20081111 Ver 1_Stormwater Info_20080715

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PAFYA4!7"T
F Cat
?-,?,-1 1 11
Erosion Control and
Stormwater Calculations
for
Robinhood Court Apartment
Homes
*b • !
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399
d®4V$?t?r1 ?u s y??=
sociates, pLLC
C?,t
Nw {'x)08
11 "0
4015 Meeting Way
Suite 105
High Point, NC 27265
Phone: [phone]
Fax: [phone]
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TEMPORARY SEDIMENT TRAP
ASSUMPTIONS:
COEFFICIENT=
INTENSITY=
0.50 (GRADED AREAS FROM TABLE 8.03A)
5.80 (IN/HR)
SEDIMENT TRAP #1 *SKIMMER
DRAINAGE AREA=
Q=C*i*A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED=
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
ORIFACE SIZE=
SEDIMENT TRAP #2
DRAINAGE AREA=
Q=C*i*A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED=
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
SEDIMENT TRAP #3
4.89 (ACRE) 213008.40 (SF)
14.18 (CFS)
4608.83 (SF)
8802.00
3.50 (FT)
2 :1
35.46 (FT) or
10.00
3976.00 (SF)
18886.00 (CF)
2.12 (IN)
0.00 (FT)
2.01 (ACRE) 87555.60 (SF)
5.83 (CFS)
0.06 (ACRE)
7236.00
3.50 (FT)
2 :1
32.15 (FT) or
6.00
2559.00 (SF)
12155.25 (CF)
2539.11 (SF)
35.63 (FT)
DRAINAGE AREA= 0.16 (ACRE) 6969.60 (SF)
Q=C*i*A
Q= 0.46 (CFS)
SA= 0.00 (ACRE) 202.12 (SF)
VOL= 576.00
DEPTH= 3.50 (FT)
SIDE SLOPES= 2 :1
SHORT SIDE REQUIRED= 9.07 (FT) or 10.05 (FT)

BOTTOM SHORT SIDE= 0.00 (FT) WEIR LENGTH: 4.00
BOTTOM LONG SIDE= 14.00 (FT)
TOP SHORT SIDE= 14.00 (FT)
TOP LONG SIDE= 28.00 (FT)

SA PROVIDED= 392.00 (SF)
VOL PROVIDED= 686.00 (CF)
?i
4

TEMPORARY SEDIMENT TRAP
ASSUMPTIONS:
COEFFICIENT= 0.50 (GRADED AREAS FROM TABLE 8.03A)
INTENSITY= 5.80 (IN/HR)
SEDIMENT TRAP #4
DRAINAGE AREA= 0.22 (ACRE) 9583.20 (SF)
Q=C'i `A
Q= 0.64 (CFS)
SA= 0.01 (ACRE) 277.91 (SF)
VOL= 792.00
DEPTH= 3.50 (FT)
SIDE SLOPES= 2 :1
SHORT SIDE REQUIRED= 10.64 (FT) or 11.79 (FT)

BOTTOM SHORT SIDE= 1.00 (FT) WEIR LENGTH: 4.00
BOTTOM LONG SIDE= 16.00 (FT)
TOP SHORT SIDE= 15.00 (FT)
TOP LONG SIDE= 30.00 (FT)

SA PROVIDED= 450.00 (SF)
VOL PROVIDED= 815.50 (CF)
1.75 (ACRE) 76230.00 (SF)
SEDIMENT TRAP #5
DRAINAGE AREA=
Q=C"i'A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED=
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
SEDIMENT TRAP #6 'SKIMMER
DRAINAGE AREA=
Q=C'I'A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
ORIFACE SIZE=
5.08 (CFS)
0.05 (ACRE)
6300.00
3.50 (FT)
2 :1
30.00 (FT) or
4.00
2250.00 (SF)
7875.00 (CF)
2210.67 (SF)
33.25 (FT)
7.85 (ACRE) 341946.00 (SF)
22.77 (CFS)
7398.63 (SF)
14130.00
3.50 (FT)
2 :1
= 44.93 (FT) or 0.00 (FT)
12.00
14754 (SF)
70082 (CF)
4.03 (IN)
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TEMPORARY SEDIMENT TRAP
ASSUMPTIONS:
COEFFICIENT= 0.50 (GRADED AREAS FROM TABLE 8.03A)
INTENSITY= 5.80 (IN/HR)
SEDIMENT TRAP #7
DRAINAGE AREA= 0.82 (ACRE) 35719.20 (SF)
Q=C*i*A
Q= 2.38 (CFS)
SA= 0.02 (ACRE) 1035.86 (SF)
VOL= 2952.00
DEPTH= 3.50 (FT)
SIDE SLOPES= 2 :1
SHORT SIDE REQUIRED= 20.54 (FT) or 22.76 (FT)

BOTTOM SHORT SIDE= 14.00 (FT) WEIR LENGTH: 4.00
BOTTOM LONG SIDE= 13.00 (FT)
TOP SHORT SIDE= 28.00 (FT)
TOP LONG SIDE= 56.00 (FT)

SA PROVIDED= 1458.00 (SF)
VOL PROVIDED= 3062.50 (CF)
SEDIMENT TRAP #8
DRAINAGE AREA= 1.08 (ACRE) 47044.80 (SF)
Q=C*i*A
Q= 3.13 (CFS)
SA= 0.03 (ACRE) 1364.30 (SF)
VOL= 3888.00
DEPTH= 3.50 (FT)
SIDE SLOPES= 2 :1
SHORT SIDE REQUIRED= 23.57 (FT) or 26.12 (FT)

BOTTOM SHORT SIDE= 15.00 (FT) WEIR LENGTH: 4.00
BOTTOM LONG SIDE= 44.00 (FT)
TOP SHORT SIDE= 29.00 (FT)
TOP LONG SIDE= 58.00 (FT)

SA PROVIDED= 1800.00 (SF)
VOL PROVIDED= 4098.50 (CF)
SEDIMENT TRAP #9
DRAINAGE AREA= 3.07 (ACRE) 133729.20 (SF)
Q=C*i*A
Q= 8.90 (CFS)
SA= 0.09 (ACRE) 3878.15 (SF)
VOL= 11052.00
DEPTH= 3.50 (FT)
SIDE SLOPES= 2 :1
SHORT SIDE REQUIRED= 39.73 (FT) or 44.03 (FT)

BOTTOM SHORT SIDE= 31.00 (FT) WEIR LENGTH: 8.00
BOTTOM LONG SIDE= 76.00 (FT)
TOP SHORT SIDE= 45.00 (FT)
TOP LONG SIDE= 90.00 (FT)

SA PROVIDED= 4235.00 (SF)
VOL PROVIDED= 11210.50 (CF)
1 ?
TEMPORARY SEDIMENT TRAP
ASSUMPTIONS:
COEFFICIENT=
INTENSITY=
SEDIMENT TRAP #10 *SKIMMER
DRAINAGE AREA=
Q=C*i*A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED=
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
ORIFACE SIZE=
SEDIMENT TRAP #11 *SKIMMER
DRAINAGE AREA=
Q=C*i*A
Q=
SA=
VOL=
DEPTH=
SIDE SLOPES=
SHORT SIDE REQUIRED=
WEIR LENGTH:
SA PROVIDED=
VOL PROVIDED=
ORI FACE SIZE=
0.50 (GRADED AREAS FROM TABLE 8.03A)
5.80 (IN/HR)
5.35 (ACRE) 233046.00 (SF)
15.52 (CFS)
5042.38 (SF)
9630.00
3.50 (FT)
2 :1
37.09 (FT) or
12.00
5043.00 (SF)
17650.50 (CF)
2.05 (IN)
0.00 (FT)
2.89 (ACRE) 125888.40 (SF)
8.38 (CFS)
2723.83 (SF)
5202.00
3.50 (FT)
2 :1
27.26 (FT) or
6.00
2754.00 (SF)
9639.00 (CF)
1.52 (IN)
0.00 (FT)
Pipe Sizing Spreadsheet (10 YR)
Project: Robinhood Court Temporary Crossing
Input
Output
Drainage Area 66.00 Ac
Mannings n 0.013
Runoff Coefficient 0.5
Intensity 5.81 in/hr
Flow 191.7 cfs
Slope
% Minimum
Pipe Size Recommended
Pi a Size Capacity
Full Velocity
Full
0.5% 60.9 FALSE 0.0 0.0
0.6% 58.8 FALSE 0.0 0.0
0.7% 57.1 FALSE 0.0 0.0
0.8% 55.7 FALSE 0.0 0.0
0.9% 54.5 FALSE 0.0 0.0
1.0% 53.4 54 196.6 12.4
1.1% 52.5 54 206.2 13.0
1.2% 51.6 54 215.3 13.6
1.3% 50.9 54 224.1 14.1
1.4% 50.2 54 232.6 14.6
1.5% 49.5 54 240.8 15.2
1.6% 48.9 54 248.7 15.6
1.7% 48.4 54 256.3 16.1
1.8% 47.9 48 192.6 15.3
1.9% 47.4 48 197.9 15.8
2.0% 46.9 48 203.1 16.2
2.1% 46.5 48 208.1 16.6
2.2% 46.1 48 213.0 17.0
2.3% 45.7 48 217.8 17.3
2.4% 45.3 48 222.5 17.7
2.5% 45.0 48 227.0 18.1
2.6% 44.7 48 231.5 18.4
2.7% 44.4 48 235.9 18.8
2.8% 44.1 48 240.3 19.1
2.9% 43.8 48 244.5 19.5
3.0% 43.5 48 248.7 19.8
3.1% 43.2 48 252.8 20.1
3.2% 43.0 48 256.9 20.5
3.3% 42.7 48 260.8 20.8
3.4% 42.5 48 264.8 21.1
3.5% 42.3 48 268.6 21.4
3.6% 42.0 48 272.4 21.7
3.7% 41.8 42 193.5 20.1
3.8% 41.6 42 196.1 20.4
3.9% 41.4 42 198.6 20.7
4.0% 41.2 42 201.1 20.9
4.1% 41.0 42 203.6 21.2
4.2% 40.8 42 206.1 21.4
4.3% 40.7 42 208.6 21.7
4.4% 40.5 42 211.0 21.9
4.5% 40.3 42 213.3 22.2
4.6% 40.1 42 215.7 22.4
4.7% 40.0 42 218.0 22.7
4.8% 39.8 42 220.3 22.9
4.9% 39.7 42 222.6 23.2
5.0% 39.5 42 224.9 23.4
5.1% 39.4 42 227.1 23.6
5.2% 39.2 42 229.3 23.9
5.3% 39.1 42 231.5 24.1
5.4% 39.0 42 233.7 24.3
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Discharge. (ft /sec)
11'?A5
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).
C-4A
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Culvert Designer/Analyzer Report
Location-1
Peak Discharge Method: Rational
Design Return Period 25 year Check Return Period 100 year
Design Peak Discharge 268.05 cfs Check Peak Discharge 325.39 cfs
Total Area 103.74 acres Time of Concentration 20.00 min
Rational Coefficient 0.50 Intensity 6.22 in/hr
Area
Subwatershed(acres) C
1 103.74 0.50
Grades Model: Inverts
Invert Upstream 773.16 ft Invert Downstream 770.65 ft
Length 68.00 ft Slope 0.036912 ft/ft
Drop 2.51 ft

Headwater Model: Maximum Allowable HW
Headwater Elevation 780.00 ft

Tailwater properties: Irregular Channel

Roughness Segments
Start End Mannings
Station Station Coefficient
0+01 1+19 0.040
1+19 1+47 0.060
1+47 4+05 0.040
Natural Channel Points
Station Elevation
(ft) (ft)
0+01 784.90
0+37 782.00
0+62 778.42
0+93 772.55
1+19 768.00
1+43 766.00
1+47 768.00
1+64 769.21
1+91 769.60
2+29 770.00
2+66 772.61
2+99 776.49
3+25 779.26
3+73 783.12
4+05 785.32
Tailwater conditions for Design Storm.
Discharge 268.05 cfs Actual Depth 2.57 ft
velocity 5.69 ft/s
Title: Robinhood Manor Project Engineer: Michael Westcott
w:\projects\robinhood manor\calcs\culvert.cvm Westcott Engineering& Consulting,PC CulvertMasterv3.1 [03.01.009.00]
07108/08 01:54:29ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
Culvert Designer/Analyzer Report
Location-1
Tailwater conditions for Check Storm.
Discharge 325.39 cfs Actual Depth 2.74 ft
Velocity 6.02 ft/s
Name Description Discharge HW Elev. Velocity
x Trial-1 2-54 inch Circular 268.05 cfs 779.08 ft 16.91 ft/s
Title: Robinhood Manor Project Engineer: Michael Westcott
w:\projects\robinhood manor\calcs\culvert.cvm Westcott Engineering&Consulting,PC CulvertMasterv3.1 [03.01.009.00]
07/08108 01:54:29UBkntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer/Analyzer Report
Location-1
Design:Trial-1
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 780.00 ft Storm Event Design
Computed Headwater Elew 779.08 ft Discharge 268.05 cfs
Headwater Depth/Height 1.31 Tailwater Elevation 768.57 ft
Inlet Control HW Elev. 778.92 ft Control Type Entrance Control
Outlet Control HW Elev. 779.08 ft

Grades
Upstream Invert 773.16 ft Downstream Invert 770.65 ft
Length 68.00 ft Constructed Slope 0.036912 ft/ft

Hydraulic Profile
Profile S2 Depth, Downstream 2.24 ft
Slope Type Steep Normal Depth 1.85 ft
Flow Regime Supercritical Critical Depth 3.41 ft
Velocity Downstream 16.91 ft/s Critical Slope 0.005469 ft/ft

Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 4.50 ft
Section Size 54 inch Rise 4.50 ft
Number Sections 2

Outlet Control Properties
Outlet Control HW Elev. 779.08 ft Upstream Velocity Head 1.67 ft
Ke 0.50 Entrance Loss 0.84 ft

Inlet Control Properties
Inlet Control HW Elev. 778.92 ft Flow Control N/A
Inlet Type Square edge w/headwall Area Full 31.8 ft2
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form 1
Y 0.67000
Title: Robinhood Manor Project Engineer: Michael Westcott
w:\projects\robinhood manor\calcs\culvert.cvm Westcott Engineering& Consulting,PC CulvertMasterv3.1 [03.01.009.00]
07/08/08 01:54:299B&ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

-- `' P;Pe
A
14?
l V
50 100
Discharge. (0/sec)
I 200
?envni
14
8?dr ,v ? r?r.
Y 9i
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).

I ?
Outlet IW = Do + La ine
r 1
diameter (Do)
La --?t
T ilwater < 0.5Do
t
if f
0? 60
r?.f 4
v h4 !I
egtr
Ott` ?t .I r(r ?-?„
_.<c? 50 f .

Infiltration Basin #1 for Robinhood Manor
DRAINAGE AREA: 105850.80 sf
IMPERVIOUS AREA: 51821.41 sf
PERVIOUS AREA: 54029.39 sf
RUNOFF TO CATCH
Rv=0.05+0.9* I a
la= 49%
Rv= 0.491 in/in
V=3630*Rd*Rv*A
Rd= 1.0
V= 4327.65075 cf
V= 1.19 acre*in
WATER DRAWDOWN RATE
A=V/2*(K*T)
K= 0.52 in/hr
T= 4.5 days
A= 925 sf
SIZING
Design W= 5 ft
Minimum L= 185 ft
Design L= 185 ft
Minimum D= 4.68 ft
Design D= 4.75 ft

Infiltration Basin #2 for Robinhood Manor
DRAINAGE AREA: 149410 sf
IMPERVIOUS AREA: 84025.07 sf
PERVIOUS AREA: 65384.93 sf
RUNOFF TO CATCH
Rv=0.05+0.9*la
la= 56%
Rv= 0.556 in/in
V=3630*Rd*Rv*A
Rd= 1.0
V= 6924.421917 cf
V= 1.91 acre*in
WATER DRAWDOWN RATE
A=V/2*(K*T)
K= 0.52 in/hr
T= 4.5 days
A= 1480 sf
SIZING
Design W= 5 ft
Minimum L= 296 ft
Design L= 300 ft
Minimum D= 4.62 ft
Design D= 4.75 ft

Infiltration Basin #3 for Robinhood Manor
DRAINAGE AREA: 31305 sf
IMPERVIOUS AREA: 9654 sf
PERVIOUS AREA: 21651 sf
RUNOFF TO CATCH
Rv=0.05+0.9*la
la= 31%
Rv= 0.328 in/in
V=3630*Rd*Rv*A
Rd= 1.0
V= 854.4875 cf
V= 0.24 acre*in
WATER DRAWDOWN RATE
A=V/2*(K*T)
K= 0.52 in/hr
T= 4.5 days
A= 183 sf
SIZING
Design W= 13 ft
Minimum L= 14 ft
Design L= 14 ft
Minimum D= 4.69 ft
Design D= 4.75 ft
7 •
Infiltration Basin #4 for Robinhood Manor
DRAINAGE AREA: 161194 sf
IMPERVIOUS AREA: 55603 sf
PERVIOUS AREA: 105591 sf
RUNOFF TO CATCH
Rv=0.05+0.9*la
la= 34%
Rv= 0.360 in/in
V=3630*Rd*Rv*A
Rd= 1.0
V= 4841.866667 cf
V= 1.33 acre*in
WATER DRAWDOWN RATE
A=V/2*(K*T)
K= 0.52 in/hr
T= 4.5 days
A= 1035 sf
SIZING
Design W= 25 ft
Minimum L= 41 ft
Design L= 41 ft
Minimum D= 4.72 ft
Design D= 4.75 ft
1 ,

Bio-Retention Calculations for Robinhood Manor
DRAINAGE AREA: 402760 SF 9.246097
IMPERVIOUS AREA: 173724 SF 3.988154
PERVIOUS AREA: 229036 SF
TCH
Rv=0.05+0.9*la
la= 43%
Rv= 0.438 in/in
V=3630*Rd*Rv*A
Rd= 1.0
V= 14707.47 cf
B110-RETENTION CELL S
DEPTH OF WATER
AREA REQUIRED:
AREA PROVIDED:
DEPTH OF CELL:
12 IN.
14707.5 SF
14754 SF
2 FT
WATER DRAWDOWN RATE UNDERDRAIN PIPE AND GRAVEL ENVELOPE

Q=(2.3e-5)*K*A*AH/AL PIPE CAPACITY: N*D=16*(Q*n/S^0.5)^0.375
K= 0.45 IN/HR Q= 2.1622 CFS
A= 14754 n= 0.011
AH= 3.00 S= 0.005
AL= 2
N*D= 10.63 IN
Q= 0.2162 CFS
USE: 1-8" SMOOTH WALL PLASTIC PIPE
V(I-S)= 14754 CF
T(I-S)= 19 HRS GRAVEL ENVELOPE: 12 IN

V(S-2)= 29508 CF
T(S-2)= 38 HRS OVERFLOW OUTLET
TIME= 56.86 HRS Q=CIA (10 YEAR) L=Q/(Cw*H^1.5)

PLANTINGS 1= 5.81PH Q= 31.12
Ci= 0.95 Cw= 3
Trees 33.8 0 Cp= 0.3 H= 0.33333
Shrubs 101.3 0
Total 0 Qi= 21.97 CFS L= 53.9 FT
Qp= 9.15 CFS
Herbaceous 338 0
4 SIDED OUTLET OR STD. WEIR
L PER SIDE (FT): 13.48
USE: 162 IN. BOX OR 54 FT. WEIR I