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Home My WebLink AboutSECU_Design Narrative and Calculations_041714 (2)DESIGN NARRATIVE AND SUPPORTING CALCULATIONS State Employees Credit Union Cary Office 2727 Walnut Street Cary, Wake County, North Carolina Prepared for: O'Brien Atkins Associates, PA PO Box 12037 Research Triangle Park, NC 27709 Prepared by: PABST& HILBURN1 Pal ENGINEERING & CONSULTING 911 Paverstone Drive, Suite E Raleigh, NC 27615 O: 919.848.4399 F: 919.848.4395' I VI CAI'?O1 0*60*00000 • 006 **006 1 SEAL • • Revised Date: April 10, 2014 's+ 03;573 Date: February 12, 2014 j P &H Project No.: 217 -12 �' - 0. of 12027 '�• Pxes . 0 SECU Project No.: 2 o, TABLE OF CONTENTS Design Narrative USGS Map Wake County Soil Survey FIRM Map NOAA Precipitation Frequency and Intensity SHWT Evaluation Report (By S &EC) STORM DRAINAGE DESIGN Storm Drainage Plan View Storm Drainage Design (10 -Yr.) Hydraulic Grade Line Computations (10 -Yr.) STORMWA TER MANAGEMENT DESIGN Water Quality Calculations Pre - Development Tc Calculation Total On -Site (4.47 Ac.) Pre - Development Hydrographs (1, 2, 5, 10 -yr) To Wet Detention Pond (2.87 Ac) Post - Development Hydrographs (1, 2, 5, 10 -yr) Remaining On -Site Area (1.6 Ac) Post - Development Hydrographs (1, 2, 5, 10 -yr) Wet Detention Pond Design Pond Routing (1, 2, 5,10,100 -yr) Wet Detention Pond Including Off -Site Runoff (3.82 Ac) Post - Development Hydrographs (1, 2, 5,10 -yr) Pond Routing (1, 2, 5,10,100 -yr) Hydrograph Summary Reports (1, 2, 5,10,100 -yr Pie 1 -3 4 5 6 7 -8 9 -11 12 13 -14 15 -28 29 -36 37 38 -41 42 -45 46 -49 50 51 -55 56 -58 59 -64 65 -69 Buoyancy Calculations 70 Average Depth Calculation 71 EROSION CONTROL DESIGN Skimmer Basin Calculations 72 -73 Rip Rap Outlet Protection Design 74 -75 STORMWA TER AL4NAGEMENT DESIGN Total Nitrogen Reduction Calculations 76 -77 MAPS Pre - Development Drainage Map MAP -1 Post - Development Drainage Area Map for BMP Device MAP -2 Storm Drainage Area and Nitrogen Loading Map MAP -3 DESIGN NARRATIVE 1, GENERAL State Employees Credit Union Cary Office, wishes to construct a one story 6,400 SF bank building on an existing 4.47 -acre parcel located at 2727 Walnut Street in Cary, NC. The subject property's Wake County GIS parcel identification number (PIN) is 0772771515. 2. EXISTING SITE Generally, the proposed development is located near the intersection of Macedonia Rd. and Walnut Street in Cary, NC. Specifically, the subject site, which is zoned MXD - Mixed Use District and is currently undeveloped, and is bound by Walnut Street to the West and Macedonia Rd. to the North and East. To the North is an undeveloped MXD use property. To the South and West of the parcel, properties are zoned R40 Residential. The property drains generally from Macedonia Rd. to the southwest corner of the parcel. The total project site is located in the Swift Creek -New Urban water - supply watershed. 3. PROPOSED IMPROVEMENTS Proposed development on the parcel will involve the construction of a 6,400 sf State Employees' Credit Union with associated sidewalks and parking areas. Infrastructure improvements will include the construction of sanitary sewer, water and stormwater conveyance. The project will disturb approximately 4.25- acres. Total on -site impervious surface after development will be approximately 1.67- acres. The site will be graded to catch all stormwater runoff on site and convey it to a wet detention pond located south of the site. Runoff from the wet detention pond will discharge into a regarded swale that will direct the runoff to an existing 72" culvert. The off -site runoff from the north (Midland Tryon, LLC property) will be collected in an inlet (CB -15) located northwest of the subject development and directed to the proposed wet detention pond. The majority of the off- site runoff from property to the east of the wet detention pond will be diverted by a proposed berm. Based on the Wake County Soil Survey (Sheet #67), the soils on this site are AgB and AgC. Water Quality A wet detention pond facility will be constructed to collect and treat the first 1" of runoff discharging from the proposed development, help reduce nitrogen loading, and provide 85% TSS removal for the loading from development. As shown on the Town of Cary Nitrogen Form, the nitrogen loading after development will be 8.54 lbs /ac /yr without the 25% reduction of the wet detention pond. Since the post- development loading will be below10 lbs /ac /yr the owner is allowed to buydown to the 3.6 lbs /ac /year. Water Quantity The 1 -, 2 -, 5 -, and 10 -year storm pre- and post- developed peak runoff rates were calculated for the analysis point shown on the pre- and post- development drainage area maps enclosed in this report. The pre- and post - developed peak runoff rates are summarized on the Summary Table below. Summary of Results See Enclosed Drainage Area Maps VI \ -JI 1 V r I %I. I Vv ■ vi. rev■ ■_.. Pre - Development Discharge (ds) . . .. ____ Post - Development BMP On -Site Area (cfs) Post - Development Remaining On -Site Area (cfs) After Routing BMP On -Site Area (cfs) On -Site Discharge After Routing 1 -Year 3.02 8.50 2.61 0.017 2.63 2 -Year 3.55 9.93 3.05 0.019 3.07 5 -Year 4.16 11.42 3.51 0.020 3.53 10-Ye a r 4.67 12.69 3.90 0.022 3.92 4. CALCULATION METHODOLOGY • Runoff rates were calculated using the Rational Method. Hydraflow Storm Sewer Extension AutoCAD Civil 3D 2007 and Hydraflow Express Extension AutoCAD Civil 3D 2013 were utilized for this design. • The time of concentration was assumed to be 5 minutes for proposed conditions. This assumption is accurate considering the relatively small drainage areas and percent of impervious surface proposed. • Precipitation Frequency and Intensity values were taken from the NOAA's Point Precipitation Estimates specifically for this site. • Topographic, location, and boundary survey information was provided by Angle Right Land Surveying. • Calculations are provided within this report. 2 5. EROSION CONTROL AND MAINTENANCE CONSIDERATIONS Temporary silt fence will be placed along the lowest sides of the limits of disturbance to cleanse stormwater runoff before leaving the site. Temporary diversion ditches will be installed to direct stormwater runoff from the site to skimmer sediment basin. Inlet protection will be placed around all new drainage structures that may be affected by the proposed construction. Calculations for the design of the skimmer sediment basins are attached. All erosion control measures are documented on the enclosed erosion control plan. Contractors shall be responsible for periodic inspection and maintenance of all indicated erosion control devices. In addition, inspection and any necessary maintenance will be required immediately following any significant storm event. Any measure that fails to function as intended shall be repaired immediately. Upon completion of construction, the property owner shall be responsible for site maintenance. 3 win .............. win v\ 4 ... .zr. . IMMUNE 115 ONE r C ! 0:: ME owl" SAW our NMI. i i so MEMO:: !/ f L S: / i:A II Y : R 6� l /rf � ii':j:�' •' i1 :: � iii: }i �. t } v �3 r F zip Precipitation Frequency Data Server Page 1 of 4 s NOAA Atlas 14, Volume 2, Version 3 y" Location name: Cary, North Carolina, US* Coordinates: 35.7494, - 78.7403 • , : Elevation: 475 ft* * source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF gLaphical I Maw & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)' Duration Average recurrence interval (years) --------------- 1 2 5 10 IF 25 50 100 200 IF 500 1000 0.405 0.473 0.544 0.604 0.667 0.712 0.753 0.788 0.827 0.858 5 -min 11(0.371-0.442)1 (0.434-0.517)11(0.500-0.594)1 (0.553-0.658)11(0.608-.0.726)11(0.647-0.775)! (0.680-0.820)11(0.708-0.859)11(0.736-0.902)1 (0.758- 0.937) 10 -min 0.646 0.756 0.872 0.966 1.06 1.13 1.20 1.25 1.31 1.35 (0.593 - 0.705) (0.694 - 0.827} (0.800 - 0.951) (0.885 -1.05) (0.969 -1.16) (1.03 -1.24) (1.08 -1.30) (1.12 -1.36) (1.17 -1.43) (1.19 -1.48) 15 -min 0.808 0.951 1.10 1.22 1.35 1.44 1.51 1.58 1.65 1.70 (0.741 - 0.882) (0.872 -1.04) (1.01 -1.20) (1.12 -1.33) (1.23 -1.47) (1.30 -1.56) (1.37 -1.65) (1.42 -1.72) (1.47 -1.80) (1.50 -1.85) 30 -min 1.11 1.31 1.57 1.77 2.00 2.16 2.32 2.45 2.62 2.75 (1.02 -1.21) (1.20 -1.44) (1.44 -1.71) 1 (1.62 -1.93) (1.82 -2.17) (1.96- 2.36) (2.09 -2.52) (2.20 -2.68) (2.33 -2.86) (2.43 -3.00) 60 -min 1.38 1.65 2.01 2.31 2.66 2.93 3.19 3.44 3.76 4.01 (1.27 -1.51) (1.51 -1.80) (1.84 -2.19) (2.11 -2.51) (2.42 -2.89) (2.66 -3.19) (2.88 -3.47) (3.09 -3.75) (3.35 -4.10) (3.54 -4.38) 2 -hr 1.61 1.93 2.38 2.75 3.21 3.59 3.95 4.31 4.78 5.16 (1.47 -1.77) (1.76 -2.12) (2.16 -2.61) (2.49 -3.02) (2.89 -3.52) (3.22 -3.93) (3.52 -4.32) (3.82 -4.71) (4.20 -5.22) (4.49 -5.65) 3 -hr 1.71 2.05 2.53 2.95 3.48 3.92 4.37 4.82 5.43 5.94 (1.56 -1.88) (1.87 -2.25) (2.31 -2.78) (2.68 -3.24) (3.14 -3.81) (3.52 -4.30) (3.89 -4.78) (4.26 -5.26) (4.74 -5.93) (5.14 -6.50) 6 -hr 2.05 2.46 3.04 3.55 4.21 4.76 5.32 5.89 6.68 7.34 (1.89 -2.25) (2.26 -2.70) (2.79 -3.33) (3.24 -3.88) (3.82 -4.59) (4.29 -5.19) (4.75 -5.78) (5.21 -6.41) (5.83 -7.25) (6.33 -7.98) 12 -hr 2.42 2.90 3.61 4.23 5.05 5.75 6.47 7.22 8.26 9.16 (2.22 -2165) (2.66 -3.18) (3.30 -3.94) (3.85 -4.62) 1(4.57-5.50) (5.17 -6.24) (5.75 -7.01) (6.35 -7.82) (7.14 -8.94) (7.80 -9.91) 24 -hr 2.88 3.47 4.36 5.06 6.01 6.76 7.54 8.33 9.42 10.3 (2.68 -3.10) (3.24 -3.74) (4.06 -4.69) (4.70 -5.44) (5.56 -6.47) (6.25 -7.27) (6.94 -8.11) (7.65- 8.97) (8.62 -10.2) (9.36 -11.1) 2 -day 3.33 4.01 4.99 5.77 6.81 7.64 8.48 9.35 10.5 11.5 (3.09 -3.58) (3.73 -4.31) (4.64 -5.37) (5.35 -6.20) (6.31 -7.32) (7.05 -8.21) (7.81-9.13) (8.59 -10.1) (9.64 -11.4) (10.4 -12.4) 3 -day. 3.52 4.23 5.25 6.05 7.14 8.00 8.88 9.78 11.0 12.0 (3.29.3.78) (3.95 4.54) (4.89-5.63) (5.63 -6.48) (6.62 -7.65) (7.40 -8.57) (8.18 -9.52) (8.99 -10.5) (10.1 -11.8) (10.9 -12.9) 3.72 4.46 5.51 6.33 7.46 8.35 9.27 10 2 11.5 12.5 4 -day (3.48 - 3:98) (4.17 -4.78) (5.14- 5.89) (5.90 -6.77) (6.92 -7.98) (7.74 -8.93) (8.56- 9.92) (9.39-10-9) (10.5 -12.3) (11.4 =13.4) .7-day 5.15 6.27 7.16 8.38 9.36 10.3 11.4 12.8. 13.9 y (4.04 -4.60) (4.82 -5.49) (5.87 -6.69) (6.70 -7.63) (7.82- 8.93) {8.70 -9.97) (9.59 -11.0) (10.5 -12.1) (11.7 -13.6) 1(12.7-14 :8) 10 -day 4.92 5.85 7.04 7.97 9.22 10.2 11.2 12.2 13.6 14.6 (4.62 -5.25) (5.49-6.24) (6.60-7.50) (7.46-8.48) (8.61 -9.82) (9.51 -10.9) (10.4 -11.9) (11.3 -13.0) (12.5 -14.5) (13.5- 15.6) 6.59 7.78 9. 20 10.3 11.8 13.0 14.2 15.4 171 18.3 20 -da y (6.19 -7.02) 1 (7.32 -8.29) (8.64 -9.79) (9.68 -11.0) (11.1 -12.6) (12.1 -13.9) (13.2 -15.1) (14.3 =16.4) (15.8 -18.2) (16.9 -19.6) 30 -day 8.18 9.63 11.2 12.4 14.0 15.3 16.5 17.7 19.3 20.6 (7.71-8.69) (9.07-10.2) (10.5-11.9) (11.7 -13.2) (13.2 -14.9) (14.3 -16.2) (15.4 -17.5) (16.5- 18.9) (18.0 -20.6) (19.1-22.0) 10.4 12.2 14.0 15.4 17.1 18.5 19.8 21.1 22.8 24.0 45 -da - y (9.91 -11.0) (11.6 -12.9) (13.3 -14.8) (14.6 -16.2) (16.2 -18.1) (17.5 -19.5) (18.6 -20.9) (19.8 -22.3) (21.3- 24.1) (22:5 -25.5) 60 -da 12.5 14.6 16.5 18.0 19.9 21.3 22.7. 24.1 25.8 27.1 y (11.9 -13.2) (13.9 -15.4) (15.7 -17.4) (17.1 -19.0) (18.9 -21.0) (20.2 -22.5) (21.4 -24.0) (22.7 -25.4) 1(24.2-27.3) (25:4 -28.7) ' 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 To PF graphical http: //hdsc.nws.noaa.gov /hdsc /pfds /pfds_printpage.html ?lat = 35.7494 &lon =- 78.7403 &data= depth... 1/22/2014 1/6/14 Precipitation Frequency Data Server x NOAA Atlas 14, Volume 2, Version 3,...b a Location name: Cary, North Carolina, US* Coordinates: 35.7494, - 78.7403 ' Elevation: 475 ft* * source: Google Maps�;:� POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yelda, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I P'F ; raghical I Mags & aerials PF tabular fS D-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)1 3 Average recurrence interval (years) i D u ra t i o n= M n._» 2 lo N: :. _50 f [---i 0_0 _500 = :. .v .ry 4.86 5.68 6.53 7.25 8.00 8.54 i 9.04 N9.46 9.92 i W10.3 5 -min (4.45 -5.30) (5.21 -6.20) (6.00 -7.13) (6.64 -7.90) (7.30 -8.71) (7.76 -9.30 0 -1 8.16 -9.84 8.50.3 8.83 -10.8 9.10 -11.2 r, 3.88 4.54 5.8 85 811 v} S 23 0 6 37 6 80 t 10 -min � 7 49� �7. G (3.56 -4.23) (4.16 -4.96) (4.80 -5.71) (5.31 -6.32) 1 (5.81 -6.95) (6.18 - 7.41)µi (6.48 -7.82) (6.73 -8.17) (6.99 -8.56) (7.16 -8.86) .� x'3.23.N H.�..��:.. w.,..,..z .�x.:,...��. N... �.� ..�.:..uN �.,...:.� �i 15 -min 3.80 4.41 4.89 1 5.39 5.74 6.05 6.30 6.58 # 6.78 (2.96 -3.53) (3.49 -4.16) (4.05 -4.81) (4.48 -5.33) (4.91 -5.87) (5.22 - 6.26) (5.46 -6.59) (5.6_6_- _6.87) (5.86 -7.18) k (5.99 -7.41) m2.22 2.63wt 3.13 3.54 i 3.99 4.33 4.63 4.91 5.24r s 5.49 30-m in f (2.03-2.42) (2.41-2.87 ) (2.88_3 42) x (3.24 -3 86) (3.64 -4.35) (3.93 -4.71) (4.18 -5.04) 1 (4.41 - 5.35) (4.67 -5.71) ' (4.85 -6.00) M s # ----------- - ---------- --- ---------- F 1.38 1.65 2.01 2.31 1 2.66 2.93 i 3.19 1 3.44 3.76 4.01f 60 -m i n (1.27 -1.51 ) (1.51 1.80) t (1.84 -2.19) (2.11 -2.51) (2.42- 2.89)N (2.66 -3.19) (2.88 -3.47) (3.09 -3.75) (3.35 -4.10) s (3.54 -4.38) ------------------------------- -- ------------------- - 0.806 0.964 1.19 � 1.38 1.60 1.79 1.97 .�2.16� 2.39.. 2.58 } 2 -hr (0.734 - 0.886); (0.881 -1.06) (1.08 -1.30) 1.25 -1.51 { 1.45 -1.76 1.61 -1.96 1.76 -2.16 1.91 -2.36 2.10 -2.61 2.25 -2.82 f } �� .. 31 £ 1.45 1.60 �1.81� µ� � 1.98 3-h �£ 3 -h r 0.568 0.681 0.843 0.982 1.16 1. { (0.519-0.624); (0.623-0.750)1. (0.768 - 0.926)1 (0.893-1.08) (1 05 1.27) (1.17 -1.43) i (1.29 -1.59) (1.42 -1.75) (1.58-1.98) (1.71 -2.16) .: .x.:k.:� x ..:...A... x€..:. F 0.343 0.411 0.508 0.593 0.703 0.795 0.888 0.984 1N.11 1.232 6 -hr 3 1(0.315-0.375)* (0.465 - 0.556) (0.541 - 0.648)} (0.637 - 0.766)1 (0.717 - 0.866) (0.793- 0.966)x (0.870- 1.07) (0.974 -1.21) (1.06 - 12 -h r 0.201 0.241 0.299 0.351 0.419 0.477 0.537 0.600 1 0.686 0.760 (0.185-0.220) (0 221 - 0.264); (0.274 - 0.327) (0.320-0.384) (0.379 - 0.456) (0.429 - 0.518) (0.477 - 0.582); (0.527 - 0.649)# (0.593 - 0.742)1 (0. - 3)1 .x.....,..., .. 4 ... . .. , ........x <,...x .. <,.........,.�„�x..x.�.xxx ..�.,�....,.x.xxxx�x xxx....xxx< 647 0 82 .I s 0.120 0.145 0.182 0.211 0.250 0.282 0.314 - ' 0.347 0.393 3 ^ 0.428 24 -hr (0.112 -_ 0.129); (0.135 - 0.156){ (0.169- 0.196) (0.196-0.227)1(0.232- (0.260 - 0.303) (0.289 - 0_.338) (0.319-0.374). (0.359-0.423) 0.390 -0.462 0.069 0.083 0.104 0.120 0.142 0.159 0.177 0.195 0.219 0.239 2 -day f i f x (0.064- 0.074)± (0.078 -O.Ow9 (0.097-0.112) (0.112- 0.129) (0.131 - 0.152) (0.147 -0.17 (0.163-.0.190)1(0.179-0.210),! (0.201-0.237)1(0.218-0.258) 3 -day 0.049 0.059 0.073 0.084 0.099 0.111 0.123 0.136 0.153 0.166 (0046 0 053) (0 055 0.063)€ (0.068- 0.078) (0 078 - 0.090); (0 092 0.1.06) (0.103 0.119)F (0.114 - 0.132)` (0.125- 0.146): (0.140 -0.164 } 0.152- 17 € x..x. , .. x.... w w. w...... -.. x )£ ( 0 9 }. 4 -day 0.039 0.046 0.057 0.066 0.078 0.087 0.097 0.106 0.120 0.130 f ` (0.036- 0.042): (0.0_43- 0.050): (0.054_- 0.061) (0.0.61 - 0.071)1 (0.072 - 0.083 (0.081 - 0.093) (0.08_9- 0.103) (0.098 - 0.114)1 (0.110 - 0.128)$ (0.119 - 0.140), . _ f 0.026 0.031 0.037 mm0.043 0.050 0.056 0.062 --- 0.068 W0.076 0 082 7 -day „ (0.024- 0.0_ 2 ). ( 0m .029 -0._ 03 )f 45 ). ( 0.047 ( 0.035 -0.040 ) (0.040 -0.0 - 0.053 ) ( 0.052- 0.05 (0.057 -0.066 , ( 0.062 -0.072 )} ( 0.070 -0.081 ) ( 0.075 -0.0 88 ) 0.020 0.024 0.029 0.033 0.038 0.043 0.047 0.051 0.057 0.061 10 -da y { i t (0.019-0.022)i (C).023-0.026)1 (0.028 - 0.031) (0.031 - 0.035){ (0.036 - 0.041) (0.040 - 0.045) (0.043 - 0.050); (0.047 - 0.054); (0.052 - 0.060) (0.056 - 0.065) xz < y ....:... .xun xx .. <.... :..xuxxv.w.x..m.• . roe:,. waxcex. : <.�.x...w............a...x.:.n .r.xu.va.na.x+..v..v. x.a......ro: .x...xax.tc.......<+v'.o. ...x..;..u.v <c . r 0.014 0.016 0.019 0.021 0.0250.027 0.030 -0.032 0.036 0.038 20 -day i V l (0.013-0.015), (0.015-0.017)., (0.018 - 0.020 (0.02_0 - 0.023)' (0.023 - 0.026) (0.02_5- 0.029) (0.028 - 0.0_32)1 (0.030 - 0.034); (0.033 - 0.038)(( (0.035- 0.041)( ----------- ------- ------------------------- - xw. :.wxwur .wv.i{ .unrM 0.011 0.013 0.016 x 0.017 0.019 0.021 0.023 0.025 -0.027 N 0.029 30 -day i f (0.011 0.012)" (0.013 0.014); (0.015- 0.017) (0.016 - 0.018)' (0.018 - 0.021) (0.020 - 0.022) (0.021- 0.024) (0.023 - 0.026) (0.025- 0.029) (0.026- 0.031) -- .:N ,,x K x :. 4. �.x�� , t kK ::..... x,n,� . �x :s.:.. x. x a � x n, .v.. ,.. ... ----- - vx x,�v:.,.::m, m kv: Y:.Y.,..:r . v . , 45 -da 0010 0.011 0013 0.014 1 0.016 0017 0.018 0020 0.021 s y i _ 0.022 i (0.009 - 0.010); (0.011- 0.012); (0.012 - 0.014) (0.013 - 0.015)[ (0.015 - 0.017) (0.016 - 0.018) € (0.017 - 0.019); (0.018- 0.021)# (0.0_20 - 0.022) (0.021- 0.024)1 N� 0.009 0.010 0.011 0.013 0.014 0.015 w0.016 m0.017 w 0.018 A0.019 60 _ day (0 008 - 0.009) (0 010 0.011)f (0.011- 0.012) (0.012 -0 013)° (0.013-0.015) (0.014 - 0.016) (0.015 - 0.017)1 (0.016-0.0 8) (0.017-0.01 9) (0.018 - 0.020)1 016001 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) w ill 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 (PIMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. ............ ............................... ................... . . . . .. ----------------------------- - - - - -- Back to Too PF graphical hdsc.nvvs.noaa.g ov /hdsc/ pfds /pfds _pri ntpag e.htrd ?l at =35. 7494& Ion =- 78.7403 &data = i ntensitAunits =eng l ish &series= pds 1/4 Environmental Consultants, PA Road * Raleigh, North Carolina 27614 # Phone: (919) 846-5900 a, Fax: (919) 846-9467 www.SandEC.com April 8, 2014 Job # 12300.51 SECU c/o O'Brien/Atkins Assoc. PA Attn: David Kaiser PO Box 12037 Research Triangle Park, NC 27709 Re,: Detailed storm water soils evaluation for the proposed Cary Crossroads SECU, 2727 Walnut Street, Cary, NC. Dear Mr. Kaiser: Sold & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation within the targeted area of the potential storm water BMP on the site mentioned above. As indicated on the attached map, soil morphological profile descriptions were performed at the specified locations to determine depths to seasonal high water table (SHWT). The following is a brief report of the methods utilized in this evaluation and the results obtained. Soil/SiMe-, Evaluallon Methodologv The site evaluation was performed by advancing hand auger borings to sufficient depths to estimate seasonal high water table. S&EC navigated to the storm water device locations with a GPS receiver to describe soil morphological conditions at the boring locations using standard techniques outlined in the "Field Book for Describing and Sampling Soils" published by the Natural Resources Conservation Service (MRCS, 2002). Soil/Site Conditions This site is located in the Piedmont Acid Crystalline geological area consisting of metamorphic rock parent materials. Field investigation revealed that Soil Boring #1 was most similar to a Worsham soil series (Fine, mixed, active, thermic Typic Endoaquults), Worsham series soils are poorly drained. Soil Borings #2 and #3 were most similar to the Wedowee soil series (Fine, Kaolinitic, thermic Typic Kanhapludults). sx. oRtAlwArta' Soil Boring #1 revealed a SHWT approximately 3" below top of existing ground at the boring location. Soil Boring #2 revealed SHWT approximately 31 " below top of existing ground and Soil Boring #3 revealed SHWT approximately 36" below top of existing ground, #I t 11 Soil & Envirom-nental Consultants, PA is pleased to be of service in this matter and we look forward to assisting in the successful completion of the project. If requested, S&EC can meet on-site With NC-DWQ to discuss our findings and recommendations. Please feel free to call with any questions or comments. 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WATER QUALITY CALCULATIONS Project Name SEW - Cary Crossroads - ON -SITE ONLY Project Number 217 -12 Date 09- Apr -14 3rd revision 2nd revision 1st revision 2`l Water Quality Pond Drainage Area Data SECU SITE ONLY Project SECU - Cary Crossroads - ON -SITE ONLY Project No. 217 -12 Pond No. 1 Date 9- Apr -14 Total site area 124,984 square feet = 2.87 acres Impervious areas Drainage area to pond Other Drainage Area Existing s Proposed s Change s Existing s fl Proposed Is On -site buildings 0 61788 61788 0 0 On -site streets 0 0 0 0 0 On -site parking 0 47,778 471778 0 0 On -site sidewalks 0 91689 91689 0 0 Other on -site 0 0 0 .0 0 Total off -site impervious 0 0 0 0 0 Total Impervious 0 64, 255 64,255 0 0 Non-impervious areas Drainage area to pond Other Drainage Area Existing s Proposed s Change s Existing s Proposed Isf] On -site grass/landscape 0 60,729 60,729 0 0 On-site woods 124,984 0 -1241984 0 0 Other undeveloped 0 0 0 0 0 Total off -site non-impervious 0 0 0 0 0 Total non - impervious 124,984 60,729 1 - 64,255 0 1 0 Total Drainage Area 124,984 24,984 0 0 0 Percent Imp ervious 0.0 E!51.4 51.4 n/a n/a Notes: Water Quality Site Drainage Area Data Page 2 of 17 Printed 4/9/2014 12:44 PM 3v-, Water Quality Pond Surface Area Calculations Project SECU - Cary Crossroads - ON -SITE ONLY Project No. 217 -12 Pond No. 1 Date 9- Apr -14 Total on -site drainage area to pond 124,984 square feet Total impervious area in drainage area 64,255 square feet Average water depth of basin at normal pool 3.0 feet Location of site Cary Site region Piedmont % Impervious cover 51.4 percent If the site is in a coastal area, will a vegetative filter be used? N/A Surface Area /Drainage Area Ratios: For a site in the Piedmont. 2.11 percent For a site in a Coastal County w/ Vegetative Filter 4.31 percent For a site in a Coastal County w/out Vegetative Filter 5.80 percent Required surface area of pond: For a site in the Piedmont 2,640.0 square feet For a site in a Coastal County w/ Vegetative Filter 5,400.0 square feet For a site in a Coastal County w/out Vegetative Filter 7,250.0 square feet Notes: Water Quality Pond Surface Area Calcs Page 3 of 17 Printed 4/9/2014 12:44 PM Water Quality Pond Stormwater Runoff Volume Calculations Project SECU - Cary Crossroads - ON -SITE ONLI Project No. 217 -12 Pond No. 1 Date 9- Apr 714 Drainage area 124,984 square feet Impervious area 641255 square feet Rainfall depth 1.00 inches Percent Impervious 51.4 percent R(v)= 0.05 +0.009 *(Percent impervious) Runoff coefficient - R(v) 0.51 in /in Runoff volume= (Design rainfall) *(R(v)) *(Drainage area) Runoff volume 51339.9 cubic feet Notes: Provided: 8,473 SF Water Quality Runoff Volume Calcs Page 4 of 17 Printed 4/9/2014 12:44 PM 3Z cu CL 0 O a E IZ '� CU O L 0) O O '>3 N � N co E ' 0 0 r 75 000000 > ca U _ _ 000 cu E `�' ° U) O O U O M O O 00 - co LO O U � U _ Rf C N co m O E' 5 0 0 0 0 0 0 0 0 �_ 0 U > C X C CL O � N r- U.) 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N O O Z O U U Z CU0T- NM LO -a a) , 0 C L ",' .� Ln .o .o 4-0 O co U i° CL CL a- 0 0.. co O LL N � O 'CU L- :3 O 0 U) N � O ca co 35 Water Quality Basin Dewatering Time Calculations Project SECU - Cary Crossroads - ON -SITE ONLY Project No. 217 -12 Pond No. 1 Date 09- Apr -14 Volume provided above orifice 85473 Surface Area of Basin 41568 Maximum head of water above dewatering hole 1.50 Orifice coefficient 0.50 Diameter of each hole 1,00 Number of holes 1 cubic feet square feet feet inches Discharge rate 0.032 cfs Cross sectional area of each hole = 0.005 Cross sectional area of each hole = 0.79 Cross sectional area of dewatering hole(s) = 0.005 Cross sectional area of dewatering hole(s) = 0.79 Dewatering time for basin = 3.05 Notes: square feet square inches square feet square inches days 3U TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Hyd. No. 1 Pre -Dev -Total Site Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 96.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.47 0.00 0.00 Land slope ( %) = 3.80 0.00 0.00 Travel Time (min) = 15.44 + 0.00 + 0.00 = 15.44 Shallow Concentrated Flow Flow length (ft) = 409.00 0.00 0.00 Watercourse slope ( %) = 5.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.61 0.00 0.00 Travel Time (min) = 1.89 + 0.00 + 0.00 = 1.89 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 TotalTravel Time, Tc ............................................... ..........C.................... 17.33 min 31 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Hyd. No. 1 Pre -Dev - Total Site Hydrograph type = Rational Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.470 ac Runoff coeff. Intensity = 3.068 in /hr Tc by TR55 OF Curve = SECU -CARY 270- 13.IDF Asc /Rec limb fact * Composite (Area /C) = [(4.470 x 0.22)] / 4.470 Pre -Dev - Total Site E Thursday, 04 / 10 / 2014 = 3.017 cfs = 17 min = 3,077 cult = 0.22* = 17.33 min = 1/1 u� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Hyd. No. 1 Pre -Dev - Total Site Hydrograph type = Rational Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.470 ac Runoff coeff. Intensity = 3.613 in /hr Tc by TR55 OF Curve = SECU -CARY 270- 13.IDF Asc /Rec limb fact * Composite (Area /C) _ [(4.470 x 0.22)] / 4.470 Pre -Dev - Total Site 2 Thursday, 04 / 10 / 2014 = 3.553 cfs = 17 min = 3,624 cult = 0.22* = 17.33 min = 1/1 'r) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Hyd. No. 1 Pre - D ev - Total Site Hydrograph type = Rational Peak discharge Storm frequency = 5 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.470 ac Runoff coeff. Intensity = 4.236 in /hr Tc by TR55 OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact * Composite (Area /C) _ [(4.470 x 0.22)] / 4.470 Pre -Dev - Total Site 3 Thursday, 04 / 10 / 2014 = 4.165 cfs = 17 min = 4,249 cult = 0.22* = 17.33 min = 1/1 "-kd Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Hyd. No. 1 Pre -Dev - Total Site Hydrograph type = Rational Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.470 ac Runoff coeff. Intensity = 4.747 in/hr Tc by TR55 OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact * Composite (Area /C) _ [(4.470 x 0.22)] / 4.470 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 1 Pre -Dev - Total Site Hyd. No. 1 -- 10 Year 4 Thursday, 04 / 10 / 2014 = 4.668 cfs = 17 min = 4,761 cult = 0.22* = 17.33 min = 1/1 Q (cfs) 5.00 4.00 3.00 2.00 1.00 I I I I I I I I I I I 1 1 N 4- 0.00 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (min) 2 Hydrograph R Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 3 Post -Dev - To BMP Hydrograph type = Rational Peak discharge = 8.497 cfs Storm frequency 1 = 1 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,549 cult Drainage area = 2.870 ac Runoff coeff. = 0.61* Intensity = 4.854 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact = 1/1 * Campasi to (ArealC� _ [(1 .484 x 0.96 + (1.130 x 0.26 } (0.26.0 x 0.22�j 12 A70 Q (cfs) 10.00 4.00 2.00 0.00 " 0 1 Hyd No. 3 Post -Dev - To BMP Hyd. No. 3 -- 1 Year 2 3 4 5 6 7 8 9 Q (cfs) 10.00 4.00 W111C —N 0.00 10 Time (min) c4Z 4 Hydrograph R Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 3 Post -Dev - To BMP Hydrograph type = Rational Peak discharge = 9.930 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,979 cult Drainage area = 2.870 ac Runoff coeff. = 0.61* Intensity = 5.672 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact * Cemipas�te (Area /C� _ [(1 .480 x 0.06� + (A. A 80 x 0.26 } (0.260 x 0.22�j 12 A70 Q (cfs) 10.00 [:114 4.00 2.00 0.00 " 0 1 -- Hyd No. 3 Post -Dev - To BMP Hyd. No. 3 -- 2 Year 2 3 4 5 6 7 8 9 Q (cfs) 10.00 11 [:VIII] 4.00 2.00 1% 0.00 10 Time (min) A,O*D 6 Hydrograph R Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 3 Post -Dev - To B M P Hydrograph type = Rational Peak discharge = 11.42 cfs Storm frequency = 5 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 3,426 cult Drainage area = 2.870 ac Runoff coeff. = 0.61* Intensity = 6.523 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact = 1/1 * Compas�te (AreajC� _ �(J .484 x 4.953 + (A. A 3Q x 4.25 + (0.260 x 4.22�j 1 2.870 Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 " 0 1 — Hyd No. 3 Post -Dev - To BMP Hyd. No. 3 -- 5 Year 2 3 4 5 6 7 8 9 Q (cfs) 12.00 We"IM [ 11111 4.00 2.00 —:%- 0.00 10 Time (min) 41 8 Hydrograph R Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 3 Post -Dev - To BMP Hydrograph type = Rational Peak discharge = 12.69 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 3,806 cult Drainage area = 2.870 ac Runoff coeff. = 0.61 * Intensity = 7.246 in /hr Tc by User = 5.00 min OF Curve = SECU -CARY 270- 13.IDF Asc /Rec limb fact = 1/1 * Compasite SArealC. = [(1 .484 x 4.95 + (I AM x 4.26) # (4.264 x 4.22 }j 12.870 Q (cfs) 14.00 12.00 10.00 Ne OM 4.00 2.00 0.00 " 0 1 - Hyd No. 3 Post -Dev - To BMP Hyd. No. 3 -- 10 Year 2 3 4 5 6 7 8 9 Q (cfs) 14.00 12.00 10.00 4.00 2.00 31 0.00 10 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 5 Post Dev - Remaining Area Hydrograph type = Rational Peak discharge = 2.609 cfs Storm frequency = 1 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 783 cuft Drainage area = 1.680 ac Runoff coeff. = 0.32* Intensity = 4.854 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270 -13.1 DF Asc /Rec limb fact = 1/1 * Campaske (ArealC� = I{4. A 04 x 0.95 + 44.784 Y. 4.25 f (4.714 X 4.22�j 11.6 80 Q (cfs) 3.00 2.00 1.00 0.00 " 0 1 -- Hyd No. 5 Post -Dev - Remaining Area Hyd. No. 5 -- 1 Year 2 3 4 5 6 7 8 9 Q (cfs) 3.00 2.00 1.00 N 0.00 10 Time (min) acs 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 5 Post -Dev - Remaining Area Hydrograph type = Rational Peak discharge = 3.049 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 915 cult Drainage area = g 1.680 ac Runoff coeff. = 0.32* Intensity = 5.672 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270- 13.IDF Asc /Rec limb fact * GempQsite (ArealC� _ [(Q.190 x Q .95� t (0.78Q x Q .25� + (0.71Q x Q .22�j 11.680 Q (cfs) 4.00 K li 2.00 1.00 0.00 " 0 1 -- Hyd No. 5 Post -Dev - Remaining Area Hyd. No. 5 -- 2 Year 2 3 4 5 6 7 8 9 Q (cfs) 4.00 3.00 2.00 1.00 31 0.00 10 Time (min) 41 Hydrograph Report 3 Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 5 Post -Dev - Remaining Area Hydrograph type = Rational Peak discharge = 3.507 cfs Storm frequency = 5 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,052 cult Drainage area = 1.680 ac Runoff coeff. = 0.32* Intensity = 6.523 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270 -13. I DF Asc /Rec limb fact = 1/1 * CaMPasite (Area /C� _ [(0 - A 90 x 0.95 } (0.780 x 0.253 # (0.710 x 0.223] 11 .680 Q (cfs) 4.00 3.00 1.00 0.00 " 0 1 - Hyd No. 5 Post -Dev - Remaining Area Hyd. No. 5 -- 5 Year 2 3 4 5 6 7 8 9 Q (cfs) 4.00 IMIII1 2.00 1.00 -1 0.00 10 Time (min) �v * Campaskte (ArealC� _ X40. Ago x 4.05) + (0.78Q x 0.25) # (0.7 14 x 0.22�j 1 A .680 Q (cfs) 4.00 3.00 Fell] 0.00 " 0 1 Hyd No. 5 Post -Dev - Remaining Area Hyd. No. 5 -- 10 Year 2 3 4 5 6 7 8 9 Q (cfs) 4.00 2.00 1.00 —X - 0.00 10 Time (min) 'T� 4 Hydrograph R Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 5 Post -Dev - Remaining Area H dro ra h type Y g p = Rational Peak discharge = 3.895 cfs Storm frequency a Y = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,169 cult Drainage area g = 1.680 ac Runoff coeff. = 0.32* . Intensit Y = 7.246 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270- 13.IDF Asc /Rec Limb fact _ - 1/1 * Campaskte (ArealC� _ X40. Ago x 4.05) + (0.78Q x 0.25) # (0.7 14 x 0.22�j 1 A .680 Q (cfs) 4.00 3.00 Fell] 0.00 " 0 1 Hyd No. 5 Post -Dev - Remaining Area Hyd. No. 5 -- 10 Year 2 3 4 5 6 7 8 9 Q (cfs) 4.00 2.00 1.00 —X - 0.00 10 Time (min) 'T� Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Pond No. 1 - WET POND [A] [B] Pond Data [PrfRsr] Rise (in) = 12.00 Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 451.50 ft Stage / Storage Table Span (in) = 12.00 1.00 Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 451.50 17415 0 0 . 0.50 452.00 1,927 832 832 1.50 453.00 21426 2,171 3,004 2.50 454.00 2,978 2,697 5,701 3.50 455.00 4,568 3,744 9,445 4.50 456.00 6,078 5,305 141750 5.50 457.00 6,981 6,524 217273 6.50 458.00 7,940 71455 28,728 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 12.00 1.00 0.00 0.00 Span (in) = 12.00 1.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 450.00 455.00 0.00 0.00 Length (ft) = 188.00 0.00 0.00 0.00 Slope ( %) = 0.80 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 No No Stage (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0 00 Weir Structures [A] [B] [C] [D] Crest Len (ft) = 8.00 0.00 0.00 0.00 Crest El. (ft) = 456.50 0.00 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 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 / Discharge 0.00 1.00 2.00 3.00 4.00 5.00 6.00 - Total Q Elev (ft) 458.50 457.50 456.50 455.50 454.50 453.50 452.50 451.50 7.00 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 7 WET POND Hydrograph type = Reservoir Peak discharge = 0.017 cfs Storm frequency = 1 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 2,024 cuft Inflow hyd. No. = 3 - Post -Dev - To BMP Max. Elevation = 455.48 ft Reservoir name = WET POND Max. Storage = 11,988 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 10.00 C Celli 4.00 2.00 0.00 0.0 0.0 Hyd No. 7 WET POND Hyd. No. 7 -- 1 Year 0.1 0.1 0.1 -- Hyd No. 3 0.2 0.2 0.2 0.3 0.3 Total storage used = 11,988 cult Q (cfs) 10.00 4.00 2.00 --"- 0.00 0.3 Time (hrs) C5 t Hydrograph Report H Y draflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd, No. 7 WET POND Hydrograph type = Reservoir Peak discharge = 0.019 cfs Storm frequency = 2 y rs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 2,290 cuft Inflow hyd. No. = 3 - Post -Dev - To BMP Max. Elevation = 455.56 ft Reservoir name = WET POND Max. Storage = 12,417 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. t5 z,--- Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 7 WET POND Hydrograph type = Reservoir Peak discharge = 0.020 cfs Storm frequency = 5 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 2,549 cult Inflow hyd. No. = 3 - Post -Dev - To BMP Max. Elevation = 455.64 ft Reservoir name = WET POND Max. Storage = 12,864 cult Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 12.00 10.00 4.00 2.00 0.00 . M __ ! mmm6 0.0 0.0 Hyd No. 7 WET POND Hyd. No. 7 -- 5 Year 0.1 0.1 0.1 �- Hyd No. 3 0.2 0.2 0.2 0.3 0.3 Total storage used = 12,864 cuft Q (cfs) 12.00 10.00 . IX 4.00 2.00 ww"- 0.00 0.3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 7 WET POND Hydrograph type = Reservoir Peak discharge = 0.022 cfs Storm frequency = 10 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 2,753 cuft Inflow hyd . No. = 3 - Post -Dev - To BM P Max. Elevation = 455.72 ft Reservoir name = WET POND Max. Storage = 13,243 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 14.00 12.00 10.00 1*3 R$ 4.00 2.00 0.00 R p 0.0 0.0 - Hyd No. 7 WET POND Hyd. No. 7 -- 10 Year 0.1 0.1 0.1 -- Hyd No. 3 0.2 0.2 0.2 0.3 0.3 Total storage used = 13,243 cuft Q (cfs) 14.00 12.00 10.00 4.00 2.00 --04- 0.00 0.3 Time (hrs) 5`� Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 7 WET POND Hydrograph type = Reservoir Peak discharge = 0.024 cfs Storm frequency = 100 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 3,216 cuft Inflow hyd. No. = 3 - Post -Dev - To BMP Max. Elevation = 455.89 ft Reservoir name = WET POND Max. Storage = 14,184 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 18.00 15.00 12.00 3.00 0.00 IF 9 , 1 0.0 0.0 0.1 Hyd No. 7 WET POND Hyd. No. 7 -- 100 Year 0.1 0.1 .. Hyd No. 3 0.2 0.2 0.2 0.3 0.3 Total storage used = 14,184 cuft Q (cfs) 18.00 15.00 12.00 1111019XILe ineff �--�- 0.00 0.3 Time (hrs) S5, 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 9 Post -Dev - Including Offsite to BMP Hydrograph type = Rational Peak discharge = 15.97 cfs Storm frequency = 1 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 4,792 cult Drainage area = 4.840 ac Runoff coeff. = 0.68* Intensity = 4.854 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270 -13. I DF Asc /Rec limb fact = 1/1 * Composite (Area/C) = [(2.980 x 0,95) + (1 .860 x 0.25)1 / 4.840 Q (cfs) 18.00 15.00 12.00 3.00 0.00 " 0.0 0.0 -- Hyd No. 9 Post -Dev - Including Offsite to BMP Hyd. No. 9 -- 1 Year 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 Q (cfs) 18.00 15.00 12.00 • 11 . 11 3.00 -X 0.00 0.2 Time (hrs) S(a 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 9 Post -Dev - Including Offsite to BMP Hydrograph type = Rational Peak discharge = 18.67 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 5,600 cult Drainage area = 4.840 ac Runoff coeff. = 0.68* Intensity = 5.672 in /hr Tc by User = 5.00 min OF Curve = SECU -CARY 270- 13.IDF Asc /Rec limb fact = 1/1 * Composite (Area/C) = [(2.980 x 0.95) + (1 .860 x 0.25)1 / 4840 Q (cfs) 21.00 i : [oil] I 15.00 12.00 .Mild 0.00 " 0.0 0.0 — Hyd No. 9 Post -Dev - Including Offsite to BMP Hyd. No. 9 -- 2 Year 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 Q (cfs) 21.00 18.00 15.00 12.00 • IR W:MIR 3.00 — % 0.00 0.2 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 9 Post -Dev - Including Offsite to BMP Hydrograph type = Rational Peak discharge = 21.47 cfs Storm frequency = 5 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 6,441 cult Drainage area = 4.840 ac Runoff coeff. = 0.68* Intensity = 6.523 in /hr Tc by User = 5.00 min OF Curve = SECU -CARP 270 -13. I DF Asc /Rec limb fact = 1/1 * Composite (Area/C) = [(2,980 x 0.95) + (1.860 x 0.25)1/ 4.840 Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 " 0.0 0.0 - Hyd No. 9 Post -Dev - Including Offsite to BMP Hyd. No. 9 -- 5 Year 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 Q (cfs) 24.00 20.00 16.00 12.00 4.00 31 0.00 0.2 Time (hrs) Sb * Composite (Area/C) = x,(2,980 x 0.95) + (1.860 x 0.25)1 / 4840 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 9 Post -Dev - Including Offsite to BMP r ra h type Hyd og p yp = Rational Peak discharge = 23.85 cfs s frequency Storm fre y 10 rs = y Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 7,154 cuft Drainage area 4.840 ac Runoff coef. 0.68* Intensity y 7.246 in /hr Tc by User _ - 5.00 min OF Curve _ - SECU -CARP 270- 13 Asc /Rec limb fact = 1/1 * Composite (Area/C) = x,(2,980 x 0.95) + (1.860 x 0.25)1 / 4840 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. I I WET POND Including OS H dro ra h type = Y g p Reservoir Peak discharge = 0.024 cfs Storm frequency = a Y 1 rs Time to peak Y = 0.17 hrs Ti me interval = 1 min Hyd. volume = 3,237 cult Inflow h d. No. = 9 - Post -Dev - Including Offs itMft.B MRati on = 455.90 ft Reservoir name = WET POND Max. Storage = 14,229 cuft Storage Indication method used. Wet pond routing start elevation= 455.00 ft. Q (cfs) 18.00 15.00 12.00 3.00 0.00 ju ' " 0.0 0.0 0.1 Hyd No. 11 WET POND Including OS Hyd. No. 11 -- 1 Year 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 oww� Hyd No. 9 Total storage used = 14,229 cuft Q (cfs) 18.00 15.00 12.00 3.00 --A- 0.00 0.4 Time (hrs) U0 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADS Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 11 WET POND Including OS H dro raph type = Y g Reservoir Peak discharge = 0.026 cfs Storm frequency = 2 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 3,594 cuft Inflow hyd . No. = 9 - Post -Dev - Including Offsitf bx. cation = 456.04 ft Reservoir name = WET POND Max. Storage = 15,036 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 21.00 18.00 15.00 12.00 3.00 WET POND Including OS Hyd. No. 11 -- 2 Year Q (cfs) 21.00 18.00 15.00 12.00 3.00 0.00 ' 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Time (hrs) Hyd No. 11 - �-�-�- Hyd No. 9 Total storage used = 15,036 cuft (t � Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 11 WET POND Including OS H dro raph type Reservoir Peak discharge = 0.028 cfs Storm frequency = 5 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 3,932 cuft Inflow hyd. No. = 9 - Post -Dev - Including Offs itMbx.E Ration = 456.17 ft Reservoir name = WET POND Max. Storage = 15,876 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 24.00 20.00 I. M 12.00 4.00 0.00 A R - -® momolowm 0.0 0.0 0.1 Hyd No. 11 WET POND Including OS Hyd. No. 11 -- 5 Year Q (cfs) 24.00 20.00 16.00 12.00 9011,11EI 4.00 0.00 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 .� Hyd No. 9 Total storage used = 15,876 cult Time (hrs) bt Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Thursday, 04 / 10 / 2014 Hyd. No. 11 WET POND Including OS Hydrograph type = Reservoir Peak discharge = 0.029 cfs Storm frequency = 10 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 4,195 cuft Inflow hyd . No. = 9 - Post -Dev - Including Offs it Ala.HLV�ation = 456.28 ft Reservoir name = WET POND Max. Storage = 16,589 cuft Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 24.00 20.00 16.00 12.00 1 4.00 0.00 . 1 m I 0.0 0.0 0.1 -- Hyd No. 11 0.1 WET POND Including OS Hyd. No. 11 -- 10 Year Q (cfs) 24.00 20.00 16.00 12.00 lC 4.00 ! i . I I I I I I I ' 0.00 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 -- Hyd No. 9 11 1 1 1 IT Total storage used = 16,589 cult Time (hrs) (P3 Hydrograph Report w H dro ra hs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Hydraflo y g p Thursday, 04 / 10 / 2014 Hyd. No. 11 WET POND Including OS Hydrograph type = Reservoir Peak discharge = 0.447 cfs Storm frequency = 100 rs Time to peak Y Hyd. volume = 0.17 hrs = 4,969 c uft Time interval = - Inflow hyd. No. - 1 min - Post -Dev - Including OffsitRal�rx.C�iation 9 g = 456.55 ft Reservoir name - WET ET POND Max. Storage = 18,332 cult Storage Indication method used. Wet pond routing start elevation = 455.00 ft. Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Time (hrs) - Hyd No. 11 - Hyd No. 9 Total storage used = 18,332 cult li4- Hydrograph SRepony r fl w H dro ra hs Extension for AutoCADS Civil 3D® 2013 by Autodesk , Inc. v10 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 Rational 3.017 1 17 3,077 - - - - -- - - - - -- - - - - -- Pre -Dev - Total Site 3 Rational 8.497 1 5 2,549 - - - - -- - - - - -- - - - - -- Post -Dev - To BMP 5 Rational 2.609 1 5 783 - - - - -- - - - - -- - - - - -- Post -Dev - Remaining Area 7 Reservoir 0.017 1 10 2,024 3 455.48 11,988 WET POND 9 Rational 15.97 1 5 41792 - - - - -- - - - - -- - - - - -- Post -Dev - Including Offsite to BMP 11 Reservoir 0.024 1 10 3,237 9 455.90 143229 WET POND Including OS STORMWATER BMP CALCS_012214.gp Return Period: 1 Year Thursday, 04 / 10 / 2014 Hydrograph SRepon raflow H dro ra hs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 Rational 3.553 1 17 3,624 - - - - -- - - - - -- - - - - -- Pre -Dev - Total Site 3 Rational 9.930 1 5 2,979 - - - - -- - - - - -- - - - - -- Post -Dev - To BMP 5 Rational 3.049 1 5 915 - - - - -- - - - - -- - - - - -- Post -Dev - Remaining Area 7 Reservoir 0.019 1 10 21290 3 455.56 121417 WET POND 9 Rational 18.67 1 5 5,600 - - - - -- - - - - -- - - - - -- Post -Dev - Including Offsite to BMP 11 Reservoir 0.026 1 10 3,594 9 456.04 15,036 WET POND Including OS STORMWATER BMP CALCS_012214.gp Return Period: 2 Year Thursday, 04 / 10 / 2014 Lt Hydrograph Summa Repon raflow H dro ra hs Extension for AutoCAD® Civil 3DO 2013 b Autodesk, Inc. v10 Y 9 p Y Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 Rational 4.165 1 17 41249 - - - - -- - - - - -- - - - - -- Pre -Dev - Total Site 3 Rational 11.42 1 5 3,426 - - - - -- - - - - -- - - - - -- Post -Dev - To BMP 5 Rational 3.507 1 5 1,052 - - - - -- - - - - -- - - - - -- Post -Dev - Remaining Area 7 Reservoir 0.020 1 10 2,549 3 455.64 12,864 WET POND 9 Rational 21.47 1 5 6,441 - - - - -- - - - - -- - - - - -- Post -Dev - Including Offsite to BMP 11 Reservoir 0.028 1 10 3,932 9 456.17 15,876 WET POND Including OS STORMWATER BMP CALCS_012214.gp Return Period: 5 Year Thursday, 04 / 10 1 2014 c� 7 Hydrograph SRe PoXylraflow H dro ra hs Extension for AutoCAD® Civil 3138 2013 by Autodesk, Inc. v10 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 Rational 4.668 1 17 41761 - - - - -- - - - - -- - - - - -- Pre -Dev - Total Site 3 Rational 12.69 1 5 3,806 - - - - -- - - - - -- - - - - -- Post -Dev - To BMP 5 Rational 3.895 1 5 11169 - - - - -- - - - - -- - - - - -- Post -Dev - Remaining Area 7 Reservoir 0.022 1 10 21753 3 455.72 13,243 WET POND 9 Rational 23.85 1 5 7,154 - - - - -- - - - - -- - - - - -- Post -Dev - Including Offsite to BMP 11 Reservoir 0.029 1 10 43195 9 456.28 16,589 WET POND Including OS STORMWATER BMP CALCS_012214.gp Return Period: 10 Year Thursday, 04 / 10 / 2014j Summary Repoq R ivil 3D® 2013 b Autodesk, Inc. v10 H d ro ra r hs Extension for AutoCADO C y p raflow Hydrog ap y g Pond #1 Bouyancy Calculations Wet Detention Pond Project: 217 -12 Page 1 of 1 Date:4 /09/14 Riser Width . . . . . . ...iw: Riser Length z. Wall Thickness N,„ .:Q Rise r Depth N wtyy Base Volume 2 0.2 5 cf Riser Inner Volume 14 Riser Inner Volume 14.00 cf Riser Concrete Volume 17.50 Riser Concrete Volume 17.50 cf Total Buoyant Force 1965.60 Total Buoyant Force 3229.20 Concrete Weight 2625.00 Base Weight 3037.50 Riser Weight 2625.00 Desired Factor Of Safety h 3 , �`�� ` �,,. �� Resisting g Force 5662.50 Total Weight Required 2948.40 Factor of Safety a.• ,.5>,:F:t .`.tw'."^`F'u'y+r: ;;:a.iv,: wr �z Additonal Weight Required 323.40 Volume of Additional Concrete 5.73 CF Base Width Base Length Required Base Depth 0.283163 3.397951 inches Set Depth to min -y v feet Page 1 -10 Average Depth Calculation Option #2 Project: SECU - Cary BMP: WET POND Date: 4/9/2014 By: PEH Depth 3.5 feet A bot-shelf 21245.0 sf A perm-pond 4,568.0 sf A bot-pond 1,415.0 sf Average Depth -30211, Meet q\ Page 1 Skimmer Basin Project: SECU Crossroads Date: 2/13/14 Peak Inflow Q =CxlxA C value 0.35 unimproved cleared area Ci irfa&±a Arena A —n 01 xn Peak inflow 10 = 7.08 intensity 10 ear 7.1 a r ea ac ::: ::. .:.: .Drainage Peak Inflow cfs 1 7.08 Ci irfa&±a Arena A —n 01 xn Peak inflow 10 = 7.08 cfs Surface Area Calculation (A)= 0.07 ac 3,085 sf Racin Shana Ensure flow length to basin width ratio is greater than 2:1 Calculated Ratio= length ft = 78.55 width ft = 39.27 LxW = 390-8-5 used Ratio- length h = e t ft <::: width ft _ ac of disturbed LxW _ 41568 Racin Vnh Imes Basin Dimensions Top of water storage 'Re u ou eo r q it ed Volume f Water storage depth (ft) Storage volume stu r bed a r ea ( ac ) .:. per basins 1800 cf 4,536 CF * :Di :::::: : :...::> ::.... : ac of disturbed 7 6 0 8 <' 4 7 9 8 area= a Basin Dimensions Top of water storage Bottom Surface area (sf) Water storage depth (ft) Storage volume length ft width ft length ft width ft 4.5 * * * 7 6 0 8 <' 4 7 9 8 Top of basin Freeboard depth (ft) Total Depth (ft) Weir Width (ft) length ft width ft * * 1 4.5 10 * NOTE: See Voulme for Wet Detetnion Pond -rL Calculate Skimmer Size C u .F t B as in Volume i n Cubic F ee t Skimmer Size . . ` Inch . Days to Dram* . Days Orifice Radius .... Inches] ..................... .......... ...... ............... :. In h [es ] O rifice Diameter : *In NC assume 3 days to drain Estimate Volume of Basin Length Width . ... ..:..:..:..:.:.:.::.;:..:;..:::..:: . . ::: . ..... Cu. Ft. : :: :T o fw a water s u rf ace in f ee t F eet V L M E Bottom dimensions inf feet eet D e p th in f et F eet 73 PROJECT NAME SECU Crossroads Storm Outlet Structure FES No.= 1 = 9 in Pipe Dia= 18 in Quo = 3.67 cfs Qfull = 27.19 cfs Vfull = 15.39 fps' From Fig. 8.06-b-1: Zone From Fig. 8.06.b.2: s 3 Length DATE 4/9/2014 PROJECT NO 217 -13 BY PEH Q1 0 /Qfull = V/Vf u l l = V= 0.13 0.68 10.5 fps _ 2 Page 1 D50 = 6 in DmAx = 9 in Riprap Class = B Apron Thickness = 18 in Apron Length = 9.0 ft Apron Width = 3xDia = 4.5 ft (required) Storm Outlet Structure FES No.= 2 Pipe Dia= 24 in Quo = 11.03 cfs Qfull = 16.00 cfs Vfull = 5.10 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2: s 7 Length D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q1 0 /Qfull = 0.69 V/Vfull = 1.07 V = 5.5. fps = 2 6 in = 9 in = B 18 in = 12.0 ft 6 ft (required) ---7 Ak (PROJECT NAME SECU Crossroads Storm Outlet Structure FES No.= 3 Pipe Dia= ' 12 in Q10 = 0.02 cfs Qfull = 3.19 cfs Vfull = 4.06 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: MIs Length Zone D50 DMAx Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Storm Outlet Structure FES No.= - 5 Pipe Dia= 15 in Quo = 1:08. cfs Qfull = 4.66 cfs Vfull = 3.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAx Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 2/12/2014 PROJECT NO 217 -13 BY PEH Q1 0 /Qfull = 0.01 V/Vfu I I = 0.32 V = 1.3 fps Page 1 _ 1 3 in = 4.5 in = A 12 in 4.0 ft = 3 ft (required) Q1 0 /Qfull = 0.23 V/Vfull = 0.81 V = 3.1 fps 3 in = 4.5 in A = 12 in = 5.0 ft = 3.75 ft (required) -75, Nitrogen Control Plan Commercial / Industrial / Residential Sites with Known Impervious Area Project Title: State Employees Credit Union - Crossroads Type of Project J4 New [ ] Expansion [ ]Exempt Basis for exemption Part I. Riparian Buffers Area includes riparian buffers? N No If yes, River Basin? Basis for exemption Show buffers on site plan. [ ] Yes [ ]Exempt [ ] 50 foot [ ] 100 foot [ ] Neuse [ ] Cape Fear Part II. Nitrogen Calculations (Method 2, Appendix C): a. Site Information 2.68 1.83 Total area of property incl. RM 4.47 AC Denuded Area 3.50 AC Impervious Area incl. R/W 1.6 7 AC Managed open space 1.83 AC Protected open space 0. 97 AC b. Pre - development loading: Type of Land Cover Permanently protected undisturbed open space (forest, unmown meadow) Permanently protected managed open space (grass, landscaping, etc.) Impervious Area TOTAL Nitrogen Loading Rate (Ibs /ac /yr) = 0.6 0 c. Post - development loading: Type of Land Cover Permanently protected undisturbed open space (forest, unmown meadow) Permanently protected managed open space (grass, landscaping, etc.) Impervious Area TOTAL Nitrogen Loading Rate (Ibs /ac /yr) = 8 .54 TN export Area TN export coeff. from use (acres) (Ibs /ac /vr) (Ibs /yr) 4.47 AC 0.60 2.68 1.83 1.20 2.20 1.67 21.20 4.47 AC 2.68 TN export Area TN export coeff. from use (acres) (Ibs /ac /vr) (Ibs /yr) 0.97 0.60 0.58 1.83 1.20 2.20 1.67 21.20 4.47 38.18 Proposed BMP(s) Wet Detention Pond Nitrogen Load after BMPs = Nitrogen Load Offset by Payments = 4 .94 Net change in on -site N Load = 3 .6 0 ( not needed for reduction) Part III. Control of Peak Stormwater Flow (for 1 year, design storm) Calculated Pre - development Peak Flow 3 . 0 2 CFS Calculated Post - development Peak Flow 11. 11 CFS Proposed BMP(s) Wet Detention Pond Post BMP Peak Flow 2.63 CFS I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal). Supply notes & details showing control of Nitrogen and peak stormwater runoff. 3812006 100? (.0 LL LL O z W H Q 0 H N U. Q 0 J Z W 0 H Z J Q H 0 H O IL - m 4w O W a- c O U cu U N U -C co �Z w P-- N Aa) l�^ i N N O Z V U O ca 0 0 0 -j L IT 0 • `z' .: ttisriy : ....... `.. ..... .j �\ LM W O Oax . . . . . . . . . . N N A LO N s3 `�'�i:tuorx >U CL CY) W Z w .; C v v O C-14 M ... W x:... N "N!3 ;)xL ^c i9 "t'f• Ts� N L O 00 CD 4 O 4) O U O n a) W.. • - cu N E L ■i cu 0 L > c: �: M • C —0 cn CO O U �O E U cr) m N _0 ° cu TOM 4U-. 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