SW4220301_Design Calculations_20220606 (6)

1 1 11 11 �11
11
50' RPN
6'
20' PAVEMENT
5'
E
SHOULDER
SHOULDER 2
2' S'
OR
1" PER FT. 1/4" PER FT.
1" PER FT.
SIDE3NALK
2%j
^;1
10" ABC
3:1 SLOPE
2" SF9.5B
AVERAGE RATE: 220 Ib5./sy.
ALL CONSTRUCTION TO BE TO N.C.D.O.T.
STANDARDS AND SPECIFICATIONS.
ABC
t1
CONTRACTOR TO LOCATE ALL UTILITIES RESIDENTIAL
ROAD
N.T.S.
PRIOR TO CONSTRUCTION.
NOTE: SEE PLAN VIEW FOR SIDEWALK LOCATION.
SITE DATA:
DUNSTON, RANDALL SCOTT
PIN:6920-92-8000
D.B. 3606 P.G. 4245
TOTAL AREA: 16.9 AC AREA IN LOTS: 13.21 AC
AREA IN COMMON AREA: 1.51 AC (8.93%)
AREA IN R/W: 2.24 AC
LENGTH OF ROAD: 1,886' +/-
PAVEMENT/SIDEWALK TO LAND: 7.38%
ZONING:
EXISTING ZONING: AG
� " `
'
PROPOSED ZONING: RS20-S
SHILOH CHURCH RD
DEVELOPMENT STANDARDS:
MINIMUM LOT SIZE: 20,000 SQ.FT.
Q�
MINIMUM LOT WIDTH: 95'
FRONT SETBACK: 30'
\
_ \ SIDE SETBACK: 10 --
REAR - SETBACK: 30' /
�1° o
LOT COUNT: 26 z
DENSITY = 1.53 UNITS / AC �
I l/�/ /�i� /// // /� L�l✓�i`= i \ _ \ WATERSHED DATA:
_ /�� / J�/% _
^� J \ \ \ WATERSHED: ROAKOKE RIVER BASIN / \ \ i 1 I \ I [ I I / I _ I \ f - - -, \' '- ,� � \\ \ \ WATERSHED CLASSIFICATION: C VICINITY MAP
- -' ` /III 1 1\ \\\ I / / /j% _� SOILS TYPE: CiB, CoA, FaC, FaD, FcC2, PcF2 1 "=2000'
/ / l I I 1 ( l / - ✓ / I I I II Ir / �\ \ \ \ \ \ AVERAGE SLOPE: 10.5%
DISTURBED AREA: 6.2± ACRES
GENERAL NOTES:
\ ) \ \ �� / I� �i / FLOOD CERTIFICATION:
I ) l l / / �� �)//
l-, ,,,
/// / / ///� _ \ \ \ \ \ \ \ I \ \ 1. THIS MAP DOES NOT MEET G.S. 47-30 AND IS NOT FOR
/ / / \ \ \ \ \ \ \ / //III 1- , / �/ ► �/� / \ \ \ \ \ \ \ \ i\ 1 THE UNDERSIGNED HEREBY CERTIFIES TO THE BEST OF HIS
\\ \\ \ \ \ \ RECORDING OR CONVEYANCE.
\ \1 \ KNOWLEDGE AND BE41LIEF THE LOCATION OF THE SUBJECT
/�� / // \ \ PROPERTY HAS BEEN CHECKED AGAINST AREA FEMA/FIRM MAPS
y
i '/ \ - \ \ \ \ \ 1 \ 1 \ \ \ \ \\ < o 2. THIS MAP IS SUBJECT TO ANY AND ALL EASEMENTS, RIGHT OF
AND INFORMATION PROVIDED BY THE DEPARTMENT OF HOMELAND WAYS, AND AGREEMENTS NOT VISIBLE OR APPARENT AT THE
\ / I \ \ \ - -' \ SECURITY AND FINDS THAT: TIME OF THE SURVEY.
RAWOND
MCALEER,
MCALEER, ONNA
6930-�2409 l \ 1 I 1 \ \ \ \
THE SUBJECT PROPERTY IS LOCATED IN A SPECIAL FLOOD 3. THE SURVEYOR HAS NOT PERFORMED A TITLE SEARCH,
zPG
A� J / � -\
o ED
1: \ \ \ \ \ HAZARD AREA AS DETERMINED BY FEMA/FIRM FLOOD MAPS. FIRM THEREFORE, THIS MAP IS SUBJECT TO ANY AND ALL FACTS AN
EX. B" WATERLINE 1
MAP PANEL: ACCURATE TITLE SEARCH MAY DISCLOSE.
/ / / ( 1 I 1 / •� I J m \ \ \ \ \ \ I I 1 I I - - J r �a\ -�- ` �/� \ \ / \\ \ \ (X) THE SUBJECT PROPERTY IS NOT LOCATED IN A SPECIAL 4. PROPERTY BOUNDARY INFORMATION AND FIELD SURVEY
V \ Y\ \ \ I ( I d I \ \ \ \ 11 1 / �I/ / / _ \ \ \ \ 1 \-. J // `a /���\\ //� \ 1 \ \ ' ` ^ \\ \ \\ \ \ \ \ FLOOD HAZARD AREA AS DETERMINED BY FEMA/FIRM FLOOD
\ \ TOPOGRAPHY PROVIDED BY ACCURATE SURVEYING, PLLC.
MAPS. FIRM MAP PANELS: 3710692000J JANUARY 2, 2009 &
Z`
- o �� / J , - _ - ( )
=16296 8.74 -529°36'iD"E 779.48\ \ /
I _\ � / \\ _ \� / ^/ 3710693000J (JANUARY 2, 2009). 5. ALL CONSTRUCTION TO BE COMPLETED TO THE MOST RECENT
1 1 II \ J // /� J II I / i. \ \ I1 \ \ L 1, r�f r = FORSYTH COUNTY, NCDOT & NCDEQ, STANDARD AND
THE SUBJECT PROPERTY IS LOCATED IN AN AREA WHICH HAS
SPECIFICATIONS.
/ 7 / /,i1` // \ \ \ l ^ \ „6 \ \ \ \ ■ - _ - NOT BEEN MAPPED AS THE FLOOD AREAS BY HOMELAND
SECURITY. 6. EXISTING WATER LINES INDICATED HERE ARE BASED ON 811
/ I I I \ � / / / ✓ i %� / - -r \ I\ � \ 1 ° \ \ -\ l �. \ \ 0 e 1 � \ \
`I\I / / / - ✓ \ \MR,
�\ \\ UNDERGROUND LOCATES. EXACT DEPTH IS UNKNOWN.
M
GI102 81 s1z -e �1H e \ \ so \ 9 \\ \ O \ 7. A SOILS EVALUATION OF THE PROPERTY WAS PERFORMED ON
S3 \ FEBRUARY 11, 2021 BY JUST SOILS53, PLLC. SEPTIC FIELD
INFORMATION SHOWN IS APPROXIMATE.
\ / - - } J BEACH, DAMES A
-01-2789
MONTLIEU DRIVE -� ♦ 1 �, l� \ \ _\ r 7
\ \ \ _ n /• „/ - / / ( I \ SR#2132 (60' PUBLIC RM1) 200 \ ,� \ / - -- ` \ \ -19 \ \ \ _ I \ ■ I J BEACH, SUSAN M
LIEU DRIVE (50' PUBIC R W) i� J
DB: 22390PG 3443 i I, '\
ZONED: AS
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/ \ \ PIN: 6920-92-4555
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PIN: 61J,8 Pn-3384\
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AREA
17.9± ACRES �/--_ --/ _� - � \ \ > I ► [ � \I \ // /
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STORM DRAINAGE CALCULATIONS
Upstream
P
Node
Downstream
Node
Drainage
6
Area (Acres)
Total Area
(Acres)
Runoff Coef.
Rainfall
Intensity
Flowto Inlet
(cfs)
Total Flow
(cfs)
Diameter
(In)
Slope (%)
Pipe Length
P 8
(ft)
Average
6
Velocity
Full Flow
Velocity
Full Flow
(cfs)
Maximum
Flow (cfs)
Upstream
P
HGL(ft)
Downstream
HGL(ft)
Upstream
P
Rim Elev(ft)
Downstream
Rim Elev (ft)
Upstream
P
Pipe Invert
Downstream
Pipe Invert
JB 101
FES 100
0.00
4.39
0.00
0.00
0.00
13.85
24.00
5.00
33.61
14.54
17.44
54.80
58.95
800.37
798.69
811.81
800.00
799.68
798.00
GI 102
JB 101
0.06
4.39
0.65
5.67
0,20
13.85
24,00
10.00
29.09
18.64
24.67
77.50
83.37
806,47
803.56
817.90
811.81
805,90
802,99
GI103
GI102
0.23
4.34
0,65
1 5,67
8.69
9.09
24,00
2.00
43.02
9.29
11.03
34.66
37.28
811.35
810.49
816.60
817,90
810.65
809.79
GI104
GI103
4.11
4.11
0.55
5,67
12.81
4.96
24.00
1.00
44.81
3.99
7.80
24.51
26.36
812.08
811.75
815.60
816.60
811.30
810.85
GI 201
EW 200
0.23
1.94
0.65
5.67
0,86
6.52
18.00
1.00
22.62
6.66
6.44
11.38
12.24
806.88
806.66
809.50
810,D0
1 806,07
805.84
GI202
GI201
1.71
1.71
0,60
5.67
5,81
3.35
18.DO
1.47
42.96
3.44
7.80
13.78
14.82
80T40
807.05
8W.20
809.50
8D6.70
806,07
GI 301
FES 300
1.53
1.53
0.65
5,67
5.63
3.29
18.00
1.00
68.71
5.57
6.44
11.38
12.24
803.25
802.57
805.20
803,51
802.70
802.01
GI 401
FES 40D
1 0.18
1 5.72
1 0.80
1 5.67
1 13.81
1 10.99
1 24. DD
1. DO
22.09
1 7.59
1 7.80
24.51
26.35
1 793.56
1 793.44
1 798.14
794,10
792.72
1 792.50
GI402
GI401
1 5.54
1 5.54
1 0,60
1 5.67
1 18.84
1 5.86
1 24,DO
1,00
40.00
1 4.21
1 7.80
24.51
26.35
1 794A8
1 793.90
1 798.15
798,14
793,32
1 792,92
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DATE: 06/06/2022
PROJECT NO.: 04019.001
REF. NO.: -
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ES/FES
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III It \\ L0 I 812 GI 102 / 81-_ --� 10,
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,� .� ,- -=,�-� MITS OF FIELD I 1 - / _ / \ _ �` 0
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-----> 10`TOPOGRAPHY _
�\ -
VICINITY MAP
- - - - - - - MONTLIEU DRIVE (50 PUBIC R/W)
W- W- W- \V- LIU \ ..
--
GI 201 " _
\ \\ GI103 G1 103 - SJ
S1 I G1 103A _ G 120' �� � / /� Q'`� / Q '� � - - -, � � ` \ ■4 .,� 1
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\ I LAWSON, DOROTHY LOUI'SE O / 1 - / \ \\ - � -- ■�■I `► / I I -
PIN: 6920-92-4555 / `\ - _ ` \t1 / \` I -/. - \ I TI . ��� FES 400 G1401A I
\ ♦ I I DB:1919PG:1435 / ♦ ��-�` / f--� T:� I I .� �_ / \- ` 90�- \,, S11 -
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CONTACT ONE -CALL CENTER
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\ \ C� I I r -� �`- / LIDAR'\ I I I ,`� \ �c/ I-� \ •� �.\� / �I I
\ I LIMITS OF FIELD - I ` - - I \ �. 1 406. /
TOPOGRAPHY � /\ � \ / � � `� \ � 1 -� ,�
TOPOGRAPHY
1402
G1 402 4( GI 402A
S9
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6' 20'
SHOULDER
1" PER FT. 1/4" PER FT.
50' RIW
31 �`v it
10" ABC
2" SF9.5B
AVERAGE RATE: 220 lbs./sy.
ALL CONSTRUCTION TO BE TO N.C.D.O.T.
STANDARDS AND SPECIFICATIONS.
CONTRACTOR TO LOCATE ALL UTILITIES RESIDENTIAL ROAD
N.T.S.
PRIOR TO CONSTRUCTION.
NOTE: SEE PLAN VIEW FOR SIDEWALK LOCATION.
/
DITCH CALCULATIONS
5'
SHOULDER 2'�L 2' 5' -
SIDEWAL
1 PER FT. 2%
3:1 SLOPE
ABC 1
02°0".
/00,
I - - - - -
I
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1 I I fir �► 1 ` \ �� l I I / I ! 1 � 1 1 \ I `, I --: I\ I
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VERTO N, ROBERTS
PIN: 69 -91-4896 ' I I �r
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/ , I I / ��I ♦ / I \ I DB: 3446 PG: 3614 I I II 1 /I
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OITCHLINE FLOW
Low Density
Woftheet
SWALE
NO,
Impervious
Area
AC
PerNous
Area
AREA
I
(10)
C
Q
(10)
BOTTOM
WIDTH
LT
SS
RT
SS
SLOPE
LINING
n
EPTH
VEL
SHEAR
STRESS
WP
A
TYPE
MATERIAL
1
GI103
0.08
0.05
0.13
6.88
0.72
0.5
3: 1
2: 1
4-00%
PERMANENT
EXCLESIOR-CURL EXUGRASS
0.039
0.08
3-09
020
0-9
102
2
GI ID3A
0.03
0.07
0.10
6.88
_0.80
0.86
0.45
0.5
3: 1
2: 1
2.00%
PERMANENT
EXCLESIOR-CURLEXUGRASS
0.039
0.07
2.08
0.09
0.9
0.2
3
GI102
0.03
0.05
0.08
6.88
0.66
0.36
0.5
3: 1
2 : 1
4.00%
PERMANENT
EXCLESIOR-CURLEXIIGRASS
0.039
0.05
2.57
0.12
0.8
0.2
4
GI202
0-20
1 1.51
1-71
6-88
0-60
7-06
1-0
3: 11
2: 11
3-00%
PERMANENT
EXCLESIOR-CURL EXIIGRASS
0-039
0-50
4-02
0.94
3-7
1-8
5
G1201
0.14
1 0.19
0.33
1.53
6.88
0.80
0.60
1.82
0.5
3: 1
2 - 1
3.00%
PERMANENT
EXCLES€OR-CURL EXIIGRASS
0-039
0.18
3.39
0.34
1.5
0.5
6
GI301
0.11
1 1A2
5,88
6.32
1.0
3: 1
2 : 1
226%
PERMANENT
EXCLESIOR-CURL EXIAGRASS
0-039
0-52
3A6
0.71
3-8
1.8
7
FES 300
0-10
023
0-33
6-88
0-65
1-48
0-5
3: 1
2: 1
9-60%
PERMANENT
EXCLESIOR-CURLEXIIIGRASS
0-022
0-07
7-86
0.39
0.9
0.2
8
FES 300
0.10
023
0.33
628
0.65
1.48
0.5
3: 1
2 : 1
40.00%
PERMANENT
PYRAMAT
0.028
0.05
10.80
1 1.12
0.7
DA
9
GI402
0.38
2.38
2.76
6.88
0.60
11.39
1.0
3: 1
2 : 1
1-80%
PERMANENT
EXCLESIOR-CURL EXIIGRASS
0-039
0.95
3A1
1 1.07
6-1
3.3
10
GI402A
0-26
0.11
252
2-77
0.29
688
0-60
0-65
0,65
0-60
11-43
1-0
3- 1
2: 1
1-50 %
PERMANENT
EXCLESIOR-Cl1RLEXIIGRASS
0-039
1-04
3-14
097
6-6
3-6
11
Gi401
0.18
6.88
1.30
0.5
3: 1
2: 1
2.10%
1 PERMANENT
EXCLESIOR-CURLEXIIGRASS
0.039
0.16
2.76
0.21
1A
0.5
12
GI401A
0.09
0.13
0.22
6.88
0.98
1.0
3: 1
2 :11
1-80%
1 PERMANENT
EXCLESIOR-CURL EXUGRASS
0-039
0.13
2.13
0.15
1.7
0.5
13
SW500
0.04
0.79
0.83
628
3.43
1-0
3: 1
2 : 1
13A0%
PERMANENT
EXCLESIOR-CURLEXIIIGRASS
❑-022
0.11
9.43
0.88
1-6
GA
14
SW500A
0.02
12.86
12.88
6AS
0.50
44.31
4.0
3: 1
2 : 1
4.30%
PERMANENT
EXCLESIOR-CURLEXIIIGRASS
0. 222
0.70
9.80
1.87
1 7A
4.5
15
SW600
1 0.13
1 0.26
0.39
16,88
0,601
1.61
1 1.0
3: 1
2 :11
7.80%
1 PERMANENT
I EXCLESIOR-CURLEX IGRASS
10.039
0.11
4.14
0.54
1 1.6
0.4
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DATE: 06/06/2022
PROJECT NO.: 04019.001
REF. NO.: -
SCALE: 1" = 40'
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2 OF 3

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LIMITS OF FIELD
TOPOGRAPHY
BEACH, JAMES A
- \� - / \ - - \ \ / ,� BEACH, SUSAN M
\ W 200 - / / \� \ l \ \
/ PIN: 6930-01-2789
w ~ G1201\\ 2239 PG3443 �
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DITCH CALCULATIONS
DITCHLINEFLOW \ �` \ \ \-\ \------
Low Density
Works heet
SWALE
NO_
Impervious
Area
AC
Pervious
Area
AREA
I
(10)
C
Q
(10)
BOTTOM
WIDTH
LT
SS
RT
SS
SLOPE
LINING
In
DEPTH
VEL
SHEAR
STRESS
WP
A
TYPE
MATERIAL
1
GI 103
0.08
0 05
0.13
6.88
0.80
0.72
0.5
3 : 1
2 : 1
4.0 %
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.08
3.09
0.20
0.9
0.2
2
GI 103A
0.03
0.07
0.10
6.88
0.65
0.45
0.5
3 : 1
2: 1
2.00%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.07
2.08
0.09
0.9
02
3
GI 102
0.03
0.05
0.0$
6.88
0.65
0.36
0.5
3 1
2- 1
4.00%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.05
2.57
0.12
0.8
02
4
GI 202
0.20
1.51
1.71
6.88
0.60
7.06
1.0
3 : 1
2 : 1
3.00%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.50
4.02
0.94
3-7
1.8
5
GI 201
0.14
0.19
0.33
6.88
0.80
1.82
0.5
3 : 1
2 : 1
3.00%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.18
3.39
0.34
1.5
0.5
6
GI 301
0.11
1.42
1.53
6.88
0.60
6.32
1.0
3 1
2 : 1
2.20%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.52
3-46
0.71
3.8
1.8
7
FES 300
0.10
0.23
0.33
6.88
0.65
1.48
0.5
3 : 1
2 : 1
9.60%
PERMANENT
EXCLESIOR - CURLEX II/GRASS
0.022
0.07
7.86
0.39
0.9
0.2
8
FES 300
0.10
0.23
0.33
6.88
0.65
1.48
0.5
3 : 1
2 : 1
40,00%
PERMANENT
PYRAMAT
0.028
0.05
10.80
1.12
0.7
0.1
9
GI 402
0.38
2.38
2.76
6S8
0.60
11.39
1.0
3 : 1
2 : 1
1.80%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.95
3.41
1.07
6.1
3.3
10
GI 402A
0.25
2.52
2.77
6.88
0.60
11.43
1.0
3 : 1
2 : 1
1.50%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
1.04
3.14
0.97
6.6
3.6
11
GI 401
0.11
0.18
0.29
6.88
0.65
1.30
0.5
3 : 1
2 : 1
2.10%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.16
2.76
0.21
1 A
0.5
12
GI 401A
0.09
0.13
0.22
6S8
0.65
0.98
1.0
3 : 1
2 : 1
1 SO%
PERMANENT
EXCLESIOR - CURLEX IIGRASS
0.039
0.13
2A3
0.15
1.7
0.5
13
SW500
0.04
0.79
0.83
6.88
0.60
3.43
1.0
3 : 1
2 : 1
13.40%
PERMANENT
EXCLESIOR - CURLEXIIIGRASS
0.022
0.11
9.43
0.88
1.6
0.4
14
SW 500A
0.02
12-86
12.88
6.88
0.50
44.31
4.0
3 : 1
2 : 1
4.30%
PERMANENT
EXCLESIOR - GURLEX IIIGRASS
0.022
0.70
9.80
1.87
7.8
4.5
15
SW600
0.13
0.26
1 0.39
1 6.88
1 O.601
1.61
1 1.0
13 : 1
2 : 1
7.80%
PERMANENT
EXCLESIOR - C.URLEX IIGRASS
1 0.039
0.11
1 4.14
0.54
1.6
0A
i--
-------_---
50' RNV
6' 20' PAVEMENT 5'
SHOULDER ' i SHOULDER 2' 2' 5' -
1" PER FT. 1A" PER FT. SIDEWAL
1.. PER FT.
2°/
3:1 g�OPE ...... r:
10" ABC j 3:1 SLOPE
2" SF9.5B
AVERAGE RATE: 220 Ibs.lsy.
ALL CONSTRUCTION TO BE TO N.C.D.O.T.
STANDARDS AND SPECIFICATIONS. ABC 1:1
CONTRACTOR TO LOCATE ALL UTILITIES RESIDENTIAL ROAD
N.T.S.
PRIOR TO CONSTRUCTION.
NOTE: SEE PLAN VIEW FOR SIDEWALK LOCATION.
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DATE: 06/06/2022
PROJECT NO.: 04019.001
REF. NO.: -
SCALE: 1" = 40'
101
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027436
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3 OF 3