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HomeMy WebLinkAboutSW6220504_Design Calculations_20220926Storm wafer Management Report Sepfem,ber 26, 2022 Cameron Village Club Pond Road Raeford, Hoke County, NC Prepared for: Double D Engineering, PLLC 150 S. Page Street Southern Pines, NC 28387 910-684-8646 Prepared by: Bowman North Carolina, Ltd. 4006 Barrett Drive, Suite 104 Raleigh, NC 27609 (919) 553-6570 Firm#F-1445 Bowman SEAL 051571 lay rrrr Irq •O TABLE OF CONTENTS OVERVIEW FIGURES SOILS SURVEY & SOIL INFORMATION USGS TOPOGRAPHIC MAP FEMA FIRM MAP WATER SURFACE CLASSIFICATIONS HUC NOAA POINT PRECIPITATION FREQUENCY ESTIMATES WATER OUANTITY-WET POND #1 DRAINAGE AREA MAP CN VALUES PRE -DEVELOPMENT HYDROGRAPHS POST - DEVELOPMENT HYDROGRAFHS TIME VS. VOLUME (STORAGE) TIME VS. ELEVATION (STAGE) ELEVATION -VOLUME -FLOW SUMMARY SCM SUMMARY TIME OF CONCENTRATION WATER QUANTITY -WET POND #2 DRAINAGE AREA MAP CN VALUES PRE -DEVELOPMENT HYDROGRAPHS POST -DEVELOPMENT HYDROGRAPHS TIME VS. VOLUME (STORAGE) TIME VS. ELEVATION (STAGE) ELEVATION -VOLUME -FLOW SUMMARY SCM SUMMARY TIME OF CONCENTRATION OVERVIEW This report contains the storm water management overview for the proposed residential development site, Cameron Village, on Club Pond Road in Raeford, INC. The project site is currently undeveloped wooded area. The proposed site consists of 42.3088 acres and approximately 17.66 acres will be disturbed as part of this project for the construction of the site improvements. The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panels 3710944600J and 3710944500J with an effective date of 10/17/06. Flood zones are subject to change by FEMA. There are no existing stream or wetland features on the proposed property. There will be a future phase to be built following the current phase. The development of the site will result in an impervious area of 744,489sf (17.09ac impervious). The drainage area also consists of 17,230sf of existing impervious area. The site grading and storm drainage systems are designed to convey stormwater runoff from the impervious areas of the site to the proposed storm water management facilities (wet ponds). Wet pond #1 has been designed to include the future phase and will be used to provide peak flow attenuation of the 10—year storm event for an overall drainage area of 42.84 ac with an overall impervious area of 20.67 ac. For the current permit, wet pond #1 will be used to provide peak flow attenuation of the 10—year storm event for a drainage area of 26.21 ac with an impervious area of 10.92 ac. Wet pond #2 will be used to provide peak flow attenuation of the 10—year storm event for a drainage area of 12.68 ac with an impervious area of 5.98 ac. The balance of the site is open space and will by—pass the proposed SCM. The SCM are designed to treat a 1.0" storm event. Impervious Area 5Mmmsl-- Wet Pond # 1 On -Site Pavement 110 940 2.55 Sidewalk 46,590 1.07 Lots 308,000 7.07 Pool 10,018 j 0.23 Total IA to Wet Pond#1 475,548 10.92 Im pervious Area Summar — Wet Pond #1 OveraI On -Site 110 940 46,590 308,000 Pavement _ Sidewalk 2.55 1.07 7.07 Lots Pool 10,018 0.23 On -Site Future Pavement 82,670 1.90 Sidewalk 30113 0.69 Lots 312,000 7.16 Total IA to Wet Pond#1 900,331 20.67 Impervious Area Summary — Wet Pond #2 On -Site Pavement 53 709 1.23 Sidewalk 18 704 188,000 0.43 4.32 Lots Total IA to Wet Pond#2 260,413 1 5.98 Soils The County Soils Survey indicates that McColl Loam, Norfolk Loamy Sand, and Rains Sandy Loam soils are present on the site. FIGURES Hydrologic Soil Group —Hoke County, North Carolina ; 3�• Tw N C; 35'O33M 3 � Map Sca42: 1:3,940 r printed on A po,tra1(8.5' x 11") sha . b i}ers � 0 1.) :n �'r� �:� r, [lap ryn}�tiC r W"', Car -a VVaS i4 Elie fic: UTrl Zorn ]?N' N,C- ESQ 1'Sim Natural Resources VVeh Soil Survey 101412011 Conservation Ccrvice National Cooperalive Soil Survey Pane 1 of 4 �Sv ii N Z (D W D oA t i 1 _X11E00❑E011 7 7 00 oo D 0 z 0 n 0 CD ao 7 D to z O o o 7 W CD � D m D 'm O o - ° o O v r 7 o v o O C m o.m m m m v U o D � a 7 a o m O W O G O < y Q O CD �pr :. o o ■ o d d a W .. v� o o CT CN _ o y y o m o m 3 n S m C a N m N 2 7 0 a @ w 7 O 7 < d N N 0 j 3 0� N p ow j Cn U 0 to (n c o, 0-1 � w D 0_ 'D 0 N o w n U) 0 m 0 �� m (nO— 3 m ° m 0 i� w10 �'-1 aDN 63i D ( <-o @ N �_ N awm m En 0 n0 n' d n0 obi o (o o z n 0 w o'D D 2 m a c0i (p CD m 0 o m �• o m N D o m = o= 300O o 2 nwi`< o1 wm 3 0 3 0 CD U) m`c 0 `03m(D CO 0 � w- n 0 w a p m N D � a 0— 2 w 0 N_ 0 0 3 .» a o m ,< (D (O O n w (D m w w w (OD m N N S W .< 3 CD N �' 3 w N CT O= N co N °� = 0 v (D 0 .0 m N O D (D 3(Z Z .Z1 w 3 :� y N N C O- (lSp N fD 0 F _— N N O O. CD 0 O r C N N 0 3 o O w CT O O 7 (CD n (gyp (D n N O CCD (D O = na G C O O (D C N n C O O 3 w, co,°N (D (D (D 0 0 O 0- 0 cn O O co C w (D CL< 6 it N n a (D O w 0 wa Cs M. N O' 3 (n .� O CD M- O CD w N n l0 w �- CDO S .� w w a w CT CD E O < (D N] CD (nd w (D -0 0 C N w N 7 , w (n S 2D, O w 0 f a v D w 3 N C_N 00 O (D <(D O n d O �< N� O O D aN w n 0 N n j in N w -0 7== 0 (D (O N CL 7T v Nw Z o CD (D w N G) m w (n m gNw3 ' 3 a 0 N n0, m (D (n w CD m' (n a (n a) CD w w °' ° w v_ m 3 3 °' No n3i 0 �' n m c 0 0 V w° c0i c m o 3 0 ry C n �. N a� n m 3 C fn (D w o m 0 (D N n j m n O 0 OD I (D O C (D Q C N N CD n C w C (p W N N O N CD O. U)(D w N m CL D T r m 0 m z v D z n N D O z Hydrologic Soil Group —Hoke County, North Carolina Hydrologic Soil Group Map unit symbol I Map unit name Mc McColl loam I D NoB Norfolk loamy sand; 2 to A 6 percent slopes Ra Rains sandy loam, 0 to A/D 2 percent slopes Totals for Area of Interest Description Rating Acres in AOI I Percent of AOI 2.8 5J% 39.8. 79.8% 7.3 1 14.6% — —- — — — 49.8I— 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. USDA Natural Resources IfM Conservation Service Web Soil Survey National Cooperative Soil Survey i 00:0' o 10/4/2021 Page 3 of 4 ro, l 1� a j f'y rLl va Q n .w$ g a ��F`4JlMm cc U Q co W. i'il I' I LL L J L N M 2 0 0 LL N a N D \ k § @ Nn % # Q � � 3 = w' g « ep p e ; k� 0 f ƒ \ § OL I± § 2 U S I %- E w § I O © k $ \ \ \ J J 2 / / ) }§ § [ / ƒ\ E D a R E § { - •--� �---� �� � f S » /&ek m &U qrd, 7J "a � q�& y /u2 m +yea t \ \. \ \ � \ 10/4/21, 1:07 PM Precipitation Frequency Data Server T NOAA Atlas 14, Volume 2, Version 3 Location name: Raeford, North Carolina, USA* Latitude: 35.0097*, Longitude:-79.1752* p Elevation: ft** ' source: ESRl SRI Maps " source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G M. Bonnin, D. Marlin. B. Lin, T. Parzybok, M.Yekla, 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)' Average recurrence interval (years) Duration 1 5 10 125 50 100 200 500 1000 2 ����� 5-min 0.436 0.514 0.600 0.664 0.741 0.797 0.850 0.899 0.961 1.01 o (-396-0-482) (0.468-0.569 . (0 545-0.664) 0.602-0.733) (0.669-0.816) 10-717-0,876) (0.761-0.933) (6-801-0.9B7) (0.848-1.06) (0 884-1.11 10-min 0,633-.O 770 UJ49-0 911 (0 8796106 (0 96 -11 17) (1.0711830) [1 142174a) (1 213548) (1 2741357) (1 345267) (1.39-51974) 0.870 1.03 1.22 1.34 1.50 1.61 1. 11 1.80 1.91 1.99 15-min I (0.791-0.963) (0,941-1.15) (111-1.35 1,22-1.48) (1.35-1.65) 1.45-1.77) (1.53-187) (1.60-1.98) (169-2.10) 1 (1.75-2.19) 1.19 1.43 1.73 1.95 2.22 2.42 2.61 ! 