SAW-2015-02539 NWP 39 Verification.pdf

DEPARTMENT OF THE ARMY
U.S. ARMY CORPS OF ENGINEERS, WILMINGTON DISTRICT
WILMINGTON REGULATORY OFFICE
69 DARLINGTON AVENUE
WILMINGTON NORTH CAROLINA 28403
June 18, 2024
Regulatory Division
SAW-2015-02539
Sent Via email: [e-mail]
Michael Borgman
United States Department of Veterans Affairs
810 Vermont Avenue NW
Washington, D.C. 20571
Dear Mr. Borgman:
This letter is in response to the Pre -Construction Notification (PCN) you submitted to
the Wilmington District, Charlotte Field Office on April 22, 2024, for a Department of the
Army Nationwide permit (NWP) verification. This project has been assigned the file
number SAW-2015-02539 and is known as Salisbury National Cemetery Annex
Expansion. This file number should be referenced in all correspondence concerning this
project.
A review of the information provided indicates that the proposed work would include
the development of the property for use as a cemetery and include one stream crossing.
The project area for this determination includes a 35 acre area which is illustrated on
the enclosed site plans/maps. The project/review area is located in the Yadkin Pee Dee
basin; at 501 Statesville Boulevard, in Salisbury, Rowan County, North Carolina at
Latitude 35.682380 and Longitude-80.494640.
We have determined that the proposed work is authorized by Nationwide Permit 39
pursuant to authorities under Section 404 of the Clean Water Act (33 U.S.0 § 1344).
The proposed work must be accomplished in strict accordance with the general permit
conditions, any regional conditions, the application materials, and the enclosed plans. If
the extent of the project area and/or nature of the authorized impacts to waters are
modified, a revised PCN must be submitted to this office for written approval before
work is initiated. Any violation of permit conditions or deviation from your submitted
plans may subject the permittee to enforcement action.
This verification is valid until March 14, 2026, unless prior to this date the subject
NWP(s) is suspended, revoked, or is modified such that the activity no longer complies
with the terms and conditions of this NWP. If you commence or are under contract to
commence this activity before the date that the relevant NWP is modified or revoked,

you will have 12 months from the date of the modification or revocation of the NWP to
complete the activity under the present terms and conditions of this NWP.
Activities subject to Section 404 (as indicated above) may also require an individual
Section 401 Water Quality Certification. You should contact the NC Division of Water
Resources (telephone [phone]) to determine Section 401 requirements.
This NWP verification does not preclude the necessity to obtain any other Federal,
State, or local permits, licenses, and/or certifications, which may be required.
If you have any questions related to this verification or have issues accessing
documents referenced in this letter, please contact Amber Lipsky, Regulatory Specialist
of the Charlotte Field Office at [phone], by mail at the above address, or by email
at [e-mail]. Please take a moment to complete our customer
satisfaction survey located at https:Hregulatory.ops.usace.army.mil/customer-service-
survey/.
Sincerely,
A4a
Amber Lipsky
Regulatory Specialist
Enclosures
Cc (w/enclosures)
Joseph Sullican, KCI Associates of North Carolina (via [e-mail])
Andrew Pitner, NCDEQ (via [e-mail])

Compliance Certification Form
File Number: SAW-2015-02539
County: Rowan
Permittee: United States Department of Veterans Affairs, Michael Borgman
Project Name: Salisbury National Cemetery Annex Expansion
Date Verification Issued: 6/18/2024
Project Manager: Amber Lipsky
Upon completion of the activity authorized by this permit and any mitigation required by
the permit, sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
Wilmington District
Attn: Amber Lipsky
Charlotte Field Office
8430 University Executive Park Drive Suite 615
Charlotte, North Carolina 28262
or
amber. [e-mail]
Please note that your permitted activity is subject to a compliance inspection by a U. S.
Army Corps of Engineers representative. Failure to comply with any terms or conditions
of this authorization may result in the Corps suspending, modifying or revoking the
authorization and/or issuing a Class I administrative penalty, or initiating other
appropriate legal action.
hereby certify that the work, and mitigation (if applicable), authorized by the above
referenced permit has been completed in accordance with the terms and conditions of
the said permit including any general or specific conditions.
Date Authorized Work Started:
Completed:
Describe any deviations from permit (attach drawing(s) depicting the deviations):
*Note: The description of any deviations on this form does not constitute approval by the Corps.
Signature of Permittee
Date

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Salisbury National Cemetery
SALISBURY NATIONAL CEMETERY ANNEX II
PROJECT NUMBER. 876CM3025
100% CONSTRUCTION DOCUMENTS
2024-03-18
OWNER
DEPARTMENT OF VETERANS AFFAIRS
NATIONAL CEMETERY ADMINISTRATION
SHEET INDEX
SALISBURY NATIONAL
CEMETERY ANNEX II
GRAVESITE YIELD SUMMARY S. McCoy Road,
Salisbury, NC 28144
CONTRACT
BASE BID OPTION 1
COLUMBARIUM NICHES: 3,000
PRE -PLACED CRYPTS (PPC): 2,937
IN -GROUND CREMAINS (IGC): 1,681
MEMORIAL WALL: 200
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SHEET TITLE
SHEET DWG.
SHEET TITLE
1.
GC-001
COVER SHEET
45.
LS-102
SITE PLAN - AREA A
93.
LS-703
SIGN DETAILS
137. ES-101
ELECTRICAL - DETAIL SITE PLAN
2.
GC-002
GENERAL CONSTRUCTION STAGING AND
46.
LS-103
SITE PLAN - AREA B
94.
LS-704
SIGN DETAILS
138. ES-102
ELECTRICAL - DETAIL SITE PLAN
SEQUENCING PLAN
47.
LS-104
SITE PLAN - AREA C
48.
LS-105
BURIAL NUMBERING PLAN
95.
S-001
GENERAL STRUCTURAL NOTES
139. E-101
COVER SHEET - ELECTRICAL
3.
V-101
EXISTING CONDITIONS - OVERALL
96.
S-101
COLUMBARIUM FOUNDATIONS
140. E-500
ELECTRICAL DETAILS
4.
V-102
EXISTING CONDITIONS - AREA A
49.
LS-201
SITE LAYOUT PLAN - OVERALL
97.
S-102
SERVICE EMBLEM WALL FOUNDATION AND DETAILS
141. E-501
ELECTRICAL DETAILS
5.
V-103
EXISTING CONDITIONS - AREA B
50.
LS-202
SITE LAYOUT PLAN - AREA A
98.
S-103
FLAG POLE FOUNDATIONS
142. E-600
ELECTRICAL RISER DIAGRAM AND SCHEDULES
6.
V-104
EXISTING CONDITIONS - AREA C
51.
LS-203
SITE LAYOUT PLAN - AREA B
99. S-104
ENTRANCE WALL FOUNDATION PLAN AND DETAILS
52.
LS-204
SITE LAYOUT PLAN - AREA C
100. S-105
STEEL PICKET FENCE FOUNDATIONS
7.
B-101
BORING PLAN
53.
LS-205
COLUMBARIUM PLAZA ENLARGED SITE LAYOUT PLAN
101. S-106
CHAIN LINK FENCE FOUNDATIONS
8.
B-102
BORING LOGS
102. S-107
MEMORIAL WALL FOUNDATION PLAN AND DETAILS
9.
B-103
BORING LOGS
54.
LG-101
GRADING PLAN - OVERALL
103. S-108
CULVERT FOUNDATION PLAN
10.
B-104
BORING LOGS
55.
LG-102
GRADING PLAN - AREA A
104. S-109
CULVERT FOUNDATIONS AND RAILING SUPPORT
56.
LG-103
GRADING PLAN - AREA B
105. S-201
TYPICAL STRUCTURAL DETAILS
11.
CG-101
EROSION AND SEDIMENT CONTROL PLAN - OVERALL
57.
LG-104
GRADING PLAN - AREA C
12.
CG-102
EROSION AND SEDIMENT CONTROL PLAN - AREA A
106. A-100
ABBREVIATIONS & GENERAL NOTES
13.
CG-103
EROSION AND SEDIMENT CONTROL PLAN - AREA B
58.
IR001
IRRIGATION NOTES AND LEGEND
107. F-111-PR
PUBLIC RESTROOMS - FOUNDATION PLAN
14.
CG-104
EROSION AND SEDIMENT CONTROL PLAN - AREA C
59.
IR101
IRRIGATION PLAN
108. A-111-PR
PUBLIC RESTROOMS - FLOOR PLAN
15.
CG-501
EROSION CONTROL PLAN DETAILS
60.
IR102
IRRIGATION PLAN
109. A-112-PR
PUBLIC RESTROOMS - CEILING PLAN
16.
CG-502
EROSION CONTROL PLAN DETAILS
61.
IR103
IRRIGATION PLAN
110. A-113-PR
PUBLIC RESTROOMS - ROOF PLAN
17.
CG-503
EROSION CONTROL PLAN DETAILS
62.
IR501
IRRIGATION DETAILS
111. A-211-PR
PUBLIC RESTROOMS - ELEVATIONS
63.
IR502
IRRIGATION DETAILS
112. A-311-PR
PUBLIC RESTROOMS - SECTION
18.
CD-101
PRE -DEVELOPMENT STOMWATER PLAN
64.
IR503
IRRIGATION DETAILS
113. A-312-PR
PUBLIC RESTROOMS - SECTION
19.
CD-102
POST -DEVELOPMENT STORMWATER PLAN
65.
IR504
IRRIGATION DETAILS
114. A-313-PR
PUBLIC RESTROOMS - SECTION
115. A-411-PR
PUBLIC RESTROOMS - ENLARGED PLANS
20.
CP-101
ROADWAY PLAN AND PROFILE VIEW - OVERALL
66.
LP-101
PLANTING PLAN - OVERALL
116. A-511-PR
PUBLIC RESTROOMS - DETAILS
21.
CP-102
ROADWAY PLAN AND PROFILE VIEW
67.
LP-102
PLANTING PLAN - AREA A
117. A-611-PR
PUBLIC RESTROOMS - WINDOW, DOOR & HARDWARE
22.
CP-103
ROADWAY PLAN AND PROFILE VIEW
68.
LP-103
PLANTING PLAN - AREA B
SCHEDULE
23.
CP-104
ROADWAY PLAN AND PROFILE VIEW
69.
LP-104
PLANTING PLAN - AREA C
118. A-612-PR
PUBLIC RESTROOMS - ROOM FINISH & EXTERIOR
24.
CP-105
ROADWAY PLAN AND PROFILE VIEW
70.
LP-501
PLANTING DETAILS
FINISH SCHEDULE
25.
CP-106
ROADWAY PLAN AND PROFILE VIEW
71.
LP-502
PLANTING DETAILS
119. F-111-MV
MATERIAL & VEHICLE STORAGE - FOUNDATION PLAN
26.
CU-101
UTILITY PLAN - OVERALL
72.
LS-501
PAVING DETAILS
120. A-111-MV
MATERIAL & VEHICLE STORAGE - FLOOR PLAN
27.
CU-102
UTILITY PLAN - AREA A
73.
LS-502
CEMETERY ENTRANCE DETAILS
121. A-112-MV
MATERIAL & VEHICLE STORAGE - CEILING PLAN
28.
CU-103
UTILITY PLAN - AREA B
74.
LS-503
ENTRANCE WALL DETAILS
122. A-113-MV
MATERIAL & VEHICLE STORAGE - ROOF PLAN
29.
CU-104
UTILITY PLAN - AREA C
75.
LS-504
FENCE & GATE DETAILS
123. A-211-MV
MATERIAL & VEHICLE STORAGE - ELEVATIONS
30.
CU-105
PROFILES - STORM SEWER
76.
LS-505
FENCE & GATE DETAILS
124. A-311-MV
MATERIAL & VEHICLE STORAGE - SECTIONS
31.
CU-106
PROFILES - STORM SEWER
77.
LS-506
FENCE & GATE DETAILS
125. A-312-MV
MATERIAL & VEHICLE STORAGE - WALL SECTIONS
32.
CU-107
PROFILES - STORM SEWER
78.
LS-507
PRE -PLACED CRYPT & GRAVESITE DETAILS
33.
CU-108
PROFILES - STORM SEWER
79.
LS-508
GRAVESITE DETAILS
126. A-111-CS
COMMITTAL SHELTER- FOUNDATION, FLOOR,CEILING,
34.
CU-109
PROFILES - STORM SEWER
80.
LS-509
COLUMBARIUM DETAILS
ROOF & FRAMING PLAN
35.
CU-110
STORNWATER BASIN DETAILS
81.
LS-510
COLUMBARIUM DETAILS
127. A-211-CS
COMMITTAL SHELTER - ELEVATION
36.
CU-501
UTILITY DETAILS
82.
LS-511
COLUMBARIUM DETAILS
128. A-311-CS
COMMITTAL SHELTER - SECTION
37.
CU-502
UTILITY DETAILS
83.
LS-512
COLUMBARIUM DETAILS
38.
CU-503
CULVERT DETAILS
84.
LS-513
MEMORIAL WALL DETAILS
129. P-001
COVER SHEET - PLUMBING
39.
CU-504
CULVERT DETAILS
85.
LS-514
MEMORIAL WALL DETAILS
130. P-101
SUPPLY & SANITARY - FLOOR PLANS - PLUMBING
86.
LS-515
FLAG PLAZA DETAILS
131. P-501
DETAILS & SCHEDULES - PLUMBING
40.
LD-101
SITE CONSERVATION AND REMOVALS PLAN -
87.
LS-516
FLORAL STATION DETAILS
OVERALL
88.
LS-517
SERVICE PLAQUE WALL DETAILS
132. M-001
COVER SHEET - MECHANICAL
41.
LD-102
SITE CONSERVATION AND REMOVALS PLAN - AREA A
89.
LS-518
MISC. SITE DETAILS
133. M-101
FLOOR PLAN - MECHANICAL
42.
LD-103
SITE CONSERVATION AND REMOVALS PLAN - AREA B
134. M-501
DETAILS & SCHEDULES - MECHANICAL
43.
LD-104
SITE CONSERVATION AND REMOVALS PLAN - AREA C
90.
LS-601
SIGN PLAN - OVERALL
91.
LS-701
SIGN DETAILS
135. E-001
COVER SHEET - ELECTRICAL
44.
LS-101
SITE PLAN - OVERALL
92.
LS-702
SIGN DETAILS
136. ES-100
ELECTRICAL - OVERALL SITE PLAN
GENERAL
NOTES
1. CONTRACTOR IS RESPONSIBLE FOR ALL WORK SHOWN UNLESS SPECIFICALLY INDICATED OTHERWISE.
2. ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF APPLICABLE LAWS, ORDINANCES, AND CODES. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY APPLICABLE PERMITS.
3. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE INDIVIDUAL CONTRACT DOCUMENTS AND REPORT AT ONCE IN WRITING TO THE CONTRACTING OFFICER'S REPRESENTATIVE ANY
DEFICIENCIES. THE CONTRACTOR SHALL REQUIRE EACH SUBCONTRACTOR TO LIKEWISE STUDY THE DOCUMENTS AND IMMEDIATELY REPORT ANY DEFICIENCIES. CONTRACTOR TO FIELD VERIFY ALL EXISTING
CONDITIONS AND PROPOSED POINT OF CONNECTION (P.O.C.) LOCATIONS AND REPORT ANY DISCREPANCY TO THE CONTRACTING OFFICER'S REPRESENTATIVE IMMEDIATELY.
4. NOTIFY UTILITY LOCATOR SERVICE AT LEAST 3 WORKING DAYS PRIOR TO ANY DIGGING OR EXCAVATION.
5. CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION AND SHALL COORDINATE ALL CONSTRUCTION EFFORTS WITH CONTRACTING OFFICER'S REPRESENTATIVE'S
REQUIREMENTS.
6. MATERIALS INDICATED TO BE DEMOLISHED AND WASTE MATERIALS ENCOUNTERED IN THE WORK SHALL BE LEGALLY DISPOSED OF OFF SITE BY CONTRACTOR.
7. PROTECT EXISTING BENCH MARKS, UTILITIES, PAVING AND CURBS FROM EQUIPMENT, VEHICULAR TRAFFIC AND GENERAL CONSTRUCTION ACTIVITIES. DAMAGED ITEMS INTENDED TO REMAIN SHALL BE
REPLACED OR REPAIRED AT NO EXPENSE TO THE GOVERNMENT. DISTURBED AREAS SHALL BE RESTORED TO ORIGINAL CONDITION.
8. PROTECT ALL EXISTING TREES TO REMAIN OUTSIDE LIMIT OF WORK.
9. CONSTRUCTION NOTES AND TYPICALS MAY APPEAR ONLY ONCE ON DRAWINGS, BUT APPLY TO ALL SIMILAR CONDITIONS WHERE NEW CONSTRUCTION OCCURS TO FULFILL THE INTENT OF THE DRAWINGS.
SITE LOCATION MAP
NOT TO SCALE
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9- , 0 Wilmington
r _ Martinsburg , Freder..rk Towson {�
Parkersburg Clarksburg \ Vinel
Chillicothe - Winchester Towson
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VICINITY MAP
NOT TO SCALE NORTH
\/ \ \ i / I / \
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---, , SALISBURY NATIONAL
I- ---� EMETERYANNEX
501 Statesville Blvd.
- I Salisbury NC 28144 \
SALISBURY NATIONAL ��
CEMETERY ANNEX II
S. McCoy Road, - �� �' �\\ioq I `
/ Salisbury, NC 28144
/ - / -
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NOT TO SCALE NORTH
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
COVER SHEET
Phase
o
100 /o CONSTRUCTION
DOCUMENTS
Project Title
Salisbury National Cemetery Annex II
Project Number
876CM3025
LANDSCAPE ARCHITECT IRRIGATION DESIGNER
Pashek+MTR, Ltd. Aqua Engineering, Inc.
412-321-6362 [phone]
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
ARCHITECTURE gc PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
PRELIMINARY
NOT FOR
CONSTRUCTION
Building Number
Approved: Project Director
Location: Salisbury National Cemetery
S. McCoy Rd. and Old Wilkesboro Rd. , Salisbury, NC 28144
Drawing Number
v
Gr`_001
1 of 142
VA
U.S. Department
of Affairs
Veterans
Issue Date
2024-03-18
Checked
KR
Drawn
MAS
Revisions:
Date:
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12
TREE TABLE
NUMBER
DESCRIPTION
1
21 PIN OAK
2
12 CHERRY
3
19 CEDAR
4
13 CEDAR
5
15 ELM
6
12 POPLAR
7
12 GUM
8
14 MAPLE
9
16 GUM
10
28 GUM
11
20 POPLAR
12
17 POPLAR
13
16 GUM
14
19 GUM
15
24 GUM
16
17 GUM
17
16 GUM
18
15 GUM
19
15 GUM TWICE
20
16 GUM
21
TRIP 12/15/19 GUM
22
17 SYC
23
17 POPLAR
24
25 BERCH
25
35 PIN OAK
26
12 ELM
27
19 GUM
28
13 CHERRY
29
13 GUM
30
26 GUM
31
TWIN 20 GUMS
32
13 ASH
33
15 GUM
34
12 PIN OAK
35
22 GUM
TREE TABLE
NUMBER
DESCRIPTION
36
21 PIN OAK
37
13 ASH
38
12 ASH
39
19 GUM
40
14 PIN OAK
41
15 ASH
42
15 ASH
43
25 PIN OAK
44
23 ELM
45
TWIN 12/13 POPLAR
46
12 PINE
47
12 POPLAR
48
12 POPLAR
49
14 GUM
50
12 GUM
51
13 GUM
52
12 GUM
53
12 POPLAR
54
TWIN 15/17 GUM
55
15 GUM
56
13 GUM
57
13 GUM
58
16 GUM
59
12 GUM
60
12 GUM
61
12 ELM
62
15 GUM
63
33 SYC
64
12 GUM
65
22 ELM
66
14 ASH
67
14 ELM
68
16 GUM
69
70
�j SURVEY NOTE
1. THE SURVEY INFORMATION WAS COMPILED AND PROVIDED BY
I
KCI ASSOCIATES OF NORTH CAKOLINA, P.A.
LOCATED AT 4505 FALLS OF NEUSE ROAD, SUITE 400, RALEIGH,
NORTH PHONE NUMBER (91 960763-92 14
2. THE AERIAL TOPOGRAPHIC AND PLANIMETRIC INFORMATION WAS
/ COMPLETED BY TUCK MAPPING SOLUTIONS
ASUB-CONSULTANT TO KCI ASSOCIATES. THE AERIAL MAPPING
oo�Y j/� AND TOPOGRAPHY WAS STARTED IN FEBRUARY
OF 2023 AND COMPLETED IN MARCH OF 2023.
3. HORIZONTAL DATUM IS NAD-83 (201 1 EPOCH).
THE VERTICAL DATUM IS NAVD-88. STATE PLANE COORDINATES
ZONE IS NORTH CAROLINA.
4. THE PARCEL BOUNDARY AND EASEMENTS OR SETBACKS AS
SHOWN ARE FROM THE ALTA/NSPS LAND TITLE SURVEY PREPARED
BY P.B. PHAKK ASSOCIATES, P.A. DATES G- 1 5-201 7 AS
PROVIDED TO KCI BY THE NATIONAL CEMETERY ASSOCIATION.
THE INFORMATION WAS DRAWN AND FROM SAID ALTA/NSPS
>� I SURVEY AND ROTATED AND TRANSLATED TO THE PROJECT
NAD-68 COORDINATES.
5. THE UNDERGROUND GAS LINES AND EASEMENTS AS SHOWN ARE
ss J �s'�\ / \ `� FROM THE ALTA/NSPS LAND TITLE SURVEY AS PREPARED BY
\ PARK * ASSOCIATES, P.A. DATED G- 1 5-20 1 7. THE INFORMATION
WAS DRAWN AND ROTATED AND TRANSLATED INTO THE PROJECT
COORDINATE SYSTEM.
G. THE INDIVIDUAL TREES AS SHOWN ARE FROM A GROUND SURVEY
WORK COMPLETED BY KCI ASSOCIATES AS COMPLETED IN
JANUARY OF 2024.
© \ r
-6* i '12� -� \ 1 < / I S I � j � �\ ��\\\� \\ 7. THE UTILITIES AS SHOWN IN SOUTH MC COY ROAD ARE PER KCI
\ ( \
s\04� � I I ASSSOCIATES SUE AND GROUND SURVEY WORK COMPLETED
BETWEEN JUNE 2023 AND JANUARY 2024.
�8. THE FLOOD PLANE DESIGNATIONS ARE PER THE ALTA/NSPS
°1. ll �� \1 ( \ l l ( I 1 r SURVEY BY P.B. PHARR * ASSOCIATES DATED G- 15-20 17 THE
'� % /;� `� l (l) / 1 1 \ I 1 �110�Y �' DATA ROTATED AND TRANSLATED BY KCI ASSOCIATES TO
r-------------- \\ w 100-Y 5- �—� NAD-88 COORDINATES AND NAVD 88 ELEVATIONS.
AREA C
-- LEGEND
ILI
c�� �� ✓ 1' 1— /-� / °,�j J/ `'�I I M PROPERTY LINE — —
�/� �j f )�' , ( �� r III / • -6
^- u, -✓- o EaE 1 s� ��� =EM� 1 �' 1 u ' 1 I I _ / EASEMENT LINE — —
/ ° _ / \
Cl)IIII I(
l I � M��� p o / - r l ` ` \ \1 I / 1 EXISTING CONTOUR — —4s� —
/ /� f 070 46'56"E _ N,
8 79' ? �� �� ��� �� f / /o �,/ o zo I \\� �1 EX. SANITARY SEWER SS
o �` `-- �-L \ -- / EX. SANITARY MANHOLE OS
fj
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,g . f / �.o�� � � f ,� f�� ✓� � �� � v \ � ) / � ��/ � �. \ `_' � � M (\ 1 � III IIII 1 . _.:':: �'::• J �// �'_11 rn \
EX. FIRE HYDRANT
�( c �j= — 1; a ✓� v� o / r l O OVERHEAD UTILITY LINES OHE
p �� / - �j� PIN #: 5.7O-01-4G 33
-AP
EA: 3AC UTILITY POLE
16 GUM N UNITED 5 5 OF AMERICA D �� i ( \ I oNEp
�� \„ f ��� FldQ6lTS SIGNS DEPARTMENT
iL2E VF.SE2ANs AFFAIRS / / / r / I` ( n jj \ a `CCV// //� \� \ \ \ \ PETROLEUM LINES 0
16 GUM°N o��6 / 81 vERMOCT AVE NW
—� I 0 O J Q J �-�1N.A514�NG'TOId-, DC 20420-0001 ° / °� oti`� I ��/-%� �✓- '/ / \� M u' `1 I \
\\ FO
TREE LINE
o \ \
cn / --• 1 I I I \\\\ \ ,\\.• \ 100 YEAR FLOOD PLAIN 100-YR
l l \ l . \
f l r I I ) \\ \\\\ \ •,,�,,,.•••, ••�\�\ `� 500 YEAR FLOOD PLAIN 500YR
o / / I \\\ '•
/` FEMA FLOODWAY FW
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540 / ho° \ f) _� \ \ \ \ \ 1 I Q \ �� w u \ II I I \
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PIN #: 5750-0zF
N J° o / / I / AREA: 30.2 G A C f I \ 1 ✓ l` U' C�` / I I 1 I I
lf1 1\QI\p /p° ° UNITED STATES OF RICA
AND ITS ASSIGNS DEPAR ENT \ \ `� �t \ \ \ Q S ` \ I I I I I I
/^( S� OF VETERANS AFFAIR 1
/ // � 81 I VERMONT AVE N
J
TREE TABLE
NUMBER
DESCRIPTION
71
13 ELM
72
18 GUM
73
24 GUM
74
16 GUM
75
18 GUM
76
16 POPLAR
77
14 GUM
78
18 GUM
79
24 GUM
80
12 16 18 GUM
81
18 GUM
82
18 GUM
83
18 GUM
84
16 GUM
85
18 GUM
86
16 GUM
87
14 GUM
88
15 ELM
89
15 GUM
90
13 POPLAR
91
13 CEDAR
92
13 ELM
93
16 CEDAR
94
12 CHERRY
95
18 PIN OAK
96
18 GUM
97
13 GUM
98
15 GUM
99
15 GUM
100
TRIP 12 16 24 GUM
101
30 GUM
102
18 ASH
103
48 RED OAK
dal
11NGTON, DC 20420 0"�
/ Z \ III fl ���,III 1
/ PIN #: 5750-01F4G{8 3
/ r I
AREA: 30.2G AC �j N / \ \ \\\
UNITED STATES OF AVEICA / l \ S 0
/ a AND ITS ASSIGNS DEPARTMW /I / / J�O / I / fjp ~- ) —\ \\ \ \\ I I �/ ��I / I /
OF VETERANS AFFAIR / 1 ` \_ \ \ I \ \ \ 1 �\ I c�
81 1 VERMONT AVEN Q (\ �9
/ S WA511NGTON, DC 20A20-0 01� < / /r
ff I 1
'D �, I \ ` �� I� ti ( «\ O l l�\t1\1�( \ ��11\� II, "1� C NMJ �y I ��1�•\� \� i `�� \\\\
LLJ
°
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N04°46'44"E- �i.13 _ i r" \ -.i /
266.13''� I d 9 N7W EA
`%\ �_AREAA 266.13' \`�^ARB_ ,� \ \ L `I- �_ �� \� _�
WAS ESeORO 2 %9 —\J _� / \ 1 • L / --- Iyt --� v _\
2 �� ML-0.1calk
\ _26 '
1 ` O O rn A A co c'
3y — — — — 1289.29' rIn �� 366.38" o
N70°37'53"W I — — — — — — — — N70°37'53"W — — — — — — — — — — — — — + —�— —
I I N70°37'53'W
Ql�
KEY PLAN NOT TO SCALE
80 1 1 1 0 it 160
Scale: 80'
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
EXISTING CONDITIONS
Phase
100% CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
412-321-6362
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
CjIslaa,
ARCHITECTURE & PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
O�� owl
� ss,�
SQL
L-5334
��
P.
Building Number
Approved: Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
_
V 101
3 of 142
VA
U.S. Department
of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
A
W
L
ILI
E
F
VA FORM 08 - 6231
1 2 3 4 5 6 7 8 9 10

1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10
A
L
E
F
i7
SURVEY NOTE
1
SURVEY INFORMATION WAS PROVIDED BY KCI ASSOCIATES OF
NORTH CAROLINA, INC., 4505 FALLS OF NEUSE, FLOOR 4, RALEIGH,
NC 27607, 919-783-9214, FROM AERIAL SURVEY FLOWN ON MARCH 8,
2023, AND FIELD WORK CONDUCTED IN APRIL 2023 OCTOBER 2023.
I -SRI., / - /�� -✓� /^ �\'� HORIZONTAL DATUM: NAD 83
°'"G °�// VERTICAL DATUM: NAVD 88
_OF, STATE PLANE ZONE: NORTH CAROLINA
0
OG \ _ ✓I ��--_- OE LEGEND
°
/� /� �� CONTRACTOR CONSTRUCTION ACCESS ROUTE >�
BaLD,NG J °,� \ j ^� - 1 ZONEAE 8' HT TEMPORARY CHAIN LINK XX XX
=yam /� 6555 �� CONSTRUCTION FENCE
If/ TEMPORARY GRAVEL SURFACE/ROAD o 0 0
MIN 6 AGGREGATE OVER GEOTEXTILE FABRIC o 0 0
ZONE AE y/ [n
/ N / 665��- �� PHASING NOTES
`/ 1. SUBMIT CONSTRUCTION SEQUENCING PLAN AND SCHEDULE TO
ss / �/� l% J COR FOR APPROVAL PRIOR TO STARTING WORK. SCHEDULE
­79—ji�� ��� = S SHALL BE UPDATED AND SUBMITTED WITH EACH PAY
�r A� Y^"-� s o� �/� -� /_ / S --�� ��/ APPLICATION.
2. OBTAIN WRITTEN PERMISSION FROM EASEMENT HOLDERS FOR
��/fir CONSTRUCTION OPERATIONS WITHIN THE EXISTING UTILITY
ZONEAE EASEMENTS.
//��+ / /%�� \\ / 3. COORDINATE EXTENSION OF PERMANENT UTILITY
°L \ 1_Jy CONNECTIONS (E.G. WATER, ELECTRIC, COMMUNICATIONS) TO
��/ e° ° ° F °" / ✓ �/j j r / / �f/�� �J / \ / / /�/��/( THE SITE WITH THE RESPECTIVE UTILITIES. THE CONTRACTOR
l Pam° r r I / SHALL BE RESPONSIBLE FOR PAYING THE CONNECTION FEE TO
�/� l � � �' / �/ / CAE/�i /� / � / � � � / I�II�I l
°^-'° THE UTILITY. REFER TO THE SITE UTILITY PLANS.
o�"/ < p /\ o' "" ���� -� A COORDINATE ANY REQUIRED CLOSURES OR LANE
G RESTRICTIONS OF PUBLIC ROADS WITH THE CITY OF SALISBURY.
p= r r1 l
/ / \� // // �\�°^ 1 ��/� / / r % \ PROVIDE TEMPORARY TRAFFIC CONTROL MEASURES FOR SUCH
CLOSURES AT NO ADDITIONAL COST TO THE GOVERNMENT.
5. PROTECT EXISTING TREES. REFER TO LD-101 AND EROSION AND
�-/ 30' SANITARY /
/ / �/ // r�� SEWER EASEMENT: p f ( ; i \ l o I SEDIMENTATION CONTROL DRAWINGS.
��.j� �� SALISBURY-ROWAN I f / / / I \ 6. PROVIDE TEMPORARY EROSION AND SEDIMENTATION
Q �
J� / j /� f�/j/ UTILITIES
ZONE CONTROLS. REFER TO EROSION AND SEDIMENTATION CONTROL
\\ / �/ i DRAWINGS FOR RELATED SEQUENCE OF CONSTRUCTION AND
DO NOT ROUTE CONSTRUCTION I \ >> I a I� o�/+ /� / i 1 / / �/ / f / REQUIRED EROSION AND SEDIMENTATION CONTROLS FOR EACH
TRAFFIC THROUGH RESIDENTIAL \ J I ,� /// C /� ZONEAE /✓� \/�j/ /� / / \ , ,� TYPE OF DISTURBANCE. PROVIDE REQUIRED EROSION
NEIGHBORHOOD `\ I oo r / / \ J f / /�� / +� f CONTRACT
CT I / I � � CONTROLS FOR EACH PHASE OF WORK PRIOR TO ANY EARTH
ZONEAE \ DISTURBANCE FOR THAT PHASE. PROVIDE TEMPORARY
COLUMBARIUM A \ \
+// / / / �ALLS 13-24 / l BARRICADES, FENCING, TRAFFIC CONTROL AND SIGNAGE AS
GU`GNG (( v / / / / / /J / / / \
V °�/�— 3 000 NICHES)NEEDED TO MAINTAIN PUBLIC SAFETY AND SECURE WORK
7 J s �/ (, AREAS DURING CONSTRUCTION.
x COLUMBARIUM A
\ \ l \ o� �,�� �- N��// �� // WALLS 1-12 ) 7. PROVIDE TEMPORARY GRAVEL CONSTRUCTION ROADWAYS
/ �° o' ��� %/ .°°/�//�� / // // /� / //� I J / (3,000 NICHES) I / / WITHIN THE LIMIT OF DISTURBANCE TO FACILITATE
\ ✓`' / f ^° ✓/�� /��// / / '�/� / \ I J I CONSTRUCTION OPERATIONS. AT CONCLUSION OF PROJECT,
/ice ��.j� /i
J
�/ /*� / /� �� / f 1 \ % REMOVE TEMPORARY ROADWAYS INCLUDING GEOTEXTILE AND
� + % �' AGGREGATE AND RESTORE ALL AREAS DISTURBED BY
�// ram/ I 5 / \ 1 I
FPVEPORNE / ` N0°•521` I / i� / 1F`pO// / V� /�/ / / / / \� \ I % I CONSTRUCTION.
�9- i\ / FOR TEMPORARY/ / / /// �� / \ \ \ \ ) v J 'C \ \ 1 / l 8. PROVIDE 8 HEIGHT TEMPORARY FENCING WHERE INDICATED
PIPELINE /f / / ^ l \ l �� �� • o x COMMITTALd \ AND AS NEEDED TO SECURE THE CONSTRUCTION SITE AND
/ /+ CROSSING 8 - �/ // l FSHELTE, /� oo�� l \ PROVIDE FOR PUBLIC SAFETY. PROVIDE GATES AS NEEDED FOR
,6'.,P, CONSTRUCTION // / off- -� f / /�� j �� REFER TO - , p 1 1 �� ' `— \ > / `� ACCESS AT ALL ENTRANCES AND UTILITY EASEMENTS.
/ 60EOp0. ACCESS ROUTE ho �, / / CG50 2Qe
o°/�pYo%��,�� '�� f 4�- _ / f \ J ) I t I '� ���/ f - 9. REFER TO C-DRAWINGS FOR UTILITY PROTECTION DURING
/ / r \ �r•ooCONSTRUCTION.
20' SANITARY �� /// �f j j I / / / / ) \ �/ �� ��o�I� / L��
SEWER EASEMENT. ��� y r / It�/� / `� �(r
,SALISBURY-ROWAN / +� x
�
Tl TIES _ /� %� / / \ � \ �0X \X/
I ZONE 1� '\ �` q�`7`a� ICI l
�,- \ • - / ��/// ///�� ( // / J/6e5` 1i �- 1 1 \ °HP3FD F PO "\
x STORMWATER /
r ) 1
i CEMETERY 1 / I Uh ) 1 \ 1
_ J _ BASIN I
f�
PUBLIC 1 \°_ 1�
RESTROOMS 1 \ \ \ \ / �) ,6
ICI �\
�.
ft
S \ \ \ 1Irk
I l / // \ —� \ 1 l I / �— \ / V
/,.,yNGP/ /�� �J , . �-- •
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`� � /I I � `1
1 / // J n �oP`A —� �O e • d a d d / / I \ \ \ ` \ \ ✓ I I I �r \
PRIMARY EE"° Jd CONSTRUCTION a
1 �a� l I 11 ` ( / \
ACCESS ROUTE. 1 I I IIII I
PROVIDE TEMPORARY\'
GRAVEL ROAD !YP
PROTECT EXISTING ti
UTILITIES TO REMAIN
/ ' a
ENTRANCE J L
•
CHAIN LINK
CONSTRUCTION
FENCE
PIPELINE \
7 L / EASEMENT: A V L- POW l S. FLAGPOLE
MATERIAL & / PLANTATION FLAGPOLE (�
VEHICLE \ o PIPELINE \ ", \ \\� \ \ �. x \ \
1 <?
aG°M --'STO AGE , / ) �\ r� \ \
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\ x X=x !x — x� ,�x ft� 'C
\G
/ °°M � � � / r J_ 96/fix
w _J— — — — —x= —x= x—�=x/x=x� �f a<—x— �c—x—x—x——x—x= x—ac—x—x = x= x—x—x =x = x—x— �c�^tt—^�-x— mac— x——x—x=_J \'� _— — I
00
°
Nr � � < �ti. J L� `_ �`��� fiSS
13
CONSTRUCTION STAGING AREA
-PROVIDE CLEARING, ROUGH GRADING, — — — — — — — — — — — — "° a;5a w
„
TEMPORARY GRAVEL SURFACE, `
1 TEMPORARY JOB TRAILER, TEMPORARY
TOILETS, TEMPORARY UTILITY
I I CONNECTIONS AND ALL OTHER \ \
REQUIRED SUPPORT FACILITIES DURING KEY PLAN NOT TO SCALE
I CONSTRUCTION.
00
\°
w
Revisions: Date:
luau ■ mm ■ uuu � uuuuuuuuuuuuuuum
■uuu■luau■muuuuuuuuuuuuuuu�
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office
Drawing Title
Phase
Project Title
Project Number
876CM3025
of
GENERAL CONSTRUCTION STAGING
o
100 /o CONSTRUCTION
Salisbury National Cemetery Annex II
LANDSCAPE ARCHITECT IRRIGATION DESIGNER
Pashek+MTR, Ltd. Aqua Engineering, Inc.
W.1
Construction
AND SEQUENCING PLAN
DOCUMENTS
Building Number
412-321-6362 [phone]
C a,
ARCHITECTURE He PLANNING
PRELIMINARY
and Facilities
Approved: Project Director
Location: Salisbury National Cemetery
Drawing Number
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
ARCHITURA CORPORATION
NOT FOR
Management
[phone]
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
CONSTRUCTION
S. McCoy Rd. and Old Wilkesboro Rd. , Salisbury, NC 28144
MEP ENGINEER
Arium AE
PH: [phone]
U.S. Department
VA
Issue Date
2024-03-18
Checked
KR
Drawn
AW
GC_002
410-730-2300
POC: Michael Conly, AIA, NCARB, President
of Veterans Affairs
2 of 142
A
W
C
lug
E
F
VA FORM 08 - 6231 1 2 1 3 4 1 5 1 6 1 7 8 1 9 1 10

1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10
ROADWAY NOTES
U
0
C
0
E
N
0
0-
c
co
c
F Co
n
CU
0
U
0
0
0
c
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L
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U
Q
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r-
0
M
0
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N
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12
\✓/�� 1 II
/_1
j
`7
�2 e
o
/
/ s /
4o o
-1111 Y
f EASEME
/ J � "J /_ NT I �
\ i 1. THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF
SALISBURY FOR ALL WORK DONE IN THE PUBLIC RIGHT OF WAY.
2. PIPE LENGTH IS A HORIZONTAL MEASUREMENT OF STRUCTURE
\ 5 / ✓`//�/��� TO CENTER OF STRUCTURE
f
3. CATCH BASIN RIM ELEVATIONS ARE PROVIDED AT THE CENTER
OF THE STRUCTURE AT THE BACK OF THE CURB
4. RADI MEASUREMENTS ARE FROM THE BACK OF THE CURB
° LEGEND
PROPERTY LINE — —
\ _ _ �- `_✓/ �/ ///� EASEMENT LINE
-1
EXISTING CONTOUR
EX. SANITARY SEWER
J 1^� f ^� / / / / EX. SANITARY MANHOLE OS
EX. WATER LINE W
EX. FIRE HYDRANT y'
SS —OHE
� / � � J J / OVERHEAD UTILITY LINES
V / UTILITY POLE
i' / -� ram!✓ �^_ L �) / ��/� PETROLEUM LINES 0
FIBER OPTIC LINES FO
/0 TREE LINE
, �g/
YJ
STORM/SANITARY MANHOLE OI Os
CATCH BASIN/INLET
�6,
FLARED END SECTION
STORM/SANITARY
SEWER PIPE
f j 1 \ ° STORMWATER
/ /
/ I � 1 � STRUCTURE MH1 MH1
C rI
SID ELEV678.01 / I //
^ CB14 LP STA 20+13.85 � � �j � /
J1
z
loo
SID
" CB15
SD oa A ,��
X CB17 68p � cg12 I
ELEV 678.01 �
SD \ �, STA 18+78.30 \
17x SST G
S>6�q 8� CB13 V 15� �' SD
H5 \
PRC STA
68� 1 I SD
FE4
S D
FE3
A-1k�� CP MH1
SD CB11 \\\ \�
\
ELEV 680.02 \ I I� II v
CB10 0 � LP STA 16+40. ``
= \
�� P sD
A x 3 ST �5 o CB9 l) 1 II II L PRC-- 0� I
11+47.9 Q�
LO
15+80.80 U
MIDSTA
�h�Illi�
gp6
29�b �
Asx40,
CPJ
05 II III \
Roadway Curve DATA
CHORD BEARING
NO.
FROM
TO
RADIUS
TANGENT
LENGTH
& LENGTH
S53°27'41"E
C1
1+56.42
2+67.42
063'36'11"
100.00'
62.01'
111.01,
105.40'
S71°13'10"E
C2
3+91.42
5+64.41
099'07'10"
100.00'
117.33'
173.00'
152.22'
S55°48'24"E
C3
6+71.63
11+47.90
129°56'41"
210.00'
449.78'
476.27'
380.56'
S57°47'30"E
C4
11+47.90
15+22.74
133°54'53"
160.37'
377.04'
374.84'
295.16'
N19°28'32"E
C5
15+22.74
16+38.87
071°33'04"
93.00'
67.01'
116.14'
108.74'
N01 °16'31 "W
C6
16+38.87
18+49.18
030°02'58"
401.00'
107.63'
210.31'
207.91'
N58°05'51"W
C7
18+49.18
21+57.66
143°41'38"
123.00'
375.14'
308.48'
233.76'
A
B
C
SID
/
CB7 I___ %
0 74 =_ \ on �����
• N N N N N • D14 C $ �i- �\\\\��\� ✓ /—I l Q `I /
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\_ �_ ` GV� I
01
103)
\ Go o
O O I O O p \\
♦ \
I I
� F
I
KEY PLAN NOT • SCALE
• • 510 100
Scale: 1" .,o��� • � ������������ � ������������ � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
•
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
ROADWAY PLAN AND PROFILE VIEW
Phase
o
100 /o CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek + MTR, Ltd.
412-321-6362
CIVILISTRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
�j,ra,
ARCHITECTURE He PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
Building Number
Approved: Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
C P 101
20 of 142
U.S. Department
VA of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
VA FORM 08 - 6231
1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10

1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10
r�
C
0-
LO
0
o_
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N
0
N
N
N
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F
k_ 00F
o ///
/ / \fir /�/ / / 0
OC,3
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_ /
M H 6
_ 674X00
/%
s X / \
\SID
SD
MH3 // }/_J
CB2
X
QC) 24"RCP �0�� /
/%// %/ CB1 ass /
\ \ \ / I / / / ELEV 666.30 LP STA 3+34.07
0
7Q DRIVEWAY
�y0 \ O/ \ \ \ // // / / / / f` /� �j INTERSECTION NGj \
\ S���y / / / / / / / 671S-
y \ \ oo nN 2' \ \ \\ / // / / / / / 672- \�
EXISTING / /
/ \ C)0
J� � DRAINAGE
� \ � \ \ � '�/ � / / EASEMENT
SD �
1
5kp0
��e� y�A
SD
�CB3
675 �00
0
°°• g76
S12
D 617
678
r
STA 6+73.83
OFF 0.00
� J
RIM ELEV SD
SD RIM ELEV
SD RINI
ELEV
690
666.21 MH4
MH3 669.31
CB4 67
.04
690
STA +
+4+92.70
OFFSET 27.81' LT
OFFSET 18.95' LT
OF
SET 12.35' LT
INV OUT 660.47 (24" RCP) (N)
INV OUT 662.82 (24" RCP) (N)
IN
IN 666.13 (24" RCP) (S)
INV IN 660.97 (18" RCP) (W)
INV IN 663.75 (24" RCP) (SE)
IN
OUT 665.52 (24" RCP) (NW)
HIGH POINT ELEV = 674.18'
INV IN 660.47 (24" RCP) (S)
IN
IN 667.48 (12" RCP) (E)
HIGH POINT STA = 1+38.49
PVI STA = 1+49.60
PVI STA =
4+91.5
PVI ELEV = 674.54'
PVI ELEV
674.7
'
A.D. _ -7.20%
A.D. _
.06%
Q
O
K=6.94
K=1
.77
Of
e = 0.45
e=
>_
50.00' VC
O
U
U
LOW
POINT ELEV = 666.30'
680
LOW
OINT STA = 3+34.07
,Lq
T80
U
v v
'P N
PVI
ELEV = 664.51'
LO CD
��
r�
A.D.=12.06%
LOM
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EXISTING 10"
SANITARY SEWER
660
EXISTING GROUND
STA 3+95.25
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TOP ELEV 663.10
PROPOSED FINISH
GRADE
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ROADWAY NOTES
1. THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF
SALISBURY FOR ALL WORK DONE IN THE PUBLIC RIGHT OF WAY.
2. PIPE LENGTH IS A HORIZONTAL MEASUREMENT OF STRUCTURE
TO CENTER OF STRUCTURE
3. CATCH BASIN RIM ELEVATIONS ARE PROVIDED AT THE CENTER
OF THE STRUCTURE AT THE BACK OF THE CURB
4. RADI MEASUREMENTS ARE FROM THE BACK OF THE CURB
LEGEND
PROPERTY LINE - -
EASEMENT LINE
EXISTING CONTOUR - -
EX. SANITARY SEWER SS
EX. SANITARY MANHOLE OS
EX. WATER LINE W
EX. FIRE HYDRANT W
OVERHEAD UTILITY LINES OHE
UTILITY POLE f
PETROLEUM LINES
FIBER OPTIC LINES FO
TREE LINE
STORM MANHOLE 0
CATCH BASIN/INLET M
FLARED END SECTION
STORM/SANITARY
SEWER PIPE
STORMWATER SD SS
STRUCTURE MH1 MH1
Roadway Curve DATA
CHORD BEARING
NO.
FROM
TO
RADIUS
TANGENT
LENGTH
& LENGTH
S53°27'41"E
C1
1+56.42
2+67.42
063'36'11"
100.00'
62.01'
111.01'
105.40'
S71 °13'10"E
C2
3+91.42
5+64.41
099'07'10"
100.00'
117.33'
173.00'
152.22'
S55°48'24"E
C3
6+71.63
11+47.90
129°56'41"
210.00'
449.78'
476.27'
380.56'
S57°47'30"E
C4
11+47.90
15+22.74
133°54'53"
160.37'
377.04'
374.84'
295.16'
N19°28'32"E
C5
15+22.74
16+38.87
071°33'04"
93.00'
67.01'
116.14'
108.74'
N01°16'31"W
C6
16+38.87
18+49.18
030°02'58"
401.00'
107.63'
210.31'
207.91'
N58°05'51"W
C7
18+49.18
21+57.66
143°41'38"
123.00'
375.14'
308.48'
233.76'
NOT TO SCALE
40
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
ROADWAY PLAN AND PROFILE VIEW
Phase
100% CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
412-321-6362
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
�
Cja,
ARCHITECTURE & PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
Building Number
Approved: Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
C P 102
21 of 142
U.S. Department
VA of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
A
B
C
D
E
/
F
=ORM 08 - 6231
1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10

1 I 2 I 3 I 4 I 5 1 6 I 7 I 8 I 9 I 10
I�11111111111111111111111111
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CV
CV
CV
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F
NOTES
GENERAL NOTES: SALISBURY CEMETERY
1. THIS BRIDGE HAS BEEN DESIGNED FOR GENERAL SITE CONDITIONS. THE
PROJECT ENGINEER SHALL BE RESPONSIBLE FOR THE STRUCTURE'S SUITABILITY
TO THE EXISTING SITE CONDITIONS AND FOR THE HYDRAULIC EVALUATION --
INCLUDING SCOUR AND CONFIRMATION OF SOIL CONDITIONS.
2. PRIOR TO CONSTRUCTION, CONTRACTOR MUST VERIFY ALL ELEVATIONS SHOWN ANNEX EXPANSION
THROUGH THE ENGINEER.
3. ONLY CONTECH ENGINEERED SOLUTIONS LLC, THE CON/SPAN@ APPROVED
PRECASTER IN NORTH CAROLINA MAY PROVIDE THE STRUCTURE DESIGNED IN
ACCORDANCE WITH THESE PLANS.
4. THE USE OF ANOTHER PRECAST STRUCTURE WITH THE DESIGN ASSUMPTIONS
USED FOR THE CON/SPAN@ STRUCTURE MAY LEAD TO SERIOUS DESIGN ERRORS. SALISBURY NORTH CAROLINA
USE OF ANY OTHER PRECAST STRUCTURE WITH THIS DESIGN AND DRAWINGS
VOIDS ANY CERTIFICATION OF THIS DESIGN AND WARRANTY. CONTECH 7
ENGINEERED SOLUTIONS LLC ASSUMES NO LIABILITY FOR DESIGN OF ANY
ALTERNATE OR SIMILAR TYPE STRUCTURES.
5. ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT DRAWINGS AND
CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER,
REGISTERED IN THE STATE OF NORTH CAROLINA, EMPLOYED BY THE PRECAST
CONCRETE BRIDGE SUPPLIER, ARE SUBMITTED TO THE ENGINEER 2 WEEKS
PRIOR TO THE BID DATE FOR REVIEW AND APPROVAL.
6. ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT THE ALTERNATE
DESIGN DOES NOT REDUCE THE HYDRAULIC OPENING OF THE STRUCTURE AS N `T
SHOWN ON THE DRAWINGS. AT A MINIMUM THE ALTERNATE STRUCTURE MUST 3: 3:
PROVIDE THE SAME OR LARGER SPAN AND RISE AS THE STRUCTURE SHOWN ON J = J =
THE DRAWINGS. a N 47'-113/4" Q N
7. THE PRECAST ARCH SUPPLIER MUST ATTEND THE PRE -BID MEETING, IF ONE IS 0 N 6 - (0117) 1IT-0" SPAN x 6'-8%" RISE x 7'-11 Y4' LONG (D
? PRECAST CONCRETE BRIDGE UNITS ?
HELD. 3: PLUS 5 JOINTS @ Y4"t PER JOINT 3:
8. SUPPLIER OF PROPOSED ALTERNATES TO A CON/SPAN@ BRIDGE SYSTEM MUST
SUBMIT AT LEAST TWO (2) INDEPENDENTLY VERIFIED FULL SCALE LOAD TESTS
THAT CONFIRM THE PROPOSED DESIGN METHODOLOGY OF THE THREE
SIDED/ARCH STRUCTURE(S). THE PROPOSED ALTERNATE, UPON SATISFACTORY L I
CONFIRMATION OF DESIGN METHODOLOGY, MAY BE CONSIDERED AN
- - - - - - - - - - - ------ ------ - - - - - - -----
ACCEPTABLE ALTERNATE.
E 9. PROPOSED ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT THE
PRECAST CONCRETE BRIDGE STRUCTURES ARE PROVIDED BY A SUPPLIER THAT
HAS A MINIMUM OF TWO (2) REGISTERED PROFESSIONAL ENGINEERS ON STAFF
,, THAT ARE DEDICATED TO THE DESIGN OF THESE TYPES OF STRUCTURES. FLOW
LOW
a SUPPLIER MUST PROVIDE THESE NAMES, P.E. LICENSE NUMBERS AND DATES OF ��
HIRE AT TIME OF ALTERNATE SUBMITTAL.
5
3
DESIGN DATA
I DESIGN LOADING:
o BRIDGE UNITS: HL-93
L HEADWALLS: EARTH PRESSURE + LIVE LOAD IMPACT (TL-1) I
WINGWALLS: EARTH PRESSURE + LIVE LOAD IMPACT (TL-1)
� DESIGN FILL HEIGHT: 2'-0" MIN. TO 3'-0" MAX.
FROM TOP OF CROWN TO TOP OF PAVEMENT. F �
DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN PER AASHTO LRFD BRIDGE
3 DESIGN SPECIFICATIONS, 9TH EDITION, 2020. '�
i
MATERIALS J N Q N
PRECAST UNITS SHALL BE CONSTRUCTED AND INSTALLED IN ACCORDANCE WITH (DN z N
o CON/SPAN@ SPECIFICATIONS. CONCRETE FOR FOOTINGS SHALL HAVE A MINIMUM
r COMPRESSIVE STRENGTH OF 4000 PSI. REINFORCING STEEL FOR FOOTINGS SHALL
u CONFORM TO ASTM A615 OR A996-GRADE 60.
L
dl
i
J
i
NOTE:
HEADWALL AND WINGWALL
THICKNESS TBD ONCE FORMLINER
SELECTED. PRELIMINARY
NOT FOR CONSTRUCTION
The design and information shown on this drawing is provided PROJECT No.: SEQ. No.: DATE:
Uas a service to the project Owner, engineer and contractor by \\ I //
- Contech Arch Engineering, Professional Corporation - � CON SPAN" SALISBURY CEMETERY 777506 010' 2/27/2024
('Contech'). Neither this drawing, nor any part thereof. may be : ` N T E H
S used, reproduced or modified in any manner without the prior ,. DESIGN ED: DRAWN:
written consent of Contech. Failure to comply is done at the \��-SERIES_ ANNEX EXPANSION
iu users ownrlsk and Contech expressly disclaims any liability or ARCH Q�(� ''PRQFES`SIDNALCQRPQRATiON biP CHECKED: APPROVEDKL
responsibility forsuch use.
lIf discrepancies between the supplied information upon which
thedrewingisbased and actual Feld conditions are enppamaned 9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069 XXX PAC
as site work progresses, these tliscrepancies must be repOdetl
to Contech immediately for reevaluation of the design. Contech PROPOSAL SHEET NO.:
S accepts no liability for designs based on missing, incomplete or 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING SALISBURY, NORTH CAROLINA CT1 °F CT5
«sons information supplied by others. MARK DATE REVISION DESCRIPTION BY
TNVINGWALL
T/WINGWALL 22'-5" WINGWALL- - 21'-2" HEADWALL 22'-5" WINGWALL ELEV. 672.00
ELEV. 669.80 F0)
T/HEADWALL
CD T/HEADWALL ELEV. 671.25
ELEV. 670.55
ROADWAY
E OF ROADWAY ELEV. 668.45
i
ROADWAY BEHIND WALL - -
ELEV.666.32 - �_ - - - -T - - - - 1 �
� - - - - - - - - - - - - r, I �
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of I I T/FOOTING I I af
0 I I 0 \ ° ELEV. 657.00 1 1 OIr r.r
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0117 1T-0" SPAN I
1 I ( ) I 1
I
\------1 /
*NOTE:
FOOTING MUST BEAR 6'-0" BELOW GRADE FOR
SCOUR PROTECTION. FOOTINGS TO BE UPSTREAM END ELEVATION
DESIGNED AT A LATER DATE.
0 2' 4' 8'
T/WINGWALL
ELEV. 672.00 22'-5" WINGWALL - 21'-2" HEADWALL - 22'-5" WINGWALL T/WINGWALL
0 ELEV. 669.80
T/HEADWALL =
ELEV. 671.25 T/HEADWALL 0'
ELEV. 670.55
ROADWAY
ELEV. 668.45 4 OF ROADWAY
BEHIND WALL
- - - - ROADWAY
- O
i
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I � - - - - - - �
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O I I / ELEV.663. \ O
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= 1 I T/FOOTING / FLOW LINE \ ° I I
I I ELEV.657.00 I I
1 LI J L� ELEV. 657.00 1 r rh I I
I° _- LJ ----=J 1
L-------------I----------- - -T-_____-----�------------
I 1 1
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0117 17'-0" SPAN
I I I I I
L-------------1 I I 1 I -- °
\\ I I 1 i //
\-----------1-------J L-------1----------J
DOWNSTREAM END ELEVATION
0 2 4 8
PRELIMINARY
NOT FOR CONSTRUCTION
9
The design and information shown on this drawing is provided
as service to the project owner, engineer and contractor by
Contech Arch Engineering, Professional Corporation
(-Contech•). Neither thinafiedin nor
I I //
,
Ci=.//- NTECH
CON SPAN"
SALISBURY CEMETERY
PROJECT No.:
777sos
SEQ. No.:
010
DATE
2/27/2024
DESIGNED:
DRAWN:
3
annerlthereof,maybe
3 used, reproduced or modified ;n any manners then d Ina prior
written consent of Contech. Failure to comply is done at the
\��-SERIES.
ANNEX EXPANSION
users own risk and Contech expressly aisdaimsany liability or
ARCH ENGN1�J- PROFESSIONAL CORPORATION
i�►�
RKL
RKL
3 responsibility, for such use.
C
CHECKED:
APPROVED:
L If discrepancies between the supplied information upon which
thedrawingrs basedandacualr N-o iWnsareencountered
- ssite workprogresses, thew discrepanciesmust bereported
9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069
XXX
PAC
800-338-112'2. 513-645-7000 513-645-7993 FAX
SHEET NO.:
u to Contech immediately for reevaluation of the design. Contech
L accepts no liability for aesignsbawdonmissing,incomplete or
PROPOSAL
DRAWING
SALISBURY, NORTH CAROLINA
MAR
DATE
REVISION DESCRIPTION
BY
cc aa;nromauonanppliedbyothers.
CT3 °F CT5
PRECAST
BRIDGE UNIT
SECTION A
0 2' 4' 8' CT2
GROUT TO TOP INSIDE FACE OF
OF KEYWAY PRECAST BRIDGE UNIT
_\ GROUT UNDER
L UNIT LEG
NOTE:
FILL ENTIRE KEYWAY INCLUDING
NOMINAL 1" VOID BETWEEN BOTTOM OF
KEYWAY AND BOTTOM OF PRECAST
BRIDGE UNIT LEG WITH GROUT.
