DN01164 (WBS DF18314.2045330) Grading, Drainage, Paving, And Structure At Bridge #440197 Over Reedy Patch Creek On SR 1702 (Edney Inn Road) in Henderson County

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for the convenience of the user
and is Not a Cer tified Document -
The documents contained herein were originally issued
and sealed by the individuals whose names and license
numbers appear on each page, on the dates appearing
with their signature on that page.
This file or an individual page
shall not be considered a cer tified document.

SHEET TOTAL
STATE STATE PROJECT REFERENCE NO. NO. SHEETS
N.C.
STATE PROJ. NO. F. A. PROJ. NO. DESCRIPTION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DESIGN DATA PROJECT LENGTH
2024 STANDARD SPECIFICATIONS
PROJECT ENGINEER
RIGHT OF WAY DATE:
PROJECT DESIGN ENGINEER
LETTING DATE:
P.E.
SIGNATURE:
LOCATION:
TYPE OF WORK:
99/80/90
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
DF18314.2045330
PE
ROW
CONST.
HENDERSON COUNTY
BEGIN
PROJECT
BRIDGE #440197 OVER REEDY PATCH CREEK
ON SR 1702 (EDNEY INN ROAD)
END
PROJECT
VICINITY MAP
NOT TO SCALE
BEGIN PROJECT DF18314.2045330
-L- STA 18+50.00
TO
US 64
SR 1702 (ED
-
N
L
E
-
Y INN RD) U
TLET
O
O
N
REEDY
PATCH
CREEK
END PROJECT DF18314.2045330
-L- STA 24+10.00
Prepared in the Office of:
HNTB NORTH CAROLINA, P.C.
4000 Center at North Hills St.
ADT 2026 = 250 Suite 500
N
R
C
al e
L
i
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g
c
h
e
,
n s
N
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N
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:
C
C-
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1
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5
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5
li
4
na 27609 OF NORTH
ADT 2046 = 350 E C
LENGTH OF ROADWAY PROJECT DF18314.2045330 =0 .106 MILES T A A R T = 6% T O S L I N V = 40 MPH J. MATTHEW PICKENS, PE D A
E
P N A O R I
T T M A E T TOTAL LENGTH OF PROJECT DF18314.2045330 = 0.106 MILES N T O R
P
O F TRAN S
FUNC CLASS =
JARED BOND, PE
LOCAL RURAL
NCDOT CONTACT
SUBREGIONAL TIER
0335402.41381FD
:TCEJORP
DF18314.2045330
DF18314.2045330
DF18314.2045330
RUTHERFORD
COUNTY
COUNTY
LINE
-DETOUR-
FEBRUARY 25, 2026
SEPTEMBER 8, 2026
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II.
2. THIS IS NOT A CONTROLLED ACCESS PROJECT.
3. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
46110ND
:TCARTNOC
GRADING, DRAINAGE, PAVING, AND STRUCTURE
STRUCTURES ENGINEER
N O R T P R H OFE C S A S R IO O N A L L I N A LENGTH OF EXISTING STRUCTURE
SEAL
PROJECT DF18314.2045330 =0.017 MILES 27812
DAVID W. HAWKINS, PE D A V ENGINEER K IN S STRUCTURES ENGINEER ID W. H A W
EMIT_
6202/01/7
ngd.791044_100_HST_UMS_0335402.41381FD_100_004\...
S-1
1610
%74 1611 taB
A Freeman
Rd. Cave
Dr.
Mountain
Bat Cave
(9
Moore Rd. 1604 17 R 0 iver 1 side 1 D 7r.00
%64
%7 A 4
Rock Broad
River Rd.
CCrreeeekk
%64
HHoommiinnyy
Grant
MMiillll
1514
Hominy
Branch
1602 Rd.
BBrraanncchh
Edney
Bobs 1636
Rd.
%64
Inn
Rd.
1612
1631 Rd.
Loop
Rd. 1702
Lyda
1613
Rock
Stric
St
k
rick
l
l
a
and
nd
Slick
Rock1613
Dr.
Rd. Creek Creek
BBrraanncchh
PPaattcchh
Canyon
Dr.
Grand
BEGIN EXIST. BRIDGE
END BENT 1
STA. 20+44.31 -L-
END EXIST. BRIDGE
END BENT 2
STA. 21+34.97 -L-
STRUCTURE
/38
DAN
1102
AN
Docusign Envelope ID: AA966583-F0CA-833E-832F-7EF813388A71
N
N
A
A
D
2
08
13
1/
7/10/2026

NOTES:
GENERAL DRAWING INFORMATION IS TAKEN FROM 06/20/2024 INSPECTION
REPORT, SITE VISIT, AND STANDARD PLANS.
FILL FACE @ SPAN A SPAN B SPAN C FILL FACE @
END BENT 1 END BENT 2 BRIDGE ORIENTATION CONFORMS TO THE ROUTINE INSPECTION.
SCOPE OF WORK:
INSTALL TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH TRAFFIC CONTROL
PLANS.
FIX FIX
FIX FIX FIX FIX REMOVE EXISTING GUARDRAIL ON THE SOUTH SIDE OF BRIDGE. TAKE CARE NOT
TO DAMAGE EXISTING CORED SLAB.
REMOVE UNSOUND CONCRETE AND PROPERLY PREPARE EXISTING CORED SLABS FOR
CONCRETE REPAIRS.
PROPERLY PREPARE SPALLED AREAS IN EXISTING CORED SLABS AND PERFORM
CONCRETE REPAIRS.
APPROXIMATE
EXISTING GROUND PROPERLY PREPARE AND INSTALL NEW BRIDGE GUARDRAIL ALONG FULL LENGTH OF
SOUTH SIDE OF BRIDGE.
END BENT 1 BENT 1 BENT 2 END BENT 2
REMOVE UNSOUND CONCRETE AND PROPERLY PREPARE EXISTING BENT AREAS FOR
CONCRETE REPAIRS.
SECTION ALONG { BRIDGE
PROPERLY PREPARE SPALLED AREAS IN EXISTING BENT AND PERFORM CONCRETE
REPAIRS.
I HEREBY CERTIFY THAT THIS STRUCTURE
WAS REHABILITATED ACCORDING TO THESE
PLANS OR AS NOTED HEREIN.
R
E RESIDENT ENGINEER DATE
E
D
Y
P
A
T
C
H
C
R
(-)
1.5200%
(+)
3.3600%
E
E BRIDGE ID EXISTING (+) 0.6200%
K
POT STA. 20+89.64 -L- STRUCTURE
PI STA. = 19+75.00
ELEV. = 1,571.94' PI STA. =21+60.00
V.C. = 120' ELEV. =1,570.79'
V.C. =180'
BEGIN EXIST. BRIDGE
END EXIST. BRIDGE GRADE DATA -L-
END BENT 1
END BENT 2
STA. 20+44.31 -L-
STA. 21+34.97 -L-
SR 1702 -L-
(EDNEY INN RD)
TO US-64 PI STA. = 21+84.72
CHIMNEY ROCK RD TO FLYNN
LN
D = 9 degrees-34'-10.9" (RT)
D = 5 degrees-43'-46.5"
L = 167.02'
T = 83.71'
R = 1,000.00'
CURVE DATA -L-
PROPOSED BRIDGE GUARDRAIL
(STRUCTURES DETAIL AND
15'-0(cid:129)"|
PAY ITEM)
EA. CORNER) (ROADWAY
DETAIL AND PAY ITEM)
PROJECT NO.
COUNTY
STATION:
PLAN
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
NO. BY DATE NO. BY DATE
DRAWN BY DATE 1 3 TOTAL
CHECKED BY DATE DWG. NO. SHEETS
2 4
ROADWAY GAURDRAIL
APPROACH WORK (ROADWAY
DETAIL AND PAY ITEM)
6202/92/6 MA
24:84:9
ngd.791044_100_10DG_UMS_0335402.41381FD_100_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
ROADWAY GUARDRAIL 30'-3(cid:129)"| 30'-1"| 30'-3(cid:129)"|
APPROACH WORK (TYP. SPAN A SPAN B SPAN C
90'-8"| TOTAL LENGTH OF BRIDGE
DF1834.2045330
(FILL FACE TO FILL FACE OF END BENTS)
HENDERSON
POT 20+89.64 -L-
REHABILITATION OF
SHEET 1 OF 2 BRIDGE NO. 440197
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
GENERAL DRAWING FOR
SEAL
27812
BRIDGE ON SR 1702
D A ENGINEER IN S
V ID
W. H
A W K 6/29/2026 OVER REEDY PATCH CREEK
BETWEEN US-64 AND
DIAMOND FALLS PRESERVE
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609 S1-1
M. WRIGHT 12/25
N. HART 05/26 1
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7

1'-0(cid:129)" 1'-0(cid:129)"
30'-3"
1'-0(cid:129)" 14'-3(cid:129)" 13'-6..."
2'-9"
PROPOSED TYPICAL SECTION
"
4(cid:129)
2'-9"
EXISTING TYPICAL SECTION
"
4(cid:129)
"
3(cid:129)
-'4
30'-3"
28'-7" CLEAR ROADWAY WIDTH
14'-3(cid:129)" 14'-3(cid:129)"
27'-9" CLEAR ROADWAY WIDTH 1'-7" TO NOMINAL
FACE OF RAIL
"
3(cid:129)
-'4
"
0(cid:129)
1-'2
"5-'1"2-'1
"
0(cid:129)
1-'2
"5-'1"2-'1
11 EXISTING PRESTRESSED CONCRETE CORED SLAB UNITS = 30'-3"
PROJECT NO.
COUNTY
STATION:
PROPOSED MILLING AND ASPHALT
OVERLAY (ROADWAY DETAIL AND
PAY ITEM)
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
11 EXISTING PRESTRESSED CONCRETE CORED SLAB UNITS = 30'-3"
REVISIONS SHEET NO.
NO. BY DATE NO. BY DATE
DRAWN BY DATE 1 3 TOTAL
CHECKED BY DATE DWG. NO. SHEETS
2 4
6202/03/7 MA
60:72:9
ngd.791044_200_20DG_UMS_0335402.41381FD_300_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
NOTES:
INFORMATION INDICATED ON THE LOCATION SKETCH SHALL BE CONSIDERED GENERAL INFORMATION ONLY. THE CONTRACTOR SHALL
CONFIRM, THROUGH OTHER SOURCES, SPECIFIC INFORMATION REGARDING BRIDGES, ROADWAYS, UTILITIES, THE SURROUNDING AREA, AND ANY
OTHER ASPECTS THAT MAY BE NECESSARY TO PERFORM AND COMPLETE THE PROJECT.
EXISTING DIMENSIONS AND BRIDGE CONDITION ARE FROM THE BEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL FIELD VERIFY
THE INFORMATION SHOWN ON THE PLANS AND NOTIFY THE ENGINEER IF ACTUAL DIMENSIONS AND CONDITIONS DIFFER.
EXISTING
BRIDGE #440197
THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT FOR ANY DELAYS OR ADDITIONAL COST INCURRED
BASED ON DIFFERENCES BETWEEN WHAT IS SHOWN ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL STATE AND FEDERAL SAFETY REQUIREMENTS.
CHIM T
N
O
E Y
U S
R
-
O
6
C
4
K RD
FOR CONTROL OF TRAFFIC AND LIMITS ON PHASING OF CONSTRUCTION, SEE TRANSPORTATION MANAGEMENT PLANS.
FOR CONCRETE REPAIRS, SEE SPECIAL PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
SR 1702 (EDNEY INN RD) -L- FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
BEGIN EXIST. BRIDGE
STA. 20+44.31 -L-
TO
FLYNN
LN FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
90 degrees-00'-00 FOR BRIDGE GUARDRAIL, SEE SPECIAL PROVISIONS.
(TYP.) END EXIST. BRIDGE
REEDY
PATCH
CREEK
STA. 21+34.97 -L- A
A
N
N
Y
D
D
P
A
E
M
R
A
FO
GE
R M
T
E
O
D
E
A
X
T
I S
N
T
O
I N
A
G
D D
R
I
E
T
I
IO
NF
N
O
A
R
L
C I
C
N
O
G
S T
S
T
T
O
EE
T
L
H
,
E
DU
D
R
E
I
P
N
A
G
R
C
T
O
M
N
E
T
N
R
T
A
.
CTOR'S OPERATIONS, SHALL BE REPAIRED AS DIRECTED BY THE ENGINEER
PRIOR TO BEGINNING WORK, THE CONTRACTOR SHALL SUBMIT FOR REVIEW AND APPROVAL A COMPLETE SEQUENCE OF TASKS FOR EACH
OPERATION AFFECTING THE BRIDGE SURFACE AND/OR TRAFFIC.
THE CONTRACTOR SHALL PERFORM ALL WORK WITH CARE SO THAT THE EXISTING STRUCTURE WHICH IS TO REMAIN IN PLACE WILL NOT
BE DAMAGED. IF THE CONTRACTOR DAMAGES ANY PART OF THE EXISTING STRUCTURE WHICH IS TO REMAIN IN PLACE, THE DAMAGE AREA
SHALL BE REPAIRED OR REPLACED IN A MANNER SATISFACTORY TO THE ENGINEER AT NO ADDITIONAL COST TO THE DEPARTMENT.
CERTIFIED MILL REPORTS ARE REQUIRED FOR RAILS AND POSTS. SHOP INSPECTION IS NOT REQUIRED.
TO ENSURE FUTURE IDENTIFICATION OF THE FABRICATOR, A PERMANENT IDENTIFYING MARK SHALL BE PLACED ON EACH POST. THE
METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE APPEARANCE OF THE POST, BUT REMAINS
VISIBLE AFTER RAIL PLACEMENT.
BRIDGE 440197 LOCATION SKETCH THE CONTRACTOR SHALL USE ADHESIVELY ANCHORED DOWELS. LEVEL TWO FIELD TESTING IS REQUIRED, AND THE YIELD LOAD OF THE
DOWEL IS 12 KIPS. FOR ADHESIVELY ANCHORED ANCHOR BOLTS OR DOWELS, SEE SECTION 420-13 OF THE STANDARD SPECIFICATIONS.
THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR RAILING, BASE PLATES AND HARDWARE TO THE ENGINEER FOR APPROVAL PRIOR TO
FABRICATION.
ALL RAILING POST, PLATES AND MISCELLANEOUS HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH SECTION 1076 OF THE
STANDARD SPECIFICATIONS.
BRIDGE COORDINATES
BRIDGE NO. LATITIUDE LONGITUDE
440197 35 degrees-26-14.5" 82 degrees-17'-41.27"
TOTAL BILL OF MATERIAL
DF1834.2045330
REMOVAL OF
BRIDGE NO. BRIDGE CONCRETE HENDERSON
EXISTING BRIDGE
440197 GUARDRAIL REPAIRS
GUARDRAIL
POT 20+89.64 -L-
LUMP SUM LIN. FT. CU. FT.
TOTAL LUMP SUM 90.67 6.5
NOTE:REMOVAL OF EXISTING BRIDGE GUARDRAIL PAY ITEM INCLUDES REMOVAL
OF EXISTING BRIDGE RAILING AND ASPHALT WEARING SURFACE WITHIN SHEET 2 OF 2
LIMITS OF PROPOSED RAILING AND AS SHOWN ON PLANS.
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
GENERAL DRAWING FOR
SEAL
27812
BRIDGE ON SR 1702
D A ENGINEER IN S
V K
ID
W. H
A W OVER REEDY PATCH CREEK
BETWEEN US-64 AND
DIAMOND FALLS PRESERVE
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609 S1-2
M. WRIGHT 12/25
N. HART 05/26 2
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7
"0-'3
"5-'1"2-'1
"5-'4
Docusign Envelope ID: D977AE0E-F935-8F36-822C-A30F31BC5F4A
REMOVE AND REPLACE
BRIDGE GUARDRAIL
(THIS SIDE ONLY)
7/30/2026

PROJECT NO.
COUNTY
STATION:
SHEET 1 OF 2
SUPERSTRUCTURE
BRIDGE GUARDRAIL
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
S1-3 NO. BY DATE NO. BY DATE
DRAWN BY D. HORTON DATE 01/26 1 3 TOTAL
CHECKED BY N. HART DATE 05/26 DWG. NO. 3 SHEETS
2 4
6202/92/6 MA
23:45:9
ngd.791044_300_10RG_UMS_0335402.41381FD_500_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
(TYP.)
DF1834.2045330
HENDERSON
POT 20+89.64 -L-
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
SEAL
27812
D A ENGINEER IN S V K
ID
W. H
A W
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7
).PYT(
{ W-BEAM
(TYP.) (TYP.)
ETALP
REKCAB
3'-1(cid:129) " 3'-1(cid:129) "
{ RAIL
POST
9" MIN.
SHOWING WITHOUT OVERLAY
BACKER PLATE
NOMINAL FACE OF RAIL
W-BEAM
BACKER
PLATE
W-BEAM POST
{ POST
BASE PLATE
SHOWING WITHOUT OVERLAY
"
6(cid:129)
"
8(cid:129)
-'1
" "
" 1'-7"
1(cid:129) "|
2(cid:129) "
BASE
PLATE
"

TLOB
"
1
NOITCEJORP
{ BENT AND JOINT
AT BENTS WITH
AT ABUTMENTS SLAB EXP JOINTS AT ABUTMENTS
ROADWAY ELEVATION OF RAIL
TRAFFIC SIDE RAIL VIEW RAIL SECTION
RAIL DETAILS ON BRIDGE SLAB
"3-'1
5 4
"6
1
2
3
4
5
6
5
3
3
3
"1-'2
NOMINAL END OF BRIDGE RAIL FOR PAYMENT NOMINAL END OF BRIDGE RAIL FOR PAYMENT
{ FIRST { FIRST
2 2
GUARDRIL GUARDRIL
(TYP.) (TYP.)
POST 25'-0" NOMINAL RAIL SECTION; ONE 25'-0" POST
W-BEAM OR TWO 12'-6" W-BEAMS (TYP.)
1 6
1 6 6
{ W-BEAM { W-BEAM "
SPLICE SPLICE (TYP.)
3
{ JOINT { JOINT
3
6"
"0-'3
"9-'2
"3-'2
28 SPACES @ 3'-1(cid:129)" MAX.
9" MIN.
1'-7" MAINTAIN 3'-1(cid:129) " RAIL POST SPACING WHEREVER POSSIBLE FOR USE WITH NOMINAL 25'-0"
1'-7" OR 12'-6" W-BEAM SECTIONS. SYMMETRY OF POST SPACING ALONG THE STRUCTURE IS NOT NECESSARY.
2" OVERLAY ASSUMED AT GUTTERLINE.
TIGHTEN THE FIRST HEX NUT BY HAND UNTIL THE TOP AND BOTTOM EDGES OF THE W-BEAM
ENGAGE THE BACKER PLATE (BACKER PLATE SHOULD BE SNUG AGAINST THE POST). THEN
TIGHTEN HEX NUT ONE REVOLUTION WITH WRENCH AND SECURE WITH THE SECOND HEX NUT.
PLATE x1 x1 with ... "~ HOLE CENTERED IN PL (ASTM A36). SQUARE GUARDRAIL WASHER
(ASTM A563).
THE POST NEAREST TO A SLAB JOINT OR END OF STRUCTURE MAY BE SHIFTED UP TO 9" IN
ORDER TO SATISFY THE MINIMUM OFFSET DIMENSION. DRILL A NEW " ~ HOLE ON THE
CENTERLINE OF W-BEAM FOR SHIFTED POST. PAINT HOLE WITH TWO COATS OF ZINC-RICH
PAINT CONFORMING TO ASTM A123. ALL OTHER POSTS MUST REMAIN ON THE T Y P I C A L S PA C IN G .
{ S " ~ x 2(cid:129) " HEX HEAD BOLT
(ASTM A307) WITH ONE REGULAR
WASHER AND ONE REGULAR LOCK
{ S " ~ x 2(cid:129) " HEX HEAD BOLT (ASTM A307)
WASHER PLACED UNDER TWO HEX
WITH ONE REGULAR WASHER AND ONE REGULAR LOCK
NUTS (ASTM A563)
WASHER PLACED UNDER TWO HEX NUTS (ASTM A56 3 ).
{ (cid:129) " ~ x 1 " HEX HEAD BOLT
(ASTM A307) WITH ONE
{ (cid:129) " ~ x 1 " HEX HEAD BOLT (ASTM A307) HEX NUT (ASTM A563).
WITH ONE HEX NUT (ASTM A56 3 ).
ADHESIVELY ANCHORED
DOWELS
|"
8(cid:129)
2'-9"|
2"| 2"|
2"| 2"|
NOTE: EXISTING CONCRETE STRENGTH IS 5,000 PSI|.
"~ STRAND 9(cid:129)"|
10"~ VOID
|"
8(cid:129)
|"
8(cid:129)
9(cid:129)"| 1'-2"| 9(cid:129)"|
6"| 6"|
|"5-'1 |"1-'1
7"| 7"|
#4 STIRRUPS
7"| 7"|
|"2
2"| 2"| 2"| 2"| 2"| 2"|
|"2
"~ STRAND (TYP. EA. CORNER)
EXISTING CORED SLAB TYPICAL SECTION
} 8" x 5" x "
"
5
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
EXT. FACE
3-#3 BARS
10"~ VOID
5"
6/29/2026

PROJECT NO.
COUNTY
STATION:
SHEET 2 OF 2
SUPERSTRUCTURE
BRIDGE GUARDRAIL
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
S1-4 NO. BY DATE NO. BY DATE
DRAWN BY D. HORTON DATE 01/26 1 3 TOTAL
CHECKED BY N. HART DATE 05/26 DWG. NO. 4 SHEETS
2 4
6202/92/6 MA
72:85:9
ngd.791044_400_20RG_UMS_0335402.41381FD_700_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
{ W-BEAM SPLICE { W-BEAM SPLICE
{ W-BEAM SPLICE
DF1834.2045330
HENDERSON
POT 20+89.64 -L-
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
SEAL
27812
D A ENGINEER IN S
V K ID
W. H
A W
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7
"
4-'1
"
01
"
1(cid:129)
TRAFFIC
SIDE
"
6(cid:129)
"
8(cid:129)
-'1
"
6(cid:129)
"
6(cid:129)
1'-0(cid:129) "
3'-1(cid:129) " 3'-1(cid:129) "
(TYP.) (TYP.) (TYP.)
4 " (TYP.)
(TYP.)
8 SPLICE HOLES (TYP.)
"|

2
|"
0-'1
TRAFFIC DIRECTION
2 "
(cid:129) " R
( T 3
0
Y
degrees
P
. )
.)
P
Y
(T
"
"
1
"3-'1
4 "
25'-0" OR 12'-6"
3'-1(cid:129) "
" x 2(cid:129) " SLOTTED
HOLES (TYP .)
... " ~ HOLES
FRONT FLANGE
ONLY
"
" ~ HOLES
FRONT FLANGE
ONLY
{ " ~
HOLES
SECTION B-B
"
1(cid:129)
"
3-'1
"
1(cid:129)
"
1(cid:129)
"
5
8"
4" 4"
1
4
1'-4"
POST
TRAFFIC SIDE
1(cid:129)" 10"
"1
2" 2"
2"
W-BEAM ELEVATION W-BEAM SPLICE ELEVATION
8
9
10
PLAN
{ (cid:141)" ~ HOLES
1(cid:129)" 5" 1(cid:129)" ELEVATION
SECTION A-A BACKER PLATE
A A
B
{ (cid:141)" ~ HOLES
B
1(cid:129)" 5" 1(cid:129)"
POST ELEVATION
TRAFFIC SIDE
"

"
"

9
7
8
"
4
1..." 1..."
BACKER }
1
4
3
3
1 4
1 4
4"
|"
6|"
6
TOP OF CONCRETE
ANCHOR ASSEMBLY DETAILS 8
3
"

"
4
{ S3 x 5.7
(ASTM A992)
"0-'3
" ~ F1554, GRADE 5 5 ANCHOR
ROD WITH NUT (ASTM F563)
AND WASHER (ASTM F436)
8 - " ~ x 1 " BUTTON HEAD
SPLICE BOLTS (ASTM A307)
OR WITH A DOUBLE RECESSED
HEX NUT (ASTM A56 3 )
2" OVERLAY ASSUMED AT GUTTERLINE
THE CONTRACTOR SHALL USE ADHESIVELY ANCHORED ROD. LEVEL TWO
FIELD TESTING IS REQUIRED, AND THE YIELD LOAD OF THE ANCHOR ROD
IS 12 KIPS.
BACKER PL x 8 x 1'-3" (ASTM A36).
} x 5 x 8
(ASTM A572 GR 50)
AT THE NOMINAL END OF THE BRIDGE RAIL FOR PAYMENT, ONE 9'-4(cid:129) " OR
6'-3" W-BEAM SECTION IS PERMITTED IN ORDER TO ACHIEVE THE
REQUIRED W-BEAM SPLICE LOCATION.
CONTRACTOR SHALL LOCATE EXISTING STRAND AND REINFORCING STEEL
WITH PACHOMETER OR OTHER MEANS PRIOR TO FABRICATING POST BASE
PLATE AND DRILLING FOR ADHESIVE ANCHOR INSTALLATION.
S3 x 5.7
} x 16 x 8
(ASTM A992)
(ASTM A572 GR 50 )
} x 16 x 8
(ASTM A572 GR 50)
} x 5 x 8
(ASTM A572 GR 50)
"
1
"
5
.NIM
"
...7
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
6/29/2026

PROJECT NO.
COUNTY
STATION:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
NO. BY DATE NO. BY DATE
DRAWN BY DATE 1 3 TOTAL
CHECKED BY DATE DWG. NO. SHEETS
2 4
6202/92/6 MA
91:95:9
ngd.791044_500_10RSD_UMS_0335402.41381FD_900_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
SCALE 1/8" = 1'-0" - Ref this sheet in to Default as 1:96
SET Drawing Scale to 1/8" = 1'-0"
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
NOTES:
REPAIR LOCATIONS AND ESTIMATE OF QUANTITIES ARE BASED ON THE BEST
INFORMATION AVAILABLE. IF ADDITIONAL REPAIRS NOT SHOWN ON THE
DRAWINGS ARE DEEMED NECESSARY BY THE ENGINEER, THE ENGINEER WILL
NOTE ON THE DRAWINGS THE APPROXIMATE LOCATIONS AND DESCRIPTION OF
THE REPAIRS AND ENTER THE ACTUAL QUANTITIES INTO THE AS-BUILT
REPAIR QUANTITY TABLE.
FOR CONCRETE REPAIRS, SEE SPECIAL PROVISIONS.
CONTRACTOR SHALL SAWCUT TO A NOMINAL DEPTH OF (cid:129)" BUT REINFORCING
STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY THAT SAWCUT
DEPTH WILL NOT DAMAGE EXISTING REINFORCING STEEL.
FOR REPAIR DETAILS, SEE "TYPICAL CONCRETE REPAIR DETAILS" SHEET.
AS-BUILT REPAIR QUANTITY TABLE
QUANTITIES
BRIDGE
ESTIMATE ACTUAL
AREA VOLUME AREA VOLUME
CONCRETE REPAIRS
SQ. FT. CU. FT. SQ. FT. CU. FT.
CORED SLAB 18.0 6.0
REPAIR KEY
EXISTING GUARDRAIL CONCRETE REPAIR AREA
POSTS (TYP.)
