SW6170802 - Coldstream at Thrower (4)

Stormwater Calculations
For
-Project:
Coldstream at Thrower
Fayetteville, IVC
Owner:
A Coldstream Developers, LLC
Prepared by:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. (9 10) 483-4300 F. (910) 483-4Q52
www.LKandA.com
Firm License ##: C-887

P ¢ ` "
Coldstream
iea' Y Thrower
�t•� Y`�r Oir
e �
SEAL s
SEAL
P
t�X•
R
O
Larry -'E Associates,
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
Firm License #: C-887

Stormwater Narrative
Wet Pond Design Criteria
Time to Peak Calculations
Drawdown Orifice Sizing Calculations
Anti -Floatation Device Sizing Calculations
Pond Volumes
Average Depth Calculations
SADA Chart
Storm Pipe Sizing Caluclations
Gutter Spread Calculations
Wet Detention Basin Routing
Misc. Erosion Control Calculations
Soils Report
Site Maps
SC -1
SC -2
SC -3
SC -4
SC -5
SC -6
SC -7
SC -8
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E

STORMWATER NARRATIVE
This project is a proposed 105 lot single-family subdivision on a 68 acre parcel. The parcel is surrounded
by rural residential lots, single-family subdivisions and farmland. The project is zoned R-20, will receive
water from the Fayetteville Public Works Commission and will be septic tank lots.
This project utilizes a wet detention basin to treat stormwater runoff.
BMP -1
BMP -4 serves as the treatment device for Phase 2 of the development. BMP -4 accepts 23.40 acres with
7.46 acres of impervious area made up of lots and roadways. The best management practice being
utilized is a wet detention basin. The wet detention basin is controlled by a riser and barrel with a
drawdown orifice that limits the release of the water quality volume to 2.55 days.
DRAINAGE AREA NOTES:
TOTAL DRAINAGE AREA-56.87ac (2,477,195 sf)
IMPERVIOUS AREAS (TOTAL DRAINAGE AREA)
STREETS — 206,070 sf
104 lots * 4000sf/lot = 416,000
TOTAL IMPERVIOUS- 622,070 sf = 14.28 ac _.
BMP -1 Routing Results
1 -Yr 10 -Yr 100 -Yr
Pre -Development 50.31 cfs 8 1. 01 cfs 108.08cfs
Post -Entering
Pond 65.67cfs 104.72cfs 138.4cfs
Post -Exiting
Pond 17.27cfs 24.96cfs 49.44cfs
SC -1

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
St®rrnwater Wet Pond Design Criteria
Project Name: P16-086 Coldstream at Thrower
Outlet: BMP -1
Calculate Runoff Coefficient
A= 56.87 acres 2,477,195 sf Watershed area
Ai= 14.28 acres 622,070 sf Impervious area
la= 0.25 Impervious fraction
Rv=0.05+0.9*la
Rv= 0.28 Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 56,977 cf Volume of runoff that must be
15.70 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 1.4 Based, - 4 Avg. Perm. Pool Depth
**See Table 10-1,10-2,10-3 for SAIDA
SA= 0.796 Ac
- 34,681 sf Required Surface Area @ Perm Pool
SC -2

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P16-086 Coldstream at Thrower
Outlet: BMP -1
Calculate Time to Peak & Volume of Runoff
Qp _104.7; cfs DA=
Rational C='
P= x.5.70 in (10yr/24hr storm)
Cn=ab+cx^d a= 50.82581
b + x^d b= 1.461704
C= 165.6338
d= 1.350661
Cn= 67 x= Rational C
S= 4.89 (1000/CN)-10
Q = 2.32 in
Tp 54.80 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 478,640 cf
HVdrogra h Shane
tc= 17, min
Ascending limb= 3.22
Decending limb= 5.38
56.87, acres
0.35
M
SC -3

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizinq Calculations
Project Name: P16-086 Coldstream at Thrower
Outlet: BMP -1
Pond Storage= 64,774,cf Water Quality Volume
Pond Depth(h)= 0.13333,,ft HO=H/3
Drawdown Time= -,,-2.5,days 2-5 days
Cd 0.6 Coefficient of Discharge (typical 0.6)
g= 32.2 ft/sec^2 Gravity
The Orifice Equation
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.30 cfs Based on pond volume and desired drawd6wn time
A= 0.17056 sf 24.56 si
Number of Orifices
Minimum diameter to meet area
d= 5.59 inch diameter orifice
Use: ' 6"' diameter orifice 0.1963 sf
Check Outflow time
Q= Cd A Sgrt(2 g h)
Q= 0.35 cfs
Drawdown time= 2.17 days OK
SC -4

Project Name:
Outlet:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., PA.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
P16-086 Coldstream at Thrower
BMP -1
Riser Diameter = ° in (circular)
Dimensions of Riser= 4! ft
Depth of pond = _ Tft _ �
Required Factor of Safety = 1:3
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 16 sf
Volume of Water Displaced
Depth of pond * Cross-sectional area
112 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
6988.80 Ib
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
9085.44 Ib
Riser Base Provided
7 ft x , _ -'`7f x _ �_ _ �1.5'ft (depth)
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 11025.00 lb
FS Provided = 1.58 OK
SC -5

Project Name: P16-086 Coldstream at Thrower
Outlet: BMP -1
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P [phone] www.LKcindA.com F. [phone]
Pond Volume Calculations
Perm Pool
Permanent Pool Volume
total
Stage
Elev. Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
ft)
(sf)
(c
c
143
00
31,924
0
0
144
10
34,386
33,155
33,155
145
10
48,815
41,601
74,756
146
10
52,873
50,844
125,600
147
1.0
57,101
54,987
180,587
147 5
05
59,274
29,094
209,680
148
05
66,779
31.513
241.19A
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P [phone] www.LKcindA.com F. [phone]
Pond Volume Calculations
Perm Pool
Forebay Volume
total
Stage
Elev. Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
ft
ft
s(of)
c
c
143
0 0
0 1
0
0
144
1.0
0
0
0
145
10
11,875
5,938
5,938
146
1.0
13,287
12,581
18,519
147
1.0
14.775
14, 031
32,550
1475
0 5
15,546
7,580
40,130
j48
148
0.5
18,230
8,444
574
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P [phone] www.LKcindA.com F. [phone]
Pond Volume Calculations
Perm Pool
Temporary Pool Volume
total
Stage
Elev. Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
ft
it
s
c
c
148
00
66,779
0
0
148.5
05
73,542
35,080
35,080
148.9
04
74,929
29,694
64,774
146
10
57,497
55,931
158,
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P [phone] www.LKcindA.com F. [phone]
Pond Volume Calculations
Perm Pool
20%
57,325;f Required
Perm Pool Elev.
Temp Pool Elev
fb
Main Pool Volume
total
Stage
Elev. Diff
Contour
Area
incr. Vol.
Accum.
Vol.
ft
ft
s
en
(c
143
00
48,315
0
0
144
10
51,303
49,809
49,809
145
10
54,364
52,834
102,d432
146
10
57,497
55,931
158,
147
1.0
60,704
59,101
217,
1475
05
62,331
30,759
248
148
05
67,858
32,547
280
20%
57,325;f Required
Perm Pool Elev.
Temp Pool Elev
fb
main
total
0
31,924
31,924
34,386
34,386
11,875
36,940
48,815
13,287
39,586
52,873
14,775
42,326
57,101
15,546
43,728
59,274
18,230
48,549
66,779
M
SC -6

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Project Name:
P16-086 Coldstream at Thrower
Outlet:
BMP -1
Calculate Average Depth
Option 1
Volume of Perm Pool=
Cf
Area of Perm Pool=
sf
Calculated Average Depth=
#DIV/01 ft
Calculate Averaqe Depth
Option 2
Area @ Pond Bottom=
31,924 sf Main Pond Only
Area @ Bottom of Shelf=
59,274 sf Main and Forebay
Area @ Permanent Pool=
66,779 sf Main and Forebay
Depth=
5.0 ft
Calculated Average Depth=
4.32 ft
"'fregeteition rani shown da,,: Average depth of permanent pool to use in the SADA tables (ft)
�yarnt_ yool ,
'Freebocarcd & hardened Option 1: d°, =
emergerngy overj?ow �par»� yO°j
not shayivr: sr� *_ �b,:3
p Option 2:, cl=[0, 25,x �1-+-' � + � -� � x Depth
'Side slope stabilized l�� yea 2
per PE jttdpn,6?;t'Vegetated
- Temporaryl-,Qol
Permanent pool Side slope`
.Bottom of vegetated shelf, ,w3.1
Outlet above * , I Forebay
Bottom of and Sediment Vegetated I I Side'slo = es
'temporary p`ool'"'" p � , , p .
Glean -'out top elevation) slielf , ,
loft, 10:1
I ; �' 1
Outlet orifice Sediment clean-out
bottom elevation ,xwSide slope , r
„j r L, �. f'! :',%''sem 1 .,��. -�4„ `�' Fx ,,, ""t ;;..' � , • - x i
-
a..pa".
t a
',,"c t' e=s elfarl:i.o'rY":"r:..<f1.xeAclu<t'ti
t ,�: ,,,;, ",c„s.�•; "l:z.•�..,,,,x-4
a'= ;L�' FTa�`e$a,`".>t -r.�. r• ,S^,zsy>,^,. ,, :-',;'`f '`y`,< :r'✓r: r'-iit�-,
j.
,�� `� .°�;:.`��.��' r`.-,a,�,ttl• � a� l a1�' � rn sal'sl��� f� i;�clu_da ! � �:�'i�� b.
Yr.<x. +%. �}"-''U .eZ, 4;, T"�-t 12M-•V,tAtf �Q.« y''.>1�'RQ9t YA� !4''+L^�{y NZ`•1 Y; \'�� -
r -,`.
s _� �• 'w�� ��;��a`}<}_,���-,5��'�F�k'}fel`r��:�.„c”3.Y�'d'r�i.�+b,`�`-�?��'?:�k,�.�;?AYiC�;°��Yc�1>,kYi�T',seu�#�nF�31�'$t�l=r� a�,fn'�,��'�,t}2:t�'s�rilj+�.•(��": �'
"iy Y{� ''",adz fl`M�aiik;i?iirrt lua'}3'ittelF.'F�Jof�elQi:J`" T= .3 `; w r5 .F'
��5,>��,:i�;:-411 ,x'SS.
E
SC -7

SC -8
Green:
Interpolated value not in BMP Manual
Percent
Impervious Cover
24%
3.0
1.66
3.5
1.50
4.0
1,34
Table 10-3: PiedmontlMountains
Permanent Pool Avera e Depth
4.5 5.0 5.5 1 6.0 6.5 17.0 1
1.20 1.16 1.10 1.06 0.98 0.88
90%
ft
7.5
0.88
8.0
0.88
8.5
0.78
9.0
0.78
25%
1.70
1.55R�.
1.25
1.20
1.15
1.10
1.00
0.90
0,90
0.90
-0.80
0.80
26%
1.74
1.60
1.46
1.30
1.24
1.20
1.14
1.02
0.92
0,92
0.92
0.82
0.82
27%
1.78
1.65
1.52
1.35
1.28
1.25
1.18
1.04
0,94
0,94
0.94
0.84
0.84'
28%
1.82
1.70
1.58
1.40
1.32
1,30,1.
22
1.06
0.-9610.96
0.96
0.86
0.86
29%
1.86
1.75
1.64
1.45
1.36
1.35
1.26
1.08
0.98
0.98
0,98
0.88
0.88
30%
11.90
1.80
1.70
1.50
1.40
1.40
1.30
1.10
1.00
1.00
1.00
0.90
0.90
31%
1.96
1.85
1.73
1.54
1.44
1.43
1.33
1.15
1.05
1.04
1.03
0.93
0.92
32%
2.02-1.90
1.76
1.58
1.48
1.46
1.36
1.20
1.10
1.08
1..06
0.96
0.94
33%
2.08
1,95
1.79
1.62
1.52
1.49
1.39
1.25
1.15
1,12
1.09
0.99
0.96
34%
2.14
2.00
1.8211.6611:56
1.52
1.42
1.30
1.20
1,16
1.12
1.02
0.98
35%
2,20
2.05
1.85
1.70
1.60
1.55
1.45
1.35
1.25
1.20
1,15
1.05
1.00
36%
2.26
2,10
1.88
-1.7411.64
1.58
1.48
1.40
1.30
1.24
1.-18
1,08
1.02
37%
2.32
2.15
1.91
1.7811
w6 8
1.61
1.51
1.45
1,35
-1.28
1.21
1.11
1.04
38%
2.38
2.20
1.94
1.82
1.72
1.64
1.54
1.50
1.40
1.32
1.24
1,14
1.06
39%
2.44
2.25
1.97
1.86
1.76
1.67
1.57
1.55
1.45
1.36
1.27
1.17
1'.08
40%
2.50
2.30
2.00
1.90
1.80
1.70
1.60
1.60
1.50
1.40
1.30
1.20
1.10
41%
2.55
2.35
2.05
-1.94
1.82
1.72
1.63
1.62
1.52
1.42
1.33
1.23
1.14
42%
2.60
2,40
2:10
1.98
1.84
1.74
1.66
1.64
1.54
1.44
1.36
1.26
1.18
43%
2.65
2.45
2,15
2.02
1.86
1.76
1,69
1.66
1.56
1,46
1.39
1.29
1.22
44%
2.70
2.50
2.20
2.06
1.88
1.78
1,72
1.68
1.58
1.48
1.42
1.32
1.26
45%
2.75
2,55
2.25
2.10
1.90
1.80
1.75
1.70
1.60
1.50
1.45
1.35
1.30-
46%
2.80
2.60
2.30
2,14
1.92
1.82
1,78
1.72
1.62
1.52
1.48
-1.38
1.34
47%
2.85
2.65
2.35
2.18
1.94
1.84
1.81
1,74
1.64
1.54
'1.51
1.41
1.38
48%
2.90
2.70
2.40
2.22
1.96
1.86
1.84
1.76
1.66
1.56
1.54
1.44
1.42
49%
2.95
2.75
2.45
2.26
1.98
1.88
1.87
1.78
1.68
1.58
1.57
1.47
1.46
50%
300
2.80
2.50
2.30
2.00
1.90
1.90
1.80
1.70
1.60
1.60
1.50
1.50
51%
3.05
2.84
2.53
2.34
2.05
1.95
1.93
1.83
1..72
1.63
1.62
1.53
1.52
52%
3.10
2.88
2.56
2.38
2.10
2,00
1:96
1.86
1.74
1,66
1.64
1.56
1.54
53%
3.15
2.92
2.59
2.42
2.15
2.05
1.90
1'.89
1,76
1.69
1,66
1.59
1.56,
54%
3.20
2.96
2.62
2.46
2.20
2.10
2.02
1.92
1.78
1.72
1.68
1.62
1-.58
55%
3.25
3:00
2.65
2.50
2.25
2.15
2.05
1.95
1.80
1.75
1.70
1.65
1.60
56%
3.30
3.04
2.68
2.54
2.30
2.20
2.08
1.98
1.82
1.78
1.72
1.68
1.62 ,
57%
3.35
3.08
2.71
2.58
2.35
2.25
2.11
2.01
1.84
1,81
1.74
1.71
1.64'
58%
3.40
3,12
2.74
2.62
2.40
2.30
2.14
2.04
1.86
1.84
1.76
1.74
1.66
59%
3.45
3,16
2.77
2.66
2.45
2.35
2.17
2.07
1.88
1.87
1.78
1.77
1.68
60%
3.50
3.20
2.80
2.70
2.50
2.40
2.20
2.10
1.90
1.90
1.80
1.80
1.70
61%
3.55
3.25
2,85
2.74
2.53
2.43"
2:23
2.13
1.93
1.92
1.82
1.82
1.72
62%
3.60
330
2.90
2.78
2.56
2.46
2.26
2.16
1.96
1.94
1,84
1:84
1.74
63%
3.65
3.35
2.95
2.82
2.59
2.49
2.29
2.19
1.99
1.96
1.86
1.86
1.76
64%
3.70
3.40
3.00
2.86
2.62
2.52
2.32
2.22
2.02
1.98
1.88
1.88
1.78'
65%
3.75
3.45
3.05
2.90
2.65
2.55
2.35'
2:25
2.05
2.00
1.90
1.90
1.80
66%
3.80
3.50
3.10
2.94
2.68
2.58
2.38
2.28
2.08
2.02
1.92
1.92
1:82.
67%
13.85
3,55
3,15
2.98
2.71
2.61
2.41
2.31
2.11
2.04
1,94
1.94
1.84
68%
3.90
3,60
3,20
3.02
2:74
2.64
2.44
2.34
2.14
2,06
1.96
1.96
1.86
69%
3.95
3.65
3,25
3.06
2.77
2.67
2.47
2,37
2.17
2.08
1,98
1,98
1.88
70%
4.00
3.70
3.30
3.10
2.80
2.70
2.50
2.40
2.20
2.10
2.00
2.00
1.90
71%
4-.0513.7413.3513.1412.85
2.73
2.53
2.43
2.24
2.13
2.03
2.01
1.91
SC -8

Hydriflow Plan View
C 9 -CBS
A�
35
kk
lF C562 - C 61 71
65
��
C861 - 0660
9564-4.rm CB64
73 67
861
36
;` t
CS
9
37
CB70 - C 6 72.
x'_+70
Project file: Coldstream at Thrower.strn No. Lines: 73 07-18-2017
Hydraflow Storm Sewers 2003

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(D
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(fl
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co
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co
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M
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Page 3
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J -loss
Inlet/
line
length
angle
type
Q
area
coeff
time
Ei Dn
slope
EI Up
size
type
value
coeff
Rim El
No.
(ft)
(deg)
(cis)
(ac)
(C)
(min)
(ft)
(°/,)
(ft)
(in)
(n)
(K)
(ft)
31
30
28.5
0.0
Comb
0.00
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0.42
5.0
148.60
0.25
148.67
42
Cir
0.013
1.50
155.67
CB46 - CB45
30
29
239.2
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0.00
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50
148.00
025
14860
48
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1.50
155.67
CB45 - DI 44
29
28
124.3
26.2
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0.00
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0.42
50
147.69
0.25
148.00
48
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0.70
153.20
D144 - D131
28
End
244.6
89.0
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0.24
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54
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D131 - HW30
27
24
285
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15
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CB27 - CB24
26
25
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0.00
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039
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154.84
CB26 - CB25
25
24
1347
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0.35
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18
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154.84
CB25 - C624
24
23
132.7
-19.8
Comb
000
0.53
0.42
5.0
150.13
0.35
150.59
24
Cir
0.013
1 50
154.59
CB24 - CB23
23
22
70.3
32.8
Genr
0.00
0.71
042
5.0
149.88
0.36
150.13
24
Cir
0.013
0.70
154.34
CB23 - CB22
22
21
182.8
21.3
Comb
0.00
1.73
0.42
5.0
148.63
0.41
149.38
30
Cir
0 013
0.70
153.77
C822 - DI 21A
21
End
31.7
134.0
MH
0.00
0.00
0.42
5.0
148.59
0.13
148.63
30
Cir
0.013
0.45
153.75
D121A- HW21
20
15
28.4
89.9
Comb
000
0.68
042
5.0
151.08
0.39
151.19
15
Cir
0.013
1.00
15459
CB14 - CB11
19
14
28.6
90.0
Comb
0.00
2.03
0.42
7.0
149.63
-0.39
149.52
15
Cir
0.013
1.00
154.04
CB15 - CB12
18
13
286
83.5
Comb
0.00
1 11
0.42
5.0
150.97
0.39
151.08
15
Cir
0.013
1.00
154.48
CB16 - CB13
17
16
28.5
87.6
Comb
0.00
1.10
0.42
50
151.81
0.39
151.92
15
Cir
0.013
1.00
155.32
CB9 - CB -10
16
15
145.6
-0.1
Comb
000
0.22
0.42
5.0
151.08
0.50
151.81
15
Cir
0.013
1.50
155.32
C810 - CB11
15
14
109.6
0.0
Comb
0.00
0.13
0.42
5.0
149.95
1.03
151.08
24
Cir
0.013
1.50
15459
CB11 - CB12
14
13
87.0
-6.6
Comb
0.00
0.07
0.42
5.0
148.92
030
149.18
30
Cir
0.013
1.50
154.04
CB12 - CB13
13
2
152.1
-96.7
Comb
0.00
0.13
042
5.0
148.46
0.30
148.92
30
Cir
0.013
1 50
154.48
CB13 - CB3
12
6
28.5
81.0
Comb
0.00
0.41
042
5.0
151.68
0.39
151.79
15
Cir
0.013
1 00
155.19
CB20 - C87
11
5
28.5
90.0
Comb
000
0.66
3
0.42
5.0
151.64
0.39
151.75
15
Cir
0.013
1.00
155.15
CB19 - C86
Project File: Coldstream at Thrower.stm
Number of lines: 73
Date: 07-18-2017
Hydraflow Storm Sewers 2003

b
Page 4
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J -loss
Inlet/
line
7(ft)Dnstr
length
angle
type
Q
area
coeff
time
EI Dn
slope
EI Up
size
type
value
coeff
Rim EI
No,
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
(%)
(ft)
(in)
(n)
(K)
(ft)
10
4
28.5
20.6
Comb
0.00
0.32
0.42
5.0
151.35
0.39
151 46
15
Cir
0.013
1.00
154.86
CB18 - CB5
9
2
153.1
98.3
Comb
0.00
0.36
0.42
5.0
151.51
0.30
151 97
15
Cir
0 013
1.00
155.37
CB17 - CB3
8
7
29.3
83.7
Comb
0.00
1.67
0.42
7.0
151.18
0.41
151.30
15
Cir
0.013
1.00
15500
CB16 - CB8
7
6
161.2
-12.1
Comb
0.00
1.22
0.42
5.0
14992
0.50
150.73
24
Cir
0.013
1.50
155.00
CB8 - CB7
6
5
172.2
-6.7
Comb
0.00
1.10
0.42
50
149.34
0.34
149.92
30
Cir
0.013
1.50
155.19
CB7 - CB -6
5
4
95.0
-69.4
Comb
000
0.38
0.42
5.0
148.99
0.37
149.34
30
Cir
0.013
1.50
155.15
CB6 - CB -5
4
3
123.3
74.4
Comb
0.00
0.10
0.42
5.0
148.56
0.35
148.99
30
Cir
0.013
1.25
154.86
CB5 - CB4
3
2
28.5
-0.1
Comb
0.00
1 11
0.42
5.0
148.46
0.35
148.56
30
Cir
0.013
1.25
154.65
CB4 - CB3
2
1
244.3
-4.7
Comb
0.00
0.43
0.42
5.0
146.61
0.35
147.46
42
Cir
0.013
1.50
154.65
C133 - D12
1
End
322.3
-1795
DrGrt
0.00
0.78
0.42
5.0
145.47
0.35
14661
42
Cir
0.013
0.50
155.00
D12 - HW1
i
Project File: Coldstream at Thrower.stm
Number of lines: 73
Date: 07-18-2017
Hydraflow Storm Sewers 2003

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
-Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
73
63
28.5
0.99
0.99
0.42
0.42
0.42
50
50
8.0
3.33
4.01
2.72
15
0.39
150.24
150.13
154.32
154.25
155.96
155.96
CB71 - CB61
72
69
28.5
022
0.22
0.42
0.09
0.09
50
5.0
8.0
074
453
060
15
0.49
153.42
153.28
155.55
155.55
156.82
156.82
CB70 - CB67
71
67
93.5
0.26
0.26
0.42
0.11
0.11
5.0
5.0
8.0
088
4.58
0.71
15
0.50
152.76
152.29
154.81
154.79
156.16
155.47
CB69 - CB65
70
69
72.6
0.47
0.47
0.42
020
0.20
5.0
5.0
8.0
1 58
4.08
129
15
0.40
154.13
153.84
155.59
155.55
157.53
156.82
CB68 - CB67
69
68
72.6
0.83
1.52
0.42
0.35
0.64
5.0
5.9
7.7
492
7.39
2.78
18
050
153.12
152.76
155.37
155.21
156.82
156.13
CB67 - CB66
68
67
92.7
0.35
1.87
0.42
0.15
0.79
5.0
6.4
7.6
595
6.27
3.37
18
0.36
152.76
152.43
155.09
154.79
156.13
15547
C866 - CB65
67
66
28.5
0.98
3.11
0.42
0.41
1.31
50
7.2
7.3
9.57
24.30
1 95
30
0.35
151.17
151.07
154.70
154.69
155.47
15547
CB65 - CB64
66
65
53.9
0.24
3.35
0.42
0.10
1.41
5.0
7.4
7.3
10.22
24.34
2.08
30
0.35
151.07
150.88
154.61
154.58
155.47
155.24
CB64 - CB63
65
64
28.5
1.56
4.91
0.42
0.66
2.06
7.0
7.8
7.1
14.74
39.50
2.09
36
0.35
150.54
150.44
154.50
15449
155.24
155.24
CB63 - CB62
64
63
153.5
0.91
5.82
0.42
0.38
2.44
5.0
8.1
7.1
17.32
29.97
2.45
36
0.20
150.44
150.13
154.35
154.25
155.24
155.96
C862 - CB61
63
35
161.0
1.09
7.90
0.42
0.46
3.32
5.0
9.1
6.8
2266
4485
2.36
42
020
15013
149.81
154.12
154.04
155.96
156.78
CB61 - CB50
62
60
53.2
0.50
0.50
0.38
019
0.19
5.0
5.0
8.0
1.52
4.60
1.27
15
0.51
151.85
151.58
152.99
152.97
155.25
155.04
C640 - CB38
61
60
61.9
0.44
0.44
0.38
0.17
017
5.0
5.0
8.0
1 34
4.57
1.21
15
0.50
152.03
151 72
152.99
152.97
15543
155.04
CB39 - CB38
60
57
285
0.97
1.91
0.42
0.41
0.76
5.0
5.9
7.7
5.89
7.36
346
18
0.49
151.33
151.19
15268
152.61
155.04
155.04
C638 - CB35
59
58
28.5
0.83
0.83
0.42
035
0.35
5.0
5.0
8.0
2.79
401
2.44
15
0.39
152.11
152.00
153.18
153.14
155.51
155.51
CB37 - CB36
58
57
60.6
0.27
1.10
0.42
0.11
0.46
5.0
5.2
7.9
3.67
4.62
3.98
15
0.51
152.00
151 69
152.84
152.61
155.51
155.04
CB36 - C835
57
53
303.1
0.20
3.21
0.42
0.08
1.31
5.0
6.1
7.7
10.04
13.38
3.46
24
0.35
150.69
149.63
152.29
151 73
155.04
154.89
CB35 - CB32
56
55
28.5
1.41
1.41
0.38
0.54
0.54
7.0
70
7.4
395
6.52
2.35
18
0.39
151.50
151.39
152.82
152.80
155.20
155.20
C634 - CB33
55
53
330.0
0.35
1.76
0.42
0.15
0.68
5.0
72
7.3
5.00
7.43
3.20
18
0.50
151.39
149.74
152.50
151.73
15520
154.89
CB33 - CB32
54
53
28.5
1.51
1.51
038
0.57
0.57
50
5.0
8.0
4.60
652
3.99
18
039
151.19
151 08
152.12
152.01
154.89
154.89
C841 - CB32
53
2$
292.2
0.43
6.91
0.42
0.18
2.75
5.0
92
6.8
18.71
22.51
5.13
30
0.30
149.38
148.50
151.12
150.24
154.89
152.20
CB32 - CB31
Project File: Coldstream at Throwecstm
Number of lines: 73
Run Date: 07-18-2017
NOTES: Intensity = 107.51 / (Inlet time + 15.00) " 0.87; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

',., � I. �� ,, i ^r .� �"'!. - ',✓'�` �.° a °.is ,.���.� .e :r' ;..i '�
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
On
Up
On
Up
On
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
52
45
28.5
0.15
0.15
0.42
0.06
0.06
5,0
5.0
8.0
0.51
4.01
0.70
15
0.39
155.28
155.17
155.94
155.94
158.68
158.68
CB74 - CB55
51
44
235
089
0.89
042
0.37
0.37
5.0
5.0
8.0
3.00
4.53
2.44
15
0.49
153.08
152.94
154.74
154.68
156.48
156.48
CE72 - CB59
50
48
28.5
0.17
0.17
0.42
0.07
0.07
5.0
5.0
8.0
0.57
419
1.30
15
0.42
156.05
155.93
156,49
156.48
159.45
159.45
CB57 - CB56
49
47
28.5
0.20
0.20
042
0.08
0.08
5.0
5.0
8.0
0.67
4.01
1.24
15
0.39
154.76
154.65
155.28
155.28
158.16
158.16
CB73 - CB60
48
45
141.2
0.12
0.29
0.42
0.05
0.12
5.0
6.0
7.7
0.94
4.74
2.03
15
0.54
155.93
155.17
15632
15594
159.45
15868
CB56 - CB55
47
44
143A
0.13
0,33
0.42
0.05
0.14
50
5.9
7.7
1.07
4.58
2.20
15
0.50
154.65
153.93
155.06
154.68
15816
156.48
CB60 - CB59
46
43
73.0
0.53
0.53
0.42
0.22
0.22
50
50
8.0
1.78
4.07
1.51
15
0.40
152.27
151 98
153.37
153.32
155.67
155.38
CB -78 - CB77
45
42
108.4
0.11
055
0.42
0.05
0.23
5.0
M
6.8
1.58
4.56
2.53
15
0.50
155.17
15463
155.68
155.50
158.68
158.12
C855 - CB54
44
41
89.4
1.37
2.59
042
0.58
1.09
5.0
8.5
7.0
7.58
13.32
2.41
24
0,35
152.18
15187
154.55
15445
156.48
156.76
CB59 - CB58
43
40
285
1.43
1,96
0.42
060
0.82
5.0
5.8
7.7
6.37
7.36
4.54
18
049
151.73
151.59
152.83
152.71
155.38
155,38
CB77 - CB76
42
38
95.0
0.18
0.73
0.42
0.08
0.31
5.0
10.2
6.6
2.01
4.59
1.98
15
0.51
154.63
15415
155.46
155,39
158.12
15770
CB54 - CB53
41
35
198.0
0.58
3.17
0.42
024
1.33
5.0
9.1
68
909
13,35
2.89
24
0.35
151.87
151.18
154.36
154.04
156.76
156.78
C658 - CB50
40
30
231.9
064
2.60
0.42
0.27
1 09
50
6.0
77
8.40
13.45
3.93
24
0.35
151.09
150.27
152.23
151.77
155.38
155.67
CB76 - CB45
39
38
28.5
055
0.55
0.42
0.23
0.23
5.0
5.0
8.0
1.85
4.53
1.57
15
0.49
154.30
154.16
155.40
155.39
157.70
157.70
C875-CB53
38
37
181.8
0.56
1.84
0.42
0.24
0.77
5.0
11.1
6.4
4.92
6.23
3.51
18
0.35
15402
15338
155.04
15461
157.70
159.50
CB53 - D152
37
36
210.3
0.00
1.84
0.42
0.00
0.77
5.0
12.0
6.2
4.77
6.19
2.99
18
0.35
153.38
152.65
154.53
15414
159.50
156.78
D152 - CB51
36
35
28.5
1.71
3.55
0.42
0.72
1 49
7.0
13.2
60
8.89
13.39
2.85
24
0.35
152.15
152.05
154M
154.04
156.78
156.78
CB51 - CB50
35
34
193.6
0.51
15.13
0.42
0.21
6.35
50
13.3
5.9
3770
50.10
3.92
42
025
149.81
149.33
153.68
153.41
156.78
157.50
CB50 - D149
34
33
30.9
0.00
15.13
0.42
0.00
6.35
50
14.0
5.8
36.88
51.22
3.83
42
0.26
149.33
149.25
153.15
153.11
157.50
15750
D149 - D148
33
32
200.8
0.00
15.13
0.42
0.00
6.35
50
14.2
5.8
36.75
50.21
3.82
42
025
149.25
14875
152.86
152.60
157.50
155.75
D148 - CB47
32
31
32.1
0,46
15.59
0.42
0.19
6.55
5.0
149
5.7
3701
50.20
3.85
42
0.25
148.75
148.67
152.25
152.21
155.75
155.67
CB47 - CB46
Project File: Coldstream at Thrower.stm
Number of lines: 73
Run Date: 07-18-2017
NOTES. Intensity = 107.511 (Inlet time + 15.00) A 0.87; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
7orTotal
(ft)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
31
30
28.5
0.48
16,07
0.42
0.20
6.75
50
15.1
56
38.01
4986
4,17
42
0.25
148.67
148.60
151,80
151.77
155.67
155.67
CB46 - CB45
30
29
239,2
0.39
19.06
0.42
0.16
8.01
5.0
15.2
56
44.94
71.94
5.27
48
0.25
148.60
148.00
151.04
150.72
155.67
15320
CB45 - DI 44
29
28
124.3
0.21
19.27
0.42
0.09
8.09
5.0'
162
5.5
44.15
71 75
5.57
48
0.25
148.00
147.69
15036
150.16
153.20
152.20
D144 - D131
28
End
244.6
2.15
28.33
0.42
0.90
11.74
5.0
16.7
5.4
63.11
96.58
6.95
54
0.24
146.50
145.91
14929
148.19
152.20
0.00
D131 - HW30
27
24
28.5
0.22
0.22
0.42
0.09
0.09
5.0
5.0
8.0
0,74
3.83
0.83
15
0.35
151.19
151,09
152.00
151.99
154.59
154.59
CB27 - CB24
26
25
28.5
0.22
0.22
0.42
0.09
0.09
5.0
5.0
8.0
0.74
4.01
0.74
15
0.39
151,92
151.81
152.82
152.81
154.84
154.84
CB26 - CB25
25
24
134,7
1.10
1.32
0.42
0.46
055
5.0
5.8
7.8
4.30
6.20
379
18
0.35
151.56
151.09
152.48
152.01
154.84
15459
CB25 - CB24
24
23
132.7
0.53
2.07
0.42
0.22
0.87
5.0
6.7
7.5
6.50
1332
3.34
24
0.35
150.59
150.13
151.65
151.49
154.59
154.34
CB24 - CB23
23
22
70.3
0.71
2.78
0.42
0.30
1.17
5.0
7.7
7.2
8.38
13.48
4.52
24
036
150.13
149.88
151.27
151.02
154.34
15377
CB23 - CB22
22
21
182.8
1.73
4.51
0.42
0.73
1.89
5.0
8.1
7.1
13.38
26.27
4.83
30
0.41
149.38
148.63
150.61
150.21
153.77
153.75
C622 - DI 21A
21
End
31.7
000
4.51
042
0.00
1.89
5.0
92
6.8
12.87
1457
494
30
013
148.63
148.59
15008
14979
153.75
0.00
D121 - HW21
20
15
28,4
0.68
0.68
0.42
029
0.29
50
5.0
8.0
2.29
4.02
1.87
15
0.39
151.19
151.08
152.59
15256
154.59
154.59
CB14 - CB11
19
14
28.6
2.03
2.03
042
0.85
0.85
7.0
7.0
7,4
6.29
0.00
5.13
15
-0.39
149.52
149.63
151.70
151.43
154.04
154.04
CB15 - CB12
18
13
28.6
1.11
1.11
0.42
0.47
0.47
5.0
5.0
8.0
3.74
4,01
3.71
15
0.39
151.08
15097
152.04
151.93
154.48
154,48
CB16 - CB13
17
16
28.5
1.10
1.10
0.42
0.46
0.46
5.0
5.0
8.0
3.70
4.01
3.02
15
0.39
151.92
151.81
15363
15354
155.32
155.32
CB9 - CB -10
16
15
145.6
0.22
1.32
0.42
0.09
0.55
5.0
5.2
8.0
4.41
4.57
3.60
15
0.50
151.81
151.08
153.24
152.55
15532
154.59
CB10 - CB11
15
14
109.6
0.13
2.13
0.42
0.05
0.89
5.0
5.8
7.7
6.92
22.97
3.80
24
1.03
151.08
14995
15201
151.43
154.59
15404
CB1 i - CB12
14
13
870
0.07
4.23
042
0.03
1,78
5.0
7,1
7A
13.07
22.43
2.95
30
0.30
149.18
148.92
151.21
151.15
154.04
15448
CB12 - CB13
13
2
152.1
0,13
5.47
042
0.05
230
5.0
7.6
7.2
16.54
22.56
4.23
30
0.30
148.92
148.46
15068
150.44
154.48
15465
CB13 - CB3
12
6
285
0.41
0.41
0.42
0.17
0.17
5.0
5.0
8.0
1.38
4.01
2.96
15
0.39
151.79
151.68
15230
15219
155.19
155.19
C620 - CB7
11
5
28,5
0.66
0.66
0.42
0.28
0.28
5.0
5.0
8.0
2,22
4.01
3.35
15
0.39
151,75
151.64
152.42
152.31
155.15
155.15
CB19 - CB6
i
Project File: Coldstream at Throwecstm
Number of lines: 73
Run Date: 07-18-2017
NOTES: Intensity = 107 51 / (Inlet time + 15.00) " 0.87; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
RainTotal
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd 1 Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
On
Up
On
Up
On
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftls)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
10
4
28.5
0.32
0.32
042
0.13
0.13
5.0
5.0
8.0
1.08
4.01
2.77
15
0.39
151.46
151.35
151.90
151.79
154.86
154.86
CB18 - C135
9
2
153.1
0.36
0.36
0.42
0.15
0.15
5.0
5.0
8.0
1.21
3.54
2.61
15
0.30
151.97
151.51
152.47
152.02
155.37
154.65
CB17 - C133
8
7
29.3
1.67
1 67
0.42
070
0.70
7.0
7.0
7.4
5.18
4.14
4.22
15
0.41
151.30
151 18
152.76
152.57
155.00
155.00
C816 - CB8
7
6
161 2
1.22
2.89
0.42
0.51
121
5.0
7.1
7.3
8.92
16.03
309
24
0.50
150.73
149.92
152.31
152.10
155.00
155.19
CB8 - CB7
6
5
172.2
1.10
4.40
0.42
0.46
1 85
5.0
8.1
7.1
13.09
23.80
2.95
30
0.34
149.92
149.34
151.86
151.73
155.19
155.15
CB7 - CB -6
5
4
95.0
0.38
5.44
0.42
0.16
2.28
5.0
9.1
6.8
15.56
24.89
3.39
30
0.37
149.34
148.99
151.44
151.35
155.15
154.86
CB6 - CB -5
4
3
123.3
0.10
586
0.42
0.04
2.46
5.0
9.6
6.7
16.47
24.22
3.60
30
035
14899
148.56
151.07
150.92
154.86
154.65
CB5 - CB4
3
2
28.5
1.11
697
0.42
0.47
2.93
5.0
10.2
6.6
19.18
24.31
4.66
30
0.35
148.56
148.46
150.49
150.44
154.65
15465
CB4 - CB3
2
1
244.3
0.43
13.23
0.42
0.18
5.56
5.0
10.4
6.5
36.25
5935
4.85
42
0.35
147.46
146.61
14975
14950
154.65
155.00
CB3 - D12
1
End
322.3
0.78
14.01
0.42
033
588
5.0
11.4
6.3
37.02
59.84
4.23
42
035
146.61
145.47
149.33
148.97
15500
0.00
D12 - HW1
Project File: Coldstream at Thrower Sim
Number of lines: 73
Run Date: 07-18-2017
NOTES, Intensity = 107 51 1(Inlet time + 15.00) ^ 0.87; Retum period = 10 Yrs.
Hydraflow Storm Sewers 2003

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(s9ft)
(fUs) .
(ft)
(ft)
N
N
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
73
15
333
150.13
154.25
1.25
1 23
2.72
0.11
154.36
0 267
28.5
150.24
154.32
1.25
1.23
2.72
0.11
154.44
0.266
0.267
0.076
1.00
011
72
15
0.74
153.28
155.55
1.25
1 23
060
001
155.56
0.013
28.5
153.42
15555
1 25
1.23
060
0.01
155.56
0.013
0.013
0.004
1 00
0.01
71
15
0.88
152.29
154.79
1.25
1.23
0.71
0.01
154.80
0 018
93.5
152.76
15481
1.25
1.23
0.71
0.01
154.82
0.018
0.018
0.017
1 00
0.01
70
15
1 58
153.84
155.55
1.25
1.23
1 29
003
15558
0.060
72.6
154.13
155.59
1.25
123
1 29
003
155.62
0.060
0.060
0.044
1.00
003
69
18
492
152.76
15521
1.50
1.77
2.78
0.12
155.33
0.219
72.6
153.12
155.37
1 50
1.77
2.78
0.12
15549
0 219
0.219
0 159
1.50
0.18
68
18
5.95
15243
154.79
1.50
1 77
3.37
018
154.97
0 321
927
152.76
155.09
1 50
1 77
3.37
0.18
155.26
0 321
0.321
0.297
0.70
012
67
30
9.57
151.07
154.69
2.50
491
1.95
0.06
15475
0.054
28.5
151.17
15470
2.50
491
1 95
0.06
154.76
0.054
0.054
0 016
1 50
009
66
30
1022
150.88
154.58
250
4.91
2.08
007
15465
0.062
53.9
151 07
15461
250
4.91
2.08
0.07
15468
0 062
0.062
0.033
1 10
0.07
65
36
1474
150.44
154.49
300
7.07
2.09
0.07
154.56
0.049
28.5
15054
154.50
3.00
7.07
2.08
0.07
154.57
0.049
0 049
0.014
1.10
0.07
64
36
17.32
150.13
154.25
3.00
7.07
2.45
0.09
15434
0 067
154
15044
15435
300
707
245
0.09
154.44
0.067
0.067
0.104
1.50
0.14
63
42
22.66
149.81
154.04
3.50
9.62
2.36
0.09
154 12
0.051
161
150.13
154.12
3.50
962
236
0.09
15420
0.051
0 051
0.082
1.50
013
62
15
1.52
151 58
152.97
1.25
1 23
1.24
0.02
152.99
0 056
532
151 85
15299
1.14
1.18
1.30
003
153.02
0.048
0 052
0.028
1.00
003
61
15
1 34
151.72
152.97
125
1 23
1.09
0.02
15299
0 041
61 9
152.03
15299
0.96
1 01
1.33
0.03
153.01
0.050
0 045
0.028
1.00
003
60
18
5.89
151.19
152.61
1.42
1 73
3.40
0 18
152.79
0.272
28.5
151 33
15268
1 35
1.67
3.52
0.19
15287
0.277
0 275
0.078
1 50
0.29
59
15
2.79
15200
153.14
1.14
1.17
2.38
0.09
153.23
0.163
28.5
15211
153.18
1 07
1 12
250
0.10
153.28
0.175
0 169
0.048
1.00
0.10
58
15
3.67
151.69
152.61
0.92
097
378
0.22
152.84
0.403
60.6
15200
15284
0.84
0.88
4.18
0.27
153.11
0 512
0.457
0.277
1.10
030
57
24
10.04
149.63
151.73
200
3.14
3.20
0.16
151.89
0 197
303
15069
152.29
1.60
2.69
3.73
0.22
15251
0.206
0.202
0.611
1 50
0.32
56
18
3.95
151.39
152.80
1.41
1.72
2.30
0.08
15288
0.123
28.5
151.50
15282
1.32
1.65
2.40
0.09
152.91
0.127
0.125
0.036
1.00
0.09
55
18
5.00
14974
151.73
1.50
1 77
2.83
0.12
151.86
0 227
330
151.39
152.50
1.11
1 40
3.57
0.20
15270
0.282
0.254
0.840
1 50
0.30
54
18
4.60
151 08
152.01
0.93'
1.15
3.99
0.25
152.26
0.383
28.5
151 19
152.12
0.93
1.15
4.00
0.25
15237
0 386
0 384
0 110
1.00
025
53
30
18.71
1 148.50
15024
1 74*
3.65
5.12
041
150.65
0.301
292
149 38
151.12
1.74
365
5.13
041
151.53
0 302
0.301
0 880
1.50
061
Project File. Coldstream at Thrower.stm
FNumber of lines: 73 -T
Run Date 07-18-2017
NOTES. * Normal depth assumed., ** Critical depth assumed.
HydraFlow Storm Sewers 2003

Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
52
15
0,51
155.17
155.94
0,77
0.80
0.63
0.01
155.95
0.012
28.5
155.28
155.94
0.66
0.66
0.76
0.01
155.95
0.020
0.016
0.005
1.00
0.01
51
15
3.00
152.94
154.68
1.25
1.23
2.44
0.09
154.78
0.215
28.5
153.08
154.74
1.25
1.23
2.44
0.09
154.84
0.215
0.215
0.061
1.00
0.09
50
15
0.57
155.93
15648
055
0.52
1.10
0.02
156.50
0.049
28.5
156.05
156.49
0.44
0.38
1.50
0.04
156.52
0.115
0.082
0 023
1.00
0.04
49
15
0.67
154.65
155.28
0.63
0.62
1.09
0.02
155.29
0.043
28.5
15476
155.28
0.52
0.49
1.38
0.03
155.31
0 081
0.062
0.018
1.00
0.03
48
15
0.94
155.17
155.94
0.77
0.80
1.17
0.02
155.96
0.043
141
155.93
156.32
0.39**
0.32
2.89
013
156.45
0.484
0.263
n/a
1.25
0.16
47
15
1.07
153,93
154.68
0.75
0.77
1.39
0.03
154.71
0.060
143
154.65
155.06
0.41**
0.36
3.02
0.14
155.21
0.490
0.275
n/a
150
0.21
46
15
1.78
151.98
153.32
1.25
1.23
1.45
0.03
153.35
0.076
73.0
152.27
15337
1.10
1.14
1.56
0.04
153.41
0.069
0.073
0.053
1.00
0.04
45
15
1.58
154.63
155.50
0.87
0.92
1.73
0.05
155.55
0.086
108
155.17
155.68
0.51
0.47
3.34
0.17
155.86
0.483
0.284
0.308
150
026
44
24
7.58
151.87
154.45
2.00
3.14
2.41
0.09
154.54
0.112
89.4
152.18
154.55
2.00
3.14
2.41
0.09
154.64
0.112
0.112
0100
1.50
014
43
18
6.37
151.59
152.71
1.12
1.42
4.50
0.31
153.03
0.446
28.5
151.73
152.83
1.10
1,39
4.59
0.33
153.16
0.468
0.457
0.130
1.50
0.49
42
15
2.01
154.15
15539
1.24
1.22
1.64
0.04
155.43
0.089
950
154.63
155,46
0.83
0.87
2.32
0.08
155.55
0.158
0.123
0 117
050
0.04
41
24
9.09
151.18
154.04
2.00
3.14
2.89
0.13
154.17
0.162
198
151.87
154.36
2.00
3.14
2.89
013
154.49
0.161
0.162
0 320
0,70
009
40
24
8.40
150.27
151.77
1.50
2.53
3.32
0.17
151.94
0.166
232
151.09
152.23
1.14
1,85
4.54
0.32
152.55
0.358
0.262
0.607
1.50
048
39
15
1.85
154.16
155.39
1.23
1.22
1.52
0.04
155.42
0.074
28.5
154.30
155.40
1.10
1.14
1.62
0.04
155.44
0.074
0.074
0.021
1.00
0.04
38
18
4.92
153.38
15461
1.23
1.55
3.18
0.16
154.76
0.220
182
154.02
155,04
1,02
1,28
3.84
023
155.27
0 338
0 279
0.507
1.50
0.34
37
18
4.77
152.65
154.14
1.49
1.76
2.70
011
154.25
0.191
210
153.38
154.53
1.15
1.46
3.27
017
154.70
0.235
0.213
0 448
0.45
008
36
24
889
15205
154,04
1.99
3.14
2.83
0.12
154.16
0 144
28.5
15215
154.07
1 92
3.10
2.86
0.13
154.20
0.135
0.139
0 040
0.50
0.06
35
42
37.70
149.33
153.41
3.50
9.62
3.92
0.24
153.64
0.140
194
149.81
153.68
3.50
9.62
3.92
0.24
15392
0.140
0.140
0.272
1.50
0.36
34
42
36.88
149.25
153.11
3.50
9.62
3.83
0.23
15334
0.134
30.9
149.33
153.15
3.50
9.62
3.83
0.23
153.38
0.134
0.134
0.041
1.10
0.25
33
42
36.75
148.75
152.60
3.50
9.62
3.82
0.23
152.82
0.134
201
149.25
152.86
3.50
9.62
3,82
023
153,09
0.133
0.133
0 268
1,10
025
32
42
37.01
148.67
152.21
3.50
9.62
3.85
0.23
152.44
0.135
32.1
148.75
152.25
3.50
9.62
3.85
023
152.48
0.135
0.135
0.043
1 50
0.35
Project File* Coldstream at Thrower.stm
Number of lines: 73
Run Date: 07-18-2017
NOTES- * Normal depth assumed., ** Critical depth assumed.
Hydraflow Storm Sewers 2003

Hydraulic Grade Line Computations
Page 3
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
(°!a)
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
31
42
38.01
148.60
151.77
3.17
9.16
4.15
0.27
152.04
0 125
28.5
148.67
151 80
313
9.08
419
0.27
152.07
0.126
0.126
0 036
1.50
0.41
30
48
4494
148.00
150.72
2.72
9.09
4.94
0.38
151.10
0.151
239
14860
151.04
2.44
8.03
5.60
0.49
151.53
0.206
0.179
0 428
1.50
0.73
29
48
44.15
14769
150.16
247
813
543
0.46
150.61
0.193
124
14800
150.36
2.36
773
5.71
0.51
150.87
0.219
0.206
0.256
0.70
0.36
28
54
63.11
145.91
14819
2.28
8.09
7.80
095
149.14
0.394
245
146.50
149.29
2.79
10.36
6.09
0.58
149.87
0206
0.300
0.734
1 50
0.86
27
15
074
151.09
151.99
0.90
0.95
0.78
0.01
152.00
0.017
28.5
151 19
152.00
0.81
0.84
0.88
0.01
15201
0.023
0.020
0.006
1.00
0.01
26
15
0.74
151.81
152.81
1.00
1.06
0.70
0.01
152.82
0.014
28.5
151.92
152.82
0.90
094
079
0.01
152.83
0.018
0 016
0.004
1 00
001
25
18
4.30
151.09
15201
0.92*
1.14
3.78
022
152.23
0.347
135
151.56
152.48
092
1.13
379
0.22
152.70
0.350
0.348
0.469
1.50
0.34
24
24
6.50
150.13
151.49
1.36
2.28
2.85
013
151 62
0.126
133
150.59
151 65
1.06
1.70
383
0.23
151.88
0 269
0.198
0.263
1.50
034
23
24
8.38
149.88
151.02
1.14*
1.86
4.51
0.32
151.34
0 353
70.3
150.13
151.27
1.14
1.85
4.53
032
151.59
0.357
0 355
0 250
070
022
22
30
13.38
148.63
15021
158
327
409
0.26
150.47
0.201
183
14938
150.61
1.23
240
557
0.48
151 09
0.451
0.326
0.597
0.70
0.34
21
30
1287
14859
149.79
1.20
233
552
0.47
150.26
0 453
31.7
148.63
15008
1.45
2.95
437
030
150.37
0.243
0.348
0 110
0.45
0.13
20
15
2.29
151.08
152.55
1.25
1.23
1.87
005
152.61
0 126
284
151.19
15259
1 25
1 23
1.87
005
152.64
0.126
0 126
0 036
1 00
0.05
19
15
6.29
149.63
15143
1 25
1.23
5.13
041
151.84
0.950
286
14952
151.70
1.25
1.23
5.13
0.41
152.11
0.950
0.950
0.271
1.00
0.41
18
15
3.74
150.97
151.93
0.96*
1.01
3.71
0.21
152.14
0.385
28.6
15108
152.04
0.96
1.01
3.71
0.21
152.25
0.384
0.385
0.110
1.00
0.21
17
15
370
151 81
153.54
1.25
1 23
3.02
0.14
15368
0.329
28.5
151.92
153.63
1.25
1.23
3.02
0.14
153.77
0.329
0.329
0.094
1 00
0.14
16
15
4.41
151.08
152.55
1.25
1 23
360
0.20
152.76
0.468
146
151.81
153.24
1.25
1.23
360
0.20
153.44
0.467
0.467
0 680
1 50
030
15
24
6.92
149.95
151.43
1.48
2.49
2.78
0.12
151.55
0.117
110
15108
152.01
0.93'*
1.43
4.83
0.36
152.37
0.478
0.297
n/a
1.50
0.54
14
30
13.07
148.92
151.15
2.23
4.62
2.83
0.12
151.27
0.090
87.0
149.18
151.21
203
4.26
3.06
0.15
151 35
0 103
0 097
0 084
1.50
0.22
13
30
16.54
14846
15044 `
1.98
4.17
3.97
0.25
15068
0.174
152
14892
150.68
1.76
3.69
4.49
031
15099
0.230
0.202
0.307
1.50
0.47
12
15
1.38
151.68
152.19
0.51-
0.47
2.96
0.14
152.32
0 384
28.5
151 79
152.30
0.51
0.47
2.96
014
152.43
0.383
0.384
0.109
1.00
0.14
11
15
2.22
151.64
152.31
067-
0.66
3.35
0 17
152.48
0.385
28.5
151.75
152.42
0.67
0.66
3.35
0.17
152.59
0 384
0.384
0.110
1 00
017
Project File: Coldstream at Thrower.stm
Number of lines. 73
Run Date. 07-18-2017
NOTES. * Normal depth assumed., - Critical depth assumed.
Hydraflow Storm Sewers 2003

Page 4
Line
Size
4
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
NGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sGft)
fts)
(ft)
(ft)
N
(ft)
(ft)
(ft)
I
(ft)
(soft)
(ft/s)
(ft)
(ft)
N
(%)
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
10
15
1.08
151.35
151.79
0.44'
0.39
2.77
0.12
151.91
0.385
285
151.46
151 90
0.44
0.39
2.77
012
152.02
0.387
0 386
0110
1.00
012
9
15
1.21
151.51
152.02
0.51*
0.47
2.60
0.11
152.12
0.296
153
151.97
152.47
0.50
0.46
2.61
0.11
152.58
0.301
0.298
0.457
1.00
0.11
8
15
5.18
151.18
152.57
1.25
1.23
4.22
0.28
152.85
0.643
29.3
151.30
152.76
1.25
1.23
4.22
0.28
153.04
0.643
0.643
0.188
1.00
028
7
24
8.92
149.92
152.10
200
3.14
2.84
0.13
152.23
0.156
161
150.73
152.31
1.58
2.67
3.34
0.17
152.49
0.166
0.161
0 259
1.50
0.26
6
30
13.09
14934
151.73
2.39
4.84
2.71
0.11
151.85
0.089
172
149.92
151.86
1.94
4.09
3.20
0.16
152.02
0.113
0.101
0.174
1.50
0.24
5
30
15.56
148.99
151.35
2.36
4.80
3.24
0.16
151.51
0.124
95.0
14934
151.44
2.10
4.41
353
019
151.64
0.138
0.131
0.125
1.50
029
4
30
16.47
148.56
150.92
2.36
4.80
3.43
0.18
151.11
0.139
123
148.99
151.07
208
4.36
3.77
0.22
151.29
0.157
0.148
0.183
1 25
0.28
3
30
19.18
148.46
150.44
1.98
4.17
4.60
033
150.77
0.234
285
148.56
150.49
1.93
4.07
4.71
035
15084
0 246
0 240
0.068
1 25
0.43
2
42
36.25
14661
149.50
289
8.49
4.27
0.28
149.78
0 128
244
147.46
149.75
2.29
6.67
5.44
0.46
150.21
0.223
0.175
0.429
1.50
0.69
1
42
37.02
145.47
148.97
3.50
9.62
3.85
0.23
149.20
0135
322
146.61
149.33
2.72
8.03
4.61
0.33
149.66
0.150
0.143
0.460
0.50
0.17
Project File: Coldstream at Thrower.stm
FlNumber of Imes: 73
Run Date: 07-18-2017
NOTES: ` Normal depth assumed., - Critical depth assumed.
Hydraflow Storm Sewers 2003

Hydraflow HGL Computation Procedure e Page I
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Col. -I The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col 2 The line size. In the case of non -circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation)
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

� ' "" ' ray rt ;!'• ,fix FI
x
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ft(ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
73
CB71 - CB61
1 66
0.25
1 87
004
Comb
6.0
6.00
0.00
6.00
2.00
0.018
2.00
0.030
0.035
0.013
0.19
5.71
0.29
3.64
2.00
65
72
CB70 - C867
0.37
0.00
0.37
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.030
0.035
0.013
0.11
3.43
0.18
1.52
2.00
66
71
CB69 - CB65
0.44
0.00
0.44
0.00
Comb
6.0
300
0.00
300
2.00
0.010
2.00
0.030
0 035
0 013
0.12
3.71
0.19
1.61
2.00
67
70
CB68 - CB67
079
000
0.79
0.00
Comb
6.0
300
0.00
3.00
2.00
0 010
200
0.030
0.035
0.013
0.15
4.57
0.24
2.07
2.00
69
69
CB67 - CB66
1.39
0.00
1.36
0.04
Comb
6.0
300
0.00
3.00
2.00
0.010
2.00
0.030
0.035
0.013
0.18
543
0.29
358
2.00
68
68
CB66 - CB65
0.59
0.04
0.62
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.030
0.035
0.013
0.14
4.29
0.22
1 85
2.00
67
67
CB65 - CB64
1.64
0.00
1.64
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.03
-0.89
0.15
1.27
2.00
Off
66
CB64 - CB63
0.40
000
0.40
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.10
-3.22
0.08
0.68
2.00
Off
65
CB63 - CB62
2.62
0.04
2.66
0.00
Comb
60
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0 035
0.000
0.02
078
0.20
1.69
2.00
Off
64
CB62 - CB61
1 53
0.09
1.61
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.03
-0.89
0.15
1.27
2.00
Off
63
CB61 - CB50
1.83
0.01
1.75
0.09
Comb
60
6.00
0.00
6.00
2.00
0.005
2.00
0 030
0.035
0.013
0.23
686
0.36
5.41
200
64
62
CB40 - C838
0.76
0.00
0.76
0.00
Comb
6.0
3.00
000
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.17
5.14
0.27
2.87
2.00
60
61
CB39 - CB38
0.67
000
0.67
0.00
Comb
6.0
6.00
0.00
6.00
2.00
0.010
2.00
0.030
0.035
0.013
0.14
4.29
0.22
1.89
2.00
60
60
CB38 - CB35
1.63
0.00
1.63
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
001
044
0.19
1.61
2.00
Off
59
CB37 - CB36
1.39
0.00
1.39
0.00
Comb
60
300
3.00
300
200
Sag
2.00
0 030
0.035
0.000
-0.01
-0.22
0.17
1.44
2.00
Off
58
CB36 - C835
0.45
000
0.45
0.00
Comb
6.0
3.00
300
3.00
200
Sag
2.00
0.030
0.035
0.000
-0.10
-3.22
0.08
0.68
2.00
Off
57
CB35 - CB32
0.34
0.00
0.34
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-011
-3.56
0.07
059
2.00
Off
56
CB34 - CB33
2.14
0.00
2.14
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
0.00
0.11
0.18
1.52
2.00
Off
55
CB33 - C632
0.59
0.00
0.59
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.08
-2.56
0.10
0.85
2.00
Off
54
CB41 - CB32
2.29
0.00
2.29
0.00
Comb
6.0
600
6.00
6.00
2.00
Sag
2.00
0.030
0 035
0.000
0.01
0.44
0.19
1.61
2.00
Off
53
CB32 - CB31
0.72
0.�0
0.72
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.07
-2.22
0.11
093
2.00
Off
52
CB74 - CB55
0.25
0.00
0.25
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.11
3.43
-T
0.18
1 50
2.00
39
Project File: Coldstream at Th rower -I n lets, stm 1-0-F File: THROWER-NCDOT INLETS.IDF
Number of lines: 73
Run Date: 07-18-2017
NOTES. Inlet N -Values = 0.016 ; Intensity = 3.97 / (Inlet time + 0.10) A 0.00; Return period = 5 Yrs. ; * Indicates Known Q added
Hydraflow Storm Sewers 2003

Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ftift)
(ftift)
(ft)
(ft)
(ft)
(ft)
(in)
51
CB72 - CB59
1.49
0.00
1.49
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.04
-1.22
0.14
1 18
2.00
Off
50
CB57 - C856
0.29
0.00
0.29
0.00
Comb
6.0
3.00
000
3.00
2.00
0.005
2.00
0 030
0 035
0.013
0.12
3.71
0.19
1.57
2.00
52
49
CB73 - C860
0.34
0.00
0.34
0.00
Comb
6.0
3.00
0.00
300
2.00
0.005
2.00
0.030
0.035
0.013
012
3.71
020
1.66
2.00
51
48
CB56 - CB55
020
0.00
0.20
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.10
3.14
0.16
1.38
2.00
45
47
CB60 - CB59
0.22
0.00
0.22
000
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00,
0.030
0.035
0.013
0.08
257
0.13
1.12
2.00
44
46
CB78 - CB77
0.89
0.00
0.88
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.18
5.43
0.28
3.30
200
43
45
CB55 - CB54
0.18
0.00
0.18
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.10
3.14
0.16
1.34
2.00
42
44
CB59 - CB58
230
0.02
2.32
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
0.01
0.44
0.19
1.61
2.00
Off
43
CB77 - CB76
2.40
001
2.41
0.00
Comb
6.0
6.00
6.00
6.00
200
Sag
2.00
0 030
0.035
0.000
0.01
0.44
0.19
1.61
2.00
Off
42
CB54 - CB53
0.30
0.00
0.30
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0 005
2.00
0.030
0.035
0.013
0.12
3.71
0.19
1.61
200
38
41
C658 - CB50
0.97
0.00
095
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0.005
200
0 030
0.035
0 013
0.18
5.43
0.29
3.55
2.00
44
40
CB76 - CB45
1 07
0.00
1.07
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.04
-1.22
0.14
1.18
2.00
Off
39
CB75 - CB53
0.92
0.00
0.92
0.00
Comb
6.0
3.00
300
3.00
2.00
Sag
2.00
0.030
0 035
0.000
-0.05
-1.56
0.13
1.10
200
Off
38
CB53 - D152
0.94
000
0.94
0.00
Comb
60
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.05
-1.56
0.13
1.10
2.00
Off
37
D152 - CB51
0.00
0.00
0.00
0.00
MH
00
0.00
0.00
0.00
0.00
Sag
0.00
0 000
0.000
0.000
0.00
0.00
0.00
000
0.00
Off
36
CB51 - CB50
2.87
000
2.63
025
Comb
6.0
6.00
000
6.00
2.00
0.005
2.00
0 030
0.035
0.013
0.28
8.29
0.41
687
2.00
73
35
CB50 - D149
0.86
0.00
0.84
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
018
5.43
0.28
3.18
2.00
63
34
D149 - D148
0.00
0.00
0.00
0.00
DrGrt
0.0
0.00
3.00
3.00
2.00
Sag
2.00
0.035
0.035
0.000
0.00
2.00
0.00
2.00
0.00
Off
33
D148 - CB47
0.00
0.00
0.00
0.00
DrGrt
0.0
0.00
3.00
3.00
2.00
Sag
2.00
0 035
0.035
0.000
0.00
2.00
0.00
2.00
000
Off
32
CB47 - CB46
0.77
0.00
077
0.00
Comb
6.0
300
000
3.00
200
0 005
2.00
0.030
0.035
0.013
0.17
5.14
027
2.92
2.00
31
31
CB46 - C845
0.81
000
0.81
0.00
Comb
6.0
3.00
3,00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-006
-1.89
0.12
1 01
2.00
Off
30
CB45 - D144
0.65
0.00
0.65
0.00
Comb
60
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.08
-2.56
0.10
0.85
2.00
Off
Project File: Coldstream at Th rower -I n lets. stm I -D -F File: THROWER-NCDOT INLETS.IDF
Number of lines: 73
Run Date: 07-18-2017
NOTES: Inlet N -Values = 0.016; Intensity = 3.97 / (Inlet time + 0.10) ^ 0.00; Return period = 5 Yrs. ; * Indicates Known Q added
Hydraflow Storm Sewers 2003

Page 3
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ftlft)
(ft)
(ft)
(ft)
(ft)
(in)
29
D144 - D131
0.35
0.00
0.34
0.02
DrGrt
0.0
0.00
0.00
3.00
2.00
0.005
2.00
0.035
0.035
0.013
0.14
10.00
0.14
10.00
0.00
28
28
D131 - HW30
3.61
0.02
3.62
000
DrGrt
00
0.00
3.00
3.00
2.00
Sag
2.00
0.035
0.035
0.000
0.31
19.70
0.31
19.70
0.00
Off
27
CB27 - CB24
0.37
0.00
0.37
0.00
Comb
6.0
3.00
023
1.00
2.00
Sag
2.00
0.030
0.035
0.000
0.09
2.86
0.09
2.86
000
Off
26
CB26 - CB25
0.37
0.00
0.37
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-011
-3.56
0,07
0.59
2.00
Off
25
CB25 - CB24
1 85
001
1.86
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0 030
0 035
0.000
0.02
0.78
0.20
1.69
2.00
Off
24
C624 - C623
0.89
000
0.88
001
Comb
6.0
3.00
0.00
300
2.00
0.005
2.00
0 030
0.035
0.013
018
5.43
0.28
3.30
2.00
25
23
CB23 - CB22
1.19
000
0.89
0.30
Comb
6.0
1.99
000
1.99
2.00
0.005
2.00
0.030
0.035
0.013
0.20
6.00
019
5.83
0.00
22
22
CB22 - D121
2.90
0.30
3.20
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
0.05
1.78
0.23
1.94
2.00
Off
21
D121A- HW21
0.00
0.00
000
000
MH
00
0.00
000
0.00
0.00
Sag
0.00
0.000
0.000
0 000
0.00
0.00
0.00
000
000
Off
20
OB14 - CB11
1.14
0.09
1.17
006
Comb
60
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.20
6.00
0.31
4.21
2.00
19
19
CB15 - CB12
3.41
0.26
367
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
0.07
2.38
0.25
2.38
2.00
Off
18
CB16 - CB13
1,86
0.00
1.66
0.20
Comb
6.0
3.00
0.00
3.00
2.00
i
0.005
2.00
0.030
0.035
0.013
0.23
6.86
0.36
5.47
2.00
19
17
CB9 - CB10
1.85
0.00
1.76
009
Comb
60
6.00
000
6.00
2.00
0 005
200
0.030
0.035
0 013
023
6.86
0.36
544
2.00
20
16
CB10 - CB11
037
0.00
0.37
000
Comb
60
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.13
4.00
020
1.72
2.00
15
15
CB11 - CB12
022
0.00
0.22
0.00
Comb
6.0
300
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.11
3.43
017
1.42
200
14
14
CB12 - C313
0.12
0.00
0.12
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.14
-4.56
0,04
0.34
2.00
Off
13
CB13 - CB3
022
000
0.22
0.00
Comb
60
3.00
0.00
3.00
2.00
0.005
2.00
0 030
0 035
0.013
0,11
3.43
0.17
1.42
2.00
14
12
CB20 - C87
0.69
0.00
0.69
000
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0 000
-0.07
-2.22
0.11
0.93
2.00
Off
11
CB19 - CB6
1.11
0.00
1.07
0.04
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.19
5.71
0.30
3,92
2.00
10
10
CB18 - CB5
0.54
0.04
0.57
000
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0 030
0 035
0.000
-0.08
-2.56
0.10
0.85
2.00
Off
9
CB17 - CB3
0.60
0.�0
0.60
0.00
Comb
6.0
3.00
000
3.00
2.00
0 005
2.00
0 030
0 035
0.013
0.15
4.57
0.25
2.27
2.00
2
8
CB16 - CB8
2.81
0.00
2.81
000
Comb
,f
6.0
6.00
6.00
600
2.00
Sag
200
0.030
0.035
0.000
0.03
1.11
0.21
1.77
2.00
Off
Project File: Coldstream at Thrower-Inlets.stm I -D -F File: THROWER-NCDOT INLETS.IDF
Number of lines: 73
Run Date: 07-18-2017
NOTES: Inlet N -Values = 0.016 ; Intensity = 3.97 / (Inlet time + 0.10) ^ 0.00; Return period = 5 Yrs. ; * Indicates Known Q added
Hydraflow Storm Sewers 2003

Page 4
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ftift)
(ft)
(ft)
(ft)
(ft)
(in)
7
C138 - CB7
2.05
0.00
2.05
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.01
-0.22
0.17
1.44
200
Off
6
CB7 - C86
1.85
0.00
1.85
0.00
Comb
6.0
6.00
600
600
2.00
Sag
2.00
0 030
0.035
0.000
-0.02
-0.56
0.16
1.35
2.00
Off
5
C66 - CB5
0.64
0.00
0.64
000
Comb
6.0
300
0.00
3.00
2.00
0.005
2.00
0.030
0.035
0.013
0.16
4.86
025
2.41
2.00
4
4
C135 - CB4
0.17
0.00
0.17
0.00
Comb
6.0
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.14,
-4.56
0.04
0.34
200
Off
3
C84 - C63
1.86
0.00
1.86
0.00
Comb
60
600
6.00
600
200
Sag
2.00
0.030
0.035
0.000
-0.02
-056
0.16
1 35
2.00
Off
2
CB3 - D12
0.72
0.00
0.72
0.00
Comb
60
3.00
3.00
3.00
2.00
Sag
2.00
0.030
0.035
0.000
-0.07
-2.22
Oil
0.93
200
Off
1
D12 - HW1
1.31
0.00
1.31
0.00
DrGrt
0.0
0.00
300
3.00
2.00
Sag
2.00
0.035
0.035
0.000
016
10.97
0.16
10.97
0.00
Off
Project File: Coldstream at Thrower-Inlets.stm I -D -F File: THROWER-NCDOT INLETS.IDF
Number of lines: 73
Run Date: 07-18-2017
NOTES: Inlet N -Values = 0.016, Intensity = 3.971(Inlet time + 0.10) ^ 0.00; Return period = 5 Yrs. ; * Indicates Known Q added
HydraFlow Storm Sewers 2003

Hydraflow Hydrographs by Intelisolve
Coldstream at Thrower.gpw
Wednesday, Jul 19 2017, 2:13 PM
Hydrograph Return Period Recap...................................................................... 1
SummaryReport.................................................................................................:............... 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, Pre Dev............................................................................... 3
Hydrograph No. 2, Rational, Post Dev-Inflow................................................................... 4
Hydrograph No. 3, Reservoir, BMP -1 Outflow.................................................................. 5
PondReport................................................................................................................. 6
SummaryReport................................................................................................................. 7
HydrographReports........................................................................................................... 8
Hydrograph No. 1, Rational, Pre Dev............................................................................... 8
Hydrograph No. 2, Rational, Post Dev-Inflow................................................................... 9
Hydrograph No. 3, Reservoir, BMP -1 Outflow................................................................ 10
PondReport............................................................................................................... 11
100 -Year
SummaryReport............................................................................................................... 12
HydrographReports......................................................................................................... 13
Hydrograph No. 1, Rational, Pre Dev............................................................................. 13
Hydrograph No. 2, Rational, Post Dev-Inflow................................................................. 14
Hydrograph No. 3, Reservoir, BMP -1 Outflow................................................................ 15
PondReport............................................................................................................... 16

Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1 -Yr
2 -Yr
3 -Yr
5 -Yr
10 -Yr
25 -Yr
50 -Yr
100 -Yr
1
Rational
-------
50.31
-------
-------
-------
81.01
-------
-------
10808
Pre Dev
2
Rational
-------
65.67
-------
-------
-------
10472
-------
-------
13840
Post Dev-Inflow
3
Reservoir
2
17.27
-------
-------
------
24.96
-------
-------
4944
BMP -1 Outflow
Proj. file: Coldstream at Thrower.gpw
Wednesday, Jul 19 2017, 2:13 PM
Hydraflow Hydrographs by Intelisolve

Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
Rational
50.31
1
21
63,395
----
------
------
Pre Dev
2
Rational
6567
1
55
288,020
----
------
------
Post Dev-Inflow
3
Reservoir
17.27
1
122
271,546
2
150.80
213,588
BMP -1 Outflow
Coldstream at Thrower.gpw
Return Period: 1 Year
Wednesday, Jul 19 2017, 2:13 PM
Hydraflow Hydrographs by Intelisolve

M
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2:13 PM
Hyd. No. I
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 50.31 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 56.870 ac
Runoff coeff.
= 0.3
Intensity
= 2.949 in/hr
Tc by User;
= 21.00 min
OF Curve
= Thrower.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Pre Dev
Hyd. No. 1 -- 1 Yr
Hydrograph Volume = 63,395 cult
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -V I I i i i I I I 10.00
0.0 0.1
Hyd No. 1
0.2 0.3 0.3 0.4 0.5 0.6 0.7
0.8
Time (hrs)
3

Hydrograph Plat.
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev-Inflow
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 56.870 ac
Intensity
= 3.299 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post Dev-Inflow
Hyd. No. 2 -- 1 Yr
Wednesday, Jul 19 2017, 2.13 PM
Peak discharge = 65.67 cfs
Time interval = 1 min
Runoff coeff. = 0.35
Tc by User = 17.00 min
Asc/Rec limb fact = 3.22/5.38
----- - ----
0.00
0.0
Hydrograph Volume = 288,020 cuft
0.3 0.7 1.0 1.3 1.7 2.0 2.3
Hyd No. 2
Q (cfs)
70.00
60.00
50.00
4000
30.00
20.00
0.00
2.7
Time (hrs)
4

5
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2:13 PM
Hyd. No. 3
BMP -1 Outflow
Hydrograph type
= Reservoir
Peak discharge = 17.27 cfs
Storm frequency
= 1 yrs
Time interval = 1 min
Inflow hyd. No.
= 2
Max. Elevation = 150.80 ft
Reservoir name
= BMP -1
Max. Storage = 213,588 cuft
Storage Indication method used
I W 0 _ MA
Hydrograph Volume = 271,546 cuft
Q (cfs) Hyd. No. 3 --1 Yr Q (cfs)
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 m 10.00
0.00 0.00
0 4 8 13 17 21 25 29 33 38 42
Hyd No. 3 Hyd No. 2 Time (hrs)

Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2:13 PM
Pond No. 1 - BIP -1
[Bl
[C]
[D]
Pond Data
= 2400
6.00
17.00
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
= 24.00
6.00
17.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 148.00
66,779
0
0
0.50 14850
73,542
35,080
35,080
100 149.00
75,277
37,205
72,285
2.00 150.00
78,791
77,034
149,319
300 15100
82,362
80,577
229,896
4.00 152.00
58,989
70,676
300,571
500 15300
89,672
74,331
374,902
6.00 154.00
93,413
91,543
466,444
Culvert I Orifice Structures
[A]
[Bl
[C]
[D]
Rise (in)
= 2400
6.00
17.00
0.00
Span (in)
= 24.00
6.00
17.00
0.00
No. Barrels
= 1
1
3
0
Invert EI. (ft)
= 147.50
148.00
148.90
0.00
Length (ft)
= 80.00
0.50
0.50
0.00
Slope (%)
= 0.50
001
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
000
Multi -Stage
= n/a
,Yes
Yes
No
Stage (ft)
600
5.00
4.00
3.00
2.00
100
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
30.00
0.00
0.00
Crest El. (ft)
= 152.50
15325
0.00
0.00
Weir Coeff.
= 3.33
2.60
0.00
0.00
Weir Type
= Riser
Broad
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0 000 in/hr (Contour) Tailwater Elev. = 0.00 It
Note Culvert/Orifice outflows have been analyzed under inlet and outlet control
Stage I Discharge
Stage (ft)
600
500
4.00
3.00
200
1.00
0 00
0.00 900 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81 00 90.00
Total Q Discharge (cfs)
C

Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
81.01
1
21
102,079
----
------
------
Pre Dev
2
Rational
104.72
1
55
459,305
----
------
------
Post Dev-Inflow
3
Reservoir
24.96
1
124
440,673
2
152.56
342,167
BMP -1 Outflow
Coldstream at Thrower.gpw
Return Period: 10 Year
Wednesday, Jul 19 2017, 2:13 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph i€.fit
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2:13 PM
Hyd. No. I
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 81.01 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 56.870 ac
Runoff coeff.
= 0.3
Intensity
= 4.749 in/hr
Tc by User
= 21.00 min
OF Curve
Thrower.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Pre Deer
Hyd. No. 1 -- 10 Yr
Hydrograph Volume = 102,079 cult
0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 0.7
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
- - 40.00
30.00
20.00
10.00
0.00
0.8
Time (hrs)

9
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev-Inf low
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 56.870 ac
Intensity
= 5.261 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
120.00
100.00
:1 11
60.00
40.00
20.00
Wednesday, Jul 19 2017, 2:13 PM
Peak discharge = 104.72 cfs
Time interval = 1 min
Runoff coeff. = 0.35
Tc by User = 17.00 min
Asc/Rec limb fact = 3.2215.38
Hydrograph Volume = 459,305 cuft
Poet Dev-Inflow
Hyd. No. 2 -- 10 Yr
Al
-- -------- ------ - -------
Q (cfs)
120.00
11 it
40.00
20.00
0.00 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7
Hyd No. 2 Time (hrs)

�" 3 s�` i"� # �� �� � ,•ori ��� ' `l �`�'' � (#�
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2.13 PM
Hyd. No. 3
BMP -1 Outflow
Hydrograph type
= Reservoir
Peak discharge = 24.96 cfs
Storm frequency
= 10 yrs
Time interval = 1 min
Inflow hyd. No.
= 2
Max. Elevation = 152.56 ft
Reservoir name
= BMP -1
Max. Storage = 342,167 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
111
i�
20.00
0.00
0
4 7
Hyd No. 3
BMP -1 Outflow
Hyd. No. 3 -- 10 Yr
Hydrograph Volume = 440,673 cuft
Q (cfs)
120.00
100.00
:1 1I
40.00
20,00
0.00
11 15 18 22 26 29 33 37 40
Hyd No. 2 Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Jul 19 2017, 2:13 PM
Pond No. 1 - 13MP-1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (ft)
0.01
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
_ .013
.013
0.00
148.00
Orif. Coeff.
66,779
0.60
0
0
Multi -Stage
= n/a
0.50
148.50
No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 It
73,542
35,080
35,080
1.00
149.00
75,277
37,205
72,285
2.00
150.00
78,791
77,034
149,319
3.00
15100
82,362
80,577
229,896
4.00
15200
58,989
70,676
300,571
5.00
153.00
89,672
74,331
374,902
6.00
154.00
93,413
91,543
466,444
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [Bl
[C]
[D]
Rise (in)
= 24.00
6.00
17.00
0.00
Crest Len (ft)
= 16.00 30.00
000
000
Span (in)
= 24.00
6.00
1700
0.00
Crest El. (ft)
= 152.50 15325
0.00
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33 2.60
0.00
0.00
Invert El. (ft)
= 147.50
148.00 148.90
0.00
Weir Type
= Riser Broad
---
---
Length (ft)
= 80.00
0.50
050
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 0.50
0.01
0.00
0.00
N -Value
_ .013
.013
.013
.000
Orif. Coeff.
= 060
0.60
0.60
0.00
Multi -Stage
= n/a
Yes
Yes
No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 It
Stage (ft) Stage I Discharge
6.00
5.00 ---- ---_- -- - --- -
4.00
2.00
1.00
00
Note. Culvert/Onfice outflows have been analyzed under inlet and outlet control
Stage (ft)
6.00
5.00
400
3.00
2.00
1.00
000
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 7200 81.00 90.00
Total Q Discharge (cis)

IF
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
Rational
108.08
1
21
136,184
----
- ---
------
Pre Dev
2
Rational
138.40
1
55
607,009
----
------
------
Post Dev-Inflow
3
Reservoir
49.44
1
113
586,836
2
153.60
429,422
BMP -1 Outflow
Coldstream at Thrower.gpw
Return Period: 100 Year
Wednesday, Jul 19 2017, 2:13 PM
Hydrafiow Hydrographs by intelisolve

Hydrograph Plt it
Hydraflow Hydrographs by Intelisolve
Hyd. No. I
Pre Dev
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 56.870 ac
Intensity
= 6.335 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
120.00
4x.00
20.00
Pre Dev
Hyd. No. 1 --100 Yr
Wednesday, Jul 19 2017, 2:13 PM
Peak discharge = 108.08 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 21.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 136,184 cuft
Q (cfs)
120.00
100.00
80.00
60.00
20.00
0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 0.7 0.8
Hyd No. 1 Time (hrs)
13

Hydrograph sl:lt
Hydraflow Hydrographs by Intelisolve
Hyd. N®.
Post Dev-Inflow
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 56.870 ac
Intensity
= 6.953 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 " '
0.0 0.3
Hyd No. 2
Wednesday, Jul 19 2017, 2.13 PM
Peak discharge = 138.40 cfs
Time interval = 1 min
Runoff coeff. = 0.35
Tc by User = 17.00 min
Asc/Rec limb fact = 3.22/5.38
Hydrograph Volume = 607,009 cult
Post Dev-Inflow
Hyd. No. 2 --100 Yr
0.7 1.0 1.3 1.7 2.0 2.3
Q (cfs)
14000
120.00
100.00
80.00
60.00
40.00
20.00
0.00
2.7
Time (hrs)
14

Hydraflow Hydrographs by Intellsolve
Wednesday, Jul 19 2017, 2:13 PM
Hyd. No. 3
BMP -1 Outflow
Hydrograph type
= Reservoir
Peak discharge = 49.44 cfs
Storm frequency
= 100 yrs
Time interval = 1 min
Inflow hyd. No.
= 2
Max. Elevation = 153.60 ft
Reservoir name
= BMP -1
Max. Storage = 429,422 cuft
Storage Indication method used. Hydrograph Volume = 586,836 cuft
Q (cfs
14000
120.00
100.00
.* 11
11-91111111
40.00
BMP -1 Outflow
Hyd. No. 3 --100 Yr
0.00
0
Q (Cfs)
140.00
120.00
W1i1 I�
40.00
20.00
rrra
3 5 8 11 13 16 19 21 24 27 vvL
Hyd No. 3 Hyd No. 2 Time (hrs)

`tai M�:'(���',
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 19 2017, 2:13 PM
Pond No. 1 - BMP -9
[B]
[C]
[D]
Pond Data
= 24.00
6.00
17.00
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
= 24.00
6.00
17.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 14800
66,779
0
0
0.50 148.50
73,542
35,080
35,080
1.00 149.00
75,277
37,205
72,285
2.00 150.00
78,791
77,034
149,319
3.00 151 00
82,362
80,577
229,896
400 152.00
58,989
70,676
300,571
5.00 153.00
89,672
74,331
374,902
6.00 154.00
93,413
91,543
466,444
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
6.00
17.00
000
Span (in)
= 24.00
6.00
17.00
0.00
No. Barrels
= 1
1
3
0
Invert EI. (ft)
= 147.50
148.00
148.90
0.00
Length (ft)
= 8000
0.50
0.50
0.00
Slope (%)
= 0.50
0.01
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
000
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
5.00-
4.00-
3.00
.004.003.00
2.00
1.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
30.00
0.00
0.00
Crest EI. (ft)
= 152.50
153.25
0.00
0.00
Weir Coeff.
= 3.33
2.60
0.00
0.00
Weir Type
= Riser
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note, Culvert/Orifice outflows have been analyzed under inlet and outlet control
T_ T
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.00 900 18.00 27.00 36.00 45.00 5400 63.00 72.00 81.00 90.00
Total Q Discharge (cfs)

User Input Data
Calculated Value
Ikefor pe,
Designed By: JAN, PE' Date: = 6/28/2017
Checked By: Date
Company: =Larry King & Assoc. -
Project Name: Coldstone at Thrower
Project No.: -?16-086 -
Site Location (City/Town) Fayetteville, NC
Culvert Id. FES -92193
Total Drainage Area (acres)
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tallwater depth is less
than half the outlet pipe diameter, it is classified Minimum tall-t-Vatef condition -
If it is
greater than half the pipe diameter. it iY classified maxinitin-i condition.
Pipes that outlet onto wide flat areas with no defined channel are, assiuned
to have a inininnini tallwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, D,, (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW- Fig 8'.06a)-
5.5
-3.2
Step 2. Based on the tallwater condition-, deterinifled in step 1, enter Figure
8.06a or Figure 8.06b, and determine d,, riprap size and miniminn apron length
(L,,). The d,,, size is the, median stone size in a tip; ell -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure .Figure -1qu
f6 8,06b,
jp�
Riprap d6o, (ft.) 0.3

Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5_ 4.5
Apron shape
Apron width at outlet end (ft.) 11.5 1.5
Step 4. Determine the tnaxinnuin stone diameter:
X (150
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Stell 5. Detetnutne theapron thickness:
Apron Thickness(ft.)
Apron thickness = -1.5 x
Minimum TW
0.675
Maximum T11i1
0
Maximum TVI/
0
Step 6. Fit the riprap apron to the site by making it level for the tnnitnitnttun
length, L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
doiN,nstreatn and along chmuiel barnks tuitil stability is assured. Keep the
apron as straight as possible andalign it v-,ith the flow of the receiving streatnt.
ivlake any necessary alipunernt betids near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonne locations may require lining of the entire chatunel cross section to aisure
stabilit-:
It may be necessary to uncrease the size of riprap where protection of the
channel side slopes is necessary (Appe div 8.05). ' 441ere overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Userinput Data
Calculated Value
Reference -Data" .
Designed y: AN, PE Date: 6/28/2017
Checked By: Date:
Company: Larry King & Assoc.
Project Dame: Coldstone at Thrower
Project No.: P16-086
Site Location (City/Town)
Culvert Id.
Total Drainage Area (acres)
Fayetteville, NC
HW -1
Step 1. Determine the tailwater depth frons channel characteristics below the
pipe outlet for the design capacit3, of the pipe_ If the tailwater depth is less
than half the outlet pipe diailleter it is classified nlininiuni tailwater conditioll.
If it is greater than half the pipe diameter, it is classified 111axllllu111 co dltloil.
Pipes that outlet onto wide -fiat areas with no defined channel are assullled
to slat=e a min11 uni tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
42
8.5
Min TW (Fig. 8.06a)
45
6.2
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine dye, riprap size and minimum apron length
(Lai. The d,r size is the lmediatistone :size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the sante figure used in Step 2.
Minimum TW
Fi-0i a 8.06a
Riprap d50, (ft.)
Maximum TW
°.'Figure'8.'06b
0.2
1-1

Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.) 10.5
Apron shape
Apron width at outlet end (ft.) 3.5
Step 4. Determine the iiiaxinitim stone dimneter:
dmax=1.5xd.,
Minimum TW
Max Stone Diameter, dmax (ft.) 0
Step 5. Determine the apron thiciciess:
Apron Thickness(ft.)
Apron thickness = 'I S x dr„,,.
Minimum Til
0
16
10.5
9.9
Maximum TW
0.3
Maximum TW
0.45
Step 6. Fit the riprap apron to the, site by nialcilig it level for the minimum
length, L, , f -om Figure 8.06a or Figure 8.06b. Extend the apron farther
c ownstrealn and along chalinel balilcs tultil stability is asstwed. Veep the
apron as straight as possible and alibi it kvith the flow of the receiving strealn.
itial e any nec:essar}` allgllliielit heti S near the pipe outlet so that the entrallce
into the receiving stleain is straight.
�olYie locations may require liiiillg of the entire el1a121]el cross section to assure
stability
It may be necessary to increase the size of riprap where protection of the
chatulel 51de slopes is necessary (Appondix 8.05). Where ovetfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.
11

User Input
Designed By: JAN, PE Date: 612k0`17
Checked By: Date:
Company: Larry King & Assoc,
Project Name: ;Coldstone at Thrower
Project No.: - P16-086 - -
Site Location (CitylTown) Fayetteville, NC
Culvert Id. HW -21
Total Drainage Area (acres)
Step 1. Deters -nine the tail,"rater depth from channel characteristics below tl-e
pipe outlet for the design capacit-,r of the pipe. If the tailwater depth is less
tl-an half the outlet pipe dianieter, it is classified iiiinlnnum taillvater Conditioll.
If it is greater than half the pipe dituneter. it is classified. in milituu condition,
Pipes that outlet onto wide flat areas lVith no defined channel are assnnnned
to have a nninii-hili- tailwater condition -unless reliable flood stage elevations
shote othenvise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
30
5.4
Min TW (Fig. 8.06a)
15
5
Step 2. Based on the tailwater conditions deternRiled in Step 1, enter Figure
8.06a or Figure 8.06b, and deterinnine d,,, riprap size and minimum apron length
(L�,). The di; size is the median stone size in a well -graded riprap apron.
-Step 3. Determine apron-vidth at the pipe outlet, the apron shape, and the
apron ..=-titin at the outlet el-rl from the wine figure used in Step 2.
Minimum TW
Figure 8.06a
Riprap d50, (ft.)
Maximum TW
,,Figure 8.06b,
0,2;
12

Minimum apron length, L., (ft.)
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 2.5 7.3
Step 4. Determine the, inalminiuln stone diculleter:
C[M.lx —'1 .5 x cl,,,
Minimum TW
Max Stone Diameter, dmax (ft.) 0
Step 5, Determine the apron thicloiess-,
Apron Thickness(ft.)
Apron thickness = -1.5 x cl...
Minimum TW
0
Maximum TW
0.3
Maximum TW
0.45
Step 6. Fit the riprap apron to the site by making it level for the nlininitini
length, L, ffoill Figure 8-06a of Figure 8.06b. Extend the apion faillier
downstream and along channel banicr, until stability is assured. Keep the
apron as straight as possible andaligpi it with the flow of the receiving Stream
N4ake any necessm-yaligniiient bends near the pipe outlet so that the entrance
into the receiving streati-i is -i;traight.
Some locations ii-tay require lining of the entire clumiliel. cross section to assure
stabiliry
It nlav be necessary to increase the size of f1prap where protection of the
channel side slopes is necessmy (4ppenclix 8.05). NX17here overfalls e,,ust at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.
12
M

User Input Data,
Calculated Value
Designed By: JAN, PE Date: -6/28i2017
Checked By: 'Date:
Company: Iairry King & Assoc,
Project Name: -Coldstone at Thrower
Project No.: P16-086
Site Location (City/Town) Fayetteville,- NC
Culvert Id. HW-30_
TotalDrainage Area (acres)
Step 1. Determine the tailwater depth from channel characteristics below the -
Pipe Outlet for the design capacity of the pipe. If the tailwater depth is le -ss
than half the outlet pipe diainetef, it is classified minl'tuuni tailwater condition.
If it is greater than, half the pipe diaiiieter, it is classified in-imu'11111n condition.
Pipes that outlet onto wide flat areas with no defined channel are assuined
to have a iiiiiiiiiiiiiii tailwater condition unless reliable flood stage elevation's
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft,/s)
54
-8
Min TW (Fig. 8.06a)
82,
-6.76
Step 2. used on the tailwater conditions determined in step 1, enter Figure
9.06a or Figure S. 06b, and deterinine (150 riprap size and minimum apron length
(L,). The d� size is the mediaii stone size in a well -graded riprip apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
ure 8 06a. a Figure 8.06b-
Riprap d50, (ft.)

Minimum apron length, L. (ft.)
Apron width at pipe outlet (ft.) 13.5 13.5
Apron shape
Apron width at outlet end (ft.) 4.5 12.5
Step 4. Determine the maxiinuin stone diameter:
dn.ax = 1,5 x d.,
Minimum TW
Max Stone Diameter, dmax (ft.) 0
Step 5. Deternuine the apron thiclaiess-
Apron Thickness(ft.)
Apron thickness = 1,C) x d,,.,,,
Minimum TW
0
Maximum TIT
0.6
Maximum TIT
0.9
Step 6. Fit the riprap apron to the site by making it level for the i-nininitim
length, La, Froin Figme &06a or Figuie 8.06b� Extend the apron farther
downstream and along
, chaiiiiel banks tuitil stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make wiy necessary aligimient bends near the pipe outlet so that the entrance
into the, receiving stream, is, straight.
Some locations may require linuila of the entire channel cross section to assure
stability.
It illay ire necessary to U"Icrease the size of r1prap -k%rhere protection of the
channel side slopes is necessary (4ppenclix 8.05). N71iere o-verfalls exist at
pipe outlets or flows are excessive, a pluilge pool should be considered. we
page 8.06.8.
C,
20
M

t5outheasstern Sdfl & En%v"oronrneniftal Associates, Inc.
P.O. Box 9321
Fayetteville. NO 28311
Phone/Fay [phone]
Email [e-mail]
February 28, 2017
Ms. born Epler
Larry King & Associates, RLS, PA
1333 Morganton Road, Suite 201
Fayetteville. NC 28305
Re: Hydraulic conductivity (permeability) analysis & seasonal water table
determination (SHWT) for potential stormwater retention areas, Coldstream at Thrower
Development, Cumberland County, North Carolina
Dear Ms. Epler,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on portions of the aforementioned property. The purpose of the
investigation was to determine soil water table depths (SHWT) based on soil profiles. In
addition, Ksat was to be provided at a depth of at least 2.0 feet above the SHWT
elevation for use with stormwater retention basin design.
Saturated hydraulic conductivity of the unsaturated zone -",as measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of advancing
a small diameter bore hole to a predetennined depth (typically 2 feet above SHWT). At
this depth, a constant head (pressure) was established and maintained. Flow
measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Norfolk (borings 1, 2, 6, 7, 8, 9 &
503) and Rains soil series (borings 3, 4, 5 & 502). Seasonal High Water Table (SHWT)
as determined by evidence of colors of chroma 2 or less (and/or concentrations of high
redox mottles) was encountered at depths ranging from 0 to 70 inches below the ground
surface (see chart attached).
SOiL/SITE EVALUATION o SOIL PHYSICAL ANALYSIS e LAND WEISUBDIVISION PLANNING ^ iNETLANQS
GROUNDWATER DRAINAGE/MOUNDING . SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Three compact constant head pernieameter (CCHP) tests were conducted at depths of at
least 2.00 feet above the SHWT level. The measured Ksat rates ranged between 0.089
and 0.517 cm/hr (equivalent to 0.035 to 0.203 inches/hour).
The attached map shows locations of the sample points as well as Ksat locations.
It should be noted that the reported SHWT does not necessarily reflect the elevation of
static groundwater (due to variations irr groundwater recharge rates, annual rainfall,
drought conditions, etc.).
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be hi gl-dy variable. The soils found on this site
can be subject to inchisions of other soil types, perched water, artesian conditions and/or
layers of undulating low permeability clay seams. These and other soil conditions can
have an effect on the steady state of ground-vater flow. To the extent possible, we have
identified the soil types that i; ll impact the flow of groundwater, and have provided a
professional opinion as to the depth of SHWT-
I trust this is the information you require at this time.
Sincerely,
lflike Laker
NC Licensed Soil Scientist #1030
�r�i"tom
�' 700

Southeastern WH & EnvironmentalAssociates, Inc.
P.O. Box 0321
Fayetteville, NG 28311
Phone/Fax [phone]
Email [e-mail]
SI NVT depths, Coldstream at Thrower Development, Cumberland
County, North Carolina
BORING
S1J[WT DEPTH (inch2s)
Observed Watcr Ljnches)
1
70
100
2
63
94
3
28
38
4
0
27
5
5
68
6
21
81
7
34
87
8
37
88
9
48
87
502
18
77
503
59
101
SOIUSITE EVALUATION v SOIL PHYSICAL ANALYSIS ? LAND USE/SUBDIVISION PLANNING < WETLANDS
GROUNDWATER DRAINAGE/MOUNDING e SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

� � of En v k irnn� As da � � ®
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Measured Ksat Rates, Smith Packett, rockfish Road, Cumberland
County, NC
.A
SOIUSITE EVALUATION o SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING . WETLANDS
GROUNDWATER DRAINAGEIMOUNDING • SURFACEJSUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN
Ksat
Ksat
Location
Depth in
cm/hr
in/lir
1
46
0.517
0.203
2
39
0.089
0.035
503
35
0.122
0.048
.A
SOIUSITE EVALUATION o SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING . WETLANDS
GROUNDWATER DRAINAGEIMOUNDING • SURFACEJSUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

Southeastern Soy & Environmental Associates, Mc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Typical Proflle Description for Coldstream at Thrower (Borings 1, 2 & 503), Cumberland
County, North Carolina
This map unit consists of well drained soils on uplands. These soils formed in loamy marine
sediments. Slopes range fi-om 0 to 2 percent.
ZD
Ap - 0 to 10 inches; dark yellowish brown (I OYR 4/4) loamy sand; weak fine granular structure;
very friable; many fine roots; abrupt smooth boundary.
Btl - 10 to 38 inches; yellowish brown (1 OYR 5/6) sandy clay loam; moderate medium
subangular blocky structure; firm; slightly sticky, slightly plastic; clay coating and bridging of
sand grains; many fine roots; abrupt smooth boundary.
Bt2 - 38 to 62 inches; yellowish brown (I OYR 5/6) sandy clay foam; few medium prominent
strong brown (7.5YR 516) mottles; weak medium subangular blocky structure; firm; slightly
sticky, slightly plastic; few thin clay films on faces of peds and pores; common fine roots; gradual
wavy boundary_
BC - 62 to 70 inches; light yellowish brown (1 OYR 6/4) sandy clay loam; many medium
prominent red (2.5YR 518) and yellow (I OYR 7/8) mottles; massive; firm; gradual wavy
boundary.
CI- 70 to 88 inches; light yellowish brown (I OYR 6/4) sandy clay loam; many medium
prominent red (2.5YR 5/8), yellow (I OYR 7/8) and light gray (I OYR 7/1) mottles; massive; firm;
gradual wavy boundary.
C2 - 88 to 105 inches; light gray (l OYR 7/1) sandy loam; many inedium prominent brownish
yellow (I OYR 6/6) mottles; massive structure; firm.
SHIFT @ 70 inches in boring 1 (surface IOYR 7/1)
SHWT @ 63 inches in boring 2 (surface 1 OYR 7/1)
SHWT @ 59 inches in boring 503 (surface 10YR 7/1)
A
501118ITE EVALUATION , SOIL PHYSICAL ANALYSIS e LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGEIMOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

o � tern Solt & EnvironmientalAssoclates, Inc..
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Typical Profile Description for Coldstream at Thrower (Borings 3, 4, 5 & 502), Cumberland
County, North Carolina
This map unit consists of poorly drained soils that formed in loamy sediments on
uplands. Slope is less than 2 percent. Seasonal hibh water table (SHWT) is at or near
the original surface.
A - 0 to 10 inches; dark grayish brown (I OYR 4/2) sandy loam; weak fine granular
structure; very friable; common fine and medium roots; abrupt smooth boundary.
Btgl - 10 to 34 inches; light brownish bray (I OYR 6/2) sandy clay loam; few fine faint
brownish yellow (I OYR 616) mottles; weak fine subangular blocky stricture; firm;
gradual wavy boundary.
Bt,,,? - 34 to 54 inches; gray (I OYR 6/1) sandy clay loam; many medium prominent
yellowish brown (10YR 5/8) mottles; weak fine subangular blocky structure; firm;
gradual wavy boundary.
BCg - 54 to 74 inches; gray (I OYR 6/1) and light yellowish brown (I OYR 6/4) sandy
loam; weak medium subangular blocky structure; very friable.
SHWT @ 28" (1 OYR 7/2) in boring 3
SHWT a 0" (10YR 3/1) in boring 4
SHWT @ 5" (tOYR 4/2) in boring 5
SHWT @ 18" (1 OYR 5/1) in boring 502
SOIUSITE EVALUATION ® SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING ^ WETLANDS
GROUNDWATER DPAINAGE/MOUNDING o SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastem Soil & EnvironmentalAssociates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Ernaii [e-mail]
Typical Profile Description for Coldstream at Thrower (Borings 6, 7, 8 & 9), Cumberland
County, North Carolina
This map unit consists of -fell drained soils on uplands. These soils formed in loamy marine
sediments. Slopes range from 2 to 5 percent.
Ap - 0 to 10 inches; dark yellowish brown (10YR 4/4) loamy sand; weak fine granular structure;
very friable; many fine roots; abrupt smooth boundary.
Bt - 10 to 34 inches; yellowish brown (I OYR 5/6) sandy clay loam: moderate medium
subangular blocky structure; firm; slightly sticky, slightly plastic; clay coating and bridging of
sand grains; many tine roots; abrupt smooth boundary.
Bt2 - 34 to 47 inches; brownish yellow (1 OYR 6/6) sandy clay loam; many medium prominent
gray (10YR 6/1) and few medium prominent yellowish red (5YR5/8) mottles; Nveak medium
subangular blocky structure; firm; slightly sticky, slightly plastic; few thin clay films on faces of
peels and pores; common kine roots; gradual wavy boundary_
BC - 47 to 60 inches; gray (l OYR 6/1) sandy loam; many medium prominent olive yellow (2.5Y
6/8) and yellow (1 OYR 7/8) mottles; massive; friable; gradual wavy boundary.
CI- 60 to 84 inches; brownish yellow (l OYR 6/6) sandy loam; many medium prominent red
(2.5YR 518), yellow (1 OYR 7/8) and light Dray (1 OYR 7/1) mottles; massive; firm; gradual wavy
boundary.
C2 - 84 to 112 inches: mixed mottled red (2.5YR 418), brownish yellow (l OYR 616) and light
gray (I OYR 7/1) coarse sand; massive structure; friable.
SHWT @ 21 inches in boring 6 (surface I OYR 7/1)
SHWT Via; 34 inches in boring 7 (surface 10YR 7/1)
SHWT @ 37 inches in boring 8 (surface I OYR 7/1)
SHWT @ 48 inches in boring 9 (surface I OYR 7/1)
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS 0 LAND USEISUBDIVISION PLANP41NG a WETLANDS
GROUNDWATER DRAINAGEIMOUNDING ® SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

.---_o &---E-n- viro-nme- Mai- Assom"tes, Inc.
P.O. Box 9321
PI=10 822-4540
0)82,
N-225od-
Email heasternsoiLcom
X X1
X
tyr
X
X X
X
X
N420000-
Soil Boring/Ksat Location, Coldstream at Thrower Project
Thrower Road, Fayetteville, NC
US State Plans 1983 Scale 1:6,000 COLDSTREAM AT THROWIER.SSF
North Carolina 3200
NAD 1983 (Cornus} N 0 700.0 2/2812017
GPS Pathfinder'90ffice
Feet
50IU31TE VIALUATION 1 301L PHY=ALANALY313, LAND U5E15UBDIVI310N FLANNINU a WETLAPIDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

3
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FRI,
Coldstream at Thrower Planning Info
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product, Cumberland County accepts no responsibilityfor any errors or
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