The URL can be used to link to this page

Home My WebLink AboutSW7070724_HISTORICAL FILE_20070810STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW ZO 707� DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS HISTORICAL FILE COMPLIANCE EVALUATION INSPECTION DOC DATE��(� YYYYMMDD 'g 6o,e,,7- 9dz l s-lprzMU„��z, �A[.CvLrino+JS AUG 1 0 2007 /n F J ICSo�v� Y� i�'�' 1.IVAN S�y Qz,-Is/ 44,6 /, dies vheP cG�-e S l rE 7�,47W . -TorrtL s/7F An6"-) �27I sF TOilq"L. � LoT S CTowh �pw�e S) Tom1, 1 � Jri bw- aj,A-o Zn.2!:LMe Ue- A v�� 2l l�twa.yy. Ci�y cA��w�J - 1 1 4(: re-s �� unlf5 SU0 &r- 3o/r7P3 sP 19I zeR s F-- I, 89 S-SF- 20/ �,FgIFS17- ~/; ZoVsic f o.; IL e l 6 (, /4 re S . Hej A 27)a� STORMWATER POND COASTAL STORMWATER DESIGN WHITFIELD LANDING SUBDIVISION NEUSE BOULEVARD NEW BERN, NORTH CAROLINA AE PROJECT i107021 SIZE POND AND ORIFICE: SITE DATA 10 1 AL SI 1 t WA I LKSHtAU ARLA = BUILDING AREA = SIDEWALK AREA = PARKING/DRIVE AREA = GRASS AREA/POND AREA = - UPON ARFA = 216211 SF ACRES 4.96 30,713 SF 0.71 1895 SF 0.04 39596 SF 0.91 144007 SF 3.31 % BUA = DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL REFERENCE SA/DA TABLE YES NO 85% TSS REMOVAL WITH 30' VEGATATIVE FILLER 90% TSS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER X X SET PERMANENT POOL DEPTH = 8 FT SA/DA LOW (30%)= 0.8 SA/DA HIGH (40%) = 1.1 • IMPER(ACTUAL%) = 33.4 % • IMPERVIOUS LOW = 30 % INTERPOLATED SA/DA VALUE = 0.90 C S A/b A - REQUIRED SURFACE AREA = 1,945 SF APPROXIMATE POND WIDTH = 25 FT APPROXIMATE POND DIMENSIONS = 25 FT X 75 FT PERM POOL PROV I n J-(%> ' CALCULATE 1" STORM RUNOFF VOLUME SIDEWALK AREA = PARKING/DRIVE AREA = GRASS AREA = pntin AprA = 1-INCH VOLUME _ �9,493FV SET PERMANENT POOL LEVEL AT: 9 STAGE _ DETERMINE POND STAGE RISE ASSOCIATED WITH 1" STORM 30713 SF C= 0.90 1895 SF C= 0.90 39596 SF C= 0.90 135813 SF C= 0.30 C= 0.526 93 FT ELEVATION STAGE FT SURFACE AREA FTz NCREMENTAL VOL FT3' CUMM. VOL(FT3) STORM VOL. FT3 -10 0 ERR ERR -9 0 0 0 -8 1563 0 0 -7 2082 1823 1823 -6 2637 2,360 4,183 -5 3227 2,932 7,115 -4 3852 3,540 10,656 -3 4512 4,182 14,837 -2 5198 4,855 19,692 -1 5909 5,554 25,246 0 8194 7,052 32,298 0 1 9421 8,808 41,105 8,808 2 10704 10,063 51,168 18,870 3 12045 11,375 36,364 30,245 4 0 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 10 0 0 0 CALCULATE 1" STORM RISE BETWEEN: 93 FT & 94 FT THE STORED RUNOFF = REMAINING VOLUME TO BE STORED f BETWEEN: 94 FT & 95 FT INCREMENTAL VOLUME _ RISE ABOVE 95.0 FT CONTOUR = 0.070 FT qN •v-I THEREFORE 1" STORM ELEVATION = FT SAY: STOR 9 FT q ►-4.1 8808 FT3 685 FT3 10063 FT3 DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM AVERAGE AVAILABLE ORIFICE HEAD = 0.55 FT SIZE ORIFICE FOR 3-DAY DRAWDOWN AVERAGE Q REQUIRED = (3 DAY DRAW DOWN) FROM P. III -II OF HRM BASIC ORIFICE EQUATION Q = DISCHARGE(CFS) CD = COEFFICIENT (USE 0.6) A = ORIFICE AREA (SF) Q=Co'A'sgrt( g = GRAVITY (32.2 FT/Sz) h = DRIVING HEAD FT 0.037 FT3/S (I,( Fr - Z) ass' SOLVE FOR AREA REQUIRED: A=Q/(CD'sgrt(2gh)= 0.01026 SF ORIFICE DIAMETER (D) = 0.1143 FT APPROXIMATELY= 1.37 INCHES TRY 1.25 1 CH DIAMETER ORIFIC =Do L(SO ` rAku..SYL O'�-l'F"G9-� �LbP FL6W . CHECK ORIFICE SIZE BY ROUTING THE DRAWDOWN OF THE 1"STORM RUNOFF DISCHARGE TABLE h(FT) Q(CFS) 1.1 0.043 1 0.041 0.9 0.039 0.8 0.037 0.7 0.034 0.6 0.032 0.5 0.029 0.4 0.026 0.3 0.022 0.2 0.018 0.1 0.013 0.05 0.009 0.03 0.007 0.02 0.006 0.01 0.004 0 0.000 NOTE: h MEASURED TO CENTER OF ORIFICE 0=(0.6)(P I/4)(Do/12)2sgrt(2'32.2`h) INITIAL HEAD = 1.10 FT APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS REQUIRED VOLUME = 9,493 FT3 POND HAS 1" STORM VOLUME AT t=0 TIME ELAPSED HR h FT Q CFS Q/6 HRS Qcumm VOL, REMAINING FT3 0 1.10 9.493 6 1.10 0.043 930 930 8,563 12 0.99 0.041 883 1,812 7,681 18 0.89 0.039 836 2,649 6,844 24 0.79 0.037 789 3,438 6,055 30 0.70 0.034 742 4,180 5,313 36 0.62 0.032 695 4,876 4,617 42 0.54 0.030 648 5,524 3,969 48 0.46 0.028 601 6,125 3,368 54 0.39 0.026 554 6,679 2,814 60 0.33 0.023 506 7,185 2,308 66 0.27 0.021 458 7,643 1,850 72 0.21 0.019 410 8,054 1,439 78 0.17 0.017 362 8,416 1,077 84 0.12 0.014 313 8,729 764 90 0.09 0.012 264 8,993 500 96 0.06 0.010 213 9,206 287 102 0.03 0.007 162 9,368 125 108 0.01 0.005 107 9,474 114 0.00 0.002 41 9,516 (23) 120 0.00 ERR ERR ERR ERR "NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGH" WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL. THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF CONTROL FOR THE POND IS SATISFACTORY. -D iLd1uJ T%a SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER �, ~�f IMPER.% 3.OFT 3.5FT 4.OFT 4.5FT 5.OFT 5.5FT 6.OFT 6.5FT 7. OFT 7.5FT 10% .9 .8 .7 .6 .5 20% 1.7 1.3 1.2_ 1.1 1.0 .9 8 .7 ----30% 2.5 2.2 1.9`, 1.8 1. 1.5 1.3 1.2 .6 1.0 .5 ^-40% 3.4 3.0 ',2.6.(j 2. 1.9 1.6 1.4 1.1 .9 1.0 50% 4.2 3.7 3:.3 3.0 .7 2.4 2.1 1.8 1.5 1.3 60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2..3 2.0 1.6 70% 90% § 6 8 5.2 4.5 4.1_� � 7: ' 3.1 2.9 2.5 2.1 1.8. 90 .. 7.5.._ 6.0 fi.-5-- 5 2 5.8-- 4.7 5.3 4 2 ._.4 8..._-4.3 3 7_.. 3.2 3.8 2.7 - 2.2 2.0__ 100% 8.2 7.4 6.8 6.2 5.6 5.0- 4.4 3.3 3.8 2..8....2.3 3.2 2.6 SA/DA 6NW90%)UT S REMOVALFOR WET DETENTI VEGETATIVE,FILTER IMPER.% 3.OFT 3.5FT 10% 1.3 1.0 20% 2.4 2.0 3 0 % 3.5 3.0 ---,740% 4.5- 4.0, 50% 5.6 5.0 60% 7.0 6.0 70% 8.1 7.0 80%. 9.4 8.0 90% 10.7 9.0 ........ .10 0 $....12.0.... 10.0 .. 4.unu 4.5FT 5.OFT 5.5FT .8 .7 .6 .5 1.8• 1.7 1.5 1.4 2.7 2.5 2.2 1.9 3.5 3.1 2.8 2.5 4.3 3.9 3.5 3.1 5.3 4.8 4.3 3.9 6.0 5.5 5.0 4.5 7.0 6.4 5.7 5.2 7.9 7.2. 6.5 5.9 8.8. 8.1 7.3 .6.6 6.5FT 7.OFT 7.5FT' 1.2 1.0 .9 .6- 1.6 1.3 1.1 2.1 1.8 1.4 2.7 2.3 1.9 1.5 3.4 2.9 2.4 1.9 3.9 3.4 2.9 2.3 4.6 4.0 3.4. 2.8' 5.2 4.6 ., _ 3..9 3.3.`__.. 5.8 .5.1.:, 4.3._.:, 3.6. -76 �.. -ems! �, ,�/o ,,Vag eL I� (-?Coo( L O'S b b 'Pslz�l llgZl Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Run 9.25 1 722 25,509 1 — Pre Dev. 1 Year St 2 SCS Ru 26.40 1 722 71,827 10 — Pre Dev. 10 Yr. St 3 SCS R noff 12.13 1 723 35,062 1 — POST Dev. 1 Year S 4 SCS R noff 27.26 2 724 82,982 10 — POST Dev. 10 Yr. S 5 Rese it .42 1 749 21,020 1 3 94.80 16,894 Post Dev. 1-Yr. St 6 Rese 'r 17.55 2 728 72.924 10 4 95.65 26,285 Post Dev. 10-Yr. S P (� 9,Z cis P9 S ray/ ! s-5- 5 U� Proj. file: 07021_WHITFIELD.G WIDF file: NEW BERN.IDF Run date: 06-20-2007 1 1 5 - Reservoir 71 Yr A- p = 2.42 cfs 0 5 10 15 20 25 Time (hrs) / Hyd. 3 / 5 m 1 6 - Reservoiri,-10 Yrf Qp = 17.55 cfs 0 0 5 / Hyd. 4 10 Time (hrs) 15 20 25 / Hyd. 6 Hydrograph Report Page, English H d. Pre Dev. 1 Year -Storm ' e = SCS Runoff Peak discharge = 9.25 cfs Storm frequency = 1 yrs Time interval = 1 min Drainage area = 4.96 ac Curve number = 76 Basin Slope = 0.4 % Hydraulic length = 580 ft Tc method - Time of conc. (Tc) = 3 min Total precip. 3.70 i Distribution =Type III Storm duration Shape factor = 484 ToU Volume = 25,W9 cuR Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 10.47 0.09 16.87 0.27 23.27 0.12 10.67 0.13 17.07 0.26 23.47 0.12 10.87 0.17 17.27 0.25 23.67 0.11 11.07 0.22 17.47 0.23 23.87 0.11 11.27 0.32 17.67 0.22 11.47 0.45 17.87 0.21 11.67 1.16 18.07 0.20 ...End 11.87 2.62 18.27 0.20 12.07 8.33 18.47 0.19 12.27 3.55 18.67 0.19 12.47 1.87 18.87 0.19 12.67 1.16 19.07 0.18 12.87 0.98 19.27 0.18 13.07 0.81 19.47 0.17 13.27 0.76 19.67 0.17 13.47 0.72 19.87 0.17 13.67 0.67 20.07 0.16 13.87 0.62 20.27 0.16 14.07 0.57 20.47 0.16 14.27 0.54 20.67 0.15 14.47 0.52 20.87 0.15 14.67 0.50 21.07 0.15 14.87 0.47 21.27 0.14 15.07 0.45 21.47 0.14 15.27 0.42 21.67 0.13 15.47 0.39 21.87 0.13 15.67 0.37 22.07 0.21 15.87 0.34 22.27 0.13 16.07 0.32 22.47 0.13 16.27 0.30 22.67 0.13 16.47 0.29 22.87 0.13 16.67 0.28 23.07 0.12 i� TR55 Tc Worksheet Page , I Hyd. No. 1 Pre Dev. 1 Year Storm Storm frequency = 1 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip. Land slope Travel Time ................. = 0.011 = 300.0 ft = 3.70 in = 3.0 % = 2.3 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 fUs Travel Time ........................................ = 0.7 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 3.0 min Hydrograph Report Page 1 klyd. N . Pre Dev. 10 Yr. Storm pe = SCS Runoff Storm frequency = 10 yrs Drainage area = 4.96 ac Basin Slope = 0.0 % Tcmethod =:TR 5 Total precip. 7.00 in Storm duration L==24 rs English Peak discharge = 26.40 cfs Time interval = 1 min Curve number = 76 Hydraulic length = 0 ft Time of conc. (Tc) = 2.4 min Distribution = Type III Shape factor = 484 Total volume = 71,827 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 9.08 0.27 15.48 0.92 21.88 0.30 9.28 0.31 15.68 0.85 22.08 0.31 9.48 0.37 15.88 0.79 22.28 0.30 9.68 0.42 16.08 0.73 22.48 0.30 9.88 0.48 16.28 0.71 22.68 0.29 10.08 0.55 16.48 0.68 22.88 0.29 10.28 0.65 16.68 0.65 23.08 0.28 10.48 0.75 16.88 0.62 23.28 0.27 10.68 0.87 17.08 0.59 23.48 0.27 10.88 0.99 17.28 0.57 11.08 1.18 17.48 0.54 11.28 1.55 17.68 0.51 ...End 11.48 1.97 17.88 0.48 11.68 4.74 18.08 0.46 11.88 9.07 18.28 0.45 12.08 20.29 18.48 0.44 12.28 8.83 18.68 0.43 12.48 4.31 18.88 0.43 12.68 2.84 19.08 0.42 12.88 2.36 19.28 0.41 13.08 1.97 19.48 0.40 13.28 1.85 19.68 0.39 13.48 1.72 19.88 0.38 13.68 1.59 20.08 0.37 13.88 1.47 20.28 0.37 14.08 1.35 20.48 0.36 14.28 1.29 20.68 0.35 14.48 1.23 20.88 0.34 14.68 1.17 21.08 0.33 14.88 1.11 21.28 0.32 15.08 1.04 21.48 0.31 15.28 0.98 21.68 0.31 TR55 Tc Worksheet Page 1 I W Hyd. No. 2 Pre Dev. 10 Yr. Storm Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 300.0 ft Two-year 24-hr precip. = 7.00 in Land slope = 3.0 % Travel Time ........................................ = 1.7 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 0.7 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 2.4 min Hydrograph Report Page 1 l � Hydv No.,., .3 ..._ _ �._. _POST Dev. 1 Year Storm �,b ydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 4.96 ac Basin Slope = 0.0 % Tc method = Total precip. = 3.70,i Storm duration = hrs English Pa O'D Peak discharge = 12.13 cfs Time interval = 1 min Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 4.7 min Distribution = Type III Shape factor = 484 Total Volume= 35,062 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 9.62 0.12 16.02 0.40 22.42 0.16 9.82 0.15 16.22 0.38 22.62 0.16 10.02 0.18 16.42 0.36 22.82 0.15 10.22 0.22 16.62 0.35 23.02 0.15 10.42 0.26 16.82 0.33 23.22 0.15 10.62 0.31 17.02 0.32 23.42 0.14 10.82 0.37 17.22 0.31 23.62 0.14 11.02 0.43 17.42 0.29 23.82 0.14 11.22 0.58 17.62 0.28 11.42 0.76 17.82 0.26 11.62 1.38 18.02 0.25 ...End 11.82 3.22 18.22 0.24 12.02 10.41 18.42 0.24 12.22 5.38 18.62 0.23 12.42 3.24 18.82 0.23 12.62 1.57 19.02 0.22 12.82 1.33 19.22 0.22 13.02 1.08 19.42 0.21 13.22 0.98 19.62 0.21 13.42 0.92 19.82 0.20 13.62 0.86 20.02 0.20 13.82 0.79 20.22 0.20 14.02 0.73 20.42 0.19 14.22 0.69 20.62 0.19 14.42 0.66 20.82 0.18 14.62 0.63 21.02 0.18 14.82 0.59 21.22 0.17 15.02 0.56 21.42 0.17 15.22 0.53 21.62 0.16 15.42 0.50 21.82 0.16 15.62 0.46 22.02 0.21 15.82 0.43 22.22 0.16 TR55 Tc Worksheet Page 7 IV Hyd. No. 3 POST Dev. 1 Year Storm Storm frequency = 1 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 150.0 ft Two-year 24-hr precip. = 3.70 in Land slope = 1.0 % Travel Time ........................................ = 2.1 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 1.0 % Surface description = Paved Average velocity = 2.03 ft/s Travel Time ........................................ = 0.4 min Channel Flow Cross section flow area = 3.1 sqft Wetted perimeter = 6.3 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 2.21 ft/s Flow length = 300.0 ft Travel Time ........................................ = 2.3 min Total Travel Time, Tc ........................ = 4.7 min Hydrograph Report H d. y POST Dev. 10 Yr. Storm pe = SCS Runoff Storm frequency = 10 yrs Drainage area = 4.96 ac Basin Slope = 0.0 °/ Tc method 5 55 Total precip. = 7.00 Storm duration - �s Hydrograph Discharge Table N D �D-V-9 Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 8.33 8.73 9.13 9.53 9.93 10.33 10.73 11.13 11.53 11.93 12.33 12.73 13.13 13.53 13.93 14.33 14.73 15.13 15.53 15.93 16.33 16.73 17.13 17.53 17.93 18.33 18.73 19.13 19.53 19.93 20.33 20.73 0.28 0.37 0.48 0.61 0.74 0.95 1.22 1.61 2.62 11.86 9.22 3.03 2.11 1.84 1.56 1.38 1.24 1.11 0.97 0.83 0.75 0.69 0.63 0.57 0.51 0.48 0.46 0.44 0.42 0.40 0.39 0.37 21.13 21.53 21.93 22.33 22.73 23.13 23.53 End 0.35 0.33 0.31 0.32 0.31 0.29 0.28 Page 1 English Peak discharge = 27.26 cfs Time interval = 2 min Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 4.2 min Distribution = Type III Shape factor = 484 Taal volume = 82.982 cuff l� YR55 Tc Worksheet Hyd. No. 4 POST Dev. 10 Yr. Storm Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 150.0 ft Two-year 24-hr precip. = 7.00 in Land slope = 1.0 % Travel Time ........................................ = 1.5 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 1.0 % Surface description = Paved Average velocity = 2.03 ft/s Travel Time ........................................ = 0.4 min Channel Flow Cross section flow area = 3.1 sqft Wetted perimeter = 6.3 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 2.21 ft/s Flow length = 300.0 ft Travel Time ........................................ = 2.3 min Total Travel Time, Tc ........................ = 4.2 min sage 1 P-0 Hydrograph Report Page 1 aI English Hyd. r5 P stDev.1-yr.Storm (��t Hy =Reservoir Peak discharge 2.42 Storm frequency = 1 yrs Time interval Inflow hyd. No. = 3 Reservoir name = WHITFIELD LANDI Max. Elevation = 94.80 ft Max. Storage = 16,894 cuft Storage indication medmd used. Total Volume = 21,020 Cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.80 3.04 93.50 0.03 - - - - - - - 0.03 12.00 9.00 93.89 0.04 - - - - - - - 0.04 12.20 5.58 94.56 0.05 - - - 0.27 - - - 0.32 12.40 3.43 94.79 0.05 - - - 2.17 - - - 2.22 12.60 1.59 94.79 0.05 - - - 2.17 - - - 2.22 12.80 1.35 94.75 0.05 - - - 1.76 - - - 1.81 13.00 1.10 94.72 0.05 - - - 1.44 - - - 1.49 13.20 0.99 94.69 0.05 - - - 1.21 - - - 1.26 13.40 0.93 94.68 0.05 - - - 1.07 - - - 1.12 13.60 0.86 94.66 0.05 - - - 0.97 - - - 1.02 13.80 0.80 94.65 0.05 - - - 0.88 - - - 0.93 14.00 0.73 94.64 0.05 - - - 0.81 - - - 0.86 14.20 0.69 94.64 0.05 - - -- 0.74 - - - 0.79 14.40 0.66 94.63 0.05 - - - 0.69 - - - 0.74 14.60 0.63 94.62 0.05 - - - 0.64 - - - 0.70 14.80 0.60 94.62 0.05 - - -- 0.61 - - - 0.66 15.00 0.56 94.62 0.05 - - - 0.57 - - - 0.62 15.20 0.53 94.61 0.05 - - - 0.54 - - - 0.59 15.40 0.50 94.61 0.05 -- -- -- 0.50 - --- -- 0,56 15.60 0.47 94.60 0.05 - --- -- 0.47 - - -- 0.52 15.80 0.43 94.60 0.05 - - -- 0.44 - - - 0.49 16.00 0.40 94.59 0.05 - - - 0.42 - - - 0.47 16.20 0.38 94.59 0.05 - -- - 0.40 - - - 0.45 16.40 0.36 94.58 0.05 - - - 0.38 - - - 0.43 16.60 0.35 94.58 0.05 -- -- -- 0.36 - - - 0.41 16.80 0.34 94.58 0.05 - -- - 0.34 - - - 0.39 17.00 0.32 94.57 0.05 - - - 0.32 - - - 0.37 17.20 0.31 94.57 0.05 - - - 0.31 - - - 0.36 17.40 0.29 94.56 0.05 - - - 0.29 - - - 0.34 17.60 0.28 94.56 0.05 - - - 0.27 - - - 0.33 17.80 0.26 94.56 0.05 - - -- 0.26 - - - 0.31 18.00 0.25 94.55 0.05 - - - 0.24 - - - 0.29 18.20 0.24 94.55 0.05 - - - 0.23 - - - 0.28 18.40 0.24 94.55 0.05 - - - 0.22 - - - 0.27 18.60 0.23 94.55 0.05 - - - 0.21 - - - 0.26 18.80 0.23 94.54 0.05 - - - 0.20 - - - 0.25 Continues on next page... Post Dev. 1-Yr. Storm Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs . cfs cfs cfs cfs cfs cfs 19.00 0.22 94.54 0.05 - - - 0.19 - - - 0.24 19.20 0.22 94.54 0.05 - - - 0.19 - - - 0.24 19.40 0.21 94.54 0.05 - - - 0.18 - - - 0.23 19.60 0.21 94.54 0.05 - - - 0.18 - - - 0.23 19.80 0.20 94.54 0.05 - - - 0.17 - - - 0.22 20.00 0.20 94.54 0.05 - -- - 0.17 - -- - 0.22 20.20 0.20 94.54 0.05 - - - 0.16 - - - 0.21 20.40 0.19 94.53 0.05 - - - 0.16 - - - 0.21 20.60 0.19 94.53 0.05 - - - 0.15 - - - 0.20 20.80 0.18 94.53 0.05 - - - 0.15 - - - 0.20 21.00 0.18 94.53 0.05 - - - 0.14 - - - 0.19 21.20 0.17 94.53 0.05 - - - 0.14 - - - 0.19 21.40 0.17 94.53 0.05 - - - 0.13 - - - 0.18 21.60 0.16 94.53 0.05 - - - 0.13 - - - 0.18 21.80 0.16 94.53 0.05 - - - 0.12 - - - 0.17 22.00 0.16 94.53 0.05 -- - - 0.12 - -- - 0.17 22.20 0.16 94.53 0.05 - - - 0.13 - - - 0.18 22.40 0.16 94.53 0.05 - - - 0.13 - - - 0.18 22.60 0.16 94.53 0.05 - - - 0.12 - - - 0.17 22.80 0.15 94.53 0.05 - - - 0.12 - - - 0.17 23.00 0.15 94.53 0.05 - - - 0.11 - - - 0.16 23.20 0.15 94.52 0.05 - - - 0.11 - - - 0.16 23.40 0.14 94.52 0.05 - -- - 0.11 - - - 0.15 23.60 0.14 94.52 0.05 -- - - 0.10 - - - 0.15 23.80 0.14 94.52 0.05 - - - 0.10 - - - 0.15 24.00 0.00 94.52 0.05 - - - 0.09 - - - 0.14 rzane . ` Reservoir Report Reservoir No. 1 - WHITFIELD LANDING Page 1 English Pond Data Pond storage is based on known contour areas Stage I Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sqft cult cuft 0.00 93.00 8,194 0 0 1.00 94.00 9,421 8,808 8,808 2.00 95.00 10,704 10,063 18,870 3.00 96.00 12,045 11,375 30,245 Culvert / Orifice Structures [A] [B] [C] [D] Rise in = 1.3 0.0 0.0 0.0 Span in = 1.3 0.0 0.0 0.0 No. Barrels = 1 0 0 0 Invert El. ft = 93.00 0.00 0.00 0.00 Length ft = 1.0 0.0 0.0 0.0 Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Crif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = - No No No Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 0.00 0 93.00 0.00 1.00 8,808 94.00 0.04 2.00 18,870 95.00 0.06 3.00 30,245 96.00 0.07 Weir Structures [A] [B] [C] [D] Crest Len ft = 4.7 0.0 0.0 0.0 Crest El. ft = 94.50 0.00 0.00 0.00 Weir Coeff. = 3.00 0.00 .0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Multi -Stage = No No No No Tailwater Elevation = 0.00 ft Note: All outllovvs have D n anelyted under Inlet and outlet control. Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge cfs cfs cfs cfs cfs cfs cfs cfs 0.00 - - - 0.00 0.00 - - - 0.04 5.00 - - - 5.06 25.97 - - - 26.04 V Hydrograph Report Page t English Hyd. No. 6 Pare Post Dev. 10-Yr. Storm I Hydrograph type = •Resery Peak discharge _ 55 Storm frequen y = 10 yrs Time interval =-2 min Inflow hyd. No. - Reservoir name = WHITFIELD LANDI Max. Elevation = 95.65 It Max. Storage = 26,285 cuft Storage indication method used Total Volume = 72,924 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 20.27 95.20 0.06 - - - 8.25 - -- - 8.31 12.40 7.57 95.37 0.06 - -- - 11.39 - - - 11.45 12.80 2.86 94.96 0.06 - - - 4.42 - - - 4.48 13.20 2.07 94.82 0.05 - - - 2.55 - - - 2.61 13.60 1.79 94.77 0.05 - - - 1.99 - - - 2.04 14.00 1.51 94.74 0.05 - - - 1.66 - - - 1.71 14.40 1.36 94.71 0.05 - - - 1.42 - - - 1.47 14.80 1.22 94.70 0.05 - - - 1.26 - - - 1.32 15.20 1.08 94.68 0.05 - - - 1.14 - - - 1.19 15.60 0.95 94.67 0.05 - - - 1.01 - - - 1.06 16.00 0.81 94.65 0.05 - - - 0.87 - - - 0.93 16.40 0.74 94.64 0.05 - - - 0.76 - - - 0.81 16.80 0.68 94.63 0.05 - - - 0.69 - - - 0.74 17.20 0.62 94.62 0.05 - - - 0.62 - - - 0.67 17.60 0.56 94.61 0.05 - - - 0.56 - - - 0.61 18.00 0.50 94.61 0.05 - - - 0.50 - - - 0.55 18.40 0.47 94.60 0.05 - - - 0.45 - - - 0.50 18.80 0.45 94.60 0.05 - - - 0.43 - - - 0.48 19.20 0.44 94.59 0.05 - - - 0.41 - - - 0.46 19.60 0.42 94.59 0.05 - - - 0.40 - - - 0.45 20.00 0.40 94.58 0.05 - - - 0.38 - - - 0.43 20.40 0.38 94.58 0.05 - - - 0.36 - - - 0.41 20.80 0.36 94.58 0.05 - - - 0.34 - - - 0.39 21.20 0.35 94.57 0.05 - - - 0.32 - - - 0.37 21.60 0.33 94.57 0.05 - - - 0.31 -- -- - 0.36 22.00 0.31 94.56 0.05 - - - 0.29 - - - 0.34 22.40 0.32 94.57 0.05 - - - 0.30 - - - 0.35 22.80 0.30 94.56 0.05 - - - 0.28 - - - 0.33 23.20 0.29 94.56 0.05 - - - 0.27 - - - 0.32 23.60 0.28 94.56 0.05 - - - 0.25 -- - - 0.30 24.00 0.26 94.55 0.05 - - -- 0.24 - -- -- 0.29 End Reservoir Report Page 1 e�� Reservoir No. 1 - WHITFIELD LANDING Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sqft cuft cuft 0.00 93.00 8,194 0 0 1.00 94.00 9,421 8,808 8,808 2.00 95.00 10,704 10,063 18,870 3.00 96.00 12,045 11,375 30,245 English Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 1.3 0.0 0.0 0.0 Crest Len ft = 4.7 0.0 0.0 0.0 Span in = 1.3 0.0 0.0 0.0 Crest El. ft = 94.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El. ft = 93.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 C rif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = - No No No Tailwater Elevation = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Civ A ft cuft ft cfs 0.00 0 93.00 0.00 1.00 8,808 94.00 0.04 2.00 18,870 95.00 0.06 3.00 30,245 96.00 0.07 Note: All outflows have Eden analyzed under inlet and outlet control. Civ B Civ C Civ D Wr A Wr B Wr C Wr D Discharge cfs cfs cfs cfs cfs cfs cfs cfs 0.00 - - - 0.00 - 0.00 - - - 0.04 - - - 5.00 - - - 5.06 - - - 25.97 - - - 26.04 /JNo=J�( -Z�D /r>zr+!. ';-t'.'<� N Z7 1 Z& ens 'OUTLET PIPE TO ON Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Fonnu Solve For Full Flow DiametE Input Data Mannings Coeffic 0.013 l Slope 01670 [ Discharge 27.26 cf Results Depth 1.95 It 2�i) Diameter _ 23 in Flow Area -3.0 ft. Wetted Perimel 0.00 ft Top Width 0.00 ft Critical Depth 1.80 ft Percent Full 100.0 % Critical Slope 014472 Wit Velocity 9.14 ffs Velocity Head 1.30 ft Speck Energ) 3.25 ft Froude Numlle 0.00 Maximum Discl 29.32 cfs Discharge Full 27.26 cfs Slope Full 016700 ft/ft Flow Type N/A ;,7 Project Engineer: Joseph C. Avolis cShaestadUmw\06149_westport.fm2 avolis engineering, pa FlovMaster v6.0 [614e] 06/20/07 03:44:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 . STY o - =ail Table 8.03b - Runoff Curve Numbers (CN) A B,7 D Land Use/Cover �✓ - Cultivated land without conservation 72 81 88 91 with conservation - 62 71 78 81 Pasture land ppoorcondition 68 79 86 89 faircondition 49 69 79 84 good condition — 39 61 74 80 Meadow good condition 30 58 71 78 Wood or forest land Thin stand - poor cover, no mulch 45 66 77 83 Good stand - good cover 25 55 70 77 Open spaces, lawns, parks, golf courses, cemeteries, etc. good condition: grass cover on 75 or more of the area 39 6 74 80 fair condition: grass cover on 50 to 75% of the area 49 69 79 84 Commercial and business areas (85% impervious) 89 92 94 95 Industrial districts -720/. impervious) 81 88 91 93 Residential:' Development completed and vegetation established Average lot size Average%Impervious 118 acre or less 65 77 85 90 92 1 /4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 12 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acre 15 47 66 77 81 Paved parking lots, roofs, driveways, etc. - 98 98C98 ' 98 Streets and roads paved with curbs and stone sewers 98 98 98 98 gravel 76 85 89 91 dirt 72 82 87 89 - Newly graded area 81 89 93 95 Residential: Development underway and no vegetation Lot sizes of 1/4 acre 88 93 95 97 Lot sizes of 12 acre 85 91 94 96 Lot sizes of 1 acre 82 90 93 95 Lot sizes of 2 acres 81 89 92 94 'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street. source: USDA-SCS . 8.03 10 Rev. IV93 1"B"I In accordance with Title 15 NCAC 2H.1000, the Coastal Stormwater Management Regulations, deed restrictions and protective covenants are required for High Density Residential Subdivisions where lots Will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed restrictions and protective covenants are necessary to ensure that the development maintains a "built upon" area consistent with the design criteria used to size the stormwater control facility. 1,�Ob UA- acknowledge, affirm and agree by my signature below, that I will cause the following restrictions and covenants to be recorded prior to the sale of any lot: 1. The following covenants are intended to ensure grigoing compliance with State Stormwater Management Permit NumberSW '70'7 ;. , as issued by the Division of Water Quality under NCAC 2H.1000. 2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to maintain compliance with the stormwater management permit. 3. These covenants are to run with the land and be binding on all persons and parties claiming under them. 4. The covenants pertaining to stormwater may not be altered or rescinded without the express written consent of the State of North Carolina; Division of Water Quality. 5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence of the Division of Water Quality. Foy-. tM77RZ 517E , 6. The maximum allowable built -upon area per lot isles Z& q square feet.6This allotted amount includes any built -upon area constructed wit in' h the lot property boundaries, and that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,. coquina and parking areas, but does not include raised, open wood decking, or the water surface of swimming pools. OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following: 6. The maximum built -upon area per lot, in square feet, is as listed below: Lot # BUA Lot # BUA Lot # BUA Lot # BUA This allotted amount includes any built -upon area constructed within the lot property boundaries, and that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does not include raised, open wood decking, or the water surface of swimming pools. 7. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be accomplished through a variety of means including roof drain gutters which drain to the street, grading the lot to drain toward the street, or grading perimeter sweles to collect the lot runoff and directing them into a component of the stormwater collection system. Lots that will naturally drain into th�/Zs"t/z�, mareenot required to provide these additional measures. Signature: �Date: I, Betb_;Simmonat�slyd,y a Notary Public in the State of North Carolina. County of Craven do hereby certify that Robert W. Edwards personally appeared before me this the 19th day of September 20 07 , and acknowledge thedueexel of the foregoing instrument. Witness my hand and offcR� Splrrrrrr Signature 3A NOTARY My Commission expires April 22, 2009 PUBLIC p9!'TNI00``w. L STORMWATER NARRATIVE Whitfield Landing - A Planned Unit Development Neuse Boulevard New Bern, North Carolina The Whitfield Landing Subdivision project consists of the development of a 39 unit townhouse development on 4.96 acres of land located on the eastern side of Neuse Boulevard in New Bern, Craven County, North Carolina. An access road and public utilities will be extended in to the property off of Neuse Boulevard to serve the proposed development. Thirty-nine townhouse units will be developed as presented on the project plans. Parking areas will be provided along the public street as presented on the project plans. It is proposed that a total of 72,204 square feet of impermeable surfaces be created associated with the subdivision. These impermeable surfaces include public roadway, individual parking areas, building footprints and sidewalks. Considering this impermeable area, the project will be developed to an overall density of 33.4% necessitating the design and installation of an engineered stormwater treatment and collection system. Specifically, it is proposed that a stormwater retention pond be installed on -the subject property. All runoff from impermeable surfaces will be directed to the forebay areas of the stormwater retention pond. The stormwater retention pond is designed to receive all runoff associated with the one -inch rainfall event. The stormwater retention pond is designed to a 90% TSS removal standard, although a dedicated outlet swale is provided. The stormwater retention pond will discharge through an existing ditch located on the eastern side of the subject property and ultimately discharging to the former Martin Marietta quarry lake presently owned by the City of New Bern to the east. A curb and gutter road cross section will be utilized on this project. Stormwater runoff will occur from the individual lots towards the street system or through a series of rear lot line swales. The stormwater system that is proposed for this subdivision will comply with the Coastal Stormwater Permitting Regulations and also will provide nitrogen removal and runoff attenuation required to comply with the City of New Bern Stormwater Permitting Program. ^15f FINANCIAL RESPONSIBILITY/OWNERSHIP FORM SEDIMENTATION POLLUTION CONTROL ACT No person may initiate any land -disturbing activity on one or more acres as form and an acceptable erosion and sedimentation control plan have been c Land Quality Section, N.C. Department of Environment and Natural Resourcr the question is not applicable or the e-mail and/or fax information unavailable, Part A. 1. Project Name Whitfield - A Planned Unit JUL 2 3 200 0kfYQ-V,'R0 the Act before this proved by the e gr not and, if in th d 2. Location of land -disturbing activity: County Craven City or NG w�l� >ierin Highway/StreetNeuse Blvd LatitudeN35°-8,149' Longitude 721 I Approximate date land -disturbing activity will commence: August 1 , 2007 4. Purpose of development (residential, commercial, industrial, institutional, etc.): Residential 5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 4.96 AC 6. Amount of fee enclosed: $ 250.00 . The application fee of $50.00 per acre (rounded up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450). 7. Has an erosion and sediment control plan been filed? Yes X No Enclosed X 8. Person to contact should erosion and sediment control issues arise during land -disturbing activity: Name Michael A. Rogers E-mail Address Telephone 252-636-3500 Cell # 252-571-9236 Fax # 9. Landowner(s) of Record (attach accompanied page to list additional owners): Michael A. Rogers & Robert Edwards 252-636-3500 Name Telephone Fax Number 1415 Alexander Lane 1415 Alexander Lane Current Mailing Address Current Street Address New Bern NC 26562 New Bern NC 28562 City State Zip City State Zip 10. Deed Book No. 2569 Page No. 707 Provide a copy of the most current deed. Part B. t. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide. a comprehensive list of all responsible parties on an attached sheet): Michael A. Rogers & Robert Edwards Name E-mail Address 1415 Alexander Lane 11415 Alexander Lane Current Mailing Address Current Street Address New Bern NC 28562 New Bern NC 2B562 Cih State Zip City State Zip Telephone 252-636-3500 . Fax Number 2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address of the designated North Carolina Agent: Name Current Mailing Address City State Zip Telephone i E-mail Address Current Street Address City State ZIp Fax Number (b) If: the Financially Responsible Party is a Partnership or other person engaging in business under an assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible Party is a Corporation, give name and street address of the Registered Agent: Name of Registered Agent Current Mailing Address City Telephone Zip E-mail Address ; Current Street Address I City State izip Fax Number The above information is true and correct to the best of my knowledge and belief and was provided by me under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with the authority to execute instruments for the Financially Responsible Person). I agree to provide corrected information should there by any change in the information provided herein. Michael A. Rogers & Robert Edwards Owners v e rWIne Title or Authority ,ignatSyri l _ Da e I, Beth Simmons , a Notary Public of the County of Craven State of North Carolina, hereby certify that Michael A. Rogers & Robert Edwards appeared personally before me this day and being duly sworn acknowledged that the above form was executed by him. Witness``� M 0��'otarial seal, this lY' " day of (vn- 20 a NOTARY Notary PNINLIC = ✓ My commission expires Aril 22, 200922, 2009 FINANCIAL RESPONSIBILITY/OWNERSHIP FORM SEDIMENTATION POLLUTION CONTROL ACT No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this form and an acceptable erosion and sedimentation control plan have been completed and approved by the Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.-); a `7% Part A. 1. Project Name Whitfield Landing — A Planned Unit Development JUL J 0 2UJif,��p� p 2. Location of land -disturbing activity: County Craven City or Township New Bern)WO-�n�yf/P91RO Highway/Street Neuse Blvd LatitudeN35°-8.149' Longitude W770-5.772' 3. Approximate date land -disturbing activity will commence: August 1, 2007 4. Purpose of development (residential, commercial, industrial, institutional, etc.): Residential 5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 4.96 AC 6. Amount of fee enclosed: $ 250.00 The application fee of $50.00 per acre (rounded up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450). 7. Has an erosion and sediment control plan been filed? Yes X No Enclosed X 8. Person to contact should erosion and sediment control issues arise during land -disturbing activity: Name Michael A. Rogers E-mail Address Telephone 252-636-3500 Cell # 252-571-9236 Fax # 9. Landowner(s) of Record (attach accompanied page to list additional owners): Michael A. Rogers & Robert Edwards 252-636-3500 Name Telephone Fax Number 1415 Alexander Lane 1415 Alexander Lane Current Mailing Address Current Street Address New Bern NC 2a562 City State Zip New Bern NC 10. Deed Book No. 2569 Page No. 707 Provide a Part B. 1. Person(s) or firm(s) who are financially responsible for the land - comprehensive list of all responsible parties on an attached sheet): Michael A. Rogers & Robert Edwards Name E-mail Address Zip�i t�e-mosfbufPehf deed JUI_ % ti 'IijO% bingLAM5t4y�y,i1'i(Prnyid,e4 a WASHINGTON REGIONAL 10 FHCE 1415 Alexander Lane 1415 Alexander Lane Current Mailing Address Current Street Address New Bern NC 28562 New Bern NC ;B562 City State Zip City State Zip Telephone 252-636-3500 . Fax Number I i , 2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address of the designated North Carolina Agent: Name Current Mailing Address City Address Current Street Address Zip City Telephone Fax Number State (b) If the Financially Responsible Party is a Partnership or other person engaging in business under an assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible Party is a Corporation, give name and street address of the Registered Agent: Name of Registered Agent Current Mailing Address City State Zip Te E-mail Address Current Street Address Fax Number State Zip The above information is true and correct to the best of my knowledge and belief and was provided by me under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with the authority to execute instruments for the Financially Responsible Person). I agree to provide corrected information should there by any change in the information provided herein. Michael A. Rogers & Robert Edwards Owners I, Beth Simmons , a Notary Public of the County of Craven State of North Carolina, hereby certify that Michael A. Rogers & Robert Edwards appeared personally before me this day and being duly sworn acknowledged that the above form was executed by him. Witness �� t ��,�� .-SON", SIM 0�;otarial seal, this S day of J 2O t, NOTARY o _ Notary PUBLIC My commission expires_ April 22, 2009 M 4/s- �, �'!�. ��.�. � c-•t,-•`br•,r lam y-� cdP U��ca� e�� /�._ �J �I '��\ / � (�i kf_ P/! t' �itn�-!/�V�G .��/�c�// L�r�_ y"'I-��lt'-�„i• LI I Nf TA w/ Its I gr'0"2-.-v�%. S A:; +, �DD,.rse.. /1 Ltae This map is compiled on 1974 aerial photography by the U. S. soC Department of Aurir,,It.,rc c. ;, r,,.,.__.._.:__ ellCA CAI-Cc�4-4776AIS ES§i CvH��eFePc( Gyp of�"'� SU3��1v�5�Qti1 = ,sass C� ✓'�� ram- �� . Tt- x 3' = 9�'�2 j") AV7r F"A-7rz10 J CO ICU SMsuyL�(� � v e,„- . 90 L • fib - -t- r aL N #7a�zi'9f,2us �n aWt7-7OA y l2—`�-��✓e�.--r-e. �� c�,�e.. r D � cL � �e s.U-.� Gr.-.?�o�L / /tee_. C� - V�- �✓ �• �dv�— �J -�� 01 %`?..�-. CC C`�wP��o c p ��g v� eve,",- PL &-�2 or`e, L?✓zov�o( �r,� Appendices P U 39, _---IT Discharge (ft'/sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter). Rev. 12/93 8.06.3 _N U) n M CL Q a Ott =ds� 2 [mrrZPA 9iS9 l �� Boa► o� o�L � C La c25/7 Zj �s ��1 rS'Z�l cc 1 a l/ ) ,\CW,7n hi r i ,V wn,7oA -N,)Iae q;j Lv -vov -zn r,O-L- � VA �� -7\N �3 -9-tm:?�4 A� D1o2 ye f%_ 9Z%"G,rG'.,,2P l_.C-�C�!✓� Q Tl'd�-CY�CtJnr.a.i/�% � � a�<,�� jl.�,ir�' /yrz� 57d (47+1 EA - 15738 %" GIN��Q'•�� Project Summary Report Project Description Worksheet TURFCLUB Flow Element Triangular Chan Method Manning's For r Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope .019000 f tft Left Side Slope 5.00 H : V Right Side Slope 5.00 H : V Discharge 4.79 cis _ C Results Depth 0.57 ft Flow Area 1.6 ft' Wetted Part" 5.84 ft Top Width 5.72 it Critical Depth 0.56 ft Critical Slope 0.02052.9 fttft—V Velocity 2.93 ft/s Velocity Head ft Specific Enerc 0.71 ft Froude Numtx 0.96 Flow Type Subcritical Project Engineer: Joseph C. Avolis c:thaestadVrnw\Iakes at antioch.fm2 avolis engineering, pa FlowMaster v6.0 [614e] 10/30/07 10:27:40 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 EROSION AND SEDIMENTATION CONTROL PLAN Whitfield Landing - A Planned Unit Development Neuse Boulevard New Bern, North Carolina Prepared for: Mr. Michael Rogers Mr. Robert Edwards 1415 Alexander Lane New Bern, NC 28562 Prepared by: Avolis Engineering, P.A. P.O. Box 15564 New Bern, NC 28561 (252)633-0068 Office (252)633-6507 Fax June 20, 2007 EIULI� 007 LAND QUALITY SECTION WASHI�ON REGIONAL OFFICE I — ? 15738 pyNGlt�►E;�� g i��nu TABLE OF CONTENTS 1.0 Project Description.............................................................................................................1 2.0 Site Description....................................................................................................................1 3.0 . Adjacent Property...............................................................................................................2 4.0 Soils.......................................................................................................................................2 5.0 Planned Erosion and Sedimentation Control Practices..................................................2 6.0 Schedule of Erosion and Sedimentation Control Activities............................................4 7.0 Maintenance Plan................................................................................................................4 8.0 Vegetation Plan...................................................................................................................5 Appendices Appendix A Calculations 1.0 PROJECT DESCRIPTION This project consists of the development of a 39 unit townhome subdivision on 4.96 acres of land located on the eastern side of Neuse Boulevard in New Bern, Craven County, North Carolina. It is proposed that a public road and public utility systems be installed to serve the subdivision. The subject property is located within the Corporate Limits of the City of New Bern and the City of New Bem Planning Jurisdiction governs the proposed developed. The subject property is located on the eastern side of Neuse Boulevard, a major traffic corridor in the City of New Bern. No Section 404 Wetlands exist on the subject property. No Neuse Riparian Buffer areas or "blue line" stream areas exist on the subject property. The subject property is abutted along its eastern side by a small strip of land owned by the City of New Bern which surrounds the large lake that was formed when mining operations ceased in the Martin Marietta quarry. There is a moderate topographic relief existing on the subject property occurring in the easterly direction from Neuse Boulevard towards the Martin Marietta quarry. Stormwater runoff from the proposed development will discharge in an easterly direction and will be treated through a stormwater retention pond prior to discharging towards the Martin Marietta quarry through an existing ditch system. This Erosion and Sedimentation Control Plan addresses land disturbing activities associated with the installation of the roads and utility systems on site and for the construction of the townhouse units themselves. It is proposed that the majority of the 4.96 acre parcel be disturbed in order to make the necessary site improvements. The limits of the disturbance for this project are the property lines. Considering a total disturbed area of 4.96 acres, a permit fee in the amount of $250 (5 acres * $50/acre) is included with this permit application. 2.0 SITE DESCRIPTION The subject property is currently occupied by two residential dwelling and barn and shelter structures. The property has been utilized for residential purposes over the last 40 to 50 years. It is proposed that the existing residential development on the property be demolished and that a new access drive be extended into the property off of Neuse Boulevard. The subject property abuts Neuse Boulevard, a major traffic corridor in the City of New Bern. A moderate topographic relief exists on the subject property. Topographic relief is occurring in an easterly direction from Neuse Boulevard towards the former Martin Marietta quarry lake located to the east. This abutting property to the east is presently owned by the City of New ,Bern. No Section 404 Wetland are present on the subject property. Additionally, no Neuse Riparian Buffer areas or "blue line" stream areas exist on the subject property. • � I Stormwater runoff from a section of Neuse Boulevard is occurring along the southeastern property line in an existing ditch which discharges in an easterly direction. This runoff pattern will be maintained; although, it is proposed to shift the existing ditch to a point closer to the property line as indicated on the project plans. 3.0 ADJACENT PROPERTY The subject property is abutted along its eastern side by property owned by the City of New Bern. A small strip of land exists between the eastern property line and the surface waters of the lake formed at the location of a former Martin Marietta quarry. The lake and this small strip of land are presently owned by the City of New Bern. The subject property is abutted along its northern side by vacant land. The subject property is abutted along its southern side by residential development and sparse commercial development occurring along Neuse Boulevard. The subject property is abutted along its western side by Neuse Boulevard, a major traffic corridor. It is proposed that Erosion and Sedimentation Control practices be employed during construction and after construction to control sediment and erosion on the property. Additionally, all stormwater runoff from the project will be directed to a new stormwater retention pond onsite. Considering the implementation of these practices, the proposed development is not suspected to impact surrounding properties in any manner. 4.0 SOILS The soils on the subject property were observed through the placement of hand augers on the site. These hand augers revealed a soils to depths of at least four feet to consist of sandy clay loam. The erosion hazard of this soil is considered to be minor. Considering the moderate existing and proposed slopes for this project and the soil types present, no significant erosion hazards exist relative to the soil types present on the property. 5.0 PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES Erosion and Sedimentation Control Practices to be utilized on the project include: Land Grading, Gravel Control Entrance, Grassing, Surface Preparation, Surface Stabilization, Dust Control, Mulching, Outlet Stabilization, Inlet Protection, Check Dams, Silt Fencing and Stormwater Retention Ponds. Construction details and specifications for each planned erosion control device are included on the project plans and are described in this Erosion Control Plan. This Erosion Control Plan will become part of the construction documents. 5.1 Land Grading Land Grading will be required on the majority of the subject property. The limits of disturbance are the property lines. It is proposed that light to moderate grading occur on the majority of the subject property in order to install the road system, public utility system and the individual townhome units themselves. Any off -site material needed to reach the design grades will be obtained from a mining facility which is permitted through the North Carolina Department of Environment and Natural Resource's Land Quality Section. All exposed slopes will be graded 3:1 or flatter and will be fine graded immediately after rough grading. Exposed soil surfaces will be disced, vegetated and mulched according to the vegetation plan in order to produce stabilized surfaces. 5.2 Gravel Control Entrance A gravel control entrance will be constructed at the project entrance off of Neuse Boulevard as indicated on the project plans. During wet weather, it may be necessary to wash vehicle tires at this location to prevent the transport of soil onto the adjacent areas. A detail of the gravel control entrance is included on the project plans. Any soil material transported onto the adjacent public road will be removed on a daily basis or as needed. 5.3 Grassing The areas disturbed by this project will be stabilized with grass as specified on the project plans. 5.4 Surface Preparation All cut and fill slope surfaces will be lightly roughened by discing prior to vegetating. The surfaces of the slopes will be left in a loose condition and grooved on the contour. 5.5 Surface Stabilization Surface stabilization will be accomplished with vegetation and mulching as specified in the vegetation plan. 5.6 Dust Control Dust will be controlled on the site by sprinkling should excessive dust be generated during the course of construction. 5.7 Outlet Stabilization The outlet areas of all roadway culverts will be stabilized with rip rap aprons. A detail of these devices are included on the project plans. 5.8 Inlet Protection Inlet protection will be installed around all drop inlets and curb inlets proposed for the project. A detail of the inlet protection is included on the project plans. 5.9 Check Dams Check dams will be installed in outlet swales as a means to slow runoff and trap sediment. A detail of the check dam is included on the project plans. 5.10 Silt Fencing Silt fencing will be used at the base of any fill and natural slopes as depicted on the project plans and along portions of the perimeter of the property in order to protect adjacent property. The silt fencing will be checked and maintained after every runoff producing rainfall event. Sediment will be removed from behind the silt fencing when it reaches a depth of six inches or otherwise shows signs of potential failure. A detail of the typical silt fence is included on the project plans. 5.11 Stormwater Retention Pond One stormwater retention pond will be constructed on the site. All surface water runoff from the development will be directed towards the stormwater treatment pond. The pond will be installed early in the construction process in order to take advantage of their ability to trap sediment. Upon completion of construction, the pond will be restored to their original design depths. 6.0 SCHEDULE OF EROSION AND SEDIMENTATION CONTROL ACTIVITIES A schedule of Erosion and Sedimentation Control activities is included on the project plans. 7.0 MAINTENANCE PLAN A maintenance plan for all Erosion Control devices is included on the project plans. 0 8.0 VEGETATION PLAN A project vegetation plan is included on the project plans. APPENDIX A r ►- CcJyi?'Fi6-LD Pli� ec - Zlosor,lo f7 a w Pi� e� Gs, fs F d s7Lr u-4/,dies ovic� aP.rG „GYM S irs- �A?a; TUTyt-L -5 /7;F A _ ! (�� 2 I I s F y, Tal i�rL 1-07 S CTowh �DvN�25) uAj4 TamL Wtrk bw araro SVo LF Z,w�rMea.l�fe Aytac,,,/ -Eew t b l s (V� ��/-� - 3 a, " i3 s P 26�7 S F 89 ss� - J2l �cw�. �✓3� C�'"1�u.f�-�J - zoo � s � s � �72, Zo V Sic /• 6(o 5 . ? 3o f HIJ a Da-,V\sv � i � SIZE POND AND ORIFICE: SITE DATA TOTAL SITE WATE 3UILDING AREA = SIDEWALK AREA = PARKING/DRIVE AREA = GRASS AREA/POND AREA = - UPON AREA = % BUA = STORMWATER POND COASTAL STORMWATER DESIGN WHITFIELD LANDING SUBDIVISION NEUSE BOULEVARD NEW BERN, NORTH CAROLINA AE PROJECT #07021 ACRES A= 216211 SF 4.96 30,713 SF 0.71 1895 SF 0.04 39596 SF 0.91 144007 SF 3.31 DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL OCCCO Ckll C QAIMA TAQI C 33.4 1 YES NO 85%TSS REMOVAL WITH 30' VEGATATIVE FILLER 90%TSS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER X X SET PERMANENT POOL DEPTH = 8 FT SAIDA LOW (30%)= 0.8 SAIDA HIGH (40%) % IMPER(ACTUAL%) = 33.4 % % IMPERVIOUS LOW = 30 % INTERPOLATED SAIDA VALUE = 0.90 e- S A REQUIRED SURFACE AREA = 1,945 SF APPROXIMATE POND WIDTH = 25 FT APPROXIMATE POND DIMENSIONS = 25 FT X 75 FT PERM POOL PROVID9-n^ \!/1LV VL!\IL 1 VIVI\IYI I\VIYVI l AREA = SIDEWALK AREA = PARKING/DRIVE AREA = GRASS AREA = POND AREA = 1-INCH VOLUME _ 9,493 FT3 SET PERMANENT POOL LEVEL AT: V STAGE _ DETERMINE POND STAGE RISE ASSOCIATED WITH 1" STORM 1895 SF 39596 SF 135813 SF C= 0.526 93 FT ELEVATION C= C= 0.90 C= 0.90 C= 0.30 C= 1.00 STAGE FT SURFACE AREA FT2 NCREMENTAL VOL FT' CUMM. VOL(FT3) STORM VOL. FT3 -10 0 ERR ERR -9 0 0 0 -8 1563 0 0 -7 2082 1823 1823 -6 2637 2,360 4,183 -5 3227 2,932 7,115 -4 3852 3,540 10,655 -3 4512 4,182 14,837 -2 5198 4,855 19,692 -1 5909 5,554 25,246 0 8194 7,052 32,298 0 1 9421 8,808 41,105 8.808 2 10704 10,063 51,168 18,870 3 12045 11,375 36,364 30,245 4 0 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 10 0 0 0 CALCULATE 1" STORM RISE BETWEEN: 93 FT & 94 FT THE STORED RUNOFF = REMAINING VOLUME TO BE STORED f BETWEEN: 94 FT & 95 FT INCREMENTAL VOLUME _ RISE ABOVE 95.0 FT CONTOUR = 0.070 FT q4.v`7 THEREFORE 1" STORM ELEVATION = FT SAY: STOR'" 982r FT q 4, j �f 8808 FT3 685 FT3 10063 FT3 DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM AVERAGE AVAILABLE ORIFICE HEAD = 0.55 FT SIZE ORIFICE FOR 3-DAY DRAWDOWN AVERAGE Q REQUIRED = (3 DAY DRAW DOWN) FROM P. III -II OF HRM BASIC ORIFICE EQUATION Q = DISCHARGE(CFS) CD = COEFFICIENT (USE 0.6) A = ORIFICE AREA (SF) Q=CdA`sgrt( g = GRAVITY (32.2 FT/Sz) h = DRIVING HEAD FT 0.037 FT3/S (1,1 F-r; -L -D,55/ SOLVE FOR AREA REQUIRED: A=Q/(CD'sgrt(2gh)= 0.01026 SF ORIFICE DIAMETER (D) = 0.1143 FT APPROXIMATELY= TRY A 1.25 I CH DIAMETER ORIFIC =Do Q S E S M k.LK CHECK ORIFICE SIZE BY ROUTING THE DRAWDOWN OF THE 1"STORM RUNOFF DISCHARGE TABLE h(FT) Q(CFS) 1.1 0.043 1 0.041 0.9 0.039 0.8 0.037 0.7 0.034 0.6 0.032 0.5 0.029 0.4 0.026 0.3 0.022 0.2 0.018 0.1 0.013 0.05 0.009 0.03 0.007 -0.02 0.006 0.01 0.004 0 0.000 1.37 INCHES D�L. Plcg'-Tb SLbp F66W . NOTE: h MEASURED TO CENTER OF ORIFICE 0=(0.6)(PI/4)(Do/12)2sgrt(2'32.2'h) INITIAL HEAD = 1.10 FT 9 APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS REQUIRED VOLUME = 9,493 FT3 POND HAS 1" STORM VOLUME AT t=-0 TIME ELAPSED HR h Q CFS Qf6 HRS Qcuem VOL. REMAINING FT3 0 1.10 9,493 6 1.10 0.043 930 930 8,563 12 0.99 0.041 883 1,812 7,681 18 0.89 0.039 836 2,649 6,844 24 0.79 0.037 789 3,438 6,055 30 0.70 0.034 742 4,180 5,313 36 0.62 0.032 695 4,876 4,617 42 0.54 0.030 648 5,524 3,969 48 0.46 0.028 601 6,125 3,368 54 0.39 0.026 554 6,679 2,814 60 0.33 0.023 506 7,185 2,308 66 0.27 0.021 458 7,643 1,850 72 0.21 0.019 410 8,054 1,439 78 0.17 0.017 362 8,416 1,077 84 0.12 0.014 313 8,729 764 90 0.09 0.012 264 8,993 500 96 0.06 0.010 213 9,206 287 102 0.03 0.007 162 9,368 125 108 0.01 0.005 107 9,474 114 0.00 0.002 41 9,516 (23) 120 0.00 ERR ERR ERR ERR "NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGH' WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL. THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF CONTROL FOR THE POND IS SATISFACTORY. <-�-tD4-vv\-- c)6u--"yl--s ad� I VNA ftlYt CC)/ SA/DA - 85$ TSS REMOVAL WITH 30' VEGETATIVE FILTER % 3.OFT 3.5FT 4.OFT 4.5FT 5.OFT 5.5FT 6.OFT 6.5FT 7. 0 tu% .9 .8 .7 .6 .5 20% 1.7 1.3 1.2. 1.1 1.0 .9 .8 .7 -300 2.5 2.2 1.9:, 1.8 1. 1.5 1.3 1.2 ^-4 0 % 3.4 3.0 ;,.2.6.: � 2. 1.9 1.6 1: 4 50% 4.2 3.7 1-3' 3.0 .7 2.4 2.1 1.8 60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 7f70$ .,0 �.8 5.2 4.5 4.1_ �7: 3.1 2.9 2.5 t0$ 6.0 5.2 _ 4.7 4.2 3.7 3.2____2..7.__. 90$ 7.5 6.5 5.8 5.3 '4'.8 4.3 3.8 3.3 100% 8.2 7.4 GA 6.2 5.6 5.0 4.4 3.8 SA/DA > 9Q$ SS REMOVAL FOR WET DETENTI- N WI UT VEGETATIVE.FILTER .OFT 3.5-FT 4.OFT 4.5FT 5. 20% 2.4 2.0 30% 3.5 3.0 ----.-740% 4.5- 4.0 50% 5.6 5.0 60% 7.0 6.0 70% 8.1 7.0 80% 9.4 8.0 90% 10.7 9.0 100%-'- 12-.0--10.0 .6 .5 1.0 .9 . ; .... . 1.1 1.0 1.5 1.3 2.0 1.6 2.1 1.8 2.2......_ 2.0 2.8 2.3---.....- 3.2 2.6 1I/ W 7.5FT' 1.8- 1.7" 1.5 1.4 1.2 1.0 .9 .6. 2.7 2.5 2.2 - 1.9 1.6 1.3 1.1 3.5 3.1 2.8 2.5 2.1 1.8 1.4 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3 '7.0 6:4. 5*7- 5.2 4.6 4.0 3.4. 2.8: 7.9. 7.2 6.5 5.9 5.2 4.6 ...3.3- 8:8 : 8:1 7.3 6. 6 - 5.8 5.1 _3..9 4.3.; .. 3. 6: rr FAa S7j}�2y�L�r�-7�'L l�0 �•Y� �S Sit?1sFt�c7�✓� Si� gY� �u�, e)S'.Q -' -. _- `iy/ (I-i t✓ey era R.m� b 1 -�w VQ-v /�� -�- Hydrograph Summary Report F Page 1 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (R) Maximum storage (cam) Hydrograph description 1 SCS Ru 9.25 1 722 25,509 1 — Pre Dev. 1 Year St 2 SCS Run 26.40 1 722 71,827 10 — Pre Dev. 10 Yr. St 3 SCS Ri noff 12.13 1 723 35,062 1 — POST Dev. 1 Year S 4 SCS R inoff 27.26 2 724 82,982 10 — POST Dev. 10 Yr. S, 5 Resery 'r . 2 1 749 21,020 1 3 94.80 16,894 Post Dev. 1-Yr.' St 6 Resery it 17.55 2 728 72,924 10 4 95.65 25,285 Post Dev. 10-Yr. S p T- 2�2c�s 0 Poem t Proj. file: 07021_WHITFIELD.G WIDF file: NEW BERN.IDF Run date: 06-20-2007 1 1 5 - Reservoir -1 Yr - , p = 2.42 cfs 0 5 10 15 20 25 Time (hrs) / Hyd. 3 / 5 �ST � Imo. F (n CY 1 1 6 - Reservoir; -10 Yr,� Qp = 17.55 cfs 0 0 5 / Hyd. 4 10 Time (hrs) 15 20 25 / Hyd. 6 Hydrograph Report ftge 1 I-5 Hyd. Pre Dev. 1 Year -Storm e = SCS Runoff Storm frequency = 1 yrs Drainage area = 4.96 ac Basin Slope = 0.4 % Tc method Total - at duration Storm duration Peak discharge = 9.25 cfs Time interval = 1 min Curve number = 76 Hydraulic length = 580 ft Time of conc. (Tc) = 3 min Distribution = Type III Shape factor = 484 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hm cfs) (hm cfs) 10.47 0.09 16.87 0.27 23.27 0.12 10.67 0.13 17.07 0.26 23.47 0.12 10.87 0.17 17.27 0.25 23.67 0.11 11.07 0.22 17.47 0.23 23.87 0.11 11.27 0.32 17.67 0.22 11.47 0.45 17.87 0.21 11.67 1.16 18.07 0.20 ...End 11.87 2.62 18.27 0.20 12.07 8.33 18.47 0.19 12.27 3.55 18.67 0.19 12.47 1.87 18.87 0.19 12.67 1.16 19.07 0.18 12.87 0.98 19.27 0.18 13.07 0.81 19.47 0.17 13.27 0.76 19.67 0.17 13.47 0.72 19.87 0.17 13.67 0.67 20.07 0.16 13.87 0.62 20.27 0.16 14.07 0.57 20.47 0.16 14.27 0.54 20.67 0.15 14.47 0.52 20.87 0.15 14.67 0.50 21.07 0.15 14.87 0.47 21.27 0.14 15.07 0.45 21.47 0.14 15.27 0.42 21.67 0.13 15.47 0.39 21.87 0.13 15.67 0.37 22.07 0.21 15.87 0.34 22.27 0.13 16.07 0.32 22.47 0.13 16.27 0.30 22.67 0.13 16.47 0.29 22.87 0.13 16.67 0.28 23.07 0.12 English Taal volume = 25,509 cuft TR55 Tc Worksheet Page 1 Hyd. No. 1 Pre Dev. 1 Year Storm Storm frequency = 1 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip. Land slope Travel Time .................. = 0.011 = 300.0 ft = 3.70 in = 3.0 % = 2.3 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 0.7 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 3.0 min Hydrograph Report Page 1 15, yd. NO' Pre Dev. 10 Yr. Storm pe = SCS Runoff Storm ftequency = 10 yrs Drainage area = 4.96 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 7.O0 in - Storm duration-`"-241trs English Peak discharge = 26.40 cfs Time interval = 1 min Curve number = 76 Hydraulic length = 0 ft Time of conc. (Tc) = 2.4 min Distribution = Type III Shape factor = 484 Total volume = 71,827 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 9.08 0.27 15.48 0.92 21.88 0.30 9.28 0.31 15.68 0.85 22.08 0.31 9.48 0.37 15.88 0.79 22.28 0.30 9.68 0.42 16.08 0.73 22.48 0.30 9.88 0.48 16.28 0.71 22.68 0.29 10.08 0.55 16.48 0.68 22.88 0.29 10.28 0.65 16.68 0.65 23.08 0.28 10.48 0.75 16.88 0.62 23.28 0.27 10.68 0.87 17.08 0.59 23.48 0.27 10.88 0.99 17.28 0.57 11.08 1.18 17.48 0.54 11.28 1.55 17.68 0.51 ...End 11.48 1.97 17.88 0.48 11.68 4.74 18.08 0.46 11.88 9.07 18.28 0.45 12.08 20.29 18.48 0.44 12.28 8.83 18.68 0.43 12.48 4.31 18.88 0.43 12.68 2.84 19.08 0.42 12.88 2.36 19.28 0.41 13.08 1.97 19.48 0.40 13.28 1.85 19.68 0.39 13.48 1.72 19.88 0.38 13.68 1.59 20.08 0.37 13.88 1.47 20.28 0.37 14.08 1.35 20.48 0.36 14.28 1.29 20.68 0.35 14.48 1.23 20.88 0.34 14.68 1.17 21.08 0.33 14.88 1.11 21.28 0.32 15.08 1.04 21.48 0.31 15.28 0.98 21.68 0.31 TR55 Tc Worksheet Page 1 1 c0 Hyd. No. 2 Pre Dev. 10 Yr. Storm Storm frequency = 10 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip. Land slope Travel Time .................... = 0.011 = 300.0 ft = 7.00 in = 3.0 % ................... = 1.7 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 0.7 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 2.4 min Hydrograph Report Page 1 _Hyd- No,,..3-__...-__ POST Dev 1 Year Stom ydroaraph type = SC S Runoff Storm frequency = 1 yrs Drainage area = 4.96 ac Basin Slope = 0.0 % Tc method Total precip. = 3.70.i Storm duration = hrs English Peak discharge = 12.13 cfs Time interval = 1 min Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 4.7 min Distribution = Type III Shape factor = 484 Total volume = 35,062 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 9.62 0.12 16.02 0.40 22.42 0.16 9.82 0.15 16.22 0.38 22.62 0.16 10.02 0.18 16.42 0.36 22.82 0.15 10.22 0.22 16.62 0.35 23.02 0.15 10.42 0.26 16.82 0.33 23.22 0.15 10.62 0.31 17.02 0.32 23.42 0.14 10.82 0.37 17,22 0.31 23.62 0.14 11.02 0.43 17.42 0.29 23.82 0.14 11.22 0.58 17.62 0.28 11.42 0.76 17.82 0.26 11.62 1.38 18.02 0.25 ...End 11.82 3.22 18.22 0.24 12.02 10.41 18.42 0.24 12.22 5.38 18.62 0.23 12.42 3.24 18.82 0.23 12.62 1.57 19.02 0.22 12.82 1.33 19.22 0.22 13.02 1.08 19.42 0.21 13.22 0.98 19.62 0.21 13.42 0.92 19.82 0.20 13.62 0.86 20.02 0.20 13.82 0.79 20.22 0.20 14.02 0.73 20.42 0.19 14.22 0.69 20.62 0.19 14.42 0.66 20.82 0.18 14.62 0.63 21.02 0.18 14.82 0.59 21.22 0.17 15.02 0.56 21.42 0.17 15.22 0.53 21.62 0.16 15.42 0.50 21.82 0.16 15.62 0.46 22.02 0.21 15.82 0.43 22.22 0.16 TR55 Tc Wolrksheet Hyd. No. 3 POST Dev. 1 Year Storm Storm frequency = 1 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip Land slope Travel Time ................ = 0.011 = 150.0 ft = 3.70 in = 1.0 % = 2.1 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 1.0 % Surface description = Paved Average velocity = 2.03 ft/s Travel Time ........................................ = 0.4 min Channel Flow Cross section Flow area = 3.1 sqft Wetted perimeter = 6.3 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 2.21 ft/s Flow length = 300.0 ft Travel Time ........................................ = 2.3 min Total Travel Time, Tc ........................ = 4.7 min Hydrograph Report H d.. .-4---__ � _ POST Dev. 10 Yr. Storm N D pe = SCS Runoff Storm frequency = 10 yrs Drainage area = 4.96 ac Basin Slope = 0.0 a Tc method 55 Total precip. L= 7.00 Storm duration - �s Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 8.33 0.28 21.13 0.35 8.73 0.37 21.53 0.33 9.13 0.48 21.93 0.31 9.53 0.61 22.33 0.32 9.93 0.74 22.73 0.31 10.33 0.95 23.13 0.29 10.73 1.22 23.53 0.28 11.13 1.61 11.53 2.62 11.93 11.86 ...End 12.33 9.22 12.73 3.03 13.13 2.11 13.53 1.84 13.93 1.56 14.33 1.38 14.73 1.24 15.13 1.11 15.53 0.97 15.93 0.83 16.33 0.75 16.73 0.69 17.13 0.63 17.53 0.57 17.93 0.51 18.33 0.48 18.73 0.46 19.13 0.44 19.53 0.42 19.93 0.40 20.33 0.39 20.73 0.37 PaWI English �D-V-') Peak discharge = 27.26 cfs Time interval = 2 min Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 4.2 min Distribution = Type III Shape factor = 484 Total volume = 82.9a2 cuff TR55 Tc Worksheet Page , rAW Hyd. No. 4 POST Dev. 10 Yr. Storm Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 150.0 ft Two-year 24-hr precip. = 7.00 in Land slope = 1.0 % Travel Time ........................................ = 1.5 min Shallow Concentrated Flow Flow length = 50 ft Watercourse slope = 1.0 % Surface description = Paved Average velocity = 2.03 ft/s Travel Time ........................................ = 0.4 min Channel Flow Cross section flow area = 3.1 sqft Wetted perimeter = 6.3 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 2.21 ft/s Flow length = 300.0 ft Travel Time ........................................ = 2.3 min Total Travel Time, Tc ........................ = 4.2 min Hydrograph Report Page 1 al English Hyd. P st Dev. 1-Yr. Storm W� I r` Hy = Reservoir Peak discharge " 2.42 Storm frequency = 1 yrs Time interval Inflow hyd. No. = 3 Reservoir name = WHITFIELD LANDI Max. Elevation = 94.80 ft Max. Storage = 16,894 cuft slom¢e NEicuacn meths ueea. Total Volume=21,020 cuts Hydrograph Discharge Table Time Inflow Elevation Clv A Chr B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (his) efs It cis cfs cis cfs cis cfs cfs cfs cis 11.80 3.04 93.50 0.03 - - -- -- -- - - 0.03 12.00 9.00 93.89 0.04 - - - - - - - 0•04 12.20 5.58 94.56 0.05 - - - 0.27 - - - 0.32 12.40 3.43 94.79 0.05 - - - 2.17 - - - 2.22 12.60 1.59 94.79 0.05 - - - 2.17 - - - 2.22 12.80 1.35 94.75 0.05 - - - 1.76 - - - 1.81 13.00 1.10 94.72 0.05 - - - 1.44 - - - 1.49 13.20 0.99 94.69 0.05 - - - 1.21 - - - 1.26 13.40 0.93 94.68 0.05 - - - 1.07 - - - 1.12 13.60 0.86 94.66 0.05 - - - 0.97 - - - 1.02 13.80 0.80 94.65 0.05 - - - 0.88 - - - 0.93 14.00 0.73 94.64 0.05 - - - 0.81 - - - 0.86 14.20 0.69 94.64 0.05 - - - 0.74 - -- - 0.79 14.40 0.66 94.63 0.05 - - - 0.69 - - - 0.74 14.60 0.63 94.62 0.05 - - - 0.64 - - - 0.70 14.80 0.60 94.62 0.05 - - - 0.61 - - - 0.66 15.00 0.56 94.62 0.05 - - - 0.57 - - - 0.62 15.20 0.53 94.61 0.05 - - - 0.54 - - - 0.59 15.40 0.50 94.61 0.05 - - - 0.50 - - - 0.56 15.60 0.47 94.60 0.05 - - - 0.47 - - - 0.52 15.80 0.43 94.60 0.05 - - - 0.44 - - - 0.49 16.00 0.40 94.59 0.05 - - - 0.42 - - - 0.47 16.20 0.38 94.59 0.05 - - - 0.40 - - - 0.45 16.40 0.36 94.58 0.05 - - - 0.38 - - - 0.43 16.60 0.35 94.58 0.05 - - - 0.36 - - - 0.41 16.80 0.34 94.58 0.05 - - - 0.34 - - - 0.39 17.00 0.32 94.57 0.05 - - - 0.32 - - - 0.37 17.20 0.31 94.57 0.05 - - - 0.31 - - - 0.36 17.40 0.29 94.56 0.05 - - - 0.29 - - - 0.34 17.60 0.28 94.66 0.05 - - - 0.27 - - - 0.33 17.80 0.26 94.56 0.05 - - - 0.26 - - - 0.31 18.00 0.25 94.55 0.05 - - - 0.24 - - - 0.29 18.20 0.24 94.55 0.05 - - - 0.23 - - - 0.28 18.40 0.24 94.55 0.05 - - - 0.22 - - - 0.27 18.60 0.23 94.55 0.05 - - - 0.21 - - - 0.26 18.80 0.23 94.54 0.05 - - - 0.20 - - - 0.25 Continues on next page... Post Dev. 1-Yr. Storm Pape 2 / 1 Hydrograph Discharge Table aC C11� Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs It Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 19.00 0.22 94.54 0.05 - - - 0.19 - - - 0.24 19.20 0.22 94.54 0.05 - - - 0.19 - - - 0.24 19.40 0.21 94.54 0.05 - - - 0.18 - - - 0.23 19.60 0.21 94.54 0.05 - - - 0.18 - - - 0.23 19.80 0.20 94.54 0.05 - - - 0.17 - - - 0.22 20.00 0.20 94.54 0.05 - - - 0.17 - - - 0.22 20.20 0.20 94.54 0.05 - - - 0.16 - - - 0.21 20.40 0.19 94.53 0.05 - - - 0.16 - - - 0.21 20.60 0.19 94.53 0.05 - - - 0.15 - - - 0.20 20.80 0.18 94.53 0.05 - - - 0.15 - - - 0.20 21.00 0.18 94.53 0.05 - - - 0.14 - - - 0.19 21.20 0.17 94.53 0.05 - - - 0.14 - - - 0.19 21.40 0.17 94.53 0.05 - - - 0.13 - - - 0.18 21.60 0.16 94.53 0.05 - - - 0.13 - - - 0.18 21.80 0.16 94.53 0.05 - - - 0.12 - - - 0.17 22.00 0.16 94.53 0.05 - - - 0.12 - - - 0.17 22.20 0.16 94.53 0.05 - - - 0.13 - - - 0.18 22.40 0.16 94.53 0.05 - - - 0.13 - - - 0.18 22.60 0.16 94.53 0.05 - - - 0.12 - - - 0.17 22.80 0.15 94.53 0.05 - - - 0.12 - - - 0.17 23.00 0.15 94.53 0.05 - - - 0.11 - - - 0.16 23.20 0.15 94.52 0.05 - - - 0.11 - - - 0.16 23.40 0.14 94.52 0.05 - - - 0.11 - - - 0.15 23.60 0.14 94.52 0.05 - - - 0.10 - - - 0.15 23.80 0.14 94.52 0.05 - - - 0.10 - - - 0.15 24.00 0.00 94.52 0.05 - - - 0.09 - - - 0.14 End Reservoir Report Page 1 Reservoir No. 1 - WHITFIELD LANDING Pond Data Pond storage is based on known contour areas Stage I Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sgft cuft cuft 0.00 93.00 8,194 0 0 1.00 94.00 9,421 8,808 8,808 2.00 95.00 10,704 10,063 18,870 3.00 96.00 12,045 11,375 30,245 English Culvert I Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 1.3 0.0 0.0 0.0 Crest Len ft = 4.7 0.0 0.0 0.0 Span in = 1.3 0.0 0.0 0.0 Crest El. ft = 94.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El. ft = 93.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = - No No No Tailwater Elevation = 0.00 ft Nola: All oWlo have Oeen analyzed, m Inlet end eWM mntel. Stage I Storage I Discharge Table Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cis cis cfs cis cfs cis cis cis 0.00 0 93.00 0.00 - - - 0.00 - - - 0.00 1.00 8,808 94.00 0.04 - - - 0.00 - - - 0.04 2.00 18,870 95.00 0.06 - - - 5.00 - - - 5.06 3.00 30,245 96.00 0.07 - - - 25.97 - - - 26.04 a? Hydrograph Report per, English Hyd. No. 6 Post Dev. 10-Yr. Storm LA) Hydrograph type,= -Resew ' Peak discharge 55 c Storm frequen ' = 10 yrs Time interval - min Inflow hyd. No. - Reservoir name = WHITFIELD LANDI Max. Elevation = 95.65 ft Max. Storage = 26,285 cult Storage as ication method used. Total VOlurne = 72,924 tuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Outflow (hm) cis ft cfs efs cfs cis cis cfs cis cis cis 12.00 20.27 95.20 0.06 - - - 8.25 - - - 8.31 12.40 7.57 95.37 0.06 - - - 11.39 - - - 11.45 12.80 2.86 94.96 0.06 - - - 4.42 - - - 4.48 13.20 2.07 94.82 0.05 - - - 2.55 - - - 2.61 13.60 1.79 94.77 0.05 - - - 1.99 - - - 2.04 14.00 1.51 94.74 0.05 - - - 1.66 - - - 1.71 14.40 1.36 94.71 0.05 - - - 1.42 - - - 1.47 14.80 1.22 94.70 0.05 - - - 1.26 - - - 1.32 15.20 1.08 94.68 0.05 - - - 1.14 - - - 1.19 15.60 0.95 94.67 0.05 - - - 1.01 - - - 1.06 16.00 0.81 94.65 0.05 - - - 0.87 - - - 0.93 16.40 0.74 94.64 0.05 - - - 0.76 - - - 0.81 16.80 0.68 94.63 0.05 - - - 0.69 - - - 0.74 17.20 0.62 94.62 0.05 - - - 0.62 - - - 0.67 17.60 0.56 94.61 0.05 - - - 0.56 - - - 0.61 18.00 0.50 94.61 0.05 - - - 0.50 - - - 0.55 18.40 0.47 94.60 0.05 - - - 0.45 - - - 0.50 18.80 0.45 94.60 0.05 - - - 0.43 - - - 0.48 19.20 0.44 94.59 0.05 - - - 0.41 - - - 0.46 19.60 0.42 94.59 0,05 - - - 0.40 - - - 0.45 20.00 0.40 94.58 0.05 - - - 0.38 - - - 0.43 20.40 0.38 94.58 0.05 - - - 0.36 - - - 0.41 20.80 0.36 94.58 0.05 - - - 0.34 - - - 0.39 21.20 0.35 94.57 0.05 - - - 0.32 - - - 0.37 21.60 0.33 94.57 0.05 - - - 0.31 - - - 0.36 22.00 0.31 94.56 0.05 - - - 0.29 - - - 0.34 22.40 0.32 94.57 0.05 - - - 0.30 - - - 0.35 22.80 0.30 94.56 0.05 - - - 0.28 - - - 0.33 23.20 0.29 94.56 0.05 - - - 0.27 - - - 0.32 23.60 0.28 94.56 0.05 - - - 0.25 - - - 0.30 24.00 0.26 94.55 0.05 - - - 0.24 - - - 0.29 ...End Reservoir Report Page , English Reservoir No. 1 - WHITFIELD LANDING Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sgft cuft cult 0.00 93.00 8,194 0 0 1.00 94.00 9,421 8,808 8,808 2.00 95.00 10,704 10,063 18,870 3.00 96.00 12,045 11,375 30,245 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 1.3 0.0 0.0 0.0 Crest Len ft = 4.7 0.0 0.0 0.0 Span in = 1.3 0.0 0.0 0.0 Crest El. ft = 94.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El. ft = 93.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = - No No No Tailwater Elevation = 0.00 ft Note: All a Ims have bean analym! un r Intl entl ouual coniml. Stage I Storage / Discharge Table Stage Storage Elevation Clv A Civ, B Clv C Civ D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 93.00 0.00 - - - 0.00 - - - 0.00 1.00 8,808 94.00 0.04 - - - 0.00 - - - 0.04 2.00 18,870 95.00 0.06 - - - 5.00 - - - 5.06 3.00 30,245 96.00 0.07 - - - 25.97 - - - 26.04 ,�,5 mid n /-,L--)• I = ca =s- 0 ,,,..ems 114-91 % I'�'� - fs�d -J1711-- y;� =(�) r O TLET PIPE TO PON Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Full Flow Diamete Input Data Mannings Coeffic 0.013 Slope 01670 t Discharge f 27.26 d_. Results Depth 1.96 It Diameter 23 in Flow Area _ 3.0 ft' Wetted Perime, 0.00 It Top Width 0.00 ft Critical Depth 1.80 It Percent Full 100.0 % Critical Slope 014472 iVft Velocity 9.14 1113 Velocity Head 1.30 ft Specific Energ) 3.25 ft Froude Numbe 0.00 Maximum Disci 29.32 cis Discharge Full 27.26 cfs Slope Full 016700 f tft Flow Type NIA Project Engineer: Joseph C. Avolis c:%haestedVmwt06149 Wastport.fm2 avolie engineering, ps FlowMaster 16.0 161461 05/20/07 03:44:00 PM 0 Heeated Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 V Table 0.03b Runoff Curve Numbers (CN) Hydrologic Soil Gro p A B/ , C D Land Use/Cover Cultivated land without conservation 72 81 88 91 with conservation 62 71 78 81 Pasture land poor condition 68 79 86 89 lair condition 49 69 79 84 good conddion _ 39 61 74 80 Meadow good condition 30 58 71 78 Wood or forest land Thin stand • poor cover, no mulch 45 66 77 83 Good stand - good cover 25 55 70 77 open spaces, lawns, parks, gob courses, cemeteries, etc. good condition: grass cover on 75"/ j' or more of the area 39 6 74 80 lair condition: grass cover on 50 to 7501. of the area 49 69 79 84 Commercial and business areas (85% impervious) 89 92 94 95 Industrial districts {72%impervious) 81 88 91 93 Residential:' Development completed and vegetation established Average lot size Average% Impervious 1/8 acre or less 65 77 85 90 92 1/4acre 38 61 75 83 87 1r3 acre 30 57 72 81 86 12 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acre 15 47 66 77 81 Paved parking lots, roofs, driveways, etc. 98 986 98 98 Streets and roads paved with curbs and stone sewers gravel 98 76 98 85 98 89 98 91 dut 72 82 87 89 Newly graded area 81 89 93 95 Residential: Development underway and no vegetation Lot sizes of 1/4 acre 88 93 95 97 Lot sizes of 12 acre 85 91 94 96 Lot sizes of 1 acre 82 90 93 95 Lot sizes of 2 acres 81 89 92 94 'Curve numbers are computed assuming the runoff from" house and driveway is directed toward the street. source: USDASCS . 8.03 10 Rev. V193