{ BRIDGE
W.P. #1 W.P. #4
STA. 20+44.31 -L- STA. 21+34.97 -L-
90 degrees-00'-00"
2 SF 2 SF 2 SF 2 SF 2 SF 2 SF 2 SF 2 SF 2 SF
DF1834.2045330
EXISTING GUARDRAIL
POSTS (TYP.) HENDERSON
END BENT 1 { BENT 1 { BENT 2 END BENT 2
POT 20+89.64 -L-
29'-4" 30'-1" 29'-4"
SPAN A SPAN B SPAN C
90'-8"
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
SEAL
27812
PLAN D A ENGINEER IN S SUPERSTRUCTURE CONCRETE
V K 6/29/2026
ID
W. H
A W
REPAIR LOCATIONS
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609 S1-5
D. HORTON 02/26
N. HART 05/26 5
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7

PROJECT NO.
COUNTY
STATION:
BENT 1 SUBSTRUCTURE
CONCRETE REPAIR LOCATIONS
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
S1-6 NO. BY DATE NO. BY DATE
DRAWN BY D. HORTON DATE 05/26 1 3 TOTAL
CHECKED BY N. HART DATE 05/26 DWG. NO. 6 SHEETS
2 4
6202/92/6 MA
94:10:01
ngd.791044_600_20RSD_UMS_0335402.41381FD_110_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
NOTES:
REPAIR LOCATIONS AND ESTIMATE OF QUANTITIES ARE BASED ON THE BEST
33'-4" INFORMATION AVAILABLE. IF ADDITIONAL REPAIRS NOT SHOWN ON THE
DRAWINGS ARE DEEMED NECESSARY BY THE ENGINEER, THE ENGINEER WILL
NOTE ON THE DRAWINGS THE APPROXIMATE LOCATIONS AND DESCRIPTION OF
THE REPAIRS AND ENTER THE ACTUAL QUANTITIES INTO THE AS-BUILT
SPAN B REPAIR QUANTITY TABLE.
SPAN A CS1 CS11
FOR CONCRETE REPAIRS, SEE SPECIAL PROVISIONS.
CONTRACTOR SHALL SAWCUT TO A NOMINAL DEPTH OF (cid:129)" BUT REINFORCING
STEEL SHALL NOT BE DAMAGED.
CONTRACTOR SHALL REMOVE SURFACE CONCRETE TO VERIFY THAT SAWCUT
PLAN
DEPTH WILL NOT DAMAGE EXISTING REINFORCING STEEL.
(TOP OF CAP)
FOR REPAIR DETAILS, SEE "TYPICAL CONCRETE REPAIR DETAILS" SHEET.
AS-BUILT REPAIR QUANTITY TABLE
33'-4"
QUANTITIES
BRIDGE
ESTIMATE ACTUAL
AREA VOLUME AREA VOLUME
1 SF
CONCRETE REPAIRS
SQ. FT. CU. FT. SQ. FT. CU. FT.
SPAN B
SPAN A CS1 CS11 BENT 1 CAP 1.0 0.5
REPAIR KEY
CONCRETE REPAIR AREA
PLAN
(BOTTOM OF CAP)
PILE 1 PILE 2 PILE 3 PILE 4 PILE 5 PILE 6
NORTH FACE WEST FACE ELEVATION
1 SF 1 SF
PILE 6 PILE 5 PILE 4 PILE 3 PILE 2 PILE 1 DF1834.2045330
HENDERSON
POT 20+89.64 -L-
SOUTH FACE EAST FACE ELEVATION STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
SEAL
27812
D A
V
ENGINEER
K
IN S
6/29/2026
ID
W. H
A W
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7

NOTES:
TYPICAL BENT CAP AND CORED SLAB REPAIRS ARE SHOWN.
THE METHOD USED TO DELINEATE THE AREAS OF UNSOUND CONCRETE
TO BE REPAIRED SHALL NOT PERMANENTLY MARK THE CONCRETE.
LEAVE ANY RESIDUE AFTER REMOVAL OR REQUIRE HARSH CHEMICALS
TO REMOVE.
A
THE CONTRACTOR SHALL REMOVE THE DETERIORATED CONCRETE IN
ACCORDANCE WITