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FIELD QUALITY CONTROL NOTE - SOIL TESTING I
GRADING PLAN 3.14- FIELD QUALITY CONTROL: THE CONTRACTOR SHALL To the County or Municaplity: This Is to certify that
EC-3(SEE PLAN EMPLOY AN INDEPENDENT TESTING FIRM TO PROVIDE ALL this as —built was conducted under my direct
** #i4 @12' E.W. °4,000 PSI CONCRETE 2' 1' 1' FOR LOCATION) SOIL TESTING REQUIRED FOR THIS PROJECT. REFER TO
SUBGRADE SHALL BE 8 PKG.OVERHANG TESTING REQUIREMENTS UNDER3.14ONSHEET25. responsible charge and the information hereon meets
COMPACTED TO MINIMUM95% CG-2 61 2*•1 :1 he minimum standard for the as —built drawings.
DENSITY AT OPTIMUM MOISTURE 21-A STONE 8" MIN.
CONTENT IN ACCORDANCE WITH PAVEMENT
AASHTO T99. COMPACTED SUBGRADE**
PROP. GRADE TOP OF BERM
DUMPSTER PAD TYPICAL SECTION BERM TYPICAL SECTION
NTS
ignature:
ame:
egistration No:
NTS ate:
ISSUED FOR
CONSTRUCTION
3/25/2020
r 525
0 20 40 60
HORIZ. SCALE: 1"=20'
520
0 5 10 15
VERT. SCALE: 1"=5'
To the County or Municaplity: This is to certify
that this as -built was conducted under my direct 515
responsible charge and the information hereon
meets the minimum standard for the as -built drawings.
_)ignature: 510
Name:
�'egistration No:
Date:
4.0' TOP WIDTH
1� 0.51 �1
DITCH TYPICAL SECTION
NOTE: TYPICAL DITCH SECTION TO BE USED FOR
DITCH #1, #2A AND #2B. DITCHES TO BE LINED
IN ACCORDANCE WITH DITCH CALCULATIONS
THIS SHEET.
DITCH CALCULATIONS
DITCH #1
A 1.35 AC ABBREVIATIONS:
C 0.45 A=DRAINAGE AREA
Tc 5 MIN C=RUNOFF COEFFICIENT
12 5A IN/HR Tc=TIME OF CONCENTRATION
Q2 3.3CFS 1=RAINFALL INTENSITY
110 7.2 IN/HR Q=PEAK RUNOFF
Q10 4.4 CFS n=MANNING'S ROUGHNESS FACTOR
A=FLOW AREA
P=WETTED PERIMETER
V=VELOCITY
10-YEAR CAPACITY 2-YEAR VELOCITY
SLOPE 7.8% SLOPE 7.8%
n 0.03 n 0.03
A 0.82 SF A 0.67 SF
P 3.40 FT P 3.19 FT
d10 0.31 FT V2 4.91 FPS
QCAP 10.4 CFS USE EC-3 LINING
DITCH #2A (0+00 TO 0+56)
AREA 0.69 AC
C 0.47
Tc 5 MIN
12 5.41N/HR
Q2 1.8 CFS
110 7.21N/HR
Q10 2.3 CFS
10-YEAR CAPACITY 2-YEAR VELOCITY
SLOPE 36.0% SLOPE 36.0%
n 0.03 n 0.03
A 0.32 SF A 0.27 SF
P 2.62 FT P 2.54 FT
d10 0.14 FTj V2 6.66 FPS
QCAP 22.3 CFS USE CL 1 RIP -RAP LINING
DITCH #2B (0+56 TO 1+80)
AREA 0.69 AC
C 0.47
Tc 5 MIN
12 5.41N/HR
Q2 1.8 CFS
110 7.2IN/HR
Q10 2.3 CFS
10-YEAR CAPACITY 2-YEAR VELOCITY
SLOPE 1.8% SLOPE 1.8%
n 0.03 n 0.03
A 0.87 SF A 0.73 SF
P 3.47 FT P 3.28 FT
d10 0.33 FT V2 2.45 FPS
QCAP 5.0 CFS USE EC-3 LINING
-
505
500
all
27.2
11
d 0 TEST PIT NOTE - CONTRACTOR TO
DIG TEST PIT TO VERIFY DEPTH OF
EXISTING SANITARY SEWER AT
oX-ING AND NOTIFY ENGINEER OF
Mo ANY DISCREPANCIES.
s
PROP. G IDE
-91W =15"HDPE @ 2.12%
7
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STORM SEWER PROFILE
(EX.
27.2 - 7)
M
525 520
520 515
In
M
0
0
m
515 510
510 505
505 500
500 495
IX. GRADE
PROP. GRADE
SET TOP ELEVATION
FLUSH WITH FINAL
GRADE
1
I 4.27%
98.20' 15" HOPE @
i 98.29'-15"HDPE @ 2'74%
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RETAINING WALL -
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SLEEVE THROUGH WALL
FID NDATION (SEE
UILDING PERMITS
-
,.
39.79'-1' %
24.98' -15" HDP @ 3.83%
26.43'-15"HDPE @ 4.09%
00
T4:!
STORM SEWER PROFILE
(EX.23.2-2-3-4)
FROM
TO
A
C
A • C (INC)
A • C (ACC)
I
Q (INC)
Q (ACC)
DIA
L
INV UP
INV DN
S
n
Tc
V
Qcap
(AC)
(AC)
(AC)
(IN/HR)
(CFS)
(CFS)
(IN)
(FT)
(FT)
(FT)
%
(MIN)
(FPS)
(CFS)
7
EX 27.2
1.35
OAS
0.61
0.61
7.24
4.40
4.40
15
93.95
508.36
506.36
2.12
0.0120
5
7.9
10 2
EX 27.2
EX 243
1.68
7.24
-
12.16
24
68.46
495.88
492.91
4.34
0.0120
5
9.3
51 1
6
EX 244
0.47
0.90
0.42
0.46
7.24
3.06
3.33
15
10.59
502.10
501.77
3.12
0.0120
5
8.3
12.4
EX 244
EX 243
0.15
0.68
0.10
0.56
7.24
0.74
4.05
15
10.59
501.70
501.30
1.57
0.0120
5
6.6
8.1
EX. 243
EX 27.1
-
-
-
6.28
7.24
-
45.47
24
85.86
492.91
489.40
4.08
0.0120
5
6.6
45.5
4
3
0.27
0.90
0.24
0.26
7.24
1.76
1.88
15
24.98
502.32
501.36
3.83
0.0120
7.5
13.7
3
2
0.41
0.90
0.37
0.63
7.24
2.67
4.55
15
39.25
501.16
499.80
3.47
0.0120
5
9.6
13.0
2A'
2
0.69
0.41
0.28
0.28
7.24
2.05
2.03
15
51.73
501.41
499.47
3.75
0.0120
5
12.4
13.6
2
EX 23.2
-
-
-
0.91
7.24
-
6.58
15
98.20
499.27
495.08
4.27
0.0120
5
11.2
14.5
1
EX 23.2
0.27
0.98
0.26
1.09
7.24
1.92
7.89
18
22.07
495.50
495.10
1.81
0.0120
5
8.4
15.3
EX 23.2
EX 23.1
-
-
-
1.76
7.24
-
12.74
24
23.50
494.00
492.97
4.38
0.0120
5
4.8
47,5
STORM SEWER INLET COMPUTATIONS (2-YEAR DESIGN STORM EXCEPT AS NOTED)
STIR #
TYPE
THROAT
GRADE/
TOP
Ls
PCs
n
GCs
GLITTER
LOCAL
Q2
CAPTURE
Allowable
MAX
PONDED
PONDED
LENGTH
SUMP?
WIDTH
DEPRESSION
Spread
SPREAD
10-YR DEPTH
10-YR WSE
(FT)
(FT)
%
%
%
(FT)
(IN)
(CFS)
(%)
(FT)
(FT)
(FT)
1
DI-3C
6
SAG
500.10
2.00
0.03
0.013
8.33
2.00
2.0
1.51
100.00
7.00
2.09
-
-
2A
DI-12 4811X24"
48"X24"
SAG
505.70
-
0.40
0:013
8.33
2.00
2.0
1.84
100.00
7.00
5.40
1.10
506.80
4
DI-36
6
SAG
510.30
5.00
0.03
0.013
8.33
2.00
2.0
1.51
100.00
7.00
2.09
-
-
6
DI-38
6
GRADE
506.59
5.00
0.03
0.013
8.33
2.00
2.0
2.62
100.00
7.00
4.28
7
DI-12 48N24"
48"X24"
SAG
513.50
-
0.16
0.013
8.33
2.00
2.0
3.46
100.00
7.00
6.67
0.72
514.22
2
MH-1
504.50
-
-
-
-
-
10.21
3
MH-1
505.45
8.42
ABBREVIATIONS: Ls=LONGITUDINAL GUTTER SLOPE, PCs=PAVEMENT CROSS SLOPE, GCs=GUTTER CROSS SLOPE
STORM SEWER
STRUCTURE NOTES
1. THE INVERTS SHALL BE SHAPED IN
ACCORDANCE WITH VDOT STD. I5-1.
2. STEPS IN ACCORDANCE WITH VDOT
STANDARD ST-1 ARE TO BE PROVIDED
WHEN THE DEPTH OF STRUCTURE (H) IS
4.0' OR GREATER.
REVISIONS
#
DESCRIPTION
DATE
1
COUNTY COMMENTS
7/8/2019
2
ACSACOMMENTS
8/28/2019
3
ACSA COMMENTS
9/30/2019
4
SIGNATURE SUBMISSION
2/27/2020
525
520
515
510
505
495
520 520
515 515
510 510
505 505
495 495
490 490
485 485
MIDI
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TOP EL=506.0, ADJUST
5 NEEDED TO BE FLUSH
WITH FINAL PAVEMEN -
GRADE 506.11
IX. GRADE
RAP. GRADE
10.24'-15"HDPE @ 0.78%
0
10.59'-1511HDPE @3.12%
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10+00
STORM SEWER PROFILE
(EX. 244 - 6)
10+00 +
STORM SEWER PROFILE
(2A - 2)
525 520
520 515
515 510
510 505
505 500
IX
PROP.
500 495
495 490
23.2 1
I
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4
42
M
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In
0
0
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520
515
510
505
495
STORM SEWER & ROAD
AS -BUILT SURVEY
PERFORMED BY:
MERIDIAN
PLANNING GRouP, LLC
440 Premier Circle, Suite 200
Charlottesville, VA 22901
(P) 434.882.0121
JANUARY 27, 2021
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(EX. 23.2 - 1) SHE: