HomeMy WebLinkAboutWPO202000043 Other 2022-11-04AIRPORT ROAD SHEETZ
WPO/VSMP AS -BUILT PLANS
WPO NO. WPO-2020-00043
ALBEMARLE COUNTY, VIRGINIA
SCOPE OF WORK:
THE SCOPE OF WORK GENERALLY CONSISTS OF COMBINING THREE PARCELS AT THE INTERSECTION OF S.R. 29
AND AIRPORT ROAD, DEMOLISHING THE EXISTING STRUCTURES, AND GRADING AND PREPARING THE SITE FOR
A NEW GAS STATION, CONVENIENCE STORE, CAR WASH, AND ALL ASSOCIATED INFRASTRUCTURE SUPPORTING
THIS WORK.
PROJECT SUMMARY
NAME OF PROJECT:
AIRPORT ROAD SHEETZ
PROJECT LOCATION:
3510 SEMINOLE TRAIL
ALBEMARLE COUNTY, VIRGINIA
DEVELOPMENT TYPE:
BY -RIGHT
CONTACT: ANDREW BALDWIN
AIRPORTAUTO INVESTMENTS, LLC
ADDRESS: 600 EAST WATER STREET, SUITE H
CHARLOTTESVILLE, VA 22902
PHONE: (434)422-5050
EMAIL' ANDREW@CORECVILLE.COM
ENGINEER OF RECORD:
CONTACT: LINE AND GRADE CIVIL ENGINEERING
DANIEL C. HYER, PE
ADDRESS: 1134TH STREET NE; STE 100
CHARLOTTESVILLE, VA 22902
PHONE: 434-262-0169
EMAIL DHYER@LINE-GRADE.COM
SOURCE OF SURVEY AND TOPOGRAPHY:
SOURCE: ACTUALGROUND SURVEY (SEE SHEETXI.O FOR SIGNED SURVEY)
CONTACT: ROUDABUSH, GALE&ASSOCIATES
BRIAN JAMISON, LS
ADDRESS: 914 MONTICELLO ROAD
CHARLOTTESVILLE, VA 22902
PHONE: 434-977-0205
EMAIL' BIAMISON@ROUDABUSH.COM
PARCELS:
TMP 32-38
OWNER: AIRPORT AUTO INVESTMENTS PHASE 2, LLC
CONTACT: SEE APPLICANT INFO
PARCEL ID: 03200-00-00-0380D
ZONED: Cl COMMERCIAL
OVERLAYS: AIRPORT I IMPACT; ENTRANCE CORRIDOR
PROFFERS: VETERI NARY OFFICE AN D HOSPITAL (ref. SP-1996-00008 for conditions)
LEGALAREA: 0.627 AC
27,304 SF
TMP 32-39
OWNER: AIRPORT AUTO INVESTMENTS PHASE 2, LLC
PARCEL ID: 03200-00-00-03900
ZONED: CICOMMERCIAL
OVERLAYS: AIRPORT IMPACT; ENRANCE CORRIDOR; MANAGED STEEP SLOPES
LEGALAREA: 1.666 AC
72,556 SF
TMP 32-39A
OWNER: AIRPORT AUTO INVESTMENTS PHASE 2, LLC
PARCEL ID: 03200-00-00-039AO
ZONED: CICOMMERCIAL
OVERLAYS: AIRPORT IMPACT; ENTRANCE CORRIDOR
LEGALAREA: 0.061 AC
2,654SF
TOTAL LEGAL AREA: 2.353 AC
MAGISTERIAL DISTRICT: RIO
PROPOSED SITE PLAN REQUIREMENTS
ALLOWED OR REQ'D
BUILDING HEIGHT:
PER 21.4 MAX HEIGHT ALLOWED =
65 FT
EXISTING BUILDING HEIGHT=
12 FT
PROPOSED BUILDING HEIGHT=
24.33 FT
SETBACKS:
Per 4.20 PRIMARY STREET(RTE 29; PRINCIPAL ARTERIAL) MIN FRONT BUILDING SETBACK=
10 FT'
PRIMARY STREET(RTE 29; PRINCIPAL ARTERIAL) MAX FRONT BUILDING SETBACK=
NONE REQUIRED
SECONDARY STREET (AIRPORT RD; MINOR ARTERIAL) MIN FRONT BUILDING SETBACK=
10 FT'
SECONDARY STREET (AIRPORT RD; MINOR ARTERIAL)MAX FRONT BUILDINGSETBACK=
NONE REQUIRED
51DE AND REAR BUILDING SETBACK (ADJACENTTO COMMERCIAL) =
NONE REQUIRED
PARKING SETBACK=
10 FT
'WHENPUBUCSIDEWALK 15 OUTSIDE RIGHT OF WAY, SETBACK DISTANCESHALL BE MEASURED FROM BACK
OFSIDEWALK.
SCREENING:
ADIACENTTO COMMERCIAL
NONE REQUIRED
PER32.7.9.7 SEE LANDSCAPESHEETS FOR SPECIFIC SITE ELEMENTS TO BESCREENED FROM PUBLICSTREETS
BUILDING FOOTPRINTS:
EXISTING BUILDINGS
AIRPORT PLAZA STORES
5,721 SF
1 STORY FRAME & CINDERBLOCK
3,513 SF
25TORY FRAME
1,394 SF
1 STORY CINDERBLOCK
794 SF
METAL CANOPY
190 SF
FRAME SHED 1
303 SF
FRAME SHED 2
101 SF
FRAME SHED 3
282 SF
EXISTING BUILDINGSTOTAL=
12,298 SF
PROPOSED BUILDINGS
PROPOSED CONVENIENCE STORE FOOTPRINT
6,077 SF
PROPOSED CAR WASH FOOTPRINT
1,024 SF
PROPOSED FUELCANOPY FOOTPRINT
4,538 SF
PROPOSED BUILDINGSTOTAL=
11,639 SF
LAND USE:
PER22.2.1c CONVENIENCE STORE=
CAR WASH (DRIVE THRU TYPE) _
FUEL STATION (CANOPY) _
PARKING REQUIRED:
Per4.12.6 MIXED USES (SEE PARKING TABULATION TABLE ON SHEET C0.2)
TOTAL REQUIRED PARKING =
PerADA Std. 208 HANDICAP SPACES REQUIRED=
TREE CANOPY COVER:
6,077 SF
1,024 SF
4,538 SF
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ADDITIONAL SITE INFORMATION:
DISTURBANCE AREA: 2.59 AC (113,016 SF)
EXISTING IMPERVIOUS AREA: 1.11 AC (48,444 SF)
PROPOSED IMPERVIOUS AREA: 1.60 AC (69,667 SF)
PERCENT INCREASE IN IMPERVIOUS AREA: 43.8%
MISS UTILITY TICKET NO.: B003400793-OOB
12 DIGIT HUC CODE: 0208-0204-0303 (NORTH FORK RIVANNA RIVER - JACOB'S RUN)
NOTE: THE SUBJECT PROPERTIES ARE ALL WITHIN FEMA ZONE X (AREA OF MINIMAL FLOOD
HAZARD) AND ARE NOT WITHIN THE FLOOD HAZARD OVERLAY DISTRICT.
SHEET LIST TABLE
SHEET NUMBER
SHEET TITLE
WPO/VSMP
AB-1
CO.0
TITLE SHEET - FSP
CO.0
TITLE SHEET- WPO VSMP
C0.1
GENERAL CONSTRUCTION NOTES
CO.2
ZONING, PARCEL, AND SITE CALCULATIONS
C1.0
EXISTING CONDITIONS, SOILS MAP, AND DEMOLITION PLAN
C2.0
EROSION AND SEDIMENT CONTROL NARRATIVE
C2.1
EROSION AND SEDIMENT CONTROL PLAN - PHASE 1
C2.2
EROSION AND SEDIMENT CONTROL PLAN - PHASE 2
C2.3
EROSION AND SEDIMENT CONTROL PLAN - PHASE 3
C2.4
EROSION AND SEDIMENT CONTROL DETAILS
C2.5
EROSION AND SEDIMENT CONTROL DETAILS
C3.0
TRAFFIC PLAN
C3.1
SIGHT DISTANCE
C3.2
TEMPORARY TRAFFIC CONTROL DETAILS
C3.3
TEMPORARY TRAFFIC CONTROL DETAILS
C4.0
SITE PLAN
C4.1
SITE DETAILS
C4.2
SITE DETAILS
C4.3
SITE DETAILS
C4.4
CARWASH DETAILS
C5.0
GRADING AND DRAINAGE PLAN
C6.0
UTILITY PLAN
C6.1
UTILITY PROFILES
C6.2
UTILITY PROFILES
C6.3
UTILITY DETAILS
C6.4
UTILITY DETAILS
C7.0
PRE -DEVELOPMENT STORMWATER MANAGEMENT PLAN
C7.1
POST -DEVELOPMENT STORMWATER MANAGEMENT PLAN
C7.2
VRRM TABULATIONS
C7.3
DRAINAGE MAP
C7.4
HYDRAULIC CALCULATIONS
C7.5
BMP PLAN AND PROFILE
C7.6
BMP DETAILS
C7.7
SWM C PLAN AND DETAILS
C7.8
STORMTANK DETAILS
C8.0
LANDSCAPE LAYOUT AND MATERIALS PLAN
C8.1
LANDSCAPE PLAN
C8.2
LANDSCAPE DETAILS
C9.0
PHOTOMETRY
C9.1
PHOTOMETRIC RENDERINGS
C9.2
LUMINAIRE DETAILS
A1.0
ARCHITECTURAL ELEVATIONS
A1.1
ARCHITECTURAL ELEVATIONS
X.AB
AS -BUILT SURVEY
44 TOTAL SHEETS 33 8
A 1 /'1Tr.
ORIGINALLY APPROVED SHEETS THAT ARE NOT INCLUDED HEREIN
HAVE NO SIGNIFICANT CHANGES FROM APPROVED DESIGN.
SUBMITTAL LOG
SUBMISSION NO. DESCRIPTION
RECIPIENT
SUBMITTAL DATE
AB-1 WPO/VSMPAS-BUILTS ALBEMARLE CO. DEPT. OF 10/12/2022
COMMUNITY DEVELOPMENT
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DANIEL C. HYER 9
LIC. No. 45596,
L°IONAL Era
APPROVED DCH
SUBMISSIONI NI' AB-1
PROJECI 1903600
T H E W O R K .
L I N E + G R A D L
43 SPACES VICINITY MAP ;� LOCATION MAP N
2 SPACES SCALE: 1" = 25,000' SCALE: 1" = 2,000' J C0.0
SEE LANDSCAPE PIAN
N EW V B EYF M 1 1 -
RIM
NEW ACCESS EASEMENT
D.B.5293 P.78)
SD-1
A 5, VDOT
L RIM:536.1 EX. STM MH
Tl?l_. -1-1
INV. IN: 531.53 (SD-18) RIM: 535.67
wv ajT'F�5-5 INV.. IN: (SD INV. IN: 528.17 (SD-1)
Aspholti INV. OUT: 528.38 _X2
EX, SV� _f
NEW TEMPORARY CONSTRUCTION MH
TOID. TOE
EASEMENT (D.B.5293 P.78) INV. /A� �,26, (Z-A T)
11VV. 5'�"�525 72 INV. "A' � "H'J'_ ` (S/v'
INV, OU�_. 525,67 INV. //V. 551.78 (S)
INV. OUT, 527,83 (A)
SM
RAIN 2'158 AREA OF EX. SWIM ESMT TO BE VACATED
/ i DUE TO REALIGNED STORM PIPE
-8 SD
DI-3B, L6'
/ DB_ PG_
ARV RI RIM: 53:7.84
SD-B
INV. IN: 533. 6 INV. IN:
48" DIA CONCRETE RISER WITH TRASH RACK ADDITIONAL SWM ESMT AREA FOR REALIGNED STORM PIPE
"'T RIM: 538.5C) INV. OUT: 53 INV. OUT: 11 11.1� DB_ PG_ RIM: 538.63
--INV. IN: 533.67 (C�_O-131) INV. IN: 58a.64 (G�19 Bl:)'
/ (
NATO „I NV. I N - 533.67 32) INV. IN: F5�;2.6-z �G,'19
r OT MH-2,4'1.D. WITH WEIR
\� / I I INV. OUT: 533.65
1 M: 537.17 RIM: 537.26
1E IN: 53E).±E) (swm e-eu:F� INV. IN: 530.12 (SWM C-OUT)
53e.E)E) (41N Pveb E)t INV. IN: 530.10 (41 N PVC U D)
.�� ': SO 13
UT: 529.9E) INV. OUT: 529.92
V A� IIVV
IIN V
DI-3BB, L4' 538-
RIM: 547.26 RIM: 547.28
INV. IN: 539.60 (SD-14) INV. IN: 539.94 (SID 4:4) CONTRACTOR TO RELOCATE COMM
NEW SWM FACILITY ESMT CHANNEL SHEET C_
(D.B.5551 P.265-272 & SD-c FOR DETAIL` LINES AROUND PROPOSED MANHOLE
INV. OUT: 539.53 INV. OUT: 5��8.94 VDOT ES-1 15
D.B. 5559 P.744 751) INIA/ INI -
SD-19
SAN. SEWER CONNECTION INV. IN: 538.43 (SD-10) 53e SD-7 0 INV. OUT: 536.00 INV. OUT: 536.32
"x6" SADDLE og.4,5' 539 DI-313, L12'
WITH 8 RIM: 537.84 RIM-- 7. i--
E/V, Z,," SEI E,�IMIT 70�35` bAA INV. IN:
Zl'. P, 559�7 F. 1162- /�-,g SD-12 542 INV. OUT: 532.94 1 UT: 533.10 vEly Elvo)
29 rEX. CUL T
VDOT ES-1 ( 15 VV 11V 536.10
SD-14 4 6-1 91vivi
INV. IN: 538.1E) (SB-13)_ DERGR
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VDOT MH-2, 4'I.D. SD-18 q N
LI) RIM: 548.66 RIM: 547.93 DETEN VDOT MH-2,4'1.D.ti
INV. IN: 540.14 (SD -Al INV. IN: 539 A 5 (SPA) E_ SD-10 RIM: 548.21 RIM- 539.42
NEW CONSERVATION ESMT -4Nk --540.j�o AS -BUILT SANITARY LINE (TYP) DI-313, L10'
- INV. OUT: 539.35 > INV. IN: 535.46 (5B-±9) INV. IN: 535.66904Ib4 ti
RIM: 544.26 RIM: A INV. IN: 535.36 (X-213) INV. IN: 535.62 D':I!M
INV. IN: 539.78 (SE) 4:1) INV. IN: 539.58 (SD D.B. 5559 P.744-751) (S Nl
ll� ll� 1.5\ INV. OUT: 535.36 INV. OUIT: 535.5EW
(D.B.5551 P.265-272 & - 1-54424
INV. OUT: .53
SDR-26 0 SD-26 c))
INV. OUT: 537.96
7
LIGHT POLE i I
BMPA 1 (4) 4" SHED. 40 PVC ELECTRICAL CONDUITS TO BUILDING
occ OU17177 C7.5 (TYP) J P" PVC LATERAL (2) 4" SHED 40 PVC ELECTRICAL CONDUITS TO R WASH
133 1
FOR DETAILS SSMH, 4'I.D. INV @ BLD: 544. SD-2
° I RIM: 547.85 1, OEL VDOT DI-1
ENCASE GAS LINE INV. IN: 537.76 (SS-2)
SEE SHEET C7,.5 FOR DETAILS INV. IN: 537.76 (SS-4) 540.47 RIM: 548.58
INVAN:5 .32(SD-3)INV.IN:534.33(S9-S)
0 549- yN INV. OUT: 537.66
SD -A
48" DIA CONCRETE RISER WITH TRASH RACK -SD-16
RIM: 545.37 RIM: 544.75 VDOT DI-3A (CUSTOM SHALLOW) AS -BUILT STORM ALIGNMENT (TYP)
SD-
,1
INV. IN: RIM:547.7ERIM: 547.73 INV. 1N:32�
-710 1) INV. IN: 544.75 (C/
INV. OUT: 540.72 INV. OUT: 589.82 C/o 1 INV. IN: 544.74: (C RIM: 544-S5 RIM: 5
INV. OUT: 544.6± INV. OUT: 544.63 j
INV. OUT: 548.12 INV. OL 1
9 1 4" PVC LATERALS
INV @ BLD: 544.33
ti SS-2
cp I@
cp VID SSMH, 4'I.D. SAS
cl:l
INV. IN, M
AbN N: 54 D 6)
I NV.: IN:43.79V. OUT: 538.85 FUEL CANOPY
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S MATION TANKS SHEETZ STORE 5551 1-,265-27 rpL"T; (TYP) J
Z-7 RIM: 548.65 6,077 SF I
Q0 I INV. IN: 545.00 F14: 548.50 2 olvF0. C/A
Lo 1 '0 GAL GREASE
in
EASE
at INTERCEPTOR
VDOT MH-2,4'1.E
AS -BUILT GAS LINE (TYP) CAR WASH 41F PVCRIM: 46.68 RIM: 546.6
INV:543.
FEE: 549.60 INV. IN: 8.88(SD-5) INV. 1
CHANNELA I NV. I N: 53 .64 1' 3/0-5) 1 NV. I N:
Os INV. UT: 138.85 INV. OUT:
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SD-6 D-3
74,4' Q) VDOT DI-3A SD-5 DI-313, L6'
AS -BUILT WATER TWO 2-INCH TYPE "K" COPFIRK? 548.83 RIM: 548.96 VDOT DI-3A RIM: 546.24: RIM: 546.2
SERVICE LINE (TYP) WATER SERVlCky.�h§544.31 (C/0-3) INV. IN: s A 4.1-:7 (6/0 3) RIM: 548.88 RIM: 548.09 EX SIDR11VTICENTEL 3 OVP INV. IN: 538.63 (SE)--i INV. IN: 53 (SD-4)
UT: 544.22 INV. OUT: 54445 INV. IN: 543.66 (613 6) INV. IN: 543.68 (SD-6) /o/YOJ. #064 9-002 159
kvo' INV. IN: E544.44: (G719 4) INV. IN: 544.41 (C/0-4) INV. OUT: 538.53 INV. OUT: 5 .56
ADDITIONAL ACSA ESMT AREA FOR WATER METERS INV. OUT: 543.56 INV. OUT: 543.65 FUEL TANK
I Story INSTR# 202200006392 -/1,) UNDERGROUND FUEL VENT PAD 070
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11791 Zi I" WATER METER STORAGE TANKS 00
i (IRRIGATION) NEW PUBLIC UTILITY ESMT
t (D.B.5551 P.265 272)i St
1.5" WATER METER
(CAR WASH)
CONNECT TO EX.
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CONVERT EX. INLET X 8 TO a T F_ (STORE) R 45* VERTICAL BEND�
MANHOLE AND DOGHOUSE VB-1 53 5
SD-17 ON EX. STORM PIPE 6" DIP (W/L "A") 4 45o VERTICAL BEND
IV 4 7'
,V 55O3957" W 126.99' SD-17
45* HORIZONTAL BEND
DI-313, L8'_
RIM: 557.35 RIM: SS;E.23 A4
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6"X4" TEE, 4" VALVE A3 TOo. 546.60
INV. our 542_35
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VDOT MH-2, 5'I.D. F .45
SEE RWSA NOTES ON SHEET CO.1 INV. OUT: 5,50.98
/AV A_ RIM: 556mz:7 RIM: 556.73 � 6,00 AD
UTILITY PLAN
1" = 20': 0 20 40
:CT TO EX. POWER POLE WITH
50 kVA GROUND MOUNTED
FORMER
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APPROVED DCH
SUBMISSIONI NI' AB-1
PROJECI 1903600
T HE W OR K .
L IN E + G R AD L
C6.0
555
550
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AB NOTE: EX. MH X-2 WAS NOT REPLACED WITH SD-1.
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FEND TO LOWER STACK
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ENCASE STONE AND MODULES WITH
LINERS PER STORMTANK DETAILS
EBRIS ROW AT INLET
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10-YR HGL
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SHALL RECEIVE INLET SHAPING PER VDOT DETAIL 4 ON SHEET C6.4
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NOTE: ALL PIPE AND STRUCTURE
CONNECTIONS SHALL BE WATERTIGHT.
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
O1 SD-1 TO SD-6
H: 1" = 20': 0 20 40
V: 1" = 2': 0 2 4
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535
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DANIEL C. HYER Y
LIC. No. 45596,
TONAL
APPROVED DCH
SUBMISSION NO. AB-1
PROJECT 1903600
T H E W 0 R K O F
L I N E + G R A D E
C6ml
550
545
PROP. 2" COPPER
W/L CROSSING
540
PROP. 15" HDPE
CROSSING (13-14)
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540 540 530
560
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550
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545
560
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535 540 540 540 69.98LF OF 1 1 BMP B _ 540
10
DANIEL C. HYER 9
—
10-YR HGL LTC. No. 45596
16.04LF OF 15" HDPE @ 6.86% p
1.52' CLEAR?�
SIONAL ENG
APPROVED DCH
GRAVEL FLOW SPREADER OUTLET PROTECTION O PROP. 6" SDR-26 SUBMISSION( NI' AB-1
SEE 1/C7.6 FOR DETAILS SEE 1/C2.5 FOR DETAILS PVC CROSSING (EX.
TO SS-1) PROJECI 1903600
530 535 535 535 535 T H E W 0 R h .
L I N E + G R A D E
0+00 0+75 0+00 0+50 1+00 0+00 1+00 1+15 1+00 1+50 2+00 2+10
SD-15 TO SD-16 PROFILE SWM C TO SD-B PROFILE SD-9 TO SD-11 PROFILE SD-12 TO SD -A PROFILE C602
O H: 1" = 20': 0 20 40 O H: 1" = 20': 0 20 40 O H: 1 = 20': 0 20 40 pO H: 1 = 20': 0 20 40
V: 1 -2: 0 2 4 V: 1 -2: 0 2 4 V: 1 -2: 0 2 4 O V: 1 -2: 0 2 4
2.77' COVER
10-YR STORM PIPE COMPUTATIONS
2-YR STORM
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
Line ID
Drainage
Area
Runoff
Coeff.
Tc
Intensity
(1)
Incremental
Q
Known
Q
Inv.
Down
Inv. Up
Pipe
Length
Pipe
Slope
Pipe
Size
Flow
Rate
Pipe
Capacity
Velocity
Velocity
HGL
Down
HGL Up
Minor
Loss
HGL
Junction
Vel. Hd
Down
Vel. Hd
Up
Hw
Upstream
Upstream
Inlet Throat
(Ac)
(C)
(min)
(in/hr)
(cfs)
(cfs)
(ft)
(ft)
(ft)
(%)
(in)
(cfs)
(cfs)
(ft/s)
(ft/s)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
Inlet ID
Elev.*
SD-1 to SD-C
0.00
0.00
5.0
0.00
9.03
9.03
529.33
529.90
45.270
1.26
18
9.03
11.78
6.05
2.26
530.53
531.06
n/a
531.06
0.59
0.59
1.16
SD-C
537.17
SD-2 to SD-3
0.10
0.53
5.0
6.67
0.35
0.00
534.33
538.53
118.92
3.53
15
3.15
15.78
4.85
4.64
534.93
539.24
0.38
539.24
0.29
0.29
0.71
SD-3
545.71
SD-3 to SD-4
0.00
0.00
5.0
0.00
0.62
0.62
538.63
538.95
53.256
0.60
15
2.83
6.51
3.74
3.55
539.45
539.63
n/a
539.63
0.27
0.27
0.68
SD-4
546.65
SD-4 to SD-5
0.14
0.82
5.0
6.67
0.77
0.00
539.05
543.56
90.417
4.99
15
2.25
18.75
3.30
3.05
539.85
544.16
n/a
544.16
0.23
0.23
0.60
SD-5
547.50
SD-5 to SD-6
0.21
0.77
5.0
6.67
1.53
0.45
543.66
544.15
80.267
0.61
15
1.53
6.56
2.78
2.67
544.37
544.64
n/a
544.64
0.18
0.18
0.49
SD-6
547.56
SWM C to SD-7
0.12
0.89
5.0
6.67
0.71
0.00
532.50
532.94
4.730
9.30
15
5.59
25.60
4.56
2.90
534.93
534.95
0.16
535.11
0.32
0.32
2.17
SD-7
537.34
SD-7 to SD-8
0.03
0.86
5.0
6.67
0.17
0.00
533.04
533.38
33.440
1.02
15
4.89
8.47
3.99
2.46
535.19
535.30
0.12
535.43
0.25
0.25
2.05
SD-8
537.34
SD-8 to SD-B
0.00
0.00
5.0
0.00
4.72
4.72
533.48
533.57
14.600
0.62
15
4.72
6.59
3.85
2.35
535.44
535.49
0.23
535.72
0.23
0.23
2.15
SD-B
538.50
SD-9 to SD-10
0.17
0.85
5.0
6.67
0.96
0.00
538.17
539.60
28.536
5.01
15
2.95
18.79
4.77
3.99
538.75
540.29
0.14
540.29
0.28
0.28
0.69
SD-10
543.76
SD-10 to SD-11
0.36
0.85
5.0
6.67
2.04
0.00
539.70
540.12
68.990
0.61
15
2.04
6.55
3.06
2.83
540.53
540.69
n/a
540.69
0.22
0.22
0.57
SD-11
543.85
SD-12to SD-13
0.03
0.70
5.0
6.67
0.14
0.00
538.10
538.94
73.647
1.14
15
2.63
8.97
3.29
2.20
539.10
539.59
n/a
539.59
0.26
0.26
0.65
SD-13
546.78
SD-13to SD-14
0.00
0.00
5.0
0.00
0.00
0.00
539.04
539.35
50.862
0.61
15
2.49
6.55
3.64
2.85
539.78
539.98
n/a
539.98
0.25
0.25
0.63
SD-14
547.93
SD-14to SD -A
0.00
0.00
5.0
0.00
2.49
2.49
539.45
539.82
61.100
0.61
15
2.49
6.53
3.71
2.95
540.17
540.45
n/a
540.45
0.25
0.25
0.63
SD -A
544.75
SD-15 to SD-16
0.06
0.82
5.0
6.67
0.76
0.43
544.42
544.61
32.310
0.59
15
0.76
6.44
2.25
2.13
544.91
544.95
n/a
544.95
0.12
0.12
0.34
SD-16
547.20
S- t 5- 9
0 7
8
5 0
4 6
3.
5.
2. 5
-10
.63
3 24
4.
36 6
5
53 .87
0.87
5-
SD-X2 to SD-1
0.00
0.00
5.0
0.00
0.00
0.00
528.17
528.38
15.25
1.38
18
15.28
16.02
8.65
7.85
530.53
530.72
0.92
531.64
1.16
1.16
3.26
SD-1
536.18
SD-1 to SD-18
0.00
0.00
5.0
0.00
0.00
0.00
531.53
535.58
62.25
6.51
15
6.30
21.41
6.45
6.56
532.39
536.59
0.55
536.59
0.55
0.55
1.01
SD-18
539.42
SD-18to SD-26
0.39
0.66
5.0
6.67
1.72
0.00
535.62
537.96
21.50
10.88
15
1.72
27.69
2.48
2.19
537.11
538.48
n/a
538.48
0.03
0.20
0.52
X-26
537.96
*THROAT ELEVATION REFERS TO THE ELEVATION AT WHICH RUNOFF ENTERS THE INLET, WHETHER 0.5' BELOW THE TOP ELEVATION FOR CURB INLETS, OR AT THE TOP ELEVATION FOR GRATE INLETS. IT DOES NOT INCLUDE LOCAL
DEPRESSION ADJUSTMENTS.
Cl) PI PE
CAPACITY AND HGL COMPUTATIONS
NEW
AS -BUILT NOTES:
1. "NEW" PIPES SHOWN HERE WERE NECESSARY TO REPLACE A PORTION OF THE EXISTING STORM SEWER NETWORK
THAT WAS FOUND TO BE IN DISREPAIR. THESE PIPES ARE WITHIN THE VDOT ROUTE 29 RIGHT-OF-WAY, AND VDOT
REVIEWED AND APPROVED THESE CHANGES DURING THE PERMITTING PROCESS FOR THE RTE 29 ENTRANCE.
2. THE ENGINEER OF RECORD HAS REVIEWED THE CAPACITY OF ALL PIPES IN THE INSTALLED CONDITION. PIPES WITH
LESS CAPACITY THAN THE APPROVED DESIGN WERE RE-EVALUATED, AND ALL WERE FOUND TO BE ADEQUATE. THE
EFFECT OF THESE PIPES ON 10-YEAR HGL ELEVATIONS WAS ALSO EVALUATED FOR ALL UPSTREAM PIPES. THE HGL
DID NOT SIGNIFICANTLY DEVIATE FROM DESIGN IN ANY LOCATION.
3. SEE PLAN AND PROFILES SHEETS FOR AS -BUILT PIPE SLOPES AND LENGTHS.
4. VIDEO INSPECTION OF INSTALLED PIPES ACCOMPANIES THIS SUBMISSION.
INLET COMPUTATIONS
Inlet ID
Inlet Type
Throat
Length
Drainage Area
RunoffCoeff.
Intensity(I)z
Qtolnlet
QCarryover
QCaptured
QBypass
Inlet Efficiency
Longitudinal
g
Slope
Road Cross
Slope (Sx)
Inlet Spread
PondingDepth
Throat Height
Local Depression
Grate Area 3
Top Elev.
Structure Inner
Dimensionss
(ft)
(ac)
(C)
(in/hr)
(cfs)
(cfs)
(cfs)
(cfs)
M
(ft/ft)
(ft/ft)
(ft)
(ft)
(in)
(in)
(sgft)
(ft)
SD-1
VDOT MH-2
....
0.00
0.00
0.00
9.06
....
....
535.63
7DIA
SD-C
VDOT MH-2 (CONTROL STRC)
....
0.00
0.00
0.00
9.06
....
....
....
....
....
....
....
....
....
....
....
537.17
4' DIA
SD-2
VDOT DI-1
....
0.09
0.32
6.67
0.19
0.00
0.19
0.00
100
Sag
0.150
4.46
0.03
....
3.13
540.50
4' DIA
SD-3
VDOT DI-3B
6.00
0.10
0.53
6.67
0.35
0.00
0.35
0.01
99
0.020
0.010
1.72
0.14
5.0
0.0
546.21
4' DIA
SD-4
VDOT MH-2
....
0.00
0.00
0.00
0.62
....
....
546.65
4' DIA
SD-5
VDOT DI-3A
2.50
0.14
0.82
6.67
0.77
0.00
0.77
0.00
100
Sag
0.045
3.19
0.22
5.0
0.0
548.00
4' DIA
SD-6
VDOT DI-3A
2.50
0.21
0.77
6.67
1.53
0.00
1.53
0.00
100
Sag
0.034
6.70
0.33
5.0
0.0
548.06
4' DIA
SD-7
VDOT DI-3B
12.00
0.12
0.89
6.67
0.71
0.00
0.70
0.01
99
0.075
0.020
1.74
0.14
5.0
0.0
537.84
4' DIA
SD-8
VDOT DI-3B
6.00
0.03
0.86
6.67
0.17
0.00
0.17
0.01
96
0.071
0.020
1.04
0.09
5.0
0.0
357.84
4' DIA
SD-B
CONCRETE RISER
....
0.00
0.00
0.00
4.72
....
....
538.50
4' DIA
SD-10
VDOT DI-3B
10.00
0.17
0.85
6.67
0.96
0.00
0.96
0.00
100
0.021
0.040
2.98
0.21
5.0
0.0
544.26
4' DIA
SD-11
VDOT DI-3B
8.00
0.36
0.85
6.67
2.04
0.01
2.04
0.00
100
Sag
0.020
9.01
0.31
5.0
0.0
544.35
4' DIA
SD-13
VDOT DI-3BB
4.00
0.03
0.70
6.67
0.14
0.00
0.14
0.00
99
0.017
0.032
1.25
0.10
5.0
0.0
547.28
4' DIA
SD-14
VDOT MH-2
....
0.00
0.00
0.00
0.00
....
547.93
4' DIA
SD -A
CONCRETE RISER
....
0.00
0.00
0.00
2.49
....
....
....
....
....
....
....
....
....
....
....
544.75
4' DIA
SD-16
VDOT DI-3A
2.50
0.06
0.82
6.67
0.76
0.00
0.76
0.00
100
Sag
0.036
3.97
0.24
5.0
0.0
547.70
4' DIA
SD-17
VDOT DI-36
8
0.26
0.77
4.00
0.80
0.00
0.78
0.02
98
0.021
0.020
3.47
0.20
5.0
0.0
557.23
4' DIA
SD-18
VDOT MH-2
....
0.00
0.00
0.00
0.00
....
....
....
....
....
539.66
4' DIA
SD-19
VDOT DI-36
14.00
0.79
0.88
4.00
2.78
0.00
2.67
0.12
96
0.032
0.040
4.71
0.32
5.0
0.5
540.25
4' DIA
CC-1A
CURB CUT
4
0.08
0.49
6.67
0.25
0.00
0.25
0.00
100
0.020
0.020
1.55
0.13
6.0
1.0
....
551.34
....
CC-16
CURB CUT
6
0.10
0.49
6.67
0.31
0.00
0.31
0.00
100
0.059
0.030
1.37
0.11
6.0
1.0
....
549.92
....
CC-2
CURB CUT
4
0.09
0.81
6.67
0.49
0.00
0.49
0.00
100
Sag
0.020
4.61
0.22
6.0
1.0
....
548.07
....
X-2A1
EX. DI-1
....
0.52
0.70
6.67
2.42
0.12
2.54
2.42
100
Sag
0.050
1 10.21
0.19
....
....
3.13
533.94
....
X-213
EX. ES-1
....
0.39
0.66
6.67
1.72
0.00
1.72
0.00
100
Sag
0.333
4.37
0.52
....
....
....
537.35
....
X-2C1
EX. DI-36
6
1 0.24
1 0.87
4.00
0.84
0.01
0.46
0.38
1 55
1 0.039
0.023
2.57
0.18
5.0
0.0
....
546.60
....
X-31
EX. DI-1
....
1.57
0.44
3.70
2.56
2.63
5.19
0.00
100
Sag
0.333
4.38
0.31
....
....
3.13
534.55
....
X-91
EX. DI-36
8
0.20
0.87
1 4.00
0.70
0.02
0.73
0.01
98
0.021
0.020
3.21
0.19
1 5.0
0.0
....
554.73
....
SD-X8
CONVERT EX. INLET TOMH
....
0.00
0.00
1 0.00
....
....
....
....
....
....
....
I
I ....
....
....
556.62
4'DIA
1EXISTING INLETS SHOWN CONSIDER POST -DEVELOPMENT FLOWS. ALL POST -DEVELOPMENT FLOWS TO EXISTING INLETS ARE LESS THAN EXISTING FLOWS. SEE PRE -DEVELOPMENT STORMWATER MANANGEMENT MAP FOR EXISTING FLOW VALUES.
zA 10-YEAR DESIGN STORM INTENSITY HAS BEEN USED FOR ALL ON -SITE CURB INLETS TO ENSURE 10-YEAR PEAK FLOWS ARE ACTUALLY CONVEYED TO SWM FACILITIES ON SITE AS INTENDED. THE VDOTSTANDARD 41N/HR INTENSITY HAS BEEN USED FOR CURB INLETS IN THE RIGHT -OF WAY.
3AN EFFECTIVE GRATE AREA OF HALF THE ACTUAL GRATE AREA HAS BEEN USED TO SIMULATE A 50% CLOGGED CONDITION.
°TOP ELEVATION REFERS TO TOPMOST PART OF STRUCTURE.
ALLSTRUCTURES(INCLUDING EXISTING STRUCTURES RECEIVING PROPOSED PIPES) SHALL HAVE IN LET SHAPING PER VDOT DETAIL IS-1.
INLET COMPUTATIONS
U
Elev (ft) CHAN N EL A Depth (ft) Elev (ft) CHAN N EL B Depth (ft) Elev (ft)
547.00 1.25 550.00 1 3.08 539.00
546.50
546.00
545.50
545.00
549.00
0.75
548.00
0.25
547.00
-0.25
546.00
-0.75 545.00
0 1 2 3 4 5 6 7 8 9 10 11
DESIGN CHANNEL CROSS SECTION ANALYSIS - 10 YR STORM
------------
------------
----------- -
------------
------------
------------
------------
------------
-----------
-----------
r r
CHANNEL B2
Depth (ft)
2.13
LU ta
Z
Z
Z
ru
1
W
Z
J
W,
N
z
O
LL ]
g
=
J
Fj
J
U)
m
>
D
�
Q
z
J
LLJ
O
LLJ
DO
a
Q
Q
■■
538.50
2.08
538.00
1.08
537.50
0.08,537.00
536.50
1.63
1.13
0.63
0.13Z9-0.92
-0.37
C�ELC.
-1.92 536.00
-2 0 2 4 6 8 10 12 14 16 18 20 22
Cross -Section
Friction
Channel
Invert
Slope
n
Discharge
Normal
WSEL
Flow Area
Velocity
Wetted
Critical
Top
Hydraulic
Critical
Velocity
Permissible
Specific
Froude
Label
Depth
Perimeter
Depth
Width
Radius
Slope
Head
Velocity
Energy
Flow Type
Shape
Method
Lining
Elevation
M
Value
(ft3/a)
(ft)
(ft2)
(ft/s)
Number
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/s)
(ft)
CHANNELA
Trapezoidal
Mannings
Grass
545.75
7.50%
0.035
0.56
0.07
545.82
0.30
1.90
4.44
0.09
4.42
0.07
16.40%
0.06
3.20
0.13
1.30
Supercritical
CHANNEL B
Parabolic
Mannings
Grass
546.92
6.50%
0.035
2.57
0.19
547.11
0.93
2.76
6.63
0.22
6.60
0.14
12.84%
0.12
3.20
0.31
1.30
Supercritical
CHANNEL B2
Parabolic
Manning's
Grass
536.87
5.75%
0.035
5.19
0.26
537.13
1.88
2.76
12.19
0.29
12.16
0.15
11.33%
0.12
3.20
0.38
1.24
Supercritical
O
CHANNEL CROSS SECTIONS AND COMPUTATIONS
TONAL
-0.87 APPROVED DCH
SUBMISSION1 NIV AB-1
PROJECI 1903600
T HE W OR K .
L IN E + G R AD E
C7A
f f a
CG-6 SPILL CURB (TYP) /
\ \ 1" GAS SERVICE LINES / 4&:r BMP A
�-
CG-6(TYP) LEVEL 1 BIORETENTION FILTER
PER DEQ. SPEC. NO. 9
PROVIDED SOIL MEDIA S.A. = 635 SF
552 �552/ SEE SIZING CALCS THIS SHEET
0
z
ac
m
ni
z
AS -BUILT CONTOURS (TYP) 551, / / SEE FOR PLANTINGS 14 D.B559 P. 744751) \ #�
4' WIDE VEE DI ICH TO HA NEL A TRAP. ANNEL A / / `AWAIT
5 / / / / / X 536. 5 30J / 537-
LINED WITH 6" DIA. STO TOM WI , S A `/ / /��� X \� I�
CURB CUT 1A U 1
/ 4' WIDE, 1" LOCAL I / GRASS L D OPE 546 8' DIA CONCRE�ACK5 M: 7 / 7 CDEPRESSION / X551.37 I I :�r39940.7 (C/ b 53T.599.82,40. 2 �� / h ��
_ �FR
44.25- NEW 20' PUBLIC SWM ' / I I D 8 538
/ cS MAINTENANCE ESMT /;' M 0 % 6, SGN
(D.B. 5551 P.265-272 & ��� 1------ `c / 6 O CLEAN I- - I
D.B. 5559 P. 744751 -
/ R IIgS 7. 9 RIM:
�� RIM: RIM °53
�O 34 I � 544.2° � 9 � 538.1 -jb INV. IN: 33,46 D- )INV.
544.25 C/O/Al r 53 .7 - INV. UT: 534.04 IN . 0 • 5 11NV. 0 T:683.3B LU
5y 6 1N CLEANOUT 5- \� - T I 5
/5 S49 \ : 5 RI :fir 544.25- 9 / CHANNEL B 5 .01 GRAVEL FLOW SPREADER 39
549.94 I UT: N \ 6 539.50 SEE 1/C7.6 FOR DETAIL \
CURB CUT 1B 548.50 E IPA �--------------- - -- -
6' WIDE, 1" LOCAL 4' WIDE, 6' LONG, 6" DIA. STONE WITH 4' WIDE VEE DITCH 538.35 ° B
/ IA CONCRETE RISER W H TRAS�I RACK
544.00 , 6" DIA. STONE LINING 3a 50
PIE)"'� GRAVEL FLOW SPREADER � M 538 R 8 63
- - ---
w 5 4 5 � -- ,1 5 . IN: ��� �� `.. _ IN 33 7 (C �
_ izl------- - ------ _
549.60 �_ - - - ,� 548.01 \ � ; (i ,' �_, 1. _� -Q 5 ,_-'-'j-- - A � , �--.538.' 8�'98.17 V. OUT: �4 If�V. IN: �4 65 /--
1 _ -- 0
v ENCASE GAS LINE WITH SCHED. 40 PVC M8 \ I a I \ C/0-132
5�0 �. N WHERE GAS LINE IS WITHIN 5' OF FACILITY q \CURB CUT LEANOUT
/ L -N (20' MIN. ENCASEMENT LENGTH) I GRAVEL FLOW SPREADER 4' WIDE, 1" OCAL \ \ n 54 M' 39.96 RIM:
SEE 1/C7.6 FOR DETAIL DEPRESS10 S� DUMPSTER PAD I r - _542 : 533.79 INV. OUT:
54 --�
I � � • � ' a r . , 3
I ' I CAR WASH
I li �I I 1 5 =--J- -_ Tf�V-fN� 1 IVVDOT ES-1S15 IN0"38.43 (SD
(2) EL CTRIC/COMM CONDUITS � O-
- CG-6 (TYP)
-YP)
: 16)INV. IN
SQ7
FOR CA WASH SERVICE - - -
CAR WASH RECLAMATION TANKS
I RET. WALL (SEE GRADING PLAN) � \� \ SD-10 / \
- - 549 S \ MH-2, �1D. ° ° ° a ° o a \ ° / \ Dh3B, L10' % L
RIM:4 �Rl',0.24 Q /
• �� IN: RIM: A > a \\ INV. IN: E _ 9 1 1 ''INV IN:539.58
O } %
�po� INV. OUT: INV 0�7T• 539.53
SD-16 INV. OUT:
A 7�
o rn_ VDOT DI-3A (CU 0 A RIM: 548 °
RI RIM: I 14 -A) a\
\ INV. IN:544. INV. IN:
INV. 09- 5 .6 INV.
BMP A PLAN �� BMP B PLAN N J
1" = 10': 0 10 20 1" = 10': 0 10 20
LL
LLIJJ z 0
w - -� - BMP A (LEVEL 1) BMP B (LEVEL 1) J
of
L ad VA DEQ Spec. No. 9 VA DEQ Spec. No. 9 v / :D
co
co r- ' i 'i w ¢ v � SizingSi jnp 545 m co 545 0 Q
o+ oz M � rn z = r � a Required Tv = 1104 CF From VRRM spreadsheet Required Tv = 1879 CF from VRRM spreadsheet d b p Q Q Z
u w � r °+'o¢ . Maw
��� 10
�� o o z
> > o < �'n'nr O� o r•�o cow a- Q
Q O o U) o ¢_ v CN � v (o o C+i v Cl)
rr z L0 z Storage Depth = 1.76 see below Storage Depth = 1.76 see below + o v m N z co Cn rn o'm U
O z 2E> M> Q p X: O O Z O to 'n c fn to M M LO
CURB CUTIB ���z�z p=�2»2»
Cna ��z zFrz z
LEVEL 1
550 CHANNELA BIORETENTION FILTER 550
BMPA
i
BMP B
LEVEL 1 BIORETENTION FILTER I
PER DEQ. SPEC. NO. 9
PROVIDED SOIL MEDIA S.A. = 1083 SF AS BUILT CONTOURS (T)
5�g SEE SIZING CALCS THIS SHEET
SEE LANDSCAPE PLAN FOR PLANTINGS \ k i 1' WIDE BEI
Min Depths Max Depths
N/A 1
2 4
0.33 0.5
N/A N/A
w
Min Depths
Max Depths
LU
00 U)� r
or I- L
>
W
z
N/A
1
m
Z
o'Mo
azo�zZ)
O
J
�Mz�
oO
i
Z
Q
2
4
O>
z�>�
Co
p���»>�»>
Z�ZZZ
Cb
pC?�»�»
Z�ZZ
Q
0.33
0.5
U
O�Z�Z
����ZZ
Op �Z
O
O
LLI
N/A
N/A
>
DO
r
Provided Surface Area = 635 SF Provided Surface Area = 1083 SF 1' WIDE BERM (TYP) LEVEL 1
G
PROP. GRADE SEE 2/C7.6 Q nnnn
Additional PondingVolume= 0 CF Outside soil media footprint AdditionalPondingVolurn = 0 CF Outside soil media footprint BIORETENTION FILTER ly
Provided Tv= 1115 CF Surface Area*Storage Depth +Additional Ponding Provided Tv= 1901 CF Surface Area*Storage Depth +Additional Ponding 540 - BMPB 540
10 YR POND ELEV:
SIZING CALCULATIONS PROP. GRADE - - 538.88
STONE ENERGY DISSIPATER (TYP) � O
12" DEPTH, 6" DIA. STONE 10-YR POND ELEV. 545.53 y
SEE PLAN FOR DIMENSIONS
UNDERLAY WITH GEOTEXTILE / 1 AS -BUILT CERTIFICATION.
FABRIC PER DETAIL 1/C2.5. 'R POND ELEV: 54 1 k
545 54,
1. BOTH BMP A AND B ARE IN GENERAL CONFORMANCE WITH THE DESIGN INTENT, AND MEET y EE ETAIL 4/C7.6 FOR BMP
M AYER DEPTHS AND MATERIALS
MINIMUM REQUIREMENTS IDENTIFIED IN THE SPECIFICATIONS AND APPROVED PLANS. THE
o SEE DETAIL 4 C7.6 FOR BMP ENGINEER OF RECORD HAS REVIEWED 3RD PARTY INSPECTION REPORTS AND HAS DETERMINED
m '` ' LAYER DEPTHS AND MATERIALS THE TREATMENT VOLUMES IN THE INSTALLED CONDITION EXCEED THE APPROVED DESIGN
CONDITION. 3RD PARTY INSPECTION REPORTS ACCOMPANY THIS SUBMISSION. 535 535
PROP. 1" GAS
CROSSING
58.48LF OF 15" HDPE @ 1.00%
OVERLAP WITH BMP "
GEOTEXTILE FABRIC 12" MIN.
SURROUNNER WS DE GEOTEXTILEBMP WITH IMPERMEABLE
FABRIC
_ SD-14
540 540
31.67LF OF 6" PVC @ 0.66% U
NOTE: ALL PIPE AND STRUCTURE
CONNECTIONS SHALL BE WATERTIGHT.
0+0- 1+00 1+50
O2 BMP A AND CHANNEL A PROFILE
H: 1" = 20': 0 20 40
V: 1" = 2': 0 2 4
TO SD-7
37.41LF OF 6" PVC @. /O 9.65LF OF 15" HDPE @ 2.04%
SURROUND BMP WITH IMPERMEABLE
LINER INSIDE GEOTEXTILE FABRIC NOTE: ALL PIPE AND STRUCTURE
CONNECTIONS SHALL BE WATERTIGHT.
0+00 0+50 1+00 1+10
O4 BMP B PROFILE
H: 1" = 20': 0 20 40
V: 1" = 2': 0 2 4
PtiTH OF
U DANIEL C. HYER 9
Lic. No. 45596
ON AL ENG`
APPROVED DCH
SUBMISSION N' AB-1
PROJECI 1903600
T H E W 0 R K O F
L I N E + G R A D E
C7m5
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL
TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES;
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL
INSPECTOR.
4. OWNER IS RESPONSIBLE FOR PROVIDING DOCUMENTATION THAT CERTIFY STORMWATER MANAGEMENT FACILITIES HAVE BEEN CONSTRUCTED IN
ACCORDANCE WITH THE APPROVED PLANS. A LICENSED ENGINEER SHALL INSPECT AND CERTIFY FACILITIES DURING CONSTRUCTION AT THE
INSPECTION MILESTONES LISTED ON THE PLANS. IF A FACILITY CANNOT BE VERIFIED TO HAVE BEEN CONSTRUCTED PER THE PLANS, THE COUNTY
MAY REQUIRE CCTV INSPECTION, TEST PITS, OR EXCAVATION TO VERIFY THE FACILITY AT THE OWNER'S SOLE EXPENSE.
5. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO THE DESIGN ENGINEER FOR APPROVAL PRIOR TO ORDERING FACILITY STRUCTURES AND PARTS.
6. A GEOTECHNICAL ENGINEER SHALL VERIFY BEARING CAPACITY OF SOIL PROFILE BELOW ALL STORMWATER FACILITIES.
INSTALLATION PROCEDURE AND INSPECTION MILESTONES
NOTE: CONTRACTOR SHALL READ AND ADHERE TO ALL MANUFACTURER INSTALLATION GUIDES, SPECIFICATIONS, DETAILS, AND INSTRUCTIONS. ENSURE ALL
APPLICABLE DOCUMENTATION IS OBTAINED FROM MANUFACTURER AT THE TIME OF PURCHASE.
NOTE: STORAGE OF MATERIALS SUCH AS CONSTRUCTION MATERIALS, EQUIPMENT, SOIL STOCKPILES, ETC. OVER THE MODULE SYSTEM AT ANY TIME IS
STRICTLY PROHIBITED.
1. EXCAVATION
1.1. STAKE OUT AND EXCAVATE IN ACCORDANCE WITH OSHA REGULATIONS TO ELEVATION REQUIRED TO INSTALL SYSTEM AS SHOWN ON
PLANS. EXCAVATION MUST EXTEND A MINIMUM OF 12" BEYOND MODULE FOOTPRINT IN EVERY DIRECTION.
1.2. REMOVE OBJECTIONABLE MATERIAL WITHIN WALLS AND BOTTOM OF EXCAVATION.
1.3. PREPARE SUBGRADE PER STORMTANK DESIGN MANUAL TO PROVIDE MINIMUM BEARING CAPACITY REQUIRED.
1.4. INSPECTION: GEOTECHNICAL ENGINEER SHALL VERIFY BEARING CAPACITY AT BOTTOM OF EXCAVATION. ENGINEER OF RECORD SHALL
VERIFY EXCAVATION DIMENSIONS.
2. LINERS AND LEVELING BED
2.1. PLACE GEOTEXTILE AND IMPERMEABLE LINERS PER STORMTANK DETAILS.
2.2. PLACE AND CONNECT SYSTEM UNDERDRAIN PER PLANS.
2.3. PLACE STONE BASE LEVELING BED AND COMPACT. ENSURE MINIMUM STONE DEPTH AND LEVEL TOP SURFACE.
3. STORMTANK MODULES
3.1. ASSEMBLE MODULES PER MANUFACTURER SPECIFICATIONS.
3.2. PLACE GEOTEXTILE FABRIC ON TOP OF LEVELING BED TO ALLOW FOR MODULES TO BE FULLY WRAPPED ONCE INSTALLED.
3.3. NOTING ANY MODULES REQUIRING MODIFICATION (INLETS, OUTLETS, DEBRIS ROW, OBSERVATION PORTS), PLACE BOTTOM COURSE OF
MODULES PER MANUFACTURER SPECIFICATIONS.
3.4. INSERT STACKING PINS IN BOTTOM COURSE. DO NOT INSTALL TOP COURSE UNTIL INSPECTION IS PERFORMED.
3.5. INSPECTION: ENGINEER OF RECORD SHALL VERIFY STONE BASE DEPTH, UNDERDRAIN INSTALLATION, AND THE ELEVATION,
MODIFICATIONS, AND DIMENSIONS OF THE BOTTOM COURSE OF MODULES PRIOR TO PLACING TOP COURSE OF MODULES.
3.6. WITH APPROVAL OF INSPECTING ENGINEER, PLACE TOP MODULES, ENGAGING PINS AND ALIGNING MODULES WITH THE BOTTOM COURSE.
WRAP MODULES IN GEOTEXTILE LINER PER PLANS, ENSURING NO DAMAGE TO LINERS.
3.7. INSPECTION: ENGINEER OF RECORD SHALL INSPECT GEOTEXTILE AND IMPERMEABLE LINERS PRIOR TO BACKFILLING.
4. BACKFILL
4.1. WITH APPROVAL, BEGIN BACKFILLING SIDES OF SYSTEM. BACKFILL PERIMETER EVENLY TO AVOID LATERAL LOADS FROM UNEVEN FILL,
WHICH CAN CAUSE RACKING OF SYSTEM. LIFTS SHALL NOT EXCEED 12".
4.2. PLACE BACKFILL MATERIAL WITH EXCAVATOR, DOZER, OR CONVEYOR BOOM FROM NATIVE SOIL SURROUNDING THE EXCAVATION. DO NOT
DIRECTLY ACCESS THE SYSTEM DURING SIDE BACKFILLING. DO NOT DUMP DIRECTLY FROM TRUCK.
4.3. COMPACT EACH LIFT OF BACKFILL MATERIAL UNTIL SIDE BACKFILL IS EVEN WITH THE MODULE TOPS.
4.4. PLACE TOP BACKFILL MATERIAL WITH LOW GROUND PRESSURE EQUIPMENT, OR PREFERRABLY CONVEYOR BOOM. DO NOT DUMP
DIRECTLY FROM TRUCKS. DO NOT DRIVE ON MODULES WITHOUT A MINIMUM OF 12" COVER.
4.5. PLACE BACKFILL IN 12" LIFTS. COMPACT EACH LIFT WITH STATIC ROLLER PRODUCING LESS THAN 10 PSI PER ROLLER.
4.6. INSTALL METALLIC TAPE AROUND SYSTEM PERIMETER FOR FUTURE UTILITY DETECTION.
4.7. INSPECTION: ENGINEER OF RECORD TO INSPECT STONE BACKFILL ONCE COMPLETE, PRIOR TO BRINGING TO FINAL GRADE.
4.8. BACKFILL WITH SUITABLE FILL TO FINAL GRADE. APPLY LANDCOVER AS SHOWN ON PLANS.
4.9. FLUSH SYSTEM CLEAN AS SHOWN IN CLEANING NOTES BELOW.
STORMTANK SYSTEM MAINTENANCE
INSPECTION:
1. INSPECT ALL OBSERVATION PORTS, INFLOW AND OUTFLOW CONNECTIONS, AND THE DISCHARGE AREA.
2. IDENTIFY AND LOG ANY SEDIMENT AND DEBRIS ACCUMULATION, SYSTEM BACKUP, OR DISCHARGE RATE CHANGES.
3. IF THERE IS A SUFFICIENT NEED FOR CLEANOUT, CONTACT A LOCAL CLEANING COMPANY FOR ASSISTANCE.
CLEANING:
1. IF PRETREATMENT DEVICE IS INSTALLED, FOLLOW MANUFACTURER RECOMMENDATIONS.
2. USING A VACUUM PUMP TRUCK, EVACUATE DEBRIS FROM THE INFLOW AND OUTFLOW POINTS.
3. FLUSH THE SYSTEM WITH CLEAN WATER, FORCING DEBRIS FROM THE SYSTEM.
4. REPEAT STEPS 2 AND 3 UNTIL NO DEBRIS IS EVIDENT.
AS -BUILT CERTIFICATION:
THE INSTALLED SYSTEM IS IN GENERAL CONFORMANCE WITH THE DESIGN INTENT. THE ENGINEER OF RECORD HAS
REVIEWED 3RD PARTY INSPECTION REPORTS FOR SWM C INSTALLATION AND HAS DETERMINED THE HYDRAULIC CONDITION
OF THE INSTALLED SYSTEM MEETS OR EXCEEDS THE APPROVED DESIGN CONDITION.
9
ig
\ \ S39 \
EX. MANHOLE NOT REPLACED � I-3B, L14'
RIM:540.-
INV n IT, iNV. OUT: 5 6.3 PROP. 13.89 OF 15" HDPEE @H 4.74%�
_ EX. PIPE WAS FOUND TO BE ( PROP. 21.50 OF 15" HDPE
X-2 I STRUCTURALLY DEFICIENT AND WAS cp
G n
.9. EX. STAR MH \ REPLACED AT THE ALIGNMENT SHOWN
h RIM: 5A5.67 SD-2B
IN, IN: 5b387.17 (SD-1 s 1` , 3.1 (15 S �I
�-
SDt1 �m ��.aCW�91�J:�iimmmmmmmm roa.rl�
�. ,; �rvOTnMH 2' NEW. PUBLIC SWM I
0HA0 - V.
I \ 0 w '-" RIM:539.42 RI �4B.2± - -
IN . IN: 535.66 (SD-19) INV. IN:� �' MAINTENANCE EASEMENT
,ROP. 15.24 OF 18" RCP @ 1.38% FE @ 6.51 0 IN IN: 535.62 (SD-2B V. IN�r+ (D.B. 5551 P.265-272 &
I \ D-1t
\ VDOT MH-2, 4 D.
RIM:536. 8
\SJNV.IN: 528.43 (SD-
�5$8.38 \
-op. 62•. r r
1'WIDE STONEDETAIL
•• • STORIVITANK
• •.
538.1 SEE pj�t•� :•-c`�KLai�l-�A:�'.0 ,�.it_'.- �,All er- "I ' ,• -t..� • .�� :•.,.� q-S.;•_._., • •., • , 'sue;.,
"mmmmimmm c
\ \ \ OT H-2, ' I.D. WITH WEFR�
IM:bam�.44RIM7IN:
.2 537.35
\ \ \ IN .I INV30. UT)
INV 1 : INV30.� (4 0
.INV53 .12
\ \ \ EE DET)�L THIS SHEET /
I 1 �
I
r
INV. I
I V,
SWM C (UNDERGROUND DETENTION) PLAN
'20 1" = 10': 0 10 20
SEE VDOT MH-1 DETAIL FOR
STRUCTURE DIMENSIONS
CONNECT UNDERDRAIN
UPSTREAM OF WEIR
\\ UNDERDRAIN INFLOW
WEIR INV:
1
VDOT ST-1 STEPS
"' GALVANIZED
STEEL WEIR PLATE
VDOT SWM-DR
ORIFICE TRASH RACK
VDOT SWM-DR
ORIFICE TRASH RACK
z 6" DIA ORIFICE INV: 530.00
0
P 534.25 -
VDOT ST-1 STEPS
- WEIR PLATE
MOUNT TO MANHOLE
WITH GALVANIZED
STEEL BRACKETS (4)
OUTFLOW PIPE
(BEHIND)
PLAN SECTION A -A
SD-C CONTROL STRUCTURE
10-YR WSEL: 534.93
4'
2-YR WSEL: 533.83
1-YR WSEL: 532.93
11
r
L12'
-1W OBSERVATION PORTS -�
,j SEE76ETAAI L , /
DEBRIS ROW / I
I SEE DETAIL 4/C7.8 I
/ SD-2
/ VDOT DI-1 I
RIM:�8 RIM: 40.4
INV. IN: 684.6 (69 8) INV/IN: 53 .32 S
- SD-11-
I
RIM:544.34/ RIM'
OUT: 540.15 INV. 01
OUT:5 3.101 V. -2-94 RI :538.63
NOTE: FOR SYSTEM PROFILE AND ADDITIONAL DETAILS, SEE PROFILE ON SHEET C6.1.
jj'/i 2
/2'x1'/�' BOLT N" DIA
. f'/i'
METAL PLATE R-LAX
J'
P „
SIDE VIEW OF BOLT WELDED
ON TO METAL PLATE
SIDE VIEW
DETAIL FOR DEBRIS RACK HOLDER
TOP VIEW
TOP TO BE HINGED TO ALLOW
ACCESS TO WATER QUALITY ORIFICE
(SEE HOLDER DETAIL ABOVE)
FRONT VIEW
SWM-DR
1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS
RACK HOLDER TO BE INCLUDED IN THE BID PRICE
FOR THE SWM DRAINAGE STRUCTURE.
2. EBRIS RACK MAY BE FIRICATED FROM WELDED
DIAMETER BARS OR %¢ THICK HIGH DENSITY
LYETHYLENE. METAL COMPONENTS OF DEBRIS
RACK MUST NOT BE GALVANIZED.
3. DEBRIS RACK TO BE HINGED AS SHOWN OR
CONTRACTOR MAY SUBSTITUTE A COMPARABLE
DESIGN AS APPROVED BY THE ENGINEER.
4. THE LOCATION OF THE DEBRIS RACK HOLDER
MAY BE ADJUSTED FOR VARIABLE CONDITIONS.
WHEN HOLDER BOLT IS LOCATED ON THE METAL
PLATE THF, %z" DIA BOLT LENGTH IS TO BE
REDUCED /4 LG. AND WELDED TO THE PLATE.
DEBRIS RACK HOLDER AND ALL HARDWARE IS
TO BE GALVINIZED.
------
fir}• TOP TO BE HINGED TO ALLOW
ACCESS TO WATER QUALITY
ORIFICE (SEE NOTE 3)
DIA BARS
2E NOT SEE NOTE�IZED ❑
y ❑❑�
o 000
0000 3" DIA HOLES OR
❑ ❑ ❑ ❑ ❑ 1 E NOTE 2)
❑❑❑❑❑❑�
1'-O" MIN.
1'-0�/2' MIN. -I FRONT VIEW
SIDE VIEW HIGH DENSITY POLYETHYLENE
METAL DETAIL FOR DEBRIS RACK
(FOR WATER QUALITY ORIFICE)
SPECIFICATION STORMWATER MANAGEMENT (SWM) DETAILS tVD`�
REFERENCE
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE ROAD AND BRIDGE STANDARDS
302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) REVISION DATE SHEET 2 OF 5
VIRGINIA DEPARTMENT OF TRANSPORTATION 114.05
OSWM-DR (ORIFICE DEBRIS RACK)
w
0
Q
W
z
J
N
LLJ (n Q
w J Z_
2 �
co %
0 6 �7_
Q Q Z
O O
00-0 U
Lu
(n cJ
0 O G
a LU
m
N J
L.L Q
i
0
z
ttC
W
uj
Z
Z
uj
J
LLI
0
z
Q
z
^Q
m
CU
G
TH OF�
DANIEL C. HYER Y
LIC. N0. 45596•
/ONAL En
APPROVED DCH
SUBMISSION NO. AB-1
PROJECT 1903600
T H E W 0 R K O F
L I N E + G R A D E
C7m7
SURVEY CONTROL A
NAME
NORTH
EAST
ELEVATION
T-166022
3936052.27700
115012B2.56200
548.46
T-166278
3936084.95400
11501369.41800
548.03
T-166280
3936174.40300
11501195.48100
555.26
T-166681
3936219.78200
11501418.79700
546.49
T-235001
3935919.30100
11501452.63200
545.87
TMP
32-39
SULLY RIZ,
LLC
INST.02022-2718
D.B.
5493 P.
309
D.B.
5551 P.
265 PLAT
H.W.P.B. XIV
P. 200 PLAT
D.B.
1639 P.
566 PLAT
D.B.
2777 P.
317
D.B.
2284 P.
385
H.W.P.B. XIV
P. 200-207 PLAT
H.W.P.B. XIV
P. 176 PLAT
D.B.
629 P.
101, 104 PLAT
D.B.
2427 P.
585
D.B.
326 P.
78
INST.I
2022-6392
ACSA
INST.I
2022-4408
VEPCO
D.B.
5559 P.
744 SWM
D.B.
5551 P.
265
D.B.
5515 P.
258 SWM
D.B.
5293 P.
78
D.B.
3597 P.
162 ACSA
D.B.
2777 P.
317
D.B.
2427 P.
585
D.B.
1600 P.
75 ACSA
D.B.
898 P.
335 WATERLINE
D.B.
326 P.
78
D.B.
272 P.
632 VEPCO
LEGEND:
AIR COMPRESSOR
= BUSH
BSL = BUILDING SETBACK LINE
CO CLEAN OUT
EM = ELECTRIC METER
FH FIRE HYDRANT
FP = FLAG POLE
FFE = FINISHED FLOOR ELEVATION
GV = GAS VALVE
GM = GAS METER
A GROUND LIGHT
HDPE POLYETHYLENE
HCR HANDICAP RAMP
IF = IRON FOUND
IS = IRON SET
MF = MONUMENT FOUND
NS = MAG NAIL FOUND
LIGHT POLE
11E = PLANT
® PIPE BOLLARD
0 = SIGN
SS = SANITARY MANHOLE
SO = STORM DRAIN MANHOLE
TD = TRENCH DRAIN
TR = TRANSFORMER
TW = TOP OF WALL
TREE = UNKNOWN SPECIES
WM = WATER METER
WV = WATER VALVE
WMV = WATER METER VAULT
.548.50 = SPOT ELEVATION
12TREE25 = 12" TREE 25' CROWN SPREAD
6 = GAS LINE
S = SEWER LINE
= STORM DRAINAGE LINE
w = WATERLINE
-xx- = FENCE
VDOT DRAINAGE EASEMEN-
VDOT PROJ. /0649-002-158
TMP 32-40
AIRPORT AUTO INVESTMENTS, LLC
D.B. 5189 P. 548
HWPB. XIV P. 200 PLAT
D.B. 715 P. 634 PLAT
THIS PHYSICAL SURVEY WAS PREPARED FOR:
SHEETZ
THIS SURVEY WAS PREPARED WITHOUT
THE BENEFIT OF A TITLE REPORT.
SOME EASEMENTS OTHER THAN THOSE SHOWN
HEREON MAY EXIST.
IIuI�YII��If•�SrLI�aZK�rlrlulul�.Alls7�
TMP 32-39 IS IN THE RIO MAGISTERIAL DISTRICT
THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X
(UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE
0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
MAP 51003CO145D DATED: FEBRUARY 4, 2005
THIS PHYSICAL SURVEY WAS COMPLETED
UNDER THE DIRECT AND RESPONSIBLE CHARGE
OF CHRISTOPHER B. KEAN FROM AN ACTUAL
GROUND SURVEY MADE UNDER MY SUPERVISION;
THAT THE IMAGERY AND/OR ORIGINAL DATA WAS
OBTAINED ON SEPTEMBER 30, 2022; AND THAT THIS
PLAT, MAP, OR DIGITAL GEOSPATIAL DATA INCLUDING
METADATA MEETS MINIMUM ACCURACY STANDARDS
UNLESS OTHERWISE NOTED.
I HEREBY CERTIFY THAT THIS PHYSICAL SURVEY, TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS
CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES
AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE
BOARD OF ARCHITECTS, PROFESSIONAL ENGINEERS, LAND
SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND
INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY
SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY.
NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES
IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE
LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY
UTILITY MAPS, AND FIELD VERIFICATION.THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE
FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT
BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
557.35
18.95 LF
15"RCP ■2.57%
TMP 32-39B
COMMONWEALTH OF VIRGINIA
DEPARTMENT OF TRANSPORTATION
D.B. 2777 P. 317
D.B. 2284 P. 385
HWPB. XIV P. 200-207 PLAT
SWM FACILITY
EASEMENT
D.B. 5559 P. 744
D.B. 5551 P. 265
i
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647.78
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i
D.B. 5559 P. 744 �/ OypQ O�
D.B. 5551 P. 265 yy'.'t' /
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D.B. 5559 P. 744
D.B. 5651 P. 265
VDOT DRAINAGE EASEMENT::-'': •:
TMP 32-38A � 6
VDOT PROJ. 0649=0QZ-1 8''
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JOSEPH M. TERRY, JR.
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AIRPORT ROAD
STATE ROUTE 649
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ELECTRIC EASEMENT
VDOT PROJ. 00649-002-158
TELEPHONE 8
ELECTRIC EASEMENT
VDOT PROJ. f0649-002-158
IFS
N55002'36"W
17.11'
LIfNC(�)LN
' SURVEYING
Innovation. Integrity. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincolnsurveying.com
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STORM SCHEDULE:
SD-16
547.73
IN:6"PVC 544.75(EAST)
OUT:15"HDPE 544.631WESTI
SD -A
545.37
IN:6"PVC 540.79 (CO)
OUT:15"HDPE 540.72 (SD-14)
SD-B
538.63
IN:6"PVC 533.72 (CO)
IN:6"PVC 533.83 (CO)
OUT:15"HDPE 533.65 (SD-8)
SD-17
557.35
IN:15"RCP 549.291WEST)
OUT:15"RCP 549.04(SD-X8)
SD-X8
556.73
CL:549.06
IN:15"RCP 548.561SD-17)
IN:15"RCP 549.62(EAST)
OUT:30"RCP 548.481X-61
SD-14
548.66
IN:15"HDPE 540.14(SD-A)
OUT:15"HDPE 540.10 SD-13 1 I
SD-13
547.26
IN:15"HDPE 539.60 SD-14 1 I
OUT:15"HDPE 539.53(INV)
SD-10
544.24
IN:15"HDPE 539.58(SD-11)
OUT:15"HDPE 539.53(INV)
SD-8
537.89
IN:15"HDPE 533.46(SD-8)
OUT:15"HDPE 533.41(SD-7)
SD-7
537.85
IN:15"HDPE 533.151SD-81
OUT:15"HDPE 533.10(SWM C)
SD-C
537.26
TOP OF WEIR: 534.90
6" ORIFICE: 530.64
IN:18"HDPE 530.121SWM CI
OUT: 18" RCP 629.92 (SD-11
SDA
536.18
IN:15"HDPE 531.63(SD-18)
IN:18"HDPE 528.43(SD-0)
OUT:18"RCP 528.38(X-2)
SD-X2
535.67
IN:18"RCP 528.17(SD-1)
SD-19
540.47
OUT:15"HDPE 536.32(SD-18)
SD-18
539.42
IN:16"HDPE 535.87(SD-19)
IN:15"HDPE 535.8211NV)
OUT:15"HDPE 535.58(SD-1)
SD-11
544.34
OUT:15"HDPE 540.15(SD-10)
SD-3
546.29
IN:15"HDPE 538.59(SD-4)
OUT:18"HDPE 538.56(SD-2)
SD-4
546.68
IN:6"PVC 539.64(NORTH)
IN:15"HDPE 538.88(SD-5)
OUT:15"HDPE 538.85(SD-31
SD-5
548.09
IN:15"HDPE 543.681SD-6)
OUT:15"HDPE 543.65(SD-4)
SD-6
548.83
IN:6"PVC 544.31(NORTHWEST)
OUT:15"HDPE 544.23(SD-51
SD-2
540.47
CL:531.06
IN:18"HDPE 534.32(SD-3)
SANITARY SCHEDULE:
SSMH/1
547.78
IN:6"PVC 537.78(CO)
IN:6"PVC 537.82(SSMH)
OUTA"PVC 537.72(EX.SAN)
SSMH/2
547.69
IN:4"PVC 544.20(RECLAIM)
INA"PVC 542.85(GREASE)
OUT:6"PVC 538.84(SSMH/1)
PHYSICAL SURVEY OF
000 HEALTH of AIRPORT ROAD SHEETZ
PARCEL XXmAB
TAX MAP 32 PARCEL 39
RIO MAGISTERIAL DISTRICT
CHRISTOPHER B. -WE- AN ALBEMARLE COUNTY, VIRGINIA
LIC. NO. 2378 DATE: JUNE 17, 2022 SCALE: 1" = 20'
REVISED: JUNE 30, 2022
10-03-2022 CONTOUR INTERVAL 1' (BIO FILTERS)
REVISED: AUGUST 3, 2022
L9� suos 04 REVISED: OCTO ER 3 202 2 NAVD '88 VERTICAL DATUM
121007900-22276-ASB.PRO 121-007900