2.80 3.04 1 3.23 30-min 1.08-1.32 1.30-1.58) (1.57-1.91) 11 (1.77-2.15) 11 (2.00-2-44) (2.18-2.66 2.34-2 87) I (2-50-3.07) (2 69-3-34) 1.49 1.79 2.21 2.54 2.95 3.28 3.60 3.93 4.37 4.71 60-min (1.35-1.65) .(1.63-1.98) (2.01-2.45) (2.30-2.80) (2.67-3.25) (2.95-3.60) (3.22-3 95) (3.50-4.31) (3.86-4.79) (4 13-5.18) 2-hr 1.74 r (.1.56-1.9�) 2.10 ) (1.90-2-36 2.64 (2.38-2-96) 3.06 (2.75-3-42) 3.61 ) (3.23-4.04 ( 4. 66 ) 3.61-4.53 4.51 (3.99-5 03 4.96 (4.36-5.54) 5.59 ) i4.86.6-23 6.08 (5.25-6 79) 1.84 2.23 11 2.81 3.27 3.92 4.44 4.99 5.57 6.38 7.03 3-hr (t.66-2.07) (2 01-2-50) 2 53-3-16) (2.94-3.67) (3-49-4.39) 3.94-4.97 (4.39-5 58 4.86-6-211 (5 50-7.12 (6.00-7.84) 6-hr 2.19 ) (1.98-2.44 2.65 (2.40-2.95) 3.35 (3.03-3.72) 3.91 (3.53-4.35) 4.70 (4,20-5.211 5.35 (475-5.91) 6.03 ) (5-31-6-65 6.74 ) (5.89-7.43 7.76 (669-8.54) 8.58 (732-9-45) 12-hr 3.97 9 5 (2 33 2888) (2 83 3349) (3 58 4.43) (4, 95619) (5.02 6425) (5 0 7513) (6 0 8107) (7 4 9408) 8 0 5 (8.99-11-7 3.04 3.68 4.66 5.44 6.52 7.39 8.28 9.21 10.5 11.5 24-hr (2 82-3 29) 1 (3 41-3.98) 1 (4.32-5.04) (5.03-5.88) 1 (6.00-7.04) 1 (6 78-7.96) (7 58-8 93) (8.40-9.92 9 52-11.3 10.4-12.4 3.53 4.26 5.35 6.22 7.42 8.38 9.37 10.4 11.8 12.9 2-day (3.29-3.79) 3.974.58 4.98-5.76 5.77-6.69 ) (6.86-7.97) (7 72-9,00) (8.61-10.1 ) 9.51-11:2) 10.7-12.7 11.7-13.9 3-day 3.75 4.51 5.64 6.54 7.77 8.76 9.78 10.8 12.3 13.4 (3.50-4.01) (4-22-4.84) (5.26-6.04) (6.09-7.00) 1 (7.21-8.32) (8-10-9.37) (9.94-11,6) JI (11.2-13.2) (12.2-14.4) 4-day 3.97 4.77 5.93 6.86 8.13 9.14 10.2 11.3 12.7 13.9 (3-72-4-24) (4 47-5.10) (5-55-6.33) (6.40-7.31) (7.56-8.66) 1 (8.47-9.74) (9-41-10-9) 1 (10.4-12,0) (11-7-13-6) (12 7-14.9) 4.61 5.51 6.78 7.77 9.14 10.2 11.4 12.5 14.1 15.3 7-day (4.31-4 93) (5 16-5 89) (6-33-7-24 ) 7,25-8.31) (8,50-9.77) (9 49-10 9 ) ( 10.5-12.1 11.5-13.4) 12-9-15.1 j14.0-16.5) 5.28 6.30 7.62 8.65 10.0 11.1 12.2 13.4 10-day (4.97-5-61) (593-6.70) (7.16-8.09) (8.12-9.18) (9.40-10.7) (10.4-118) (11.4-13.0 ) ( 12.4-14.2) (13-8-15.9) 74.8-17.1 20-day 7.12 6 72-7-56) 8.43 [7 97-&-95j 10.0 (9.46.10.6) 11.3 (10 6-12 0) 13.0 (12.2-13-8) 14.3 (13 4-15 2) 15.6 14 6-16 6 17.0 (15 8-18 0) 18.8 (17 5-20 0) 26.3 (18 7-21 6) 8.85 10.4 12.2 13.6 15.4 16.8 18.1 19.5 21.3 22.7 30-day ( 8 38-9.37) (9 88-11.0) (11.5-12 9) (12.8-14.4) 114.5-16.11 (15.8-17 8) [ (17 0-19-2) 18 3-20.7) 1 (19 9-22.7) 11.2 13.1 15.1 16.6 18.6 20.1 21.5 23.0 24.8 26.3 45-day (10 6-11-8) (12 5-13 9) (14.3-16,0) (15.7-17.6) (17 6-19.6) (18-9-21 2) 20:3.•22.8 ( 21 6-24.3) (23.3-26.3 24.5-27.9 60-day 13.4 ) (12 7-14.1 15.7 17.9 ) 14.9-1Y .5) (17.0-18.8 19.6 ) (16.6-20.6 21.7 (20.6- 2.8) �23.3 ) 12 1 24 5 7 24.9 (, 3 a 26.2) 26.4 ) (24 9-27.8 28.4 (26.7-30.0) 29.9 (28.0-31.6) 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 given duration and average recurrence interval) will be greater than the upper bound (or less than the laver bound) is 5%. Estimates at upper bounds are I)ot 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 hItps://hdsc,nws,noaa,gov/hdsc/pfds/pfds_printpage.html?lat=35.0097&Ion=-79,1752&data=depth&units=engIish&series=pds 1/4 WATER QUANTITY -WET POND #1 SUPPLEMENT-EZ COVER PAGE FORMS LOADED PROJECT INFORMATION 1 Project Name Cameron Village 42.3088 2 Pro'ect Area ac 3 Coastal Wetland Area (OC) ' 4 Surface Water Area ac 5 Is this project High or Low Comity? High 6 Does this project use an off -site SCM? No COMPLIANCE WITH 02H.1003(4) 7 Width of vegetated setbacks provided (feet) 30 8 WIII the vegetated setback remain vegetated? NIA 9 If BUA is proposed in the setback, does it meet NCAC 021-1.10.03(4)(c-d)? No _ 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs: 11 Infiltration System 0 12 Bioretention Cell 0 13 _ Wet Pond 2 14 Stormwater Wetland 0 15 Permeable Pavement 0 16 Sand Filter 0 17 Rainwater Harvesting RWH 0 18 Green Roof 0 19 Level S leader -Filter 5tri LB-F5 0 20 Disconnected Im ervlous Surface (DIS) 0 21 Treatment Swale 0 22 DryPond 0 23 StormFilter 0 24 Silva Cell 0 25 Bayfilter 0 26 Filterra 0 FORMS LOADED DESIGNER_Gkg7gFICATION - - -- - _27 Name and Title: 28 ar anization: 29 Street address' Carte Pardo, PE Bowman North Carolina, Ltd. 4006 Barrett Drive, Suite 104 30 City, State, Zi ! Raleilh, NC 27609 31 Phone number(&): Email; _ _ 919-553-6570 32 cpardotghowmanxurn Certification Statement: I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. � x%J4ltIIIIfjrfrr, ' N G A RO�''��,,, N����QF �S SIi7Ar�'�`� SEAL 051571 — '�•F,rf.�'• ftI0 ��. 0 II � f (Y, - - ��- Signature of Designer Date DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so, number of drainage areas/SCMs 3 3 Does this project have low density areas? No 4 If so, number of low density drainage areas 0 5 Is all/part of this project subject to previous rule versions? No FORMS LOADED DRAINAGE AREA INFORMATION Entire Site 1 2 3 4 Type of SCM - Wet Pond Wet Pond Bypass 5 Total drainage area (sq ft 1842972 sf 1141886 sf 552343 sf 13073 6 Onsite drainage area (sq ft 1842972 sf 1141886 sf 552343 sf 13073 7 Offsite drainage area (sg ft 8 Total BUA in project (sq ft 744489 sf 475548 sf 260413 sf 8528 sf 9 New BUA on subdivided lots (subject to permitting) (sq ft 496000 sf 308000 sf 188000 sf 10permitting) New BUA not on subdivided lots (subject to s 248489 sf 167548 sf 72413 sf 8528 sf 11 JOffsite BUA (sq ft 12 Breakdown of new BUA not on subdivided lots: Parking (sq ft Sidewalk (sq ft 67235 sf 46590 sf 18704 sf 1941 sf Roof (sq ft) Roadway s ft) Future (sq ft) Other, please specify in the comment box below (sq ft) 171236 sf 110940 sf 53709 sf 6587 sf 10018 sf 10018 sf 13 New infiltrating permeable pavement on subdivided lots (sq ft 14 New infiltrating permeable pavement not on subdivided lots (sq ft 15 Existing BUA that will remain (not subject to ermitting) (sq ft 17230 sf 17230 sf 16 Existing BUA that is already permitted (sq ft 17 Existing BUA that will be removed (sq ft 18 Percent BUA 40.40% 41.65% 47.15% 19 Design storm inches 1.0 in 1.0 in 20 Design volume of SCM cu ft 40424 cf 21832 cf 21 Calculation method for design volume I Simple Method Simple Method INFORMATION `Please use this space to provide any additional information about the 22 drainage area(s): Drainage Area #1 - Pool Impervious Area = 10,018sf Drainage Area #1 has been designed for an area of 1,866,124 sf with an impervious area of 900,331 sf. The future phase includes an additional 724,238 sf of drainage area with an. additional impervious area of 424,783 sf. WET POND 1 Dralna a area number 1 2 21 Minimum required treatment volume cu ft) 4D424 cf 21832 cf GENERAL MDC FROM 02H .1050 3 Is the SCM sized to treat the SW from all surfaces at build -out? Yes Yes 4 Is the SCM located away from contaminated soils? Yes Yes 5 What are the side slopes of the SCM (H: ? 3:1 3:1 6 Does the SCM have retaining walls, gabion walls or other en ineered side slopes? No No 7 Are the inlets, outlets, and receiving stream protected from erosion (10- ear storm)? Yes Yes 8 Is there an overflow or bypass for inflow volume in excess of the desi n volume? Yes Yes 9 What is the method for dewatering the SCM for maintenance? Pump (preferred) Pump (preferred) 10 If aeplicable, will the SCM be cleaned out after construction? Yes Yes 11 Does the maintenance access comply with General MDC 8 ? Yes Yes 12 Does the drainage easement comply with General MDC (9)? Yes Yes 13 If the SCM is on a single family lot, does (will?) the plat comply with General MDC 10 ? N/A N/A 14 Is there an O&M Agreement that complies with General MDC (11)? Yes Yes 15 Is there an O&M Plan that complies with General MDC 12)? Yes Yes 16 Does the SCM follow the devicespecific MDC? Yes Yes 17 Was the SCM designed by an NC licensedprofessional? Yes Yes WET POND MDC FROM 02H .1053 18 Sizing method used SA/DA SA/DA 19 Has a stage/storage table been provided in the calculations? Yes Yes 20 Elevation of the excavated main pool depth (bottom of sediment removal) (fmsl 251.00 250.00 21 Elevation of the main pool bottom (top of sediment removal) (fmsl) 252.00 251.00 22 Elevation of the bottom of the vegetated shelf fmsl 255.50 254.50 23 Elevation of the permanent pool fmsl 256.00 255.00 24 Elevation of the top of the vegetated shelf (fmsl) 256.50 255.50 25 Elevation of the temporary ool fmsl 257.80 256.30 26 Surface area of the main ermanent pool (square feet) 51435 18440 27 Volume of the main permanent pool (cubic feet) 183364 cf 60353 cf 28 Average depth of the main pool feet 3.76 ft 3.59 ft 29 Average de the uation used Equation 3 Equation 3 301 If using equation 3, main pool perimeter (feet) 975.0 ft 593.0 ft 31 If using equation 3, width of submerged veg. shelf (feet) 3.0 ft 3.0 ft 32 Volume of the foreba cubic feet 35620 cf 9396 cf 33 Is this 15-20% of the volume in the mainpool? Yes Yes 34 Clean -out depth for foreba inches 24 in 24 in 35 Design volume of SCM (cu ft) 146649 cf 36180 cf 36 Is the outlet an orifice or a weir? Orifice Orifice 37 If orifice, orifice diameter inches 5.0 in 2.50 in 38 If weir, weir height inches 39 If weir, weir length (inches) 40 Drawdown time for the temporary pool (days) Are the inlet(s) and outlet located in a manner that avoids short- circuiting? Are berms or baffles provided to improve the flow ath? 3.01 3.16 41 Yes Yes 42 Yes Yes 43 Depth of forebay at entrance (inches) 36 in 36 in 44 Depth of forebay at exit (inches) 0 in 30 in 45 Does water flow out of the forebay in a non -erosive manner? Yes Yes 46 Width of the vegetated shelf (feet) 6 ft 6 ft 47 Slope of vegetated shelf (H: 6:1 6:1 48 Does the orifice drawdown from below the top surface of the permanentpool? Yes Yes 49 Does the pond minimize impacts to the receiving channel from the 1 r 24-hr storm? Yes Yes 50 Are fountains proposed? (If Y, please provide documentation that MDC 9 is met. No No 51 Is a trash rack or other device provided to protect the outlet system? Yes Yes 52 Are the dam and embankment planted in non -clumping turf grass? Yes Yes 53 Species of turf that will be used on the dam and embankment Hybrid Bermuda Hybrid Bermuda 54 1 Hasa planting plan been provided for the vecietated shelf? Yes Yes ADDITIONAL INFORMATION = - Please use this space to provide any additional information about 55 the wet pond(s): Wet Pond 1 1:33 PM 9/26/2022 -TI-rAC A- &�ceAlc-�,.� U&� ?ioe,3-'O Bowman North Carolina, Ltd. Cameron Village, Raeford, Hoke County, NC Curve Number Calculation (CN) Pre -Developed Conditions #1 Drainage Area (acres Z 26.21 Existing Soil Groups. Soil Group Man Symbol Soil Description Acres Percent of DA A/D Ra Rains Sandy Loam 1.50 6% A NoB Norfolk Loamy Sand 21.91 84% D MC McColl Loam 2.80 11% Existing Land Uses: Land Use Description ExistingSoilGroup Acres Curve # Weiphted CN Wooded - Good Stand A 21.51 52 42.7 Open - Good A 1.50 55 3.1 Wooded - Good Stand D 2.80 80 8.5 Impervious -Dirt A 0.40 77 1.2 Cumulative Curve # = 55.5 Bowman North Carolina, Ltd. Cameron Village, Raeford, Hoke County, NC Curve Number Calculation (CN) Post -Developed Conditions #2 Drainage Area (acres) 26.21 Existing Soil Groups: Soil Group Map Symbol Soil Description Acres Percent of DA A/D Ra Rains Sandy Loam 1.50 6% A NoB Norfolk Loamy Sand 21.91 84% D Mc McColl Loam 2.80 11% ftcased land Uses. Land Use Description Existing Soil Group Acres Curve # Weighted CN Impervious Area A & D 10.92 98 40.6 Open Space - Good Condition A 12.76 55 26.8 Open Space - Good Condition D 2.53 77 7.4 Cumulative Curve # = 75.0 Proposed Wet Pond #1 Project Information Project Name: Cameron Village Project #: Designed by: CEP Date 9/26/2022 Revised by: Date. Checked by: Date Site Information Sub Area Location: Drainage To Proposed Wet Pond Drainage Area (DA) = 26.21 Acres 1,141,886 sf Impervious Area (IA) = 10.92 Acres 475,548 sf Percent Impervious (1) = % 41.65 % Required Surface Area Permament Pool Depth: 3.76 ft SA/DA = 1.35 Min Req'd Surface Area = 15.415 sf (at Permanent Pool Required WQv Storage Volume Design Storm = inch Non -Coastal County Determine Rv Value = 0.05 + .009 (1) = 0.425 in/in Storage Volume Required = 40,424 cf (above Permanent Pool) Elevations Top of Pond Elevation = 261.50 ft Temporary Pool Elevation = 257.80 ft Permanent Pool Elevation = 256.00 ft Shelf Begining Elevation = 256.50 ft Forebay Weir = 255.00 ft Shelf Ending Elevation = 255.50 ft Bottom Elevation = 252.00 ft Permanent Pool Area Area @ Top of Permanent Pool = 51,435 sf Volume of Temporary Storage = 146,649 cf Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 51435 > 15415 ) sf Volume of Storage for Design Storm = 146,649 Yes ( 146649 > 40424 ) cf Incremental Drawdown Time Project Information Project Nar Cameron Village Project #: asigned by: CEP iecked by: STORMWATER POND #1 INCREMENTAL DRAWDOWN METHOD -Water Quality Volume Date: 9/26/2022 Date: Water Quality Orifice * Incremental Determination of Water Quality Volume Drawdown Time Zone 2 Orifice Diameter (D) = Cd = Ei = Zone 1 Range = Zone 2 Range = Zone 3 Range = Q3 = 0.0437 CD * Dz (Z-D/24-Ei)^(1121 QZ = 0.372 Co * D*(Z-EI)A(3rz) Q,=0 in 0.6 256 Orifice Inv 0.00 to 256 256 to 256.1 256.1 to 257 Incremental Drawdown Method Countour Contour Area Incremental Volume Stage, Z Zone Q Drawdown Time sq ft cu ft ft cfs min 256.00 74,990 0 0.00 2.00 0.000 — 256.50 79345 38,584 0.50 3.00 0.354 1.817 257.00 82250 40,399 0.50 3.00 0.583 1,154 257.80 86915 67.666 0.80 3.00 0.827 1,364 Total -- 146.649 -- -- -- 4.335 Drawdown Time = Incremental Volume / Q / 60sec/min Summary Total Volume = 146,649 cf Total Time = 4,335 min Total Time = 3.01 days 9/26/2022 Prop Wet Pond- new design-CV#1 1 of 1 Project: Pond # 1 Date: 12/29/2021 Main -Pond Contours -Volumes Elevation Main -Pond Incremental Vol. Accumulated Vol 256 51,435 24,994 183,364 255.5 48,540 24,033 158,370 255 47,590 46,645 134,338 254 45,700 44,770 87,693 253 43,840 42,923 42,923 252 42,005 0 0 Description A2 (Perm -Pool) Al (Bottom -Shelf) A3 (Bottom_Pond) Forebay Contours -Volumes Elevation FB1 FB2 FB3 Total -Areas Incremental Vol. Accumulated Vol. 256 17,460 4,920 22,380 10,941 35,620 255.5 16,740 4,645 21,385 10,446 24,679 255 16,020 4,380 20,400 14,233 14,233 254 6,455 1,610 8,065 0 0 Forebay Volume Average Depth (Option 1) Average Depth Calculation (Option 2) 19.4% *Between 15% & 20% 3.26 *At least 3' average depth Vpp 183,364 permeter of shelf 975 width of shelf 3 Al (Bottom_Shelf): 48,540 Average Depth = 3.76 Proposed Wet Pond #1 Project Information Project Name: Cameron Village Project #: Designed by: CEP Date: Revised by: Date: Checked by: Date: Site Information 9/26/2022 Sub Area Location: Drainage to Proposed Pond Drainage Area (DA) = 26.21 Acres Impervious Area (IA) = 10.92 Acres Percent Impervious (1) = 41.65 % (Drainage Area) Orifice Sizing Orifice Size = Drawdown Time = less than 5 days (yes/no) ? yes greater than 2 day (yes/no) ? yes Anti -Flotation Device 4' x 4' Outlet Structure in (Diameter) days (Incremental Draw Down Method) Area: 16.0 sf Volume: cf Weight: 9485 Ibs Factor of Safety 1.20 WT Req'd of Anti -Flotation Device: 11,382 Ibs Volume of Concrete Req'd: 75.9 cf (Water Displaced - Top of Pond to Bottom of Pond) (Unit WT of Concrete = 150 pcf) Volume Provided: 125.5 cf (4'x4' riser x 5.5' = 88sf, 5'x5' footing x 1.5'=37.5cf) It GWIOC SCALE C I. !a I NCH � !D FEET 'STAGE STORAGE TABLE STAGE ELEVATION CONTOUR INCREMENTAL TOTAL (FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF) 0.0 256.0 74990 0 0 0.5 256.5 79345 38584 38584 1.0 257.0 82250 40399 78983 1.8 257.8 86915 67666 146649 (WQv) 2.0 258.0 88090 17501 164149 3.0 259.0 93565 90828 254977 4.0 260.0 97410 95488 350464 5.0 261.0 101310 99360 449824 5.5 261.5 103285 51149 500973 STORMWATER MANAGEMENT DESIGN WET DETENTION POND#1 RIVER BASIN: RECEIVING STREAM: STREAM INDEX: STREAM CLASS: HUC: DRAINAGE AREA TO POND: CAPE FEAR BEAVER CREEK 18-31-19-5 C 03030004 26.21 ACRES SITE IMPERVIOUS AREA TO POND: 10.92 ACRES OFF SITE DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES TOTAL DESIGN IMPERVIOUS AREA TO POND: 10.92 ACRES PRE -DEVELOPED DRAINAGE AREA: 26.21 AC CURVE NUMBER: 55.5 1.0" STORM EVENT: 1-YEAR STORM EVENT: 1.574 CFS 2-YEAR STORM EVENT: 4.631 CFS 10-YEAR STORM EVENT: 20.06 CFS 100-YEAR STORM EVENT: 56.79 CFS POST -DEVELOPED POST DEVELOPED 26.21 AC 75.0 0.323 CFS 0.005 CFS 36.24 CFS 0.533 CFS 53.41 CFS 0.678 CFS 106.35 CFS 3.808 CFS 198.82 CFS 20.77 CFS 91 Al 4A 8 e� Ale L � a bl i — � _ o1� O d Ai W � YC J W Q m w w 0 w W ~ YQCC m d W W O W RISER STRUCTURE 6" PVC SCREW CAP FOR CLEANING ACCESS 12" MIN. 6"x6" PVC TEE PERM. POND ELEV.=256.0 12" MIN. 5"DIA. HOLE DRILLED INTO BOTTOM CAP EXTEND 6" PVC THROUGH RISER STRUCTURE PVC DRAIN OUTLET SCALE: HJ.5. TA° ^r cTDUCTURE NOT SHOWN FOR CURRY TRASH RACK) OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR 14 REBAR A 12" OC IN FRONT do REAR FACE OF COLLAR. REBAR TO HAVE 3" MIN. CONC, COVER FROM EDGE OR FACE OF COLLAR NOTES: 1. ALL CONCRETE TO BE 3000 PSI NON —FLY ASH. 2. APPLY }" THICK WRAP OF ASPHALTIC CEMENT AROUND DISCHARGE PIPE 6" BEYOND PLANNED SEEPAGE COLLAR ON BOTH SIDES. 3. APPLY ADDITIONAL ASPHALTIC CEMENT AT PIPE/SEEPAGE COLLAR INTERFACE ON UPSTREAM FACES. 4. TO BE FIELD INSPECTED BY GEOTECHNICAL ENGINEER. ASPHALTIC CEMENT TO MEET OR EXCEED FEDERAL SPECIFICATION SS-153 TYPE 1: ASTM—D-2822-75 TYPE 1. CONCRETE SEEPAGE COLLAR SCALE: N.T.S. Pond Report s Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Pond No. 1 - Wet Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 256.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 256.00 74,990 0 0 0.50 256.50 79,345 38,584 38,584 1.00 257.00 82,250 40,399 78,983 1.80 257.80 86,915 67,666 146,649 2.00 258.00 88,090 17,501 164,149 3.00 259.00 93,565 90,828 254,977 4.00 260.00 97,410 95,488 350,464 5.00 261.00 101,310 99,360 449,824 5.50 261.50 103,285 51,149 500,973 Culvert / Orifice Structures Weir Structures [A►] [B] [C] [PrfRsr] [A►] [B] [C] [D] Rise (in) = 24.00 5.00 Inactive Inactive Crest Len (ft) = 4.00 12.00 Inactive Inactive Span (in) = 24.00 5.00 0.00 0.00 Crest El. (ft) = 257.80 259.10 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 256.00 256.00 0.00 0.00 Weir Type = Rect Broad - - Length (ft) = 35.00 0.50 0.00 0.00 Multistage = Yes Yes No No Slope (%) = 3.70 1.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff, = 0.60 0.60 0.60 0.60 Exriil.(Infhr) = 0.000 (by Contour) Multistage = n/a Yes No No TW Elev. (ft) = 0.00 Note: Culvert/Odfioe outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 3.00 Total Q Stage / Discharge 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 Elev (ft) 262.00 261.00 260.00 259.00 258.00 257.00 256.00 30.00 33.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022 K Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.04 in Storm duration = 24 hrs Q (cfs) 2.00 1.00 0.00 0 2 4 ---- Hyd No. 1 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Pre -Developed -Overall Site Hyd. No. 1 -- 1 Year Monday, 09 / 26 12022 = 1.574 cfs = 12.57 hrs = 20,745 cult = 55.5 = Oft = 40.50 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 0.00 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.04 in Storm duration = 24 hrs Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 2 4 -- Hyd No. 2 Monday, 09 / 26 / 2022 Peak discharge = 36.24 cfs Time to peak = 12.03 hrs Hyd. volume = 96,844 cuft Curve number = 75 Hydraulic length = 0 ft Time of conc. (Tc) = 10.00 min Distribution = Type II Shape factor = 484 Post Developed to Pond Hyd. No. 2 -- 1 Year 6 8 10 12 14 Q (cfs) 40.00 30.00 20.00 10.00 0.00 16 18 20 22 24 26 Time (hrs) 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation Reservoir name = Wet Pond Max. Storage Storage Indication method used. Q (cfs) 40.00 gym 20.00 10.00 Post Through Pond Hyd. No. 3 -- 1 Year Monday, 09 / 26 / 2022 = 0.533 cfs = 24.07 hrs = 85,410 cuft = 256.95 ft = 75,097 cuft 10 20 30 40 50 60 70 80 90 Hyd No. 3 Hyd No. 2 Total storage used = 75,097 cuft Q (cfs) 40.00 30.00 20.00 10.00 0.00 100 Time (hrs) C.1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 5 1.0 Post -Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 1.00 in Storm duration = 6.00 hrs Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 Monday, 09 / 26 / 2022 Peak discharge = 0.323 cfs Time to peak = 6.00 hrs Hyd. volume = 2,973 cuft Curve number = 75 Hydraulic length = 0 ft Time of conc. (Tc) = 10.00 min Distribution = SCS 6-Hr Shape factor = 484 1.0 Post -Developed to Pond Hyd. No. 5 -- 1 Year 1.0 2.0 3.0 4.0 5.0 6.0 Hyd No. 5 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 7.0 Time (hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Hyd. No. 6 1.0inPost Through Pond Hydrograph type = Reservoir Peak discharge = 0.005 cfs Storm frequency = 1 yrs Time to peak = 6.30 hrs Time interval = 2 min Hyd. volume = 1,253 cuft Inflow hyd. No. = 5 - 1.0 Post -Developed to Pond/lax. Elevation = 256.04 ft Reservoir name = Wet Pond Max. Storage = 2,947 cuft Storage Indication method used Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 1.OinPost Through Pond Hyd. No. 6 -- 1 Year 10 20 30 40 50 60 70 80 90 Hyd No. 6 Hyd No. 5 Total storage used = 2,947 cuft Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 100 Time (hrs) Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022 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 SCS Runoff 4.631 2 742 40,632 ---- -- Pre -Developed -Overall Site 2 SCS Runoff 53.41 2 722 140,374 - -- — Post Developed to Pond 3 Reservoir 0.678 2 1444 124,567 2 257.40 112,419 Post Through Pond 5 SCS Runoff 0.000 2 n/a 0 --- -- 1.0 Post -Developed to Pond 6 i Reservoir 0.000 2 n/a 0 5 256.00 0.000 1.0inPost Through Pond Wet_pond#1 .gpw Return Period: 2 Year Monday, 09 / 26 / 2022 10 Hydrograph Report HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.68 in Storm duration = 24 hrs Q (cfs 5.00 4.00 3.00 2.00 1.00 rm Monday, 09 / 26 / 2022 Peak discharge = 4.631 cfs Time to peak = 12.37 hrs Hyd. volume = 40,632 cuft Curve number = 55.5 Hydraulic length = 0 ft Time of conc. (Tc) = 40.50 min Distribution = Type II Shape factor = 484 Pre -Developed -Overall Site Hyd. No. 1 -- 2 Year I Q (cfs) 5.00 4.00 3.00 2.00 1.00 ifelM11 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 53.41 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 140,374 cuft Drainage area = 26.210 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 Post Developed to Pond Hyd. No. 2 -- 2 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1 , 1 1 Iwpon ! t_ I 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 2 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation Reservoir name = Wet Pond Max. Storage Storage Indication method used. Q (cfs) 60.00 50.00 40.00 30.00 10.00 10 20 Hyd No. 3 Post Through Pond Hyd. No. 3 -- 2 Year 12 Monday, 09 / 26 / 2022 = 0.678 cfs = 24.07 hrs = 124,567 cult = 257.40 ft = 112,419 cuft Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 2 Total storage used = 112,419 cuff 15 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3D® by Autodesk, Inc. v2022 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.44 in Storm duration = 24 hrs Monday, 09 / 26 / 2022 Peak discharge = 20.06 cfs Time to peak = 12.33 hrs Hyd. volume - 118,124 cuft Curve number = 55.5 Hydraulic length = 0 ft Time of conc. (Tc) = 40.50 min Distribution = Type II Shape factor = 484 Pre -Developed -Overall Site Q (s) Hyd. No. 1 -- 10 Year Q (cfs) 21.00 - - 21.00 18.00 18.00 15.00 - 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) �---- Hyd No. 1 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.44 in Storm duration = 24 hrs Q (cfs) 120.00 100.00 40.00 20.00 0.00 0 2 4 Hyd No. 2 Monday, 09 / 26 / 2022 Peak discharge = 106.35 cfs Time to peak = 12.00 hrs Hyd. volume = 275,765 cuft Curve number = 75 Hydraulic length = 0 ft Time of conc. (Tc) - 10.00 min Distribution = Type II Shape factor = 484 Post Developed to Pond Hyd. No. 2 -- 10 Year 6 8 10 12 14 Q (cfs) 120.00 100.00 F. 11t .M 40.00 20.00 0.00 16 18 20 22 24 26 Time (hrs) Hydrograph Report 18 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 ! 26 ! 2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge = 3.808 cfs Storm frequency = 10 yrs Time to peak = 14.77 hrs Time interval = 2 min Hyd. volume = 251,738 cuft Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 258.17 ft Reservoir name = Wet Pond Max. Storage = 179,811 cuft Storage Indication method used. Q (cfs) 120.00 100.00 60.00 40.00 20.00 0.00 -.6 0 Post Through Pond Hyd. No. 3 -- 10 Year Q (cfs) 120.00 100.00 60.00 40.00 20.00 �- 0.00 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 3 Hyd No. 2 Total storage used = 179,811 cult 21 H yd rog ra p h Summary Report Hydraflow Hydrogrephs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 26.210 a Basin Slope = 0.0 % Tc method = User Total precip. = 8.28 in Storm duration = 24 hrs Monday, 09 / 26 / 2022 Peak discharge = 56.79 cfs Time to peak = 12.30 hrs Hyd. volume = 288,606 cuft Curve number = 55.5 Hydraulic length = 0 ft Time of conc. (Tc) = 40.50 min Distribution - Type II Shape factor = 484 Pre -Developed -Overall Site Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 000 60.00 50.00 40.00 30.00 20.00 10.00 000 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 26.210 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.28 in Storm duration = 24 hrs 180.00 150.00 120.00 90.00 30.00 0.00 0 2 4 - Hyd No. 2 C Monday, 09 / 26 / 2022 Peak discharge = 198.82 cfs Time to peak = 12.00 hrs Hyd. volume = 519,524 cuft Curve number = 75 Hydraulic length = 0 ft Time of conc. (Tc) = 10.00 min Distribution = Type 11 Shape factor = 484 Post Developed to Pond Hyd. No. 2 -- 100 Year Q (cfs) 210.00 180.00 150.00 120.00 - M 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 24 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 126 / 2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge = 20.77 cfs Storm frequency = 100 yrs Time to peak = 12.57 hrs Time interval = 2 min Hyd. volume = 494,562 cuft Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 259.31 ft Reservoir name = Wet Pond Max. Storage = 284,925 cuft Storage Indication method used. Post Through Pond Q (ems) Hyd. No. 3 -- 100 Year Q (cfs) 210.00 I 210.00 180.00 180.00 150.00 150.00 120.00 - 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 3 Hyd No. 2 Total storage used = 284,925 cult WATER QUANTITY -WET POND #2 SUPPLEMENT-EZ COVER PAGE FORMS LOADED PROJECT INFORMATION 1 Project Name Cameron Village 2 Project Area ac 42.3088 3 Coastal Wetland Area (aC)' 4 Surface Water Area (ac) ' 5 is this project High or Low Oensi 7 Hi h 6 JDoes this project use an off -site SCM? No COMPLIANCE WITH 02H .100$(4) 7 Width of vegetated setbacks provided est . 30 8 Will the vegetated setback remain vegetated? NIA 9 If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?_ No 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs: 11 1 Infiltration System 113ioretention Cell _ Wet Pond Stormwater Wetland 0 12 0 13 2 14 0 15 Permeable Pavement 0 16 Sand Filter 0 17 Rainwater Harvesting RWH 0 18 _ Green Roof 0 19 _ Level Spreader -Filter Strip (LS-FS) 0 20 Disconnected Impervious Surface (DIS) 0 21 Treatment Swale 0 22 Dry Pond 0 23 _ StormFiller 0 24 Silva Cell Bavfilter lFilierra 0 25 0 26 0 FDRMSLOADED 27 Name and Title: _ 28 PIEL nixatI n: __ 29 Street address: 330Clty. State. zlo: 31 1Phone number s)� 32 Email: Carlo Pardo, PE 13owman North Carolina, Ltd. an.com Certification Statement I certify, under penalty of law that this Supplement-FZ form and all supporting information were prepared under my direction or supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. �w%IIIIIIf; lfill,// - SEAL -_ _ 051571 =.ter.- •• £NG I t��-�-�•'• a ���� �rf /II ��1r4ela t P�� Signature of Designer r� Date DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so, number of drainage areas/SCMs 3 3 Does this project have low density areas? No 4 If so, number of low density drainage areas 0 5 Is all/part of this project subject to previous rule versions? No FORMS LOADED DRAINAGE AREA INFORMATION Entire Site 1 2 3 4 Type of SCM Wet Pond Wet Pond Bypass 5 Total drainage area (sq ft 1842972 sf 1141886 sf 552343 sf 13073 6 Onsite drainage area (sq ft 1842972 sf 1141886 sf 552343 sf 13073 7 Offsite drainage area (sq ft 8 Total BUA in project (sq ft) 744489 sf 475548 sf 1 260413 sf 8528 sf 9 New BUA on subdivided lots (subject to permitting) (sq ft) 496000 sf 308000 sf 188000 sf 10permitting) New BUA not on subdivided lots (subject to (sf) Offsite BU(sq ft Breakdown of new BUA not on subdivided lots: 248489 sf 167548 sf 72413 sf 8528 sf 11 12 Parking (sq ft Sidewalk (sq ft 67235 sf 46590 sf 18704 sf 1941 sf Roof (sq ft Roadway s ft 171236 sf 110940 sf 53709 sf 6587 sf Future (sq ft Other, please specify in the comment box below (sq ft 10018 sf 10018 sf 13 New infiltrating permeable pavement on subdivided lots (sq ft 14 New infiltrating permeable pavement not on subdivided lots (sq ft) 15permitting) Existing BUA that will remain (not subject to s ft) 17230 sf 17230 sf ExistingBUA that is alreadypermitted s ft Existing.BUA that will be removed s ft Percent BUA 40.40% 41.65% 47.15% k2O Desi n storm inches 1.0 in 1.0 in Desi n volume of SCM (cu ft) 40424 cf 21832 cf Calculation method for design volume Simple Method Simple Method ADDITIONAL INFORMATION 22 ]Please use this space to provide any additional information about the drainage area(s): Drainage Area #1 - Pool Impervious Area = 10,018sf Drainage Area #1 has been designed for an area of 1.866,124 sf with an impervious area of 900,331 sf. The future phase includes an additional 724,238 sf of drainage area with an additional impervious area of 424,783 sf WET POND 1 Draina a area number 1 1 2 2 Minimum required treatment volume cu ft _1 40424 cf 21832 cf GENERAL MDC FROM 02H .1050 3 Is the SCM sized to treat the SW from all surfaces at build -out? Yes Yes 4 Is the SCM located away from contaminated soils? Yes Yes 5 What are the side slopes of the SCM H: ? 3:1 3:1 6 Does the SCM have retaining walls, gabion walls or other e ineered side slopes? No No _ 7 Are the inlets, outlets, and receiving stream protected from erosion 10- ear storm)? Yes Yes 8 Is there an overflow or bypass for inflow volume in excess of the design volume? Yes Yes 9 What is the method for dewaterinQ the SCM for maintenance? Pump (preferred) Pump referred 10 If applicable, will the SCM be cleaned out after construction? Yes Yes 11 Does the maintenance access comply with General MDC 8 ? Yes Yes 12 Does the drainage easement comply with General MDC (9)? Yes Yes 13 If the SCM is on a single family lot, does (will?) the plat comply with General MDC 10 ? N/A N/A 14 Is there an O&M Agreement that complies with General MDC (11)? Yes Yes 15 Is there an O&M Plan that complies with General MDC (12)? Yes Yes 16 Does the SCM follow the devicespecific MDC? Yes Yes 17 Was the SCM designed §y an NO licensedprofessional? Yes Yes T POND MDC FROM 02H .1053 18 Sizing method used SA/DA SA/DA 19 Has a sta a/stora a table been provided in the calculations? Yes Yes 20 Elevation of the excavated main pool depth (bottom of sediment removal) (fmsl 251.00 250.00 21 Elevation of the main pool bottom (top of sediment removal) (fmsl) 252.00 251.00 22 Elevation of the bottom of the vegetated shelf fmsl 255.50 254.50 231 Elevation of the permanent pool fmsl 256.00 255.00 24 Elevation of the top of the vegetated shelf fmsl 256.50 255.50 25 Elevation of the temporary pool fmsl) 257.80 256.30 26 Surface area of the main permanent pool (square feet 51435 18440 27 Volume of the main.permanent pool cubic feet 183364 cf 60353 cf 28 Average de th of the main pool (feet) 3.76 ft 3.59 ft 29 Average depth euation used E uation 3 Equation 3 30 If using equation 3, main pool perimeter feet. 975.0 It 593.0 ft 31 If usin2 equation 3, width of submerged veg. shelf (feet) 3.0 ft 3.0 ft 32 Volume of the foreba (cubic feet) 35620 cf 9396 cf 33 Is this 15-20% of the volume in the mainpool? Yes Yes 34 Clean -out depth for foreba inches 24 in 24 in 35 Design volume of SCM cu ft 146649 cf 36180 cf 36 Is the outlet an orifice or a weir? Orifice Orifice 371 If orifice, orifice diameter inches 5.0 in 2.50 in 381 If weir, weir height (inches) 39 If weir, weir length (inches) 40 Drawdown time for the temporary pool (days) 3.01 3.16 41 Are the inlet(s) and outlet located in a manner that avoids short- circuiting? Yes Yes 421 _ Are berms or baffles provided to improve the flowpath? Yes Yes 43 Depth of forebay at entrance (inches) 36 in 36 in 44 Depth of forebay at exit (inches) 30 in 30 in 45 Does water flow out of the forebay in a non -erosive manner? Yes Yes 46 Width of the vegetated shelf feet 6 ft 6 ft 47 Slope of vegetated shelf H: 6:1 6:1 48 Does the orifice drawdown from below the top surface of the permanentpool? Yes Yes 49 Does the pond minimize impacts to the receiving channel from the 1 r 24-hr storm? Yes Yes 50 Are fountains proposed? (If Y, please provide documentation that MDC(9) is met. No No 51 Is a trash rack or other device provided to protect the outlet system? Yes Yes 52 Are the dam and embankment planted in non -clumping turf grass? Yes Yes 53 S ecies of turf that will be used on the dam and embankment Hybrid Bermuda H brid Bermuda 54 Hasa lantin Ian been Provided for the ve etated shelf? Yes Yes ADDITIONAL INFORMATION 55 Please use this space to provide any additional information about the wet pond(s): Wet Pond 1 1:33 PM 9/26/2022 }-61 1?.,,i^ . - 1 a . CQ? 4 Dr, Bowman North Carolina, Ltd. Cameron Village, Raeford, Hoke County, NC Curve Number Calculation (CN) Pre -Developed Conditions #2 Drainage Area (acres): 12.68 Existing Soil Groups. Soil Grocin Map Symbol Soil Description Acres Percent of DA A/D Ra Rains Sandy Loam 5.30 42% A NoB Norfolk Loamy Sand 7.38 58% Existing Land Uses: Land Use Description Exisfng. Soil Group Acres Curve # Weighted eN Wooded - Good Stand A 2.58 52 10,6 Open - Good A 10.10 55 418 Cumulative Curve # = 54.4 Bowman North Carolina, Ltd. Cameron Village, Raeford, Hoke County, NC Curve Number Calculation (CN) Post -Developed Conditions #2 Drainage Area (acres): 12.68 Existing Soil Gror�ps Soil Group Map Symbol Soil Description Acres Percent of DA A/D Ra Rains Sandy Loam 5.30 42% A NoB Norfolk Loamy Sand 7.38 58% Phased Land Uses: Land Use Description Existirr4 Soil Grou Acres Curve # Weighled CfV Impervious Area A/C 5.98 98 46.2 Open Space - Good Condition A 6.70 55 29.1 Cumulative Curve # = 75.3 Proposed Wet Pond #2 Project Information Project Name: Cameron Village Project #: Designed by: CEP Date: 9/26/2022 Revised by: Date: Checked by: Date: Site Information Sub Area Location: Drainage To Proposed Wet Pond Drainage Area (DA) = 12.68 Acres 552,343 sf Impervious Area (IA) = 5.98 Acres 260,413 sf Percent Impervious (I) = % 47.15 % Required Surface Area Permament Pool Depth: 3.59 ft Non -Coastal County SA/DA = 1.55 Min Rey;'d Surface Area = 8,561 sf at Permanent Pool Required WQv Storage Volume Design Storm = 1 inch Non -Coastal County Determine Rv Value = 0.05 + .009 (1) = 0.474 in/in Storage Volume Required = 21,832 cf (above Permanent Pool Elevations Top of Pond Elevation = 259.00 ft Temporary Pool Elevation = 266.30 ft Permanent Pool Elevation = 255.00 ft Shelf Begining Elevation = 255.50 ft Forebay Weir = 254.00 ft Shelf Ending Elevation = 254.50 ft Bottom Elevation = 251.00 ft Permanent Pool Area Area @ Top of Permanent Pool = 18,440 sf Volume of Temporary Storage = 146,649 cf Is Permenant Pool Surface Area Sufficient (yes/no)? ( 18440 > 8561 ) sf Volume of Storage for Design Storm = ( 146649 > 21832 ) cf Incremental Drawdown Time STORMWATER POND #2 INCREMENTAL DRAWDOWN METHOD -Water Quality Volume Project Information Project Nar Cameron Village Project #: Bsigned by: CEP Date: 9/26/2022 iecked by: Date: Water Quality Orifice " Incremental Determination of Water Quality Volume Drawdown Time Zone 2 Q3 = 0.0437 Co " D2 (Z-D/24-Ei)^(1121 Q2 = 0.372 Co " D"(Z-Ei)^(3n) Q,=0 Orifice Diameter (D) = 2.5 in Cd = 0.6 Ei = 255 Orifice Inv. Zone 1 Range = 0.00 to 255 Zone 2 Range = 255 to 255.1 Zone 3 Range = 255.1 to 256 Incremental Drawdown Method Countour Contour Area Incremental Volume Stage, Z Zone Q Drawdown Time sq ft cu ft ft cfs min 255.00 25,040 0 0.00 2.00 0.000 — 255.50 27485 13.131 0.50 3.00 0.103 2,123 255.90 28745 11,246 0.40 3.00 0.146 1,282 256.00 29065 2.891 0.10 3.00 0.155 311 256.30 30350 8.912 0.30 3.00 0.179 829 Total 36,180 -- -- -- 4,644 Drawdown Time = Incremental Volume / Q / 60sec/min Summary Total Volume = 36,180 cf Total Time = 4,644 min Total Time = 3.16 days 9/26/2022 Prop Wet Pond- new design-CV#1 1 of 1 Project: Pond #1 Date: 12/29/2021 Main -Pond Contours -Volumes Elevation Main -Pond Incremental Vol. Accumulated Vol. Description 255 18,440 8,783 60,353 A2 (Perm -Pool) 254.5 16,690 8,203 51,570 Al (Bottom -Shelf) 254 16,120 15,558 43,368 253 14,995 14,448 27,810 252 13,900 13,363 13,363 251 12,825 0 0 A3 (Bottom -Pond) Forebay Contours -Volumes Elevation FB1 FB2 FB3 Total -Areas Incremental Vol. Accumulated Vol. 255 3,020 3,155 6,175 2,979 9,396 254.5 2,805 2,935 5,740 2,768 6,418 254 2,600 2,730 5,330 3,650 3,650 253 965 1,005 1,970 0 0 Forebay Volume Average Depth (Option 1) Average Depth Calculation (Option 2) Vpp permeter of shelf width of shelf Al (Bottom -Shelf): 15.6% *Between 15% & 20% 3.09 *At least 3' average depth 60,353 593 3 16,690 Average Depth = 3.59 Proposed Wet Pond #2 Project Information Project Name: Cameron Village Project #: Designed by: CEP Date: Revised by: Date: Checked by: Date: Site Information 9/26/2022 Sub Area Location: Drainage to Proposed Pond Drainage Area (DA) = 12.68 Acres Impervious Area (IA) _ _ 5.98 Acres Percent Impervious (1) = 47.15 % (Drainage Area) Orifice Sizing Orifice Size = 2.50 in (Diameter) Drawdown Time = 3.16 days (Incremental Draw Down Method) less than 5 days (yes/no) ? yes greater than 2 day (yes/no) ? yes Anti -Flotation Device 4' x 4' Outlet Structure Area: 16.0 sf Volume: 128.0 cf Weight: 7987 Ibs Factor of Safety 1.20 WT Req'd of Anti -Flotation Device: 9,585 Ibs Volume of Concrete Req'd: 63.9 cf (Water Displaced - Top of Pond to Bottom of Pond) (Unit WT of Concrete = 150 pcf) Volume Provided: 101.5 cf (4'x4' riser x 4' = 64sf, 5'x5' footing x 1.5'=37.5cf) GRAPHIC SCALE sG }6 sp 1 in c M FEET WET POND PLAN VIEW STAGE STORAGE TABLE STAGE ELEVATION CONTOUR INCREMENTAL TOTAL (FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF) 0.0 255.0 25040 0 0 0.5 255.5 27485 13131 13131 0.9 255.9 28745 11246 24377 1.0 256.0 29065 2891 27268 1.3 256.3 30350 8912 36180 (WQv) 2.0 257.0 32275 21919 58099 3.0 258.0 35075 33675 91774 4.0 259.0 37925 36500 128274 rSTORMWATER MANAGEMENT WET DETENTION POND#2 RIVER BASIN: CAPE FEAR RECEIVING STREAM: BEAVER CREEK STREAM INDEX: 18-31-19-5 STREAM CLASS: C HUC: 03030004 POND DESIGN SUMMARY DRAINAGE AREA TO POND: DESIGN 12.68 ACRES SITE IMPERVIOUS AREA TO POND: 5.98 ACRES OFF DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.98 ACRES PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED DRAINAGE AREA: 12.68 AC 12.68 AC CURVE NUMBER: 54.4 75.3 1.0" STORM EVENT: 0.150 CFS 0.005 CFS 1-YEAR STORM EVENT: 0.655 CFS 21.60 CFS 0.175 CFS 2-YEAR STORM EVENT: 2.257 CFS 31.26 CFS 0.959 CFS 10-YEAR STORM EVENT: 10.92 CFS 60.56 CFS 10.32 CFS 100-YEAR STORM EVENT: 31.91 CFS 111.73 CFS 20.07 CFS § � § B§ § § i - `§■ § �|B■ |§2 / § % 3 7�e� c it » - ---I � I i7 T :e i m z z • sC) �D m N Ir�l N Al N A O K m (A m --I O O Gal L N\ O m Z Z m y y CA O r v Env m O O C m+i O m � z a F 0 0 z �arJ� =.irnrsrn i 4" PVC SCREW CAP -- FOR CLEANING ACCESS 12" MIN. 4"x4" PVC TE PERM. POND ELEV.=255.0 12" MIN. ` f 2j"DIA. HOLE DRILLED INTO BOTTOM CAP PVC DRAIN OUTLET �S)0 EXTEND 4" PVC THROUGH RISER STRUCTURE rno nr crgUCTURE NOT SHOWN FOR CLARITY TRASH RACK) OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR SCALE: N.T.S. #4 REBAR A 12" OC IN FRONT do REAR FACE OF COLLAR. REBAR TO HAVE 3" MIN. CONC. COVER FROM EDGE OR FACE OF COLLAR NOTES: 1. ALL CONCRETE TO BE 3000 PSI NON —FLY ASH. 2. APPLY J" THICK WRAP OF ASPHALTIC CEMENT AROUND DISCHARGE PIPE 6" BEYOND PLANNED SEEPAGE COLLAR ON BOTH SIDES. 3. APPLY ADDITIONAL ASPHALTIC CEMENT AT PIPE/SEEPAGE COLLAR INTERFACE ON UPSTREAM FACES. 4. TO BE FIELD INSPECTED BY GEOTECHNICAL ENGINEER. ASPHALTIC CEMENT TO MEET OR EXCEED FEDERAL SPECIFICATION SS-153 TYPE 1: ASTM—D-2822-75 TYPE 1. CONCRETE SEEPAGE COLLAR SCALE: N.T.S. Pond Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Pond No. 1 - Wet Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 255.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 255.00 25,040 0 0 0.50 255.50 27,485 13,131 13,131 0.90 255.90 28,745 11,246 24,377 1.00 256.00 29.065 2,891 27,268 1.30 256.30 30,350 8,912 36,180 2.00 257.00 32,275 21,919 58,099 3.00 258.00 36,075 33,675 91,774 4.00 259.00 37,925 36,500 128,274 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 2.50 Inactive Inactive Crest Len (ft) = 6.00 10.00 Inactive Inactive Span (in) = 24.00 2.50 0.00 0.00 Crest El. (ft) = 256.30 257.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 255.00 255.00 0.00 0.00 Weir Type = Rect Broad - - Length (ft) = 204.00 0.50 0.00 0.00 Multistage = Yes Yes No No Slope (%) = 0.54 1.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000 (by Contour) Multistage = n/a Yes No No 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 (ft) 4.00 3.00 2.00 1.00 0.00 0.00 2.00 Total Q Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 Elev (ft) 259.00 258.00 257.00 256.00 255.00 24.00 Discharge (cfs) 1 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022 Hyd. No. Hydrograph type (origin) Peak flow (cfs) 0.655 Time interval (min) 2 Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 748 8,767 — - Pre -Developed -Overall Site 2 SCS Runoff 21.60 2 718 43,297 ---- — - — Post Developed to Pond 3 Reservoir 0.175 2 1442 37,435 2 256.30 36,178 Post Through Pond 5 SCS Runoff 2 360 1,409 ---•-- - ------ 1.0 Post -Developed to Pond 6 Reservoir 10.150 0.005 2 368 984 5 255.05 1,383 1.0inPost Through Pond Wet_pond#2.gpw I Return Period: 1 Year Monday, 09 / 26 / 2022 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 12.680 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.04 in Storm duration = 24 hrs Q (cfs 1.00 1.00 0.90 — '- 0.90 0.80 - - - - - 0.80 0.70 — - — — - 0.70 0.60 0.60 0.50 0.50 0.40 - 0.40 0.30 - 0.30 0.20 0.20 0.10 0.10 0.00�-- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Monday, 09 / 26 / 2022 Peak discharge = 0.655 cfs Time to peak = 748 min Hyd. volume = 8,767 cuft Curve number = 54.4 Hydraulic length = 0 ft Time of conc. (Tc) = 29.70 min Distribution = Type II Shape factor T 484 Pre -Developed -Overall Site Hyd. No. 1 -- 1 Year 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 12.680 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = Time of conc. (Tc) Total precip. = 3.04 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 24.00 20.00 16.00 12.00 mil 4.00 Post Developed to Pond Hyd. No. 2 -- 1 Year Monday, 09 / 26 / 2022 = 21.60 cfs = 718 min = 43,297 cuft = 75.3 = Oft = 5.00 min = Type II = 484 Q (cfs) 24.00 20.00 16.00 12.00 WE 4.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge = 0.175 cfs Storm frequency = 1 yrs Time to peak = 1442 min Time interval = 2 min Hyd. volume = 37,435 cuft Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 256.30 ft Reservoir name = Wet Pond Max. Storage = 36,178 cuft Storage Indication method used. Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 600 Hyd No. 3 Post Through Pond Hyd. No. 3 -- 1 Year Q (cfs) 24.00 20.00 16.00 12.00 M. 4.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 2 Total storage used = 36,178 cult 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 5 1.0 Post -Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 12.680 ac Basin Slope = 0.0 % Tc method = Total precip. = 1.00 in Storm duration = 6.00 hrs Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 60 --- Hyd No. 5 Monday, 09 / 26 / 2022 Peak discharge = 0.150 cfs Time to peak = 360 min Hyd. volume = 1,409 cuft Curve number = 75.3 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = SCS 6-Hr Shape factor = 484 1.0 Post -Developed to Pond Hyd. No. 5 -- 1 Year 120 180 240 300 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 360 420 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022 Hyd. No. 6 1.0inPost Through Pond Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 5 - 1.0 Post -Developed to Pond!/lax. Elevation Reservoir name = Wet Pond Max. Storage Storage Indication method used Q (cfs) 1.01nPost Through Pond Hyd. No. 6 -- 1 Year Monday, 09 / 26 12022 = 0.005 cfs = 368 min = 984 cuft = 255.05 ft = 1,383 cuft Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 - 0.35 0.30 0.30 -' - 0.25 0.25 0.20 0.20 - 0.15 0.15 0.10 0.10 0.05 0.05 000 000 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Hyd No. 6 Hyd No. 5 1 Total storage used = 1,383 cult Time (min) Ali yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Peak discharge = 2.257 cfs Storm frequency = 2 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 17,776 cuft Drainage area = 12.680 ac Curve number = 54.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 29.70 min Total precip. = 3.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) Pre -Developed -Overall Site Hyd. No. 1 -- 2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time (min) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 12.680 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = Time of conc. (Tc) Total precip. = 3.68 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 Post Developed to Pond Hyd. No. 2 -- 2 Year Monday, 09 / 26 / 2022 = 31.26 cfs = 718 min = 62,592 cuft 75.3 = Oft = 5.00 min Type II 484 Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 0.00-1__-,1 I- I , I I I ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation Reservoir name = Wet Pond Max. Storage Storage Indication method used. Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 Post Through Pond Hyd. No. 3 -- 2 Year Monday, 09 / 26 / 2022 = 0.959 cfs = 884 min = 56,462 cuft = 256.41 ft = 39,743 cuft Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Hyd No. 3 Hyd No. 2 Total storage used = 39,743 cult Time (min) 15 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 12.680 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.44 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 12.00 10.00 we] 4.00 2.00 we, Pre -Developed -Overall Site Hyd. No. 1 -- 10 Year Monday, 09 / 26 / 2022 = 10.92 cfs = 732 min = 53,677 cuft = 54.4 = Oft = 29.70 min = Type II = 484 Q (cfs) 12.00 10.00 01 . M 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval - 2 min Drainage area = 12.680 ac Basin Slope = 0.0 % Tc method Total precip. = 5.44 in Storm duration = 24 hrs 50.00 40.00 30.00 20.00 10.00 Monday, 09 / 26 / 2022 60.56 cfs = 716 min = 122,465 tuft = 75.3 Oft = 5.00 min Type II 484 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Post Developed to Pond Hyd. No. 2 -- 10 Year Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 1 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 2 Time (min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation Reservoir name = Wet Pond Max. Storage Storage Indication method used. Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 480 Hyd No. 3 Post Through Pond Hyd. No. 3 -- 10 Year Monday, 09 / 26 / 2022 = 10.32 cfs = 726 min = 116,185 cuft = 256.96 ft = 56,989 cult Q (cfs) 70.00 60.00 .�l 40.00 30.00 20.00 10.00 0.00 960 1440 1920 2400 2880 3360 3840 4320 - Hyd No. 2 Total storage used = 56,989 cult Time (min) 21 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. IHydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) �ws) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 31.91 2 732 133,936 — -- - Pre -Developed -Overall Site 2 SCS Runoff 111.73 2 716 230,020 ------ --- ------- Post Developed to Pond 3 Reservoir 20.07 2 726 223,639 2 258.46 108,662 Post Through Pond 5 SCS Runoff 0.000 2 n/a 0 — -- 1.0 Post -Developed to Pond 6 Reservoir 0.000 2 n/a 0 5 255.00 0.000 1.0inPost Through Pond Wet_pond#2.gpw - J Return Period: 100 Year Monday, 09 / 26 / 2022 22 Hydrograph Report HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre -Developed -Overall Site Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 12.680 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.28 in Storm duration = 24 hrs Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 0.00 0 120 240 360 480 600 - Hyd No. 1 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Pre -Developed -Overall Site Hyd. No. 1 -- 100 Year Monday, 09 / 26 / 2022 = 31.91 cfs = 732 min = 133,936 cuft = 54.4 = Oft = 29.70 min = Type II = 484 Q (Cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 720 840 960 1080 1200 1320 1440 1560 Time (min) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 2 Post Developed to Pond Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 12.680 ac Basin Slope = 0.0 % Tc method = Total precip. - 8.28 in Storm duration = 24 hrs 100.00 40.00 20.00 Monday, 09 / 26 / 2022 Peak discharge = 111.73 cfs Time to peak = 716 min Hyd. volume = 230,020 cuft Curve number = 75.3 Hydraulic length = 0 ft Time of conc. (Tc) W 5.00 min Distribution = Type II Shape factor = 484 Post Developed to Pond Hyd. No. 2 -- 100 Year Q (cfs) 120.00 100.00 20.00 0.00 1 I I I , , I. " 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 2 Time (min) 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022 Hyd. No. 3 Post Through Pond Hydrograph type = Reservoir Peak discharge = 20.07 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 223,639 cuft Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 258.46 ft Reservoir name = Wet Pond Max. Storage = 108,662 cuft Storage Indication method used Post Through Pond Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 3 Hyd No. 2 I Total storage used = 108,662 cult � - )ƒ k >; i# ! 2 � { | J! : fk � !\ ! {# ) « ; ! )\ §| ■ $/3 � k (!# {| k & (! k � EED §§- `{ |� i�! }0