TYPICAL BRIDGE UNIT GROUT DETAIL
NOT TO SCALE
*NOTE:
FOOTING MUST BEAR 6'-0" BELOW GRADE FOR
SCOUR PROTECTION. FOOTINGS TO BE
DESIGNED AT A LATER DATE.
WINGWALL
WINGWALL ANCHOR
Oz
IY 2E
c (0
� �aaaaaaaa t
WINGWALL GROUT
FOOTING BACKSIDE OF
FOOTING
NOTES:
all, MINIMUM 1" GROUT UNDER WINGWALL LEG &
ANCHOR STEM.
is AREA BETWEEN WINGWALL FOOTING AND
WINGWALL ANCHOR SHALL BE GROUTED
SOLID BEFORE BACKFILL.
• FORM BACKSIDE OF FOOTING TO
DIMENSIONS SHOWN ON FOUNDATION PLAN.
TYPICAL WINGWALL GROUT DETAIL
NOT TO SCALE
SECTION B
0 1, 2 4 CT2
I I PRELIMINARY
NOT FOR CONSTRUCTION
WINGWALL ANCHOR
BACKFILL PER
CON/SPAN@
SPECIFICATIONS
EE TYPICAL WINGWALL
ROUT DETAIL ON THIS SHEET
- Tne design and inrormation shown on this drawing is proviaea
0 as a service to the project owner, ener co gineand ntractor by
- Contech Arch Engineering, Professional Corporation
. ` /I-
C N T E C H
CON SPAN"
SALISBURY CEMETERY
PROJECT No.:
777506
SEQ. No.:
010
DATE:
2/27/2024
i I"Contech•). Neither this drawing. nor any part thereof. may be
used, reproduced or modified in any manner without the prior
=.►•
DESIGNED:
DRAWN:
written of Failuretocomplysdoneatthe
\��-SERIES..
ANNEX EXPANSION
nComech.
r,risk
u users own risk and comecn expressly disclaims any liability or
i responsibility for such use.
ARCH ENCdNEERNCn PROFESSIONAL CORPORATION
I�►�
RKL
RKL
CHECKED:
APPROVED:
l If discrepancies between the supplied information upon which
g the drawing is based and actual Feld conditions are encountered
9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069
XXX
PAC
as site work progresses, these discrepancies must be reported
uto Contech immediately for reevaluation of the design. Contech
PROPOSAL
SALISBURY NORTH CAROLINA R O L I N A
800-338-1122 513-645-7000
SHEET NO.:
MARK
DATE
REVISION DESCRIPTION
BY
S accepts no liability for designs based on missing, incomplete or
513-645-7993 FAX
DRAWING
,
CT2 QP CT5
- ccurateinformation supplied byother.
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS
1. DESCRIPTION
CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800)
MAY BE TACK WELDED TOGETHER FOR ASSEMBLY
FOLLOWING TESTS ARE PERFORMED IN
ASTM C42 SPECIFICATION.
1.1. TYPE -THIS WORK SHALL CONSIST OF FURNISHING AND
745-3700. COIL RODS AND NUTS USED IN HEADWALL
PURPOSES. FOR SMOOTH WELDED WIRE FABRIC, THE
ACCORDANCE WITH THE ASTM STANDARDS
6.1.3.ACCEPTABILITY OF CYLINDER TESTS - WHEN THE AVERAGE
CONSTRUCTING A CON/SPAN® O-SERIES BRIDGE SYSTEM IN
CONNECTIONS SHALL BE AISI TYPE 304 STAINLESS STEEL.
OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO
INDICATED. TESTS SHALL BE PERFORMED AS
COMPRESSIVE STRENGTH OF ALL CYLINDERS TESTED IS
ACCORDANCE WITH THESE SPECIFICATIONS AND IN
WASHERS USED IN HEADWALL CONNECTIONS SHALL BE
5.11.2.5.2 AND 5.11.6.2. FOR DEFORMED WELDED WIRE
INDICATED IN SECTION 6 OF THESE
EQUAL TO OR GREATER THAN THE DESIGN COMPRESSIVE
REASONABLY CLOSE CONFORMITY WITH THE LINES, GRADES,
EITHER AISI TYPE 304 STAINLESS STEEL PLATE WASHERS
FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF
SPECIFICATIONS.
STRENGTH, AND NOT MORE THAN 10% OF THE CYLINDERS
DESIGN AND DIMENSIONS SHOWN ON THE PLANS OR AS
OR AASHTO M270 (ASTM A709) GRADE 36 PLATE WASHERS
AASHTO 5.11.2.5.1 AND 5.11.6.1. THE OVERLAP OF WELDED
4.6.2.2.1. AIR CONTENT: C231 OR C173
TESTED HAVE A COMPRESSIVE STRENGTH LESS THAN THE
ESTABLISHED BY THE ENGINEER. IN SITUATIONS WHERE TWO OR
HOT DIP GALVANIZED AS PER AASHTO M111 (ASTM A123).
WIRE FABRIC SHALL BE MEASURED BETWEEN THE
4.6.2.2.2. COMPRESSIVE STRENGTH: C31,C39,C497
DESIGN CONCRETE STRENGTH, AND NO CYLINDER TESTED
MORE SPECIFICATIONS APPLY TO THIS WORK, THE MOST
3.3.7.MECHANICAL SPLICES OF REINFORCING BARS SHALL BE
OUTER -MOST LONGITUDINAL WIRES OF EACH FABRIC
4.6.2.3. THE PRECASTER SHALL PROVIDE DOCUMENTATION
HAS A COMPRESSIVE STRENGTH LESS THAN 90% OF THE
STRINGENT REQUIREMENTS SHALL GOVERN.
MADE USING THE DOWEL BAR SPLICER SYSTEM AS
SHEET. FOR DEFORMED BILLET -STEEL BARS, THE OVERLAP
DEMONSTRATING COMPLIANCE WITH THIS SECTION
REQUIRED CONCRETE STRENGTH, THEN THE ELEMENT
1.2. DESIGNATION - PRECAST REINFORCED CONCRETE CON/SPAN®
MANUFACTURED BY DAYTON SUPERIOR CONCRETE
SHALL MEET THE REQUIREMENTS OF AASHTO 5.11.2.1 FOR
TO CONTECHO ENGINEERED SOLUTIONS AT
SHALL BE ACCEPTED. WHEN THE COMPRESSIVE STRENGTH
O-SERIES BRIDGE UNITS MANUFACTURED IN ACCORDANCE WITH
ACCESSORIES MIAMISBURG OHIO 800 745-3700 AND
SPLICES OTHER THAN TENSION SPLICES THE OVERLAP
REGULAR INTERVALS OR UPON REQUEST.
OF THE CYLINDERS TESTED DOES NOT CONFORM TO THESE
THIS SPECIFICATION SHALL BE DESIGNATED BY SPAN AND RISE.
SHALL CONSIST OF THE DBDI SPLICE SYSTEM (DOWEL BAR
SHALL BE A MINIMUM OF V-0" FOR WELDED WIRE FABRIC OR
4.6.2.4. THE OWNER MAY PLACE AN INSPECTOR IN THE
ACCEPTANCE CRITERIA, THE ACCEPTABILITY OF THE
PRECAST REINFORCED CONCRETE WINGWALLS AND HEADWALLS
SPLICER AND DOWEL -IN OR AS MANUFACTURED BY
DEFORMED BILLET -STEEL BARS. THE SPACING CENTER TO
PLANT WHEN THE PRODUCTS COVERED BY THIS
ELEMENT MAY BE DETERMINED AS DESCRIBED IN SECTION
MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION
BARSPLICE PRODUCTS NC, DAYTON, OHIO, (937)-275-8700,
CENTER OF THE CIRCUMFERENTIAL WIRES IN A WIRE
SPECIFICATION ARE BEING MANUFACTURED.
6.1.4, BELOW.
SHALL BE DESIGNATED BY LENGTH, HEIGHT, AND DEFLECTION
AND SHALL CONSIST OF BARSPLICER XP TYPE 2 SYSTEM.
FABRIC SHEET SHALL BE NOT LESS THAN 2" NOR MORE
4.6.3. DOCUMENTATION - THE PRECASTER SHALL SUBMIT
6.1.4. ACCEPTABILITY OF CORE TESTS - THE COMPRESSIVE
ANGLE. PRECAST REINFORCED CONCRETE EXPRESSTM
THAN 4". THE SPACING CENTER TO CENTER OF THE
PRECAST PRODUCTION REPORTS TO CONTECHO
STRENGTH OF THE CONCRETE IN A BRIDGE ELEMENT IS
FOUNDATION UNITS MANUFACTURED IN ACCORDANCE WITH THIS
4. MANUFACTURE OF PRECAST ELEMENTS - SUBJECT TO THE
LONGITUDINAL WIRES SHALL NOT BE MORE THAN 8". THE
ENGINEERED SOLUTIONS AS REQUIRED.
ACCEPTABLE WHEN EACH CORE TEST STRENGTH IS EQUAL
SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT AND
PROVISIONS OF SECTION 5, BELOW, THE PRECAST ELEMENT
SPACING CENTER TO CENTER OF THE LONGITUDINAL
5. PERMISSIBLE VARIATIONS
TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH.
WIDTH.
DIMENSION AND REINFORCEMENT DETAILS SHALL BE AS PRESCRIBED
DISTRIBUTION STEEL FOR EITHER LINE OF REINFORCING IN
5.1. BRIDGE UNITS
WHEN THE COMPRESSIVE STRENGTH OF A CORE TESTED IS
IN THE PLAN AND SHOP DRAWINGS PROVIDED BY THE
THE TOP SLAB SHALL BE NOT MORE THAN 1'4".
5.1.1.INTERNAL DIMENSIONS - THE INTERNAL DIMENSION SHALL
LESS THAN THE DESIGN CONCRETE STRENGTH THE
2. DESIGN
MANUFACTURER.
4.3.2.LAPS, WELDS, AND SPACING FOR PRECAST WINGWALLS,
VARY NOT MORE THAN 1 % FROM THE DESIGN DIMENSIONS
PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN
2.1. SPECIFICATIONS - THE PRECAST ELEMENTS ARE DESIGNED IN
4.1. FORMS - THE FORMS USED IN MANUFACTURE SHALL BE
HEADWALLS AND FOUNDATIONS - SPLICES IN THE
NOR MORE THAN 1}2" WHICHEVER IS LESS.
MAY BE RE -CORED. WHEN THE COMPRESSIVE STRENGTH
ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR
SUFFICIENTLY RIGID AND ACCURATE TO MAINTAIN THE
REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY
-
5.1.2.SLA6 AND WALL THICKNESS THE SLAB AND WALL
OF THE RE -CORE IS EQUAL TO OR GREATER THAN THE
Q
HIGHWAY BRIDGES" 17TH EDITION, ADOPTED BY THE AMERICAN
REQUIRED PRECAST ELEMENT DIMENSIONS WITHIN THE
BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES.
THICKNESS SHALL NOT BE LESS THAN THAT SHOWN IN THE
DESIGN CONCRETE STRENGTH, THE COMPRESSIVE
ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
PERMISSIBLE VARIATIONS GIVEN IN SECTION 5 OF THESE
FOR SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL
DESIGN BY MORE THANY4". A THICKNESS MORE THAN THAT
STRENGTH OF THE CONCRETE IN THAT BRIDGE ELEMENT IS
OFFICIALS, 2002. A MINIMUM OF ONE FOOT OF COVER ABOVE THE
SPECIFICATIONS. ALL CASTING SURFACES SHALL BE OF A
MEET THE REQUIREMENTS OF AASHTO 5.11.2.5.2 AND
REQUIRED IN THE DESIGN SHALL NOT BE CAUSE FOR
ACCEPTABLE.
CROWN OF THE BRIDGE UNITS IS REQUIRED IN THE INSTALLED
SMOOTH MATERIAL.
5.11.6.2. FOR DEFORMED WELDED WIRE FABRIC THE
REJECTION.
6.1.4.1. WHEN THE COMPRESSIVE STRENGTH OF ANY
CONDITION. UNLESS NOTED OTHERWISE ON THE SHOP
(
4.2. PLACEMENT OF REINFORCEMENT
OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO
F
5.1.3.LENGTH OF OPPOSITE SURFACES -VARIATIONS IN LAYING
RECORE IS LESS THAN THE DESIGN CONCRETE
DRAWINGS AND DESIGNED ACCORDINGLY.)
4.2.1.PLACEMENT OF REINFORCEMENT IN PRECAST BRIDGE
5.11.2.5.1 AND 5.11.6.1. FOR DEFORMED BILLET -STEEL BARS,
LENGTHS OF TWO OPPOSITE SURFACES OF THE BRIDGE
STRENGTH, THE PRECAST ELEMENT FROM WHICH
UNITS - THE COVER OF CONCRETE OVER THE OUTSIDE
THE OVERLAP SHALL MEET THE REQUIREMENTS OF
UNIT SHALL NOT BE MORE THAN )t2" IN ANY SECTION,
THAT CORE WAS TAKEN SHALL BE REJECTED.
3. MATERIALS
CIRCUMFERENTIAL REINFORCEMENT SHALL BE 2" MINIMUM.
C UAASHTO
.11..1 T SPACING F THE
5 2 HE S AC G O
EXCEPT WHERE BEVELED ENDS FOR LAYING OF CURVES
1.4 P N E - H E H SHALL
6. .2. PLUGGING CORE HOLES THE CORE HOLES
3.1. CONCRETE - THE CONCRETE FOR THE PRECAST ELEMENTS
THE COVER OF CONCRETE OVER THE INSIDE
WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS THAN
ARE SPECIFIED BY THE PURCHASER.
BE PLUGGED AND SEALED BY THE MANUFACTURER
SHALL BE AIR -ENTRAINED WHEN INSTALLED IN AREAS SUBJECT
CIRCUMFERENTIAL REINFORCEMENT SHALL BE 1)�"
2" NOR MORE THAN 8".
5.1.4.LENGTH OF SECTION -THE UNDERRUN IN LENGTH OF A
IN A MANNER SUCH THAT THE ELEMENTS WILL
TO FREEZE -THAW CONDITIONS, COMPOSED OF PORTLAND
MINIMUM, UNLESS OTHERWISE NOTED ON THE SHOP 4.4.
CURING - THE PRECAST CONCRETE ELEMENTS SHALL BE CURED
SECTION SHALL NOT BE MORE THAN )1" IN ANY BRIDGE UNIT.
MEET ALL OF THE TEST REQUIREMENTS OF THIS
CEMENT, FINE AND COARSE AGGREGATES, ADMIXTURES AND
DRAWINGS. THE CLEAR DISTANCE OF THE END
FOR A SUFFICIENT LENGTH OF TIME SO THAT THE CONCRETE
5.1.5.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION
SPECIFICATION. PRECAST ELEMENTS SO SEALED
WATER. AIR -ENTRAINED CONCRETE SHALL CONTAIN 6 is 2
CIRCUMFERENTIAL WIRES SHALL NOT BE LESS THAN 1" NOR
WILL DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH IN 28
IN POSITION OF THE REINFORCEMENT SHALL BE dIN NO
SHALL BE CONSIDERED SATISFACTORY FOR USE.
PERCENT AIR. THE AIR- ENTRAINING ADMIXTURE SHALL
MORE THAN 2" FROM THE ENDS OF EACH SECTION.
DAYS OR LESS. ANY ONE OF THE FOLLOWING METHODS OF
CASE SHALL THE COVER OVER THE REINFORCEMENEN T BE
6.1.4.3. TEST EQUIPMENT -EVERY MANUFACTURER
CONFORM TO AASHTO M154. THE MINIMUM CONCRETE
REINFORCEMENT SHALL BE ASSEMBLED UTILIZING SINGLE
CURING OR COMBINATIONS THERE OF SHALL BE USED:
LESS THAN 1)1" FOR THE OUTSIDE CIRCUMFERENTIAL STEEL
FURNISHING PRECAST ELEMENTS UNDER THIS
COMPRESSIVE STRENGTH SHALL BE AS SHOWN ON THE SHOP
OR MULTIPLE LAYERS OF WELDED WIRE FABRIC (NOT TO
4.4.1.STEAM CURING - THE PRECAST ELEMENTS MAY BE
OR BE LESS THAN 1" FOR THE INSIDE CIRCUMFERENTIAL
SPECIFICATION SHALL FURNISH ALL FACILITIES AND
DRAWINGS.
EXCEED 3 LAYERS), SUPPLEMENTED WITH A SINGLE LAYER
LOW-PRESSURE STEAM CURED BY A SYSTEM THAT WILL
STEEL AS MEASURED TO THE EXTERNAL OR INTERNAL
PERSONNEL NECESSARY TO CARRY OUT THE TEST
3.1.1. PORTLAND CEMENT - SHALL CONFORM TO THE
OF DEFORMED BILLET -STEEL BARS, WHEN NECESSARY.
MAINTAIN A MOIST ATMOSPHERE.
SURFACE OF THE BRIDGE. THESE TOLERANCES OR COVER
REQUIRED.
REQUIREMENTS OF ASTM SPECIFICATIONS C150-TYPE
WELDED WIRE FABRIC SHALL BE COMPOSED OF
4.4.2. WATER CURING - THE PRECAST ELEMENTS MAY BE WATER
REQUIREMENTS DO NOT APPLY TO MATING SURFACES OF
6.2. INSPECTION - THE QUALITY OF MATERIALS, THE PROCESS OF
I, TYPE IL, TYPE II, OR TYPE III CEMENT.
CIRCUMFERENTIAL AND LONGITUDINAL WIRES MEETING
CURED BY ANY METHOD THAT WILL KEEP THE SECTIONS
THE JOINTS.
MANUFACTURE, AND THE FINISHED PRECAST ELEMENTS SHALL
3.1.2. AGGREGATE - SHALL CONSIST OF STONE HAVING A
THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL
MOIST.
5.1.6. AREA OF REINFORCEMENT - THE AREAS OF STEEL
BE SUBJECT TO INSPECTION BY THE PURCHASER.
MAXIMUM SIZE OF 1 INCH. AGGREGATE SHALL MEET
CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING
4.4.3.MEMBRANE CURING - A SEALING MEMBRANE CONFORMING
REINFORCEMENT SHALL BE THE DESIGN STEEL AREAS AS
7. JOINTS
REQUIREMENTS FOR ASTM C33.
THROUGH THE BRIDGE UNIT TO MAINTAIN THE SHAPE AND
TO THE REQUIREMENTS OF ASTM SPECIFICATION C309 MAY
SHOWN IN THE MANUFACTURER'S SHOP DRAWINGS. STEEL
THE BRIDGE UNITS SHALL BE PRODUCED WITH FLAT BUTT ENDS.
3.1.3. WATER REDUCING ADMIXTURE - THE MANUFACTURER MAY
POSITION OF THE REINFORCEMENT. LONGITUDINAL
BE APPLIED AND SHALL BE LEFT INTACT UNTIL THE
AREAS GREATER THAN THOSE REQUIRED SHALL NOT BE
THE ENDS OF THE BRIDGE UNITS SHALL BE SUCH THAT WHEN THE
SUBMIT, FOR APPROVAL BY THE ENGINEER, A
DISTRIBUTION REINFORCEMENT MAY BE WELDED WIRE
REQUIRED CONCRETE COMPRESSIVE STRENGTH IS
CAUSE FOR REJECTION. THE PERMISSIBLE VARIATION IN
SECTIONS ARE LAID TOGETHER THEY WILL MAKE A CONTINUOUS
WATER -REDUCING ADMIXTURE FOR THE PURPOSE OF
FABRIC OR DEFORMED BILLET -STEEL BARS AND SHALL
ATTAINED. THE CONCRETE TEMPERATURE AT THE TIME OF
DIAMETER OF ANY REINFORCEMENT SHALL CONFORM TO
LINE WITH A SMOOTH INTERIOR FREE OF APPRECIABLE
INCREASING WORKABILITY AND REDUCING THE WATER
MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. THE
APPLICATION SHALL BE WITHIN +/- 10 DEGREES F OF THE
THE TOLERANCES PRESCRIBED IN THE ASTM
IRREGULARITIES, ALL COMPATIBLE WITH THE PERMISSIBLE
REQUIREMENT FOR THE CONCRETE.
ENDS OF THE LONGITUDINAL DISTRIBUTION
ATMOSPHERIC TEMPERATURE. ALL SURFACES SHALL BE
SPECIFICATION FOR THAT TYPE OF REINFORCEMENT.
VARIATIONS IN SECTION 5, ABOVE. THE JOINT WIDTH BETWEEN
3.1.4. CALCIUM CHLORIDE - THE ADDITION TO THE MIX OF
REINFORCEMENT SHALL BE NOT MORE THAN 3" AND NOT
KEPT MOIST PRIOR TO THE APPLICATION OF THE
5.2. WINGWALLS & HEADWALLS
ADJACENT PRECAST UNITS SHALL NOT EXCEED %".
CALCIUM CHLORIDE OR ADMIXTURES CONTAINING
LESS THAN 1Y2" FROM THE ENDS OF THE BRIDGE UNIT.
COMPOUNDS AND SHALL BE DAMP WHEN THE COMPOUND
5.2.1. WALL THICKNESS -THE WALL THICKNESS SHALL NOT VARY
8. WORKMANSHIP/ FINISH
CALCIUM CHLORIDE WILL NOT BE PERMITTED.
4.2.2.BENDING OF REINFORCEMENT FOR PRECAST BRIDGE UNITS
IS APPLIED.
FROM THAT SHOWN IN THE DESIGN BY MORE THAWS".
THE BRIDGE UNITS, WINGWALLS, HEADWALLS AND FOUNDATION
3.1.5. MIXTURE - THE AGGREGATES, CEMENT AND WATER SHALL
- THE OUTSIDE AND INSIDE CIRCUMFERENTIAL 4.5.
STORAGE, HANDLING & DELIVERY
5.2.2.LENGTH/HEIGHT OF WALL SECTIONS - THE LENGTH AND
UNITS SHALL BE SUBSTANTIALLY FREE OF FRACTURES. THE ENDS OF
BE PROPORTIONED AND MIXED IN A BATCH MIXER TO
REINFORCING STEEL FOR THE CORNERS OF THE BRIDGE
4.5.1. STORAGE - PRECAST CONCRETE BRIDGE ELEMENTS SHALL
HEIGHT OF THE WALL SHALL NOT VARY FROM THAT SHOWN
THE BRIDGE UNITS SHALL BE NORMAL TO THE WALLS AND
s PRODUCE A HOMOGENEOUS CONCRETE MEETING THE
SHALL BE BENT TO SUCH AN ANGLE THAT IS
BE LIFTED AND STORED IN "AS -CAST" POSITION. PRECAST
IN THE DESIGN BY MORE THAN Y2".
CENTERLINE OF THE BRIDGE SECTION, WITHIN THE LIMITS OF THE
r STRENGTH REQUIREMENTS OF THIS SPECIFICATION. THE
APPROXIMATELY EQUAL TO THE CONFIGURATION OF THE
CONCRETE HEADWALL AND WINGWALL UNITS ARE CAST,
5.2.3.POSITION OF REINFORCEMENT- THE MAXIMUM VARIATION
VARIATIONS GIVEN IN SECTION 5, ABOVE, EXCEPT WHERE BEVELED
PROPORTION OF PORTLAND CEMENT IN THE MIXTURE
BRIDGE'S OUTSIDE CORNER.
STORED AND SHIPPED IN A FLAT POSITION. THE PRECAST
IN THE POSITION OF THE REINFORCEMENT SHALL BE is Yz".
ENDS ARE SPECIFIED. THE FACES OF THE WINGWALLS AND
a SHALL NOT BE LESS THAN 564 POUNDS (6 SACKS) PER
4.2.3.PLACEMENT OF REINFORCEMENT FOR PRECAST
ELEMENTS SHALL BE STORED IN SUCH A MANNER TO
IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT
HEADWALLS SHALL BE PARALLEL TO EACH OTHER, WITHIN THE LIMITS
CUBIC YARD OF CONCRETE.
WINGWALLS AND HEADWALLS - THE COVER OF CONCRETE
PREVENT CRACKING OR DAMAGE. STORE ELEMENTS USING
BE LESS THAN 1)�".
OF VARIATIONS GIVEN IN SECTION 5, ABOVE. THE SURFACE OF THE
v 3.2. STEEL REINFORCEMENT
OVER THE LONGITUDINAL AND TRANSVERSE
TIMBER SUPPORTS AS APPROPRIATE. THE UNITS SHALL
5.2.4. SIZE REINFORCEMENT -THE PERMISSIBLE VARIATION IN
PRECAST ELEMENTS SHALL BE A SMOOTH STEEL FORM OR
3.2.1. THE MINIMUM STEEL YIELD STRENGTH SHALL BE 60,000 PSI ,
REINFORCEMENT SHALL BE 2" MINIMUM. THE CLEAR
NOT BE MOVED UNTIL THE CONCRETE COMPRESSIVE
O O CO O
ET
DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE
TROWELED SURFACE. TRAPPED AIR POCKETS CAUSING SURFACE
UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS.
DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO
STRENGTH HAS REACHED A MINIMUM OF 2500 PSI (3000 PSI
TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION
DEFECTS SHALL BE CONSIDERED AS PART OF A SMOOTH, STEEL
5 3.2.2. ALL REINFORCING STEEL FOR THE PRECAST ELEMENTS
THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN
FOR SPANS >48 FEET), AND THEY SHALL NOT BE STORED IN
FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER
FORM FINISH.
6 SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH
11/a" NOR MORE THAN 3". REINFORCEMENT SHALL BE
AN UPRIGHT POSITION.
THAN THAT REQUIRED SHALL NOT BE CAUSE FOR
9. REPAIRS
_ THE DETAILED SHOP DRAWINGS SUBMITTED BY THE
ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE
4.5.2.HANDLING -HANDLING DEVICES SHALL BE PERMITTED IN
REJECTION.
PRECAST ELEMENTS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF
' MANUFACTURER.
FABRIC, OR A SINGLE LAYER OF DEFORMED BILLET -STEEL
EACH PRECAST ELEMENT FOR THE PURPOSE OF HANDLING
5.3. FOUNDATION UNITS
IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE AND WILL
I 3.2.3. REINFORCEMENT SHALL CONSIST OF WELDED WIRE
BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF
AND SETTING. SPREADER BEAMS MAY BE REQUIRED FOR
5.3.1. WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY
BE ACCEPTABLE IF, IN THE OPINION OF THE PURCHASER, THE
REINFORCING CONFORMING TO ASTM SPECIFICATION A
L
TRANSVERSE AND LONGITUDINAL WIRES MEETING THE
THE LIFTING OF PRECAST CONCRETE BRIDGE ELEMENTS TO
FROM THAT SHOWN IN THE DESIGN BY MORE THAN }l"
REPAIRS ARE SOUND, PROPERLY FINISHED AND CURED, AND THE
e 1064, OR DEFORMED STEEL BARS CONFORMING TO ASTM
SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL
PRECLUDE DAMAGE FROM BENDING OR TORSION FORCES.
5.3.2.LENGTH/ HEIGHT/WIDTH OF FOUNDATION SECTIONS - THE
REPAIRED SECTION CONFORMS TO THE REQUIREMENTS OF THIS
L SPECIFICATION A 615 GRADE 60. LONGITUDINAL
CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING
4.5.3. DELIVERY -PRECAST CONCRETE ELEMENTS MUST NOT BE
LENGTH, HEIGHT AND WIDTH OF THE FOUNDATION UNITS
SPECIFICATION.
3 DISTRIBUTION REINFORCEMENT MAY CONSIST OF WELDED
e
THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND
SHIPPED UNTIL THE CONCRETE HAS ATTAINED THE
SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY
10.REJECTION
L WIRE FABRIC OR DEFORMED BILLET -STEEL BARS.
POSITION OF THE REINFORCEMENT. LONGITUDINAL
SPECIFIED DESIGN COMPRESSIVE STRENGTH, OR AS
MORE THAN i2".
THE PRECAST ELEMENTS SHALL BE SUBJECT TO REJECTION ON
3.3. STEEL HARDWARE
REINFORCEMENT MAY BE WELDED WIRE FABRIC OR
DIRECTED BY THE DESIGN ENGINEER. PRECAST CONCRETE
5.3.3.POSITION OF REINFORCEMENT- THE MAXIMUM VARIATION
ACCOUNT OF ANY OF THE SPECIFICATION REQUIREMENTS.
3.3.1.BOLTS AND THREADED RODS FOR WINGWALL
DEFORMED BILLET -STEEL BARS AND SHALL MEET THE
ELEMENTS MAY BE UNLOADED AND PLACED ON THE
THE POSITION THE REINFORCEMENT SHALL BE t IN
INDIVIDUAL PRECAST ELEMENTS MAY BE REJECTED BECAUSE OF
CONNECTIONS SHALL CONFORM TO ASTM A 307. NUTS
SPACING REQUIREMENTS OF 4.3, BELOW.
GROUND AT THE SITE UNTIL INSTALLED. STORE ELEMENTS
N H T
NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE
ANY OF THE FOLLOWING:
L SHALL CONFORM TO AASHTO M292 (ASTM A194) GRADE 2H.
4.2.4.PLACEMENT OF REINFORCMENT FOR PRECAST
USING TIMBER SUPPORTS AS APPROPRIATE.
LESS THAN 1)¢".
10.1.FRACTURES OR CRACKS PASSING THROUGH THE WALL,
d ALL BOLTS, THREADED RODS AND NUTS USED IN
FOUNDATION UNITS - THE COVER OF CONCRETE OVER THE 4.6.
QUALITY ASSURANCE - THE PRECASTER SHALL DEMONSTRATE
5.3.4.SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN
EXCEPT FOR A SINGLE END CRACK THAT DOES NOT EXCEED ONE
3 WINGWALL CONNECTIONS SHALL BE MECHANICALLY ZINC
BOTTOM REINFORCEMENT SHALL BE 3 INCHES MINIMUM.
ADHERENCE TO THE STANDARDS SET FORTH IN THE NPCA
DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE
HALF THE THICKNESS OF THE WALL.
e COATED IN ACCORDANCE WITH ASTM B695 CLASS O 50.
L
THE COVER CONCRETE FOR ALL OTHER
QUALITY CONTROL MANUAL. THE PRECASTER SHALL MEET
TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION
1 THAT INDICATE PR P TI PROPORTIONING, MIXING, AN
0.2.MOLDING TO OR O G, X G, D
3.3.2. STRUCTURAL STEEL FOR WINGWALL CONNECTION PLATES
E
REINFORCEMENT SHALL BE 2 INCHES MINIMUM. THE CLEAR
EITHER SECTION 4.6.1 OR 4.6.2
FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER
MOLDING NOT IN COMPLIANCE WITH SECTION 4 OF THESE
AND PLATE WASHERS SHALL CONFORM TO AASHTO M 270
DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO
4.6.1.CERTIFICATION -THE PRECASTER SHALL BE CERTIFIED BY
THAN THAT REQUIRED SHALL NOT BE CAUSE FOR
SPECIFICATIONS.
(ASTM A 709) GRADE 36 AND SHALL BE HOT DIP GALVANIZED
THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN
THE PRECAST/PRESTRESSED CONCRETE INSTITUTE PLANT
REJECTION.
10.3.HONEYCOMBED OR OPEN TEXTURE.
� AS PER AASHTO M111 (ASTM A123).
2 INCHES NOR MORE THAN 3 INCHES. REINFORCEMENT
CERTIFICATION PROGRAM OR THE NATIONAL PRECAST
6. TESTING/ INSPECTION
10.4.DAMAGED ENDS, WHERE SUCH DAMAGE WOULD PREVENT
3.3.3.INSERTS FOR WINGWALLS SHALL BE " DIAMETER
n 1
SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF
CONCRETE ASSOCIATION'S PLANT CERTIFICATION
6.1. TESTING
MAKING A SATISFACTORY JOINT.
u TWO -BOLT PRESET WINGWALL ANCHORS AS
WELDED WIRE FABRIC OR A SINGLE LAYER OF DEFORMED
PROGRAM PRIOR TO AND DURING PRODUCTION OF THE
6.1.1. TYPE OF TEST SPECIMEN - CONCRETE COMPRESSIVE
u MANUFACTURED BY DAYTON SUPERIOR CONCRETE
BILLET -STEEL BARS. WELDED WIRE FABRIC SHALL BE
PRODUCTS COVERED BY THIS SPECIFICATION.
STRENGTH SHALL BE DETERMINED FROM COMPRESSION
ACCESSORIES, MIAMISBURG, OHIO, [phone] AND
j
COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES
4.6.2.QUALIFICATIONS, TESTING AND INSPECTION
TESTS MADE ON CYLINDERS OR CORES. FOR CYLINDER
SHALL BE ELECTRO GALVANIZED IN ACCORDANCE WITH
MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND
4.6.2.1. THE PRECASTER SHALL HAVE BEEN IN THE
TESTING, A MINIMUM OF 4 CYLINDERS SHALL BE TAKEN FOR
ASTM B633 SC-1.
`of
SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES
BUSINESS OF PRODUCING PRECAST CONCRETE
EACH BRIDGE ELEMENT. FOR CORE TESTING, A MINIMUM OF
3.3.4. FERRULE LOOP INSERTS SHALL BE F-64 FERRULE LOOP
EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE
PRODUCTS SIMILAR TO THOSE SPECIFIED FOR A
2 CORES SHALL BE TAKEN FOR EACH BRIDGE ELEMENT.
INSERTS AS MANUFACTURED BY DAYTON SUPERIOR
SHAPE AND POSITION OF THE REINFORCEMENT.
MINIMUM OF THREE YEARS. HE SHALL MAINTAIN A
EACH ELEMENT SHALL BE CONSIDERED SEPARATELY FOR
CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800)
LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE
PERMANENT QUALITY CONTROL DEPARTMENT OR
THE PURPOSE OF TESTING AND ACCEPTANCE.
- 745-3700 AND SHALL BE ELECTRO GALVANIZED.
FABRIC OR DEFORMED BILLET -STEEL BARS AND SHALL
RETAIN AN INDEPENDENT TESTING AGENCY ON A
6.1.2. COMPRESSION TESTING -CYLINDERS SHALL BE MADE AND
3 3.3.5. HOOK BOLTS USED IN ATTACHED HEADWALL CONNECTIONS
,��,
MEET THE SPACING REQUIREMENTS OF 4.3, BELOW.
CONTINUING BASIS. THE AGENCY SHALL ISSUE A
TESTED PRESCRIBED BY THE ASTM C39 SPECIFICATION.
SHALL BE ASTM A307.
4.3. LAPS, WELDS, SPACING
REPORT, CERTIFIED BY A LICENSED ENGINEER,
CYLINDERS SHALL BE CURED IN THE SAME ENVIRONMENT
3.3.6.INSERTS FOR DETACHED HEADWALL CONNECTIONS SHALL
4.3.1.LAPS, WELDS, AND SPACING FOR PRECAST BRIDGE UNITS -
DETAILING THE ABILITY OF THE PRECASTER TO
AS THE BRIDGE ELEMENTS. CORES SHALL BE OBTAINED
;
n BE AISI TYPE 304 STAINLESS STEEL, EXPANDED COIL
TENSION SPLICES IN THE CIRCUMFERENTIAL
PRODUCE QUALITY PRODUCTS CONSISTENT WITH
AND TESTED FOR COMPRESSIVE STRENGTH FROM EACH
PRELIMINARY
INSERTS AS MANUFACTURED BY DAYTON SUPERIOR
REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS
INDUSTRY STANDARDS.
ELEMENT IN ACCORDANCE WITH THE PROVISIONS OF THE
NOT FOR CONSTRUCTION
-
4.6.2.2. THE PRECASTER SHALL SHOW THAT THE
R
The design and information shown on this drawing H proviaea
u as a service to the protect owner, engineer and contractor by
Contech Arch Engineering, Professional Corporation
i Needier this drawing, nor any thereof, maybe
``1
';.1, N T E H
CON SPAN"
SALISBURY CEMETERY
PROJECT No.:
777506
SEQ. No.:
010
DATE:
2/27/2024
DESIGNED:
DRAWN:
uContech'). pad
used reproduced or modified ;n any manner without the prior
written consent of Contech. Failure to comply is done at the
'\I/�-SERIES..
ANNEX EXPANSION
u users own risk and Comach-pressly aisdai... ny liability n,
ARCH ENGNB3agG, PROFESSIONAL CORPORATION
;�►�
RKL
RKL
3 responsibilityforsuchuse.
C
CHECKED:
APPROVED:
L If discrepancies between the supplietl information upon which
E Il,das a ing5b ,sandacwalneldeonaigonsareencounlerea
dewo prpgreaeee,mesadiacrepand;eemeatberePorted
9100 Centre Pointe Dr., Suite 400, West Chester, OH
45069
XXX
PAC
800-338-1122 513-645-7000 513-645-7993 FAX
SHEET NO.:
u to Contech immediately forreevaluation of the design. Comech
L accephnotiaNlityforaesig teswdonmissing,incompleteor
PROPOSAL
DRAWING
SALISBURY, NORTH CAROLINA
MARK
DATE
REVISION DESCRIPTION
BY
ccame;nromauonanppliedbyothers.
CT4 °F CT5
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
'
Construction
and FacilitiesCIVILISTRUCTURAL
Management
Drawing Title
CULVERT DETAILS
Phase
100% CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.1AV9RCH111I
412-321-6362
ENGINEERApproved:
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
�a,
TECTURE $c PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
PRELIMINARY
NOT FOR
CONSTRUCTION
11
Building Number
Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
g
C U 503
38 of 142
U.S. Department
I VA of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
A
C
D
E
F
FORM 08 - 6231
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2 1
3 1
4 1
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8 1
9 1
10

1 2 3 I 4 I 5 I 6
7 I 8 I 9 I 10
10
9
C
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F
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS (CONT'D;
11. MARKING VERTICAL LEGS OR THE BOTTOM OF THE WINGWALL. ALSO, A WEATHER.
EACH BRIDGE UNIT SHALL BE CLEARLY MARKED BY WATERPROOF SUPPLY OFY4",Y2" AND Ye" THICK HARDBOARD OR PLASTIC SHIMS 13.8.21 NO BACKFILL SHALL BE PLACED AGAINST ANY STRUCTURAL ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL
PAINT. THE FOLLOWING SHALL BE SHOWN ON THE INSIDE OF THE FOR VARIOUS SHIMMING PURPOSES SHALL BE ON SITE. ELEMENTS UNTIL THEY HAVE BEEN APPROVED BY THE ENGINEER.
VERTICAL LEG OF THE BRIDGE SECTION:
13.3. PLACEMENT OF BRIDGE UNITS - THE BRIDGE UNITS SHALL BE
13.8.3. BACKFILL SHALL BE CONSIDERED AS ALL REPLACED
BRIDGE SPAN x BRIDGE RISE
PLACED AS SHOWN ON THE ENGINEER'S PLAN DRAWINGS.
EXCAVATION AND NEW EMBANKMENT ADJACENT TO THE PRECAST
DATE OF MANUFACTURE
SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO
CONCRETE ELEMENTS. THE PROJECT CONSTRUCTION AND
NAME OR TRADEMARK OF THE MANUFACTURER
THE TRUE LINE AND GRADE. THE JOINT WIDTH BETWEEN
MATERIAL SPECIFICATIONS, WHICH INCLUDE THE SPECIFICATIONS
12. INSTALLATION PREPARATION
ADJACENT PRECAST UNITS SHALL NOT EXCEED %a".
FOR EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION
TO ENSURE CORRECT INSTALLATION OF THE PRECAST CONCRETE
AND EMBANKMENT CONSTRUCTION, SHALL APPLY EXCEPT AS
BRIDGE SYSTEM, CARE AND CAUTION MUST BE EXERCISED IN
13.4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE
MODIFIED IN THIS SECTION.
FORMING THE SUPPORT AREAS FOR BRIDGE UNITS, HEADWALL, AND
STRUCTURE SPAN DURING ALL PHASES OF INSTALLATION. DUE TO
13.8.4. BACKFILL ZONES:
WINGWALL ELEMENTS. EXERCISING SPECIAL CARE WILL FACILITATE
THE ARCH SHAPE, BRIDGE ELEMENTS WILL TEND TO SPREAD
• IN -SITU SOIL
THE RAPID INSTALLATION OF THE PRECAST COMPONENTS.
UNDER SELF -WEIGHT. IT IS IMPERATIVE THAT ANY LATERAL
• ZONE A: CONSTRUCTED EMBANKMENT OR OVERFILL.
12.1. FOOTINGS
SPREADING OF THE BRIDGE ELEMENTS BE AVOIDED DURING AND
• ZONE B: FILL THAT IS DIRECTLY ASSOCIATED WITH PRECAST
DO NOT OVER EXCAVATE FOUNDATIONS UNLESS DIRECTED BY
AFTER THEIR PLACEMENT. GENERALLY, HORIZONTAL CABLE TIES
CONCRETE BRIDGE INSTALLATION.
SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL.
OR TIE RODS ARE SHIPPED IN THE LARGER BRIDGE ELEMENTS TO
• ZONE C: ROAD STRUCTURE.
ASSIST IN PREVENTING THIS SPREADING. CABLE TIES/TIE RODS
13.8.5. REQUIRED BACKFILL PROPERTIES
THE SITE SOILS ENGINEER SHALL CERTIFY THAT THE BEARING
SHALL NOT BE REMOVED UNTILL BRIDGE UNITS ARE GROUTED
13.8.5.1. IN -SITU SOIL - NATURAL GROUND IS TO BE SUFFICIENTLY
CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN
AND GROUT HAS CURED. IT IS RECOMMENDED THAT TEMPORARY
STABLE TO ALLOW EFFECTIVE SUPPORT TO THE PRECAST
REQUIREMENTS, PRIOR TO THE CONTRACTOR POURING OF THE
HARDWOOD BLOCKS BE USED IN CONJUNCTION WITH THE CABLE
CONCRETE BRIDGE UNITS. AS A GUIDE, THE EXISTING
FOOTINGS.
TIES/TIE RODS TO MAINTAIN SPAN. IF, HOWEVER, DUE TO SITE
NATURAL GROUND SHOULD BE OF SIMILAR QUALITY AND
RESTRICTIONS, THESE CABLE TIES/TIE RODS MUST BE REMOVED
DENSITY TO ZONE B MATERIAL FOR MINIMUM LATERAL
THE BRIDGE UNITS AND WINGWALLS SHALL BE INSTALLED ON
PRIOR TO PLACEMENT OF THE BRIDGE ELEMENTS, THE
DIMENSION OF ONE BRIDGE SPAN OUTSIDE OF THE BRIDGE
EITHER PRECAST OR CAST -IN -PLACE CONCRETE FOOTINGS. THE
SIZE AND ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED
CONTRACTOR MUST NOTIFY CONTECH (MANUFACTURER) AND
REQUEST A SUGGESTED INSTALLATION PROCEDURE
FOOTING.
13852 ZONE A- ZONE A REQUIRES FILL MATERIAL WITH
PERCENT PASSING
CHARACTER OF FRACTION
TYPICAL
AASHTO
AASHTO
US SIEVE NO.
PASSING NO. SIEVE
USCS
MATERIALS
GROUP
SUBGROUP
SOIL DESRIPTION
#10 #40 #200
LIQUID PLASTICITY
LIMIT INDEX
GW, GP, SP
A-1a
50 MAX 30 MAX 15 MAX
6 MAX
LARGELY GRAVEL BUT CAN
INCLUDE SAND AND FINES
GM, SW,
At
GRAVELLY SAND OR GRADED
SP, SM
A-1 b
50 MAX 25 MAX
6 MAX
SAND, MAY INCLUDE FINES
GM, SM, ML,
A-2-4
35 MAX
40 MAX 10 MAX
SANDS, GRAVELS WITH LOW-
SP, GP
AZ
PLASTICITY SILT FINES
SC, GC, GM
A-2-5
35 MAX
41 MIN 10 MAX
SANDS, GRAVELS WITH
PLASTIC SILT FINES
SP, SM, SW
A3
51 MIN 10 MAX
NOW
FINE SANDS
PLASTIC
ML, SM, SC
A4
36 MIN
40 MAX 10 MAX
LOW-COMPRESSIBILTY SILTS
BY THE ENGINEER. A KEYWAY SHALL BE FORMED IN THE TOP
SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO
SURFACE OF THE BRIDGE FOOTING AS SPECIFIED ON THE PLANS.
IN ADDITION, IF THE CABLE TIES/TIE RODS MUST BE REMOVED
THAT FOR NORMAL ROAD EMBANKMENTS.
NO KEYWAY IS REQUIRED IN THE WINGWALL FOOTINGS, UNLESS
PRIOR TO SETTING ARCH UNITS, THE FOLLOWING QUALITY
13.8.5.3. ZONE B - GENERALLY, SOILS SHALL BE REASONABLY FREE
OTHERWISE SPECIFIED ON THE PLANS.
CONTROL PROCEDURE MUST BE FOLLOWED:
OF ORGANIC MATTER, AND, NEAR CONCRETE SURFACES,
1) FIND "MEASURED SPAN" UPON ARCH UNIT'S DELIVERY TO
FREE OF STONES LARGER THAN 3" IN DIAMETER SEE CHARTS
THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND
SITE, PRIOR TO LIFTING FROM TRUCK AND REMOVING CABLE
FOR DETAILED DESCRIPTIONS OF ACCEPTABLE SOILS.
SHALL REACH A COMPRESSIVE STRENGTH OF 2,000 PSI BEFORE
TIES/TIE RODS. "MEASURED SPAN" SHALL BE THE AVERAGE OF
13.8.5.4. ZONE C - ZONE C IS THE ROAD SECTION OF GRAVEL,
FINISHED
PLACEMENT OF THE BRIDGE AND WINGWALL ELEMENTS.
(3) SPAN MEASUREMENTS ALONG THE LAY LENGTH OF THE
ASPHALT OR CONCRETE BUILT IN COMPLIANCE WITH LOCAL
GRADE
BACKFILLING SHALL NOT BEGIN UNTIL THE FOOTING HAS REACHED
ARCH UNIT.
ENGINEERING PRACTICES.
THE FULL DESIGN COMPRESSIVE STRENGTH.
2) AFTER SETTING OF BRIDGE UNIT ON THE FOUNDATION,
13.8.5.5. GEOTECHNICAL ENGINEER SHALL REVIEW GRADATIONS OF
C
VERIFY THE SPAN. THIS "INSTALLED SPAN MEASUREMENT"
ALL INTERFACING MATERIALS AND, IF NECESSARY,
THE FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE
SHALL NOT EXCEED THE MAXIMUM OF:
RECOMMEND GEOTEXTILE FILTER FABRIC (PROVIDED BY
WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 10'-0"
A) THE NOMINAL SPAN +y2" OR
CONTRACTOR)
STRAIGHT EDGE, THE SURFACE SHALL NOT VARY MORE THAN y" IN
B) THE "MEASURED SPAN"
LL W
10'-0".
IF THE "INSTALLED SPAN MEASUREMENT" EXCEEDS THIS AMOUNT,
13.8.6. PLACING AND COMPACTING BACKFILL
oqg x
a°troo
THE ARCH UNIT SHALL BE LIFTED AND RE -SET UNTIL THE
DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN
IF A PRECAST CONCRETE FOOTING IS USED, THE CONTRACTOR
"INSTALLED SPAN MEASUREMENT" MEETS THE LIMITS.
X-0" FROM THE BRIDGE LEG.
A
SHALL PREPARE A 4" THICK BASE LAYER OF COMPACTED
GRANULAR MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO
13.5. PLACEMENT OF WINGWALLS, HEADWALLS AND FOUNDATION UNITS
THE FILL MUST BE PLACED AND COMPACTED IN LAYERS NOT
B
PLACING THE PRECAST FOOTING.
- THE WINGWALLS, HEADWALLS AND FOUNDATIONS SHALL BE
EXCEEDING 8". THE MAXIMUM DIFFERENCE IN THE SURFACE
�_
TO ROADWAY
PLACED AS SHOWN ON THE PLAN DRAWINGS. SPECIAL CARE
LEVELS OF THE FILL ON OPPOSITE SIDES OF THE BRIDGE MUST
�_
BASE/ FINISH
THE FOUNDATIONS FOR PRECAST CONCRETE BRIDGE ELEMENTS
AND WINGWALLS MUST BE CONNECTED BY REINFORCEMENT TO
SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE
AND GRADE.
NOT EXCEED Z-0".
�,�— 8a GRADE OR 2'-0" MIN.
FORM ONE MONOLITHIC BODY. EXPANSION JOINTS SHALL NOT BE
13.6. JOINT PROTECTION AND SUBSURFACE DRAINAGE
THE FILL BEHIND WINGWALLS MUST BE PLACED AT THE SAME TIME
USED.
13.6.1. EXTERNAL PROTECTION OF JOINTS -THE BUTT JOINT MADE BY
AS THAT OF THE BRIDGE FILL. IT MUST BE PLACED IN
IN -SITU
TWO ADJOINING BRIDGE UNITS SHALL BE COVERED WITH A %" x
PROGRESSIVELY PLACED HORIZONTAL LAYERS NOT EXCEEDING 8"
SOIL
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
1%" PREFORMED BITUMINOUS JOINT SEALANT AND A MINIMUM OF
PER LAYER.
gq g
CONSTRUCTION OF THE FOUNDATIONS PER THE PLANS AND
A 9" WIDE JOINT WRAP. THE SURFACE SHALL BE FREE OF DIRT
—
SPECIFICATIONS.
BEFORE APPLYING THE JOINT MATERIAL. A PRIMER COMPATIBLE
THE BACKFILL OF ZONE B SHALL BE COMPACTED TO A MINIMUM
WITH THE JOINT WRAP TO BE USED SHALL BE APPLIED FOR A
DENSITY OF 95 % OF THE STANDARD PROCTOR, AS REQUIRED BY
13. INSTALLATION
MINIMUM WIDTH OF 9" ON EACH SIDE OF THE JOINT THE EXTERNAL
AASHTO T-99.
13.1. GENERAL -THE INSTALLATION OF THE PRECAST CONCRETE WRAP SHALL BE CS212 BY CONCRETE SEALANTS INC., EZ-WRAP
ELEMENTS SHALL BE AS EXPLAINED IN THE PUBLICATION RUBBER BY PRESS -SEAL GASKET CORPORATION, SEAL WRAP BY SOIL WITHIN V-0" OF CONCRETE SURFACES SHALL BE
CON/SPAN BRIDGE SYSTEMS INSTALLATION HANDBOOK. MAR MAC MANUFACTURING CO. INC. OR APPROVED EQUAL. THE HAND -COMPACTED. ELSEWHERE, USE OF ROLLERS IS
13.1.1. LIFTING -IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO JOINT SHALL BE COVERED CONTINUOUSLY FROM THE BOTTOM OF ACCEPTABLE. IF VIBRATING ROLLER -COMPACTORS ARE USED,
ENSURE THAT A CRANE OF THE CORRECT LIFTING CAPACITY IS ONE BRIDGE SECTION LEG, ACROSS THE TOP OF THE BRIDGE AND THEY SHALL NOT BE STARTED OR STOPPED WITHIN ZONE B AND
AVAILABLE TO HANDLE THE PRECAST CONCRETE UNITS. THIS CAN TO THE OPPOSITE BRIDGE SECTION LEG. ANY LAPS THAT RESULT THE VIBRATION FREQUENCY SHOULD BE AT LEAST 30
BE ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE REVOLUTIONS PER SECOND
SPAN
FILL HEIGHT
ACCEPTABLE MATERIAL
INSIDE ZONE B
5 24'-0"
t 12'-0"
At, A3
5 24'-0"
< 12'-0"
At, A2, A3, A4
I
> 24'-0"
ALL
Al, A3
C
LIMITS OF CRITICAL
BACKFILL ZONE B
8&�a
A
lllr
B
—I
ova
AA
—
83
l IN -SITU
SOIL
IN THE JOINT WRAP SHALL BE A MINIMUM OF 6 LONG WITH THE
PRECAST CONCRETE COMPONENTS AND BY DETERMINING THE OVERLAP RUNNING DOWNHILL.
LIFTING REACH FOR EACH CRANE UNIT. SITE CONDITIONS MUST BE 13.6.2. IN ADDITION TO THE JOINTS BETWEEN BRIDGE UNITS, THE THE BACKFILL MATERIAL AND COMPACTING BEHIND WINGWALLS BACKFILL REQUIREMENTS
CHECKED WELL IN ADVANCE OF SHIPPING TO ENSURE PROPER JOINT BETWEEN THE END BRIDGE UNIT AND THE HEADWALL SHALL SHALL SATISFY THE CRITERIA FOR THE BRIDGE BACKFILL, ZONE B.
CRANE LOCATION AND TO AVOID ANY LIFTING RESTRICTIONS. THE ALSO BE SEALED AS DESCRIBED ABOVE. IF PRECAST WINGWALLS
LIFT ANCHORS OR HOLES PROVIDED IN EACH UNIT ARE THE ONLY ARE USED, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE BACKFILL AGAINST A WATERPROOFED SURFACE SHALL BE PLACED VARIES BY
MEANS TO BE USED TO LIFT THE ELEMENTS. THE PRECAST WINGWALL SHALL BE SEALED WITH A Z-O" STRIP OF FILTER FABRIC. CAREFULLY TO AVOID DAMAGE TO THE WATERPROOFING ANCHOR TYPE
CONCRETE ELEMENTS MUST NOT BE SUPPORTED OR RAISED BY ALSO, IF LIFT HOLES ARE FORMED IN THE BRIDGE UNITS, THEY MATERIAL. A= 3'-2"
OTHER MEANS THAN THOSE GIVEN IN THE MANUALS AND SHALL BE PRIMED AND COVERED WITH A 9" x 9" SQUARE OF JOINT 13.8.7. BRIDGE UNITS B= 4' 1"
DRAWINGS WITHOUT WRITTEN APPROVAL FROM CONTECHO WRAP, FOR FILL HEIGHTS OVER 12 FEET (AS MEASURED FROM TOP LIMITS OF
ENGINEERED SOLUTIONS. 13.6.3. DURING THE BACKFILLING OPERATION, CARE SHALL BE TAKEN CROWN OF BRIDGE TO FINISHED GRADE), NO BACKFILLING MAY C= 5'-1" EXCAVATION
13.1.2. CONSTRUCTION EQUIPMENT WEIGHT RESTRICTIONS -IN NO TO KEEP THE JOINT WRAP IN ITS PROPER LOCATION OVER THE BEGIN UNTIL A BACKFILL COMPACTION TESTING PLAN HAS BEEN FINISHED GRADE D= 6'-1"
CASE SHALL EQUIPMENT OPERATING IN EXCESS OF THE DESIGN JOINT. COORDINATED WITH AND APPROVED BY CONTECHO ENGINEERED COMPACTED MATERIAL MIN.
LOAD (HS20 OR HS25) BE PERMITTED OVER THE BRIDGE UNITS 13.6.4. SUBSOIL DRAINAGE SHALL BE AS DIRECTED BY THE SOLUTIONS. (SAME AS UNIT BACKFILL) ZONE A
UNLESS APPROVED BY CONTECHO ENGINEERED SOLUTIONS. ENGINEER. 13.8.8. WINGWALLS
13.1.2.1. IN THE IMMEDIATE AREA OF THE BRIDGE UNITS, THE BACKFILL IN FRONT OF WINGWALLS SHALL BE CARRIED TO
FOLLOWING RESTRICTIONS FOR THE USE OF HEAVY 13.7. GROUTING GROUND LINES SHOWN IN THE PLANS.
CONSTRUCTION MACHINERY DURING BACKFILLING 13.7.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES 13.8.9. MONITORING
OPERATIONS APPLY: ARE EXPECTED TO GO BELOW 35' FOR A PERIOD OF 72 HOURS. THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL
• NO CONSTRUCTION EQUIPMENT SHALL CROSS THE BARE GROUTING SHOULD BE COMPLETED AS SOON AS PRACTICAL DISPLACEMENT OF FOUNDATION TO ENSURE THAT THEY ARE o 000�
PRECAST CONCRETE BRIDGE UNIT. AFTER PRECAST ARCHES HAVE BEEN INSTALLED. FILL THE WITHIN THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER.go •O 9�0. 9go • 9�0 •Q
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF BRIDGE -FOUNDATION KEYWAY WITH CEMENT GROUT (PORTLAND THESE MEASUREMENTS SHOULD GIVE AN INDICATION OF THE — ooa° oo e oow° 00%
4" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT CEMENT AND WATER OR CEMENT MORTAR COMPOSED OF SETTLEMENTS AND DEFORMATIONS ALONG THE LENGTH OF THE PRECAST oo�� �� g�o� 9bodo
WITH A WEIGHT OF LESS THAN 10 TONS MAY CROSS THE BRIDGE. PORTLAND CEMENT, SAND AND WATER) WITH A MINIMUM 28-DAY FOUNDATIONS. WINGWALL c�9bo ^ erjo ^ 9bo •Q LIMITS OF CRITICAL
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF COMPRESSIVE STRENGTH OF 3000 PSI. VIBRATE AS REQUIRED TO �� oo°° oow° ooc° BACKFILL ZONE (C.B.Z.)
V-0" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION ENSURE THAT THE ENTIRE KEY AROUND THE BRIDGE ELEMENT IS THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE
EQUIPMENT WITH A WEIGHT OF LESS THAN 30 TONS MAY CROSS COMPLETELY FILLED. IF BRIDGE ELEMENTS HAVE BEEN SET WITH ERECTION OF ALL PRECAST BRIDGE SYSTEM ELEMENTS, A Sao°gyp
THE BRIDGE. TEMPORARY TIES (CABLES, BARS, ETC.) GROUT MUST ATTAIN A SECOND AFTER COMPLETION OF BACKFILLING, AND A THIRD
• AFTER THE COMPACTED FILL LEVEL HAS REACHED THE DESIGN MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI BEFORE TIES MAY BEFORE OPENING OF THE BRIDGE TO TRAFFIC. FURTHER Obo� o
COVER, OR 2'-0- MINIMUM, OVER THE CROWN OF THE PRECAST BE REMOVED. MEASUREMENTS MAY BE MADE ACCORDING TO LOCAL
CONCRETE BRIDGE, CONSTRUCTION EQUIPMENT WITHIN THE 13.7.2. ALL GROUT SHALL HAVE A MAXIMUM AGGREGATE SIZE OF'/.". CONDITIONS.
DESIGN LOAD LIMITS FOR THE ROAD MAY CROSS THE PRECAST 13.7.3. LIFTING AND ERECTION ANCHOR RECESSES SHALL BE FILLED
CONCRETE BRIDGE. WITH GROUT. - IN -SITU
13.2. LEVELING PAD/SHIMS - THE BRIDGE UNITS AND WINGWALLS SHALL 13.7.4. AFTER GROUT HAS REACHED ITS DESIGN STRENGTH THE SOIL
BE SET ON HARDBOARD SHIMS CONFORMING TO ASTM D1037 OR TEMPORARY HARDWOOD WEDGES SHALL BE REMOVED AND THEIR GROUT
PLASTIC SHIMS (DAYTON SUPERIOR P-80, P-81 OR APPROVED HOLES FILLED WITH GROUT.
EQUAL) MEASURING 5" x 5", MINIMUM, UNLESS SHOWN OTHERWISE 13.8. BACKFILL PRELIMINARY
ON THE PLANS. AMINIMUM GAP OF)¢"SHALL BEPROVIDED 13.8.1. DO NOT PERFORM BACKFILLING DURING WET OR FREEZING WALL BACKFILL RFOUIRFMFNTS unTt=nracn—T..I .
BETWEEN THE FOOTING AND THE BOTTOM OF THE BRIDGE'S
The design and information shown on this drawing is provided
as a service to the project owner, engineer and contractor by
Contech Arch Engineering, Professional Corporation
('Contech'). Neither this drawing, nor any part thereof. may be
used, reproduced or modified in any manner without the prior
written consent of Contech. Failure to comply is done at the
users own risk and Contech expressly disclaims any liability or
responsibility for such use.
If discrepancies between the supplied information upon which
the drawing is based and actual Feld conditions are encountered
s site work progresses, these discrepancies must be reported
to Contech immediately for reevaluation of the design. Contech
accepts no liability for designs based on missing, incomplete or
«urateinformationsuppliedbyomare. MARK DATE REVISION DESCRIPTION
Ov.o.-NTECHO
ARCH ENGINEERNG, PROFESSpNAL CORPORATION
9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
CON SPAN"
i5,W_-SERIES_
PROPOSAL
DRAWING
SALISBURY CEMETERY
ANNEX EXPANSION
SALISBURY, NORTH CAROLINA
VARIES SEE
FABRICATION
DRAWINGS
PROJECT No.:
SEQ. No.:
DATE:
777506
010
2/27/2024
DESIGNED:
DRAWN:
RKL
RKL
CHECKED:
APPROVED:
I
XXX
PAC
OF
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and FacilitiesCIVILISTRUCTURAL
Management
Drawing Title
CULVERT DETAILS
Phase
100% CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
412-321-6362
ENGINEERApproved:
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
tv9RCHITECTURE& PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
PRELIMINARY
NOT FOR
CONSTRUCTION
Building Number
Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
g
C U 504
39 of 142
U.S. Department
VA of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
A
Ifl
C
L11
E
F
✓A FORM 08 - 6231
1
2
3
4
5
6
7
8
9
10

1 2 3 I 4 5 1 6 7 8 1 9 1 10
A
B
C
D
E
F
12"
STRUCT
WIDTH
0
O
z
Q
0
U
Q
w
w
0
�w
L.L ry
z (D
75 _
ao-17
N
PEDESTRIAN RAI LI N
1 j lot = 1'—On
ry
7)
0
U
o
ry
0
H
z
5
O
w_
>
• REFER TO ARCH. DRAWINGS FOR
INFORMATION AND REQUIREMENTS
AT PEDESTRIAN RAILINGS AND
REFER TO RAILING MANUF.
DRAWINGS FOR ATTACHMENT OF
POST TO BASE PLATE
PROVIDE 8"x8"x3/4" BASE PLATE
WITH (4)-1/2"0 (x 8" EMBED.)
ANCHOR BOLTS INTO TOP OF
CONCRETE WALL - PLATE TO BE
CENTERED IN WALL WIDTH
0 0
00
0 0
8" HIGH GRADE -
SEE GRADING
• REFER TO CONTECH DRAWINGS
FOR WALL DIMENSIONS AND
REINFORCING
G AT TOP OF CULVERT HEADWALL
12"
STRUCT.
WIDTH
LOW GRADE -
SEE GRADING
IY
0
U
0� I?
0 ;t
H
75
z
0
(fl
(D
z
C.0�
�0
0
LL
co Z)
0
COM
2 1 If = 1'-011
• REFER TO GEOTECHNICAL
REPORT AND CONTECH
DRAWINGS FOR WALL BACKFILL
REQUIREMENTS
• REFER TO CONTECH DRAWINGS
FOR WALL DIMENSIONS AND
REINFORCING
• REFER TO DETAIL 1 ON S-108 FOR
PED. RAIL CONNECTION TO WALL
• SEE PLAN ON S-107 FOR
ELEVATION TOP OF FOOTING
#6 @ 12" O.C. T&B SHORT
WITH STANDARD HOOKS
IY
U (D #6 @ 12 O.C.
T&B CONT.
z G ° ° °
(.0O v
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4
I L°
12"
STRUCT.
U 4'-0" WIDTH
.40
co
TYPICAL FOUNDATION AT C
3
LL
r'nKICI II TAKITQ
Revisions: Date:
WALL ANCHOR - REFER
TO CONTECH DRAWINGS
2'-0" CONT. 2'-0" CONT.
PEDESTAL PEDESTAL
1'-0" WALL Illo. -Ill 15'-0" WALL 1'-0"
21'-0" WIDE FOOTING
BINED FOUNDATION (BASE SLAB) AT CULVERT
A � GROUT -SEE
v CONTECH
DRAWINGS
FOR INFO
9'-0" WIDE FOOTING
ULVERT HEADWA
Pashek + MTR, Ltd.
412-321-6362
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
Z)
0
ry
O
0
0l
0
U_
z
0
w
tY
>
0
0
0-
J
Q
J
Q
0
M
N
c0
• REFER TO CONTECH DRAWINGS
FOR WALL DIMENSIONS AND
REINFORCING
�LOW GRADE -
SEE GRADING
• REFER TO DETAIL 1 ON S-108 FOR
PED. RAIL CONNECTION TO WALL
• SEE PLAN ON S-107 FOR
ELEVATION TOP OF FOOTING
#6 @ 12" O.C. T&B SHORT
D WITH STANDARD HOOKS
0
j (D #6@ 12"O.C.
N T&B CONT.
a
4
°
J
U 3'-6"
CIO
TYPICAL F
4 1,, = 1'-0,,
ARCHITECT OF RECORD
%r
qARCHITECTUREtura
He PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
12"
6" STRUCT.
WIDTH
2'_0"
PEDESTAL
WALL
)'-0" WIDE FOOTING
WALL ANCHOR - REFER
TO CONTECH DRAWINGS
1
GROUT - SEE CONTECH
DRAWINGS FOR INFO
#6 @ 12" O.C. CONT.
#8 @ 12" O.C. WITH
STANDARD HOOKS
3'-6"
OUNDATION AT CULVERT HEADWALL AT PEDESTAL WALL
Office of
Construction
and Facilities
Management
VA U.S. Department
of Veterans Affairs
5)jYPICAL STEPPED FOOTING
, 11 - 1 ,-011
Drawing Title Phase Project Title
100% CONSTRUCTION SALISBURY NATIONAL CEMETERY
CULVERT FOUNDATIONS AND RAILING SUPPORT DOCUMENTS ANNEX II
Approved: Project Director Location: Salisbury National Cemetery
S. McCoy Rd. and Old Wilkesboro Rd. 1.
NORTH
Project Number
876CM3025
Building Number
Drawing Number
S-109
104 of 142
A
B
C
D
E
F
-ORM 08 - 6231
1 2 3 4 5 6 7 8
9 10

1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10
3
NORTH
A
C
0
0
N
O
N
N
N
LO
E
F Z
STA. 0+00
T/FTG =
657.00
T/FTG =
654.75
3
S-109 � \\
4 \
S-109//)
T/FTG =
652.50
657
HEADWALL #2
STA. 0+66,0
S-109
l
f
PEDESTAL WALL
CO j
i 2
i
S-1091
4
S-109
T/FTG = 654.75 —'
CULVERT AND HEADWALL FOUNDATIONS
311 = 1'-01
1
T/FTG = 657.00
T/FTG = 654.75
T/FTG =
652.50
- 657
HEADWALL fil
T/FTG
4
S-109
= 654.7
'3
(Z ina
off
CULVERT - SE` 1�
CONTECH DWGS. STA. 0+00
T/FTG =
657.00
PEDESTAL WALL
FOUNDATION
(TYP)
T/FTG = 657.00
STA. 0+66,0
PLAN NOTES:
1. PER THE GEOTECHNICAL REPORT PREPARED BY
SUMMIT ENGINEERING, LABORATORY & TESTING, INC.
(SUMMIT)., DATED AUGUST 25, 2023, NET ALLOWABLE
BEARING CAPACITY = 2000 PSF.
2. ALLOWABLE SOIL BEARING PRESSURES SHALL BE
CONFIRMED BY GEOTECHNICAL ENGINEER.
3. REFER TO GENERAL NOTES FOR INFORMATION AND
REQUIREMENTS ON FOUNDATION SUBGRADE
PREPARATION.
4. REFER TO GEOTECHNICAL REPORT AND CONTECH
DRAWINGS FOR WALL BACKFILL REQUIREMENTS.
5. WALL SHALL NOT BE BACKFILLED UNTIL LOW GRADE
HAS BEEN COMPLETED AS PER GRADING
ENGINEER'S GRADING PLAN.
6. FOOTING IS SHOWN ON PLAN AS DASHED LINE.
7. FOOTING SHALL EXTEND 1'-0" BEYOND END OF
PRE -CAST WALL AS SHOWN GRAPHICALLY ON PLAN.
8. REFER TO DETAIL 5 ON S-109 FOR STEPPED WALL
FOOTING
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
CULVERT FOUNDATIONS PLAN
Phase
BID REVIEW SET
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek + MTR, Ltd.
412-321-6362
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
chltura,
I%IARCHITECTURE 8c PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
Building Number
Approved: Project Director
Location: Salisbury National Cemetery
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
Q
S-1 OU
VA
U.S. Department
of Veterans Affairs
Issue Date
2024-05-16
Checked
PDB
Drawn
CRS
Revisions:
Date:
A
.:M
C
D
E
F
k FORM 08 - 6231
1 2 3 4 5 6 7 8 9 10

1 2 3 1 4 1 5 1 6 1 7 1 8 1 9 10
STORMWATER GENERAL NOTES
1. SEE SHEET CD101 FOR PRE DEVELOPED DRAINAGE AREA MAP.
A
r�
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STORMWATER NARATIVE
THIS SITE IS COMPRISES THREE DRAINAGE AREAS. AREA 3 IS
NORTH OF THE UNNAME STREAM AND DRAINS TO THE SOUTH
TO THE UNNAMED STREAM. AREA 2 IS BETWEEN THE RAILROAD
TRACKS AND THE UNAMED STREAM AND DRAINS TO THE NORTH
TO THE STREAM. AREA 1 IS BETWEEN THE RAILROAD TRACKS
AND THE UNAMED STREAM BUT DRAINS TO THE EAST.
STORMWATER CALCULATIONS WERE DONE FOR EACH AREA AND
THEN THEY WERE ROUTED TO THE COMMON ANALYSIS POINT
WHERE THEY ALL MEET TOGETHER. IT IS AT THIS POINT THAT
THE PRE DEVELOPED FLOW RATES ARE COMPARED TO THE
POST DEVELOPED FLOW RATES. A STORMWATER BASIN WAS
DESIGNED TO DETAIN THE STORMWATER RUNOFF RESULTING
FROM DEVELOPMENT SO THAT THE STORMWATER RUNOFF
RATES IS EQUAL TO OR LESS THAN THE PRE DEVELOPED RATE
AT THE COMMON ANALYSIS POINT.
Revisions: Date:
W
W------- 11"�"
COMMON
ANALYSIS
POINT
LEGEND
PROPERTY LINE
EASEMENT LINE
A
W
EXISTING CONTOUR
- 675 —
PROPOSED CONTOUR
680
TREE LINE
—
SANITARY SEWER
SANITARY MANHOLE
O
WATER LINE
W
FIRE HYDRANT
Y
OVERHEAD UTILITY LINES
—OHE
UTILITY POLE
-
C
UNDERGROUND ELECTRIC
E
PETROLEUM LINES
G
FIBER OPTIC LINES
FO
STORM SEWER PIPE
CATCH BASIN/INLET
lia 000
STORM MANHOLE
UNDERDRAIN
UD
—
STORM COLLECTOR
SD
CLEAN OUT
STORMWATER
SD
STRUCTURE
CB11
KEY PLAN NOT TO SCALE
80 0 80 160
NCR�N Scale: 1 = 80,
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office
Drawing Title
Phase
Project Title
Project Number
876CM3025
of
POST DEVOPMENT
100% CONSTRUCTION
SALISBURY NATIONAL CEMETERY
Building Number
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
Construction
STORMWATER PLAN
DOCUMENTS
ANNEX II
412-321-6362
ALwa
and Facilities
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
ARCHITECTURE Sc PLANNING
ARCHITURA CORPORATION
Management
Approved: Project Director
Location: Salisbury National Cemetery Annex II
Drawing Number
[phone]
9880 Westpoint Drive, Suite #400
S. McCoy Rd. and Old Wilkesboro Rd.
MEP ENGINEER
Arium AE
Indianapolis, IN 46256-3384
PH: [phone]
C D 102
U.S. Department
VA
Issue Date
2024-03-18
Checked
Drawn
410-730-2300
POC: Michael Conly, AIA, NCARB, President
of Veterans Affairs
19 of 142
W
E
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VA FORM 08 - 6231
1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10
U
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12
0 UTILITY NOTES
13 \ r l I i / ��'0 / / / I �/+ 1. THE CONTRACTOR SHALL COORDINATE WATER AND SEWER
WORK WITH THE CITY OF SALISBURY/ROWAN COUNTY UTILITIES.
ALL WORK DONE IN THIS AREA
/�� 4" SANITARY SERVICE / +/ / G5o SHALL BE COORDINATED WITH I 2. CITY OF SALISBURY/ROWAN COUNTY UTILITIES (SRU) WILL MAKE
o i / / �� / / J PLANTATION PIPELINE THE WATER LINE TAPS FOR DOMESTIC AND IRRIGATION AND
-0 TAP BY SALISBURY / j / / SAN SEWE�IGIH g11 I EXTEND THE LINES TO THE RIGHT OF WAY. SRU WILL PROVIDE
_ ROWAN UTILITIES / +IM-672. 5 61$ AND SET THE METER AND EXTEND LINE 2 FEET PAST THE
10" INV. 662.99 / � I 10"VC�UT N)-6 662.79 � 679
N �, / / / / � % / //// / / (� METER. SITE CONTRACTOR WILL CONNECT TO THE LINE AND
/ / / / INSTALL BACKFLOW PREVENTER AND HEATED ENCLOSURE AND
1" ELECTRICAL CONDUIT & /// / 4 SANITARY / {/ / / / EXTEND THE WATER LINES INTO THE PROPERTY AS PER PLAN.
f \ / CONDUIT TO KE AD /� p CLEAN OUT
"DATA CON� / °Z BY SALISBURY / CLASS B F ID / Q 3. CITY OF SALISBURY/ROWAN COUNTY UTILITIES WILL MAKE THE
ROWAN UTILITES� / cDOT RIP RAP zzi SANITARY SEWER TAP AND EXTEND THE SANITARY SEWER
x 101x 1.5'D 2 �o I LATERAL TO THE EASEMENT LINE AND INSTALL A CLEANOUT AT
CU5 THE EASEMENT LINE. THE SITE CONTRACTOR WILL EXTEND THE
/ 672 6�� s�o / �` %/� / /�j/ / / / / / // /
158 4„ PVC ,\co sD SANITARY SEWER LATERAL TO THE RESTROOM BUILDING AS
@ 2.0%MIN. / cg6 .,, co co PER PLAN.
`�� J 4. SEE MAINTENANCE AND VECHILE STORAGE BUILDING
/ I FOUNDATION PLANS FOR UNDERDRAIN LOCATION.
\ E
w � �/ / / / /�� � / j � �
KEYPA 5. SEE ARCHITECTURAL &MEP PLANS FOR ELECTRIC, WATER, AND
/ / /�/ EXISTING SANITARY // �/ E SEWER CONNECTIONS TO THE RESTROOM BUILDING.
E D E STAL - _ _______- / / / / / / /� 10 DIP @ 0.24 /o / +r �'�`L ��
/// �,� �� / � I 6. SEE SHEET CU502 FOR CLEAN OUT SCHEDULE.
N \_ ELECTRICAL / \
6 j HAND HOLE
4 w o / / // // / - i 6 _ 1
co
/ / /� // �' /r / / 67g sD 5
/ \ --- PRECAST CON RET l / ✓/ _ 10-*"/—
\ N I\\ E f CULVERT HE WALL01
o
\ / /
NCDOT CLASS 1 /r D- / / > / % 1" ELECTRICAL (ONDUI�-LEGEND
RIP RAP
/ / / ' / /11 TO FLAGPOLE ND SHELTER
r
�� 61 ATE CO TROLLE 6'W x 101 x 2'D
SD6'Ov WATER/IRRIGATION LINE W
N ��� F /� FE / �P��+r 67$
�� / �� 5� UNDERGROUND ELECTRIC E
EL TRI AL DUIT 669
illTA ON ITT AT $ %///v sD r� N
f STORM MANHOLE00
OI
MH4 / / / �� / / /� 00
v
N I \\ � N SAN SEWEK-W / / / �+ / o CATCH BASIN/INLET 000
10"VCP IN SW)-662.98 / /r / O
/�oQ 666 / �T(NE)-662.�2' FLARED END SECTION
10"VCP
I / SD
I \ \ RIP RAP
10'W x 20'L x 3'D �� cg / I � / c� / UNDERDRAIN UD
cn I TYP. SIDES OF CULVERT / + /
/ � � QGe �" � % � 677 � I STORM COLLECTOR SD
20' 4" HDPE
CLEAN OUT O CO 16
( \ 48 L.F. CONTEC SD / + / I > /
17 x 6-8 CULVERT / / �R/ PROPERTY LINE — —
0 3 (1� I I / l 6� 66 SD S�/ G0,�6 Oq3 22' " D E EASEMENT LINE
EXISTING CONTOUR - �88
ELECTRICAL CONDUIT & 1" DATA
CONDUIT FROM BUILDING TO /
/ + Q COND I EX. SANITARY SEWER SS
KIt �G ly F GO 45 GATE & MAINTENANCE PANEL /
/ EX. SANITARY MANHOLE S
676 21' 4' HDP SD 1" EL CTRICAL CONDUIT & 1" DATA
/ 0 O
on o I O / / 6�� 66�� y> D15 CON�SUIT TO RESTROOM BUILDING / j
/ EX. WATER LINE W
EX. FIRE HYDRANT
/x z OVERHEAD UTILITY LINES —OHE
SID = UTILITY POLE
CB �
SD I PETROLEUM LINES
CB3 S �
I /
G
SD% FIBER OPTIC LINES FO
EXISTING DRAINAGE
o / Q
EASEMENT / / / / ._ 6,J?
\ 1 / E E
J/ram_—ems, �_ D
15^ RCP �O I 1" TY E K COPPER
W ER SERVICE LINE
�N ��� 675
LECTRICAL 5 I r
DI2
HAND HOLE 676
6
SANS ER H 6�3E 673 8 CU50 �
RIM- 1.80 � — � / I I
40"VCP IN(SW -663 \
OUT(�E)-6 .43 677 D13 1
/ ( W� I I \ �� // / / 1" DATA CONDUIT CONODUIT & I � 1 1 I I I u' \ / v �� ��� / RESTROOM BUILDING / E _ IL /
/ 1 L� 1" ELECTRICAL CONDUIT X 678 I I 1
TO BACKFLOW ENCLOSURES
BA•rl
IRRIGATION \ 1C 6 \ �\ _ Q' Q' /
PREVENTER BY CONTACTOR CU50 \ L //�' -�� 674 \ / PSMPRK�R /
Ill ELECTRICAL CONDUIT
N / TO SUB PANEL & CONTROLER CO
I I I
WATER METER BY 3 w x
ALISBURY ROWAN UTILITIE U 0 G50 \ / E /LECTRICAL SUB PANEL 679
/ CONTROLLER \Qco10----��RRIGATIONSD � � I �
IEK SEE IRRIGATION PLANS X DI4
1"WATER TA \ E co
� coco
SAN SEWER MH BY SALISBURY ---SEE IRRI6`ATION PLANS
OWAN UTILITIES -o
RIM-675.48 l w FOR CON�fINUATION " 680
8"VCP IN(N)-665.39 I • • • • • • • • • • • • / \ I O / \ \ I /`\ = _ I _ I i / 11 7 r , \
1CIN(SW)-663.55
10"VCP OUT(NE)-663.53 \ 6 IRRIGATION BACKFLOW a
J
2" IRRIGATIO \
py CU50 PREVENTER BY CONTACTOR
TAP Y SALISBURY \\ \ MATERIAL & VEHICLE r _
I I l STORAGE BUILDING \ / / ,��
J I / 5 4
RO AN UTILITIES IRRIGATION METER BY
/ / \ G50 CU50 SALISBURY ROWAN UTILITIES 177 LF 4" UNDERDRAIN ctzo
f / l @ 0.50% MIN. \ / I
EXISTI G 6" WATER MAI I \\\ ' \ \ \ 675 _ o / co
EXISTING OVERHEAD o � o / 1
I 1 \ F UTILITY LINES 44 LF a HDPE / / I / �'
D UD D SD LID
SD LID@ 1.00 /o MIN.
Fx—x—x—x—X—x—xx co- x—x x—x—x —x—X =x cox—x—x—x�—� ✓ \ / J I o �
85 LF 4 HDPE
PR6PdSED WATER @ 1.00%MIN.
ASEMENT W� -W��
W / `►N — W — — — — I— — — _ — — — — — _ — Jx x�x—x�x—x—x—x—x—x—x—x—x— x—x—x = x= x—x—x =x — x x x— =x�x x x—I x�—x—x—x—x�—x= x—x--� x = x= x—x—x =
EXISTING 6" WATER MAI \- / /J � / / NX\
_ -
/
/ \� — / / I \ ✓ / I / \ a W
UJ
co
Qz /
\ V — I a /
° / I KEY PLAN NOT TO SCALE
OL O V/ILKERp\ VENj K� G�
QBOGFPN / /I ZO O ZO 4OS _iNCsR#_
JVV
CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
UTILITY PLAN
Phase
o
100 /O CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek + MTR, Ltd.
412-321-6362
CIVILISTRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
�►
ARCHITECTURE He PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
Building Number
Approved: Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
r
C U 1 02
27 of 142
VA
U.S. Department
of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
A
B
MEN
E
F
VA FORM 08 - 6231 1 2 3 4 5 6 7 8 9 10

1 2 3 4 I 5 6 7 I 8 I 9 10
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0
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0
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0
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0
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s
SEQUENCE OF CONSTRUCTION:
°
1. CONDUCT A PRE CONSTRUCTION MEETING WITH NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY PRIOR TO BEGING
WORK. THE MOORESVILLE REGIONAL OFFICE PHONE NUMBER IS 704-235-2100. �G
2. INSTALL STABILIZED CONSTRUCTION ENTRANCE AT THE LOCATIONS SHOWN ON THE PLANS. �0Z
3. INSTALL TREE PROTECTION FENCE AND PERIMETER CONTROLS, CLEAR ONLY THE AREA NEEDED TO INSTALL EROSION CONTROL
MEASURES.
I L ---- -�
4. CONSTRUCT TEMPORARY SEDIMENT SKIMMER BASINS AND DIVERSION DITCHES THAT DRAIN TO THEM. r-------------------------- -- -----� --� 'OW 1
5. CONTACT NC DEQ FOR AN INSPECTION ONCE EROSION CONTROL DEVICES HAVE BEEN INSTALLED. I \ •� 5 1/�j
6. CLEAR AND GRUB THE REMAINING AREA REMOVING TREES, BRUSH, AND VEGETATION. STRIP AND STOCKPILE TOPSOIL IN THE I ��
LOCATION SHOWN ON THE PLANS. SURROUND THE STOCKPILE WITH SILT FENCE AND TEMPORARY SEED THE STOCKPILE. o
7. CONSTRUCT TEMPORARY GAS PIPE LINE CONSTRUCTION CROSSING AS SHOWN ON THE PLANS. CONTACT PLANTATION PIPELINE \ /\� l/
STAFF PRIOR TO DOING WORK FOR THE CROSSING. CONTRACTOR SHALL FOLLOW THE CONDITIONS SET FORTH IN THE i _ \ \ / f -� J� �✓ ` ZONEAE - // / / / / / I SITE ANALYSIS:
%
ENCROACMENT AGREEMENT FOR THE PIPELINE CROSSING. /� a��=y ✓� f / \ J
oo� ✓ o=,gig�� TOTAL AREA OF SITE 30.26 ACRES
8. BEGIN MASS GRADING THE SITE INCLUDING EXCAVATION AND COMPACTION FOR THE RESTROOM AND MAINTENANCE BUILDING, THE pp' / =a ��� �- �' J AREA DISTURBED
AREA TBE ROOFED OR PAVED 10. 9ACRES
ACRES
PRECAST BURIAL CRYPTS, AND FILLING FOR THE ROAD AND COLUMBARIUM CONSTRUCTION. STABILIZE WITH TEMPORARY SEEDING. AREA TO BE VEGETATIVELY STABILIZED 9.16 ACRES
9. PLACE STONE AGGREGATE BASE AND UNDERDRAIN SYSTEM FOR THE BURIAL SECTION. INSTALL PRECAST BURIAL VAULTS. E:J�j I, �°O ,� (l� / l C ���j 1/ f / f �%%" V /��%I p /!o / / // /� LONGITUDE: 80° 29' 36.38" W
10. CONSTRUCT CATCH BASINS, MANHOLES, AND STORM SEWER PIPING. // / 500�j U / r / J/ J / / /^/� i` ' '/� �/ I // / r� �j �' LATITUDE: 35° 41' 01.05" N
11. INSTALL STREAM BULKHEAD AND BYPASS PUMP AROUND FOR CULVERT FOUNDATION CONSTRUCTION. PLACE PRECAST CULVERT / YO� / J yor '� / �� ZONEAE ,� �� RECEIVING WATER: GRANTS CREEK, PART OF THE YADKIN RIVER WATERSHED.
SECTIONS AND HEADWALL AND END WALL SEGMENTS. BACK FILL AROUND CULVERT. REMOVE BULKHEAD AND BYPASS PUMPING / //� O� ! X 6�`0 / r /� �" / /�- -�� �" /
EQUIPMENT ONCE THE CULVERT IS IN PLACE. -/ -� -�R /
� � I / � f �)� I � ) �-� i� p� r � � � � �- � � � � � r� � f J �� � � NO WETLANDS WILL BE IMPACTED BY THIS PROJECT.
12. INSTALL WATER SERVICE TO RESTROOM BUILDING AND IRRIGATION SERVICE TO MAINTENANCE BUILDING. r� ( i� //- I / ( / / / / C / / ' / -' -f /�' /
/ ,/-� / f - i" - - - I SOILS ON SITE INCLUDE:
13. INSTALL SANITARY SEWER SERVICE TO RESTROOM BUILDING. T // /�j / ( ///
i��j~-/ /�����_ - `- r �_��'- / J /� /-� // / �� 1 CeB2 - CECIL SANDY CLAY LOAM, 2 - 8% SLOPES
14. PLACE STONE AGGREGATE BASE AND CONCRETE CURB AND GUTTER FOR ROAD. mil/ CeC2 - CECIL SANDY CLAY LOAM, 8 - 15% SLOPES
/ / / _ - - v J 1 JCfB - CECIL-URBAN LAND COMPLEX, 2 - 8% SLOPES
15. BEGIN CONSTRUCTION FOR THE COLUMBARIUM, RESTROOM BUILDING AND MAINTENANCE BUILDING. % // I �� �� / 20� //2�01 -� �! ����__ _^s I / J� ChA - CHEWACLA LOAM, 0 - 2% SLOPES
16. ONCE THE SITE HAS REACHED 75%GROUND COVER CONTACT NC DEQ FOR FINAL INSPECTION. AFTER APPROVAL REMOVE THE / i� �/- 2Tk�U0 o� f ) I / / /�= HeB - HELENA SANDY LOAM, 1 - 6% SLOPES
% / / '�//� Ud - UDORTHENTS, LOAMY
REMAINING SEDIMENT AND EROSION CONTROL DEVICES AND STABILIZE THE DISTRUBED AREAS WITH TOPSOIL, SOD, OR l ( / y� l L� V ���/ ✓ / /J -�, NPDRO!�T�I
^�1 / / / -�`�/ �''- / �' /- _'0'Wx3L.2D -\ / / / ZONE Uf - URBAN LAND
WaA WARNE LOAM, 0 - 2% SLOPES
PERMANENT SEEDING. (/ o / I/ / /�� I /�j��
17. REMOVE ACCUMULATED SEDIMENT FROM THE SEDIMENT BASINS AND REGRADE TEMPORARY SEDIMENT SKIMMER BASINS AND �l/r �j / / / 0
TEMPORARY DIVERSION DITCHES ONCE THE SITE IS STABILIZED. CONVERT THE TEMPORARY SEDIMENT BASIN TO A PERMANENT
STORMWATER BASIN. I 5
18. INSTALL ASPHALT BASE COURSE FOR ROAD AND CONCRETE SIDEWALKS.
19. FINE GRADE THE SITE AND PREPARE IT FOR FINAL LANDSCAPING. �-l� / I ✓ ,-��� / / �j , ���� /j / - // I j If I I
20. INSTALL PERIMETER FENCING, GATES AND ENTRANCE MONUMENT SIGN. 9� /
21. REMOVE REMAINING EROSION CONTROL DEVICES ONCE THE SITE HAS REACHED FINAL STABILIZATION.
22. INSTALL TOP COAT OF ASPHALT PAVEMENT AND PAVEMENT STRIPING. •l �, )r / l / ill / f ,� % j ) ` \
SEER EVUTAS qRY
4'EN
30 SAN TARY
,SEWER EASEMENT:
/
SALISBURY-R--�I 'JUTILITIE / 5:5 (I I
°
/ I i ,� \ a �'% /✓'� / AE o p PT I 1:
G� /
/ l ooi �� / .�7`- �/ �� ' / W L SBARIUMA (I
i /7-12
2%
GROUND STABILIZATION TABLE
SITE AREA DESCRIPTION
STABILIZATION TIME
STABILIZATION TIME FRAME EXCEPTIONS
FRAME
PERIMETER DIKES,
SWALES, DITCHES, AND
7 DAYS
NONE
SLOPES
HIGH QUALITY WATER
(HQW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
3:1
7 DAYS
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED.
7 DAYS FOR SLOPES GREATER THAN 50 FEET IN
SLOPES 3:1 OR FLATTER
14 DAYS
LENGTH.
ALL OTHER AREAS WITH
SLOPES FLATTER THAN
14 DAYS
NONE (EXCEPT FOR PERIMETERS AND HQW ZONES)
4:1
�ONEAE�� NICHES) � �
EROSION CONTROL NOTES
1. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE PROVISIONS OF THE NORTH
BARIUM A' J I /
WA S 1-6 / > CAROLINA SEDIMENTATION CONTROL ACT OF 1973.
moo°�I _ 6 3,0 NICHES) ( J /
V � �p < I 1 2. ALL WORK MUST MEET OR EXCEED THE STANDARDS FOUND IN THE NORTH CAROLINA EROSION AND
V J t� �O �j �� /' �/ / 8 / \ / SEDIMENT CONTROL PLANNING AND DESIGN MANUAL (MAY 2013).
/O/ / 83 I 3. ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSPECTED AT LEAST WEEKLY AND
J �// / y / IX / I AFTER EACH 0.5" RAIN EVENT. CORRECTIVE MEASURES SHALL BE TAKEN IMMEDIATELY, INSPECTION
/ ppc, g��/ / / 84
"z RECORDS AND RAIN GAUGE SHALL BE KEPT ON SITE.
J l�� �i,� -! AREA C ? \ \ I 4. PER NCGS 11 3A-54.1 CONTRACTORS CONDUCTING LAND -DISTURBING ACTIVITIES LARGER THAN ONE
----- --- -T-- -per -- -- -�� -- --- �- -- - - -\ ACRE MUST INSPECT THEIR PROJECT AFTER EACH PHASE OF THE PROJECT, AND DOCUMENT THE
° INSPECTION IN WRITING. THE REQUIREMENT APPLIES TO ALL PROJECTS. THE PHASES ARE: 1)
/ / / � � � � / O� /� o� / / / � � ..� � 6 � ■ � � I \ INSTALLATION OF PERIMETER E&S CONTROL MEASURES. 2) CLEARING AND GRUBBING OF EXISTING
OM ITTAL I )/ / GROUND COVER. 3) COMPLETION OF ANY PHASE OF GRADING OF SLOPE OR FILLS. 4) INSTALLATION
/ H OF STORM DRAINAGE FACILITIES. 5 COMPLETION OF CONSTRUCTION. 6 ESTABLISHMENT OF PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION. )
' r�r�INGDE 1L %111 r 5 < 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PERFORMING THE SELF INSPECTION AND MAINTAIN THE
-r / / �� � MONITORING RECORDS FOR LAND DISTURBING ACTIVITIES UNDER THE STORMWATER GENERAL
/ -\ PERMIT NCGO100000 IN ACCORDANCE TO G.S. 113A-54.1.
/ D TCLASS2 20' SANITARY
RIP RAP 20'Lz3=\ / / \ \ 6. A COPY OF THE APPROVED PLAN, CERTIFICATE OF APPROVAL AND LETTER OF APPROVAL, NPDES
f\SEWER EASEMENT: /// / / ® \ \ l O / II 1 \ / PERMIT AND A MINIMUM OF 30 DAYS SELF INSPECTION REPORTS SHALL BE KEPT ON SITE AND BE
b� 7SALISBURY-ROWAN / q, 1 / \ \ \, /� 1 \ t / Q I MADE AVAILABLE UPON REQUEST.
/ jTl LITI ES 7. ALL BARE SOILS ARE TO BE STABILIZED UNDER THE CONDITIONS IN THE CURRENT NPDES PERMIT OR
IF IN A CRITICAL AREA BY THE END OF THE DAY.
��j V L 8. ALL SEDIMENT THAT ENTERS TRAVEL WAYS MUST BE CLEANED USING DRY METHODS. NO WASHING
n c� A ZONEAE OR HOSING OFF SEDIMENT INTO STORM DRAINS. IF POWERWASHING FOR ANY PORTION OF THE
, l 1 PROJECT IS REQUIRED ONLY PLAIN WATER IS ALLOWED AND MUST BE COLLECTED AND TREATED IN
• ✓/� / �// / / / `� / rppJ r \ ( I I WA 1 \ , APPROVED WATER COLLECTION DEVISES.
r RPDO�TCLASS 2 / ����2`�- l I` �J 1 \ \ 9. ANY DE -WATERING OF THE SITE IS TO BE PUMPED INTO SEDIMENT BAGS TO ALLOW FOR INFILTRATION
INTO THE EXISTING GROUND. DE -WATERING INTO EXISTING STORM SEWER OR SANITARY SEWER
RIP R) / / J 69 ( \ \ \ \ s �\ I f �,\ ✓ SYSTEM IS NOT ALLOWED. DO NOT PLACE SEDIMENT BAGS OVER STORM DRAIN INLETS.
�, • 6' ) / 10. ALL SOIL BROUGHT OR STORED ON TO THE SITE AND NOT IMMEDIATELY SPREAD AND COMPACTED
RP�AP 1 / J^ 1 F \ \ \ ( \ SHALL BE COVERED EACH NIGHT TO PREVENT SATURATION, WIND BLOW, AND RUNOFF.
11. RECYCLING ITEMS AND GARBAGE ARE TO BE COLLECTED DAILY AND DISPOSED OF PROPERLY
�� OFFSITE. SPILLS ARE TO BE CLEANED UP IMMEDIATELY.
CP
\ / I f 12. UTILITY TRENCHES SHOULD BE PHASED TO DECREASE THE AMOUNT OF GROUND DISTURBANCE TO
69 ` \ �� THE MINIMUM AMOUNT PRACTICAL EXCAVATION SHOULD BE LIMITED TO THE AMOUNT OF WORK THAT
\ \ \ I I II II \ CAN BE COMPLETED IN A DAY OR TWO. BERMS SHALL BE CONSTRUCTED TO PREVENT WATER FROM
RUNNING INTO EXCAVATIONS. AS SECTIONS OF CONSTRUCTION AND UTILITIES ARE INSTALLED OR
\ \ 24'Wx12lP�P I REMOVED TEMPORARY COVER SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF
THIS DOCUMENT.
13. ALL E&S MEASURES MUST BE MAINTAINED DURING THE ENTIRETY OF THE PROJECT DURATION AND IF
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CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office
Drawing Title
Phase
Project Title
Project Number
876CM3025
of
EROSION CONTROL PLAN
100% CONSTRUCTION
SALISBURY NATIONAL CEMETERY
Building Number
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
Construction
DOCUMENTS
ANNEX II
412-321-6362
Ci11�a.
and Facilities
1
11
11
CIVIL/STRUCTURAL ENGINEER
IV Technologies Inc.
KCI
ARCHITECTURE SL PLANNING
ARCHITURA CORPORATION
Management
Approved: Project Director
Location: Salisbury National Cemetery Annex II
Drawing Number
[phone]
9880 Westpoint Drive, Suite #400
S. McCoy Rd. and Old Wilkesboro Rd.
MEP ENGINEER
Arium AE
Indianapolis, IN 46256-3384
PH: [phone]
CG 101
U.S. Department
VA
Issue Date
2024-03-18
Checked
Drawn
410-730-2300
POC: Michael Conly, AIA, NCARB, President
of Veterans Affairs
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CONSULTANTS
ARCHITECT OF RECORD
STAMP
Office of
Construction
and Facilities
Management
Drawing Title
EROSION CONTROL PLAN
Phase
o
100 /o CONSTRUCTION
DOCUMENTS
Project Title
SALISBURY NATIONAL CEMETERY
ANNEX II
Project Number
876CM3025
LANDSCAPE ARCHITECT
Pashek+MTR, Ltd.
412-321-6362
CIVIL/STRUCTURAL ENGINEER
KCI Technologies Inc.
[phone]
MEP ENGINEER
Arium AE
410-730-2300
C111a.
ARCHITECTURE He PLANNING
ARCHITURA CORPORATION
9880 Westpoint Drive, Suite #400
Indianapolis, IN 46256-3384
PH: [phone]
POC: Michael Conly, AIA, NCARB, President
Building Number
Approved: Project Director
Location: Salisbury National Cemetery Annex II
S. McCoy Rd. and Old Wilkesboro Rd.
Drawing Number
I
CG 1 02
VA
U.S. Department
of Veterans Affairs
Issue Date
2024-03-18
Checked
Drawn
Revisions:
Date:
B
C
E
F
VA FORM 08 - 6231
1 2 3 4 5 6 7 8 9 10