 0.50 302.01 300.90 307.24 307.57 302.50 301.39 COMB CB 313 CB 312 0.03 5.8 7.71 0.70 0.17 0.92 4.58 65 15 RCP 0.50 302.44 302.11 306.59 307.24 302.82 302.58 COMB CB 314 CB 313 0.14 5.0 7.99 0.70 0.78 0.78 4.57 30 15 RCP 0.50 302.59 302.44 306.59 306.59 302.94 302.82 STRM 400(10-YEAR ANALYSIS) INLET TYPE STRUCTURE A TC I C Q(INLET) Q(TOTAL) Q(CAPACITY) PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN FROM TO (AC) (MIN) (IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT) MH JB 401 OUT 0.00 8.2 6.98 0.00 0.00 41.14 47.16 201 36 RCP 0.50 297.80 296.80 308.28 300.32 299.97 298.97 MH JB 402 JB 401 0.00 8.0 7.01 0.00 0.00 41.37 111.75 49 36 RCP 2.81 301.17 299.80 306.70 308.28 303.26 301.06 NONE FES 403 JB 402 16.85 8.0 7.02 0.35 41.42 41.42 95.83 11 36 RCP 2.06 301.50 301.27 305.02 306.70 303.59 303.26 STRM 100(GUTTER SPREAD) INLET DRAINAGE Q LONG GUTTER STRUCTURE TYPE AREA TC I C (INLET) SLOPE SPREAD (AC) (MIN) (IN/HR) (CFS) (FT/FT) (FT) CB 101 COMB 0.33 5.0 4.00 0.70 0.92 SAG 2.00 CB 102 COMB 0.33 5.0 4.00 0.70 0.92 SAG 2.00 CB 104 _ COMB 0.48 5.0 4.00 _ 0.70 1.34 0.02 6.78 CB 105 COMB 0.43 5.0 4.00 0.70 1.20 0.02 6.46 D1106 DP-GRATE_ 0.93 5.0 4.00 0.35 1.30 _ N/A N/A D1107 DP-GRATE 2.12 5.0 4.00 0.35 2.97 N/A N/A CB 103 COMB 0.62 5.0 4.00 0.70 1.74 SAG 5.22 STRM 200(GUTTER SPREAD) INLET DRAINAGE Q LONG GUTTER STRUCTURE TYPE AREA TC I C (INLET) SLOPE SPREAD (AC) (MIN) (IN/HR) (CFS) (FT/FT) (FT) CB 201 COMB 0.57 5.0 4.00 0.70 1.60 SAG 4.71 CB 202 COMB 0.57 5.0 4.00 0.70 1.60 SAG 4.71 CB 205 COMB 0.54 5.0 4.00 _ 0.70 1.51 0.02 6.70 CB 207 COMB 0.18 5.0 4.00 0.70 0.50 0.03 3.58 CB 209 COMB 0.19 I 5.0 4.00 0.70 0.53 0.04 3.40 CB 210 COMB 0.42 5.0 4.00 0.70 1.18 0.04 5.12 CB 208 COMB 0.41 5.0 4.00 _ 0.70 1.15 0.03 5.41 CB 206 COMB 0.51 5.0 4.00 0.70 1.43 0.02 6.54 CB 203 COMB 0.45 5.0 4.00 _ 0.70 1.26 _ SAG 3.40 CB 204 COMB 0.45 5.0 4.00 0.70 1.26 SAG 3.40 STRM 300(GUTTER SPREAD) INLET DRAINAGE Q LONG GUTTER STRUCTURE TYPE AREA TC I C (INLET) SLOPE SPREAD (AC) (MIN) (IN/HR) (CFS) (FT/FT) (FT) DI 301 DP-GRATE 0.07 5.0 4.00 0.70 0.20 N/A N/A CB 302 _ COMB 0.56 5.0 4.00 _ 0.70 1.57 SAG 7.32 CB 305 COMB 0.24 5.0 4.00 0.70 0.67 0.02 4.96 CB 307 COMB 0.38 5.0 _ 4.00 - 0.70 1.06 _ 0.02 6.12 CB 309 COMB 0.22 5.0 4.00 0.70 0.62 0.02 4.75 CB 310 COMB 0.27 5.0 _ 4.00 - 0.70 _ 0.76 _ 0.02 5.24 D1311 DP-GRATE 0.35 5.0 4.00 0.70 0.98 N/A N/A CB 308 COMB 0.81 5.0 4.00 0.70 2.27 0.02 8.45 CB 306 COMB 0.78 5.0 4.00 0.70 2.18 0.02 8.32 CB 303 COMB 0.53 5.0 _ 4.00 - 0.70 _ 1.48 _ SAG 6.74 CB 304 COMB 0.53 5.0 4.00 0.70 1.48 SAG 6.74 CB 312 COMB 0.12 5.0 4.00 0.70 0.34 _ 0.01 3.87 CB 313 COMB 0.03 5.0 4.00 0.70 0.08 0.01 1.75 CB 314 COMB 0.14 5.0 4.00 0.70 0.39 0.01 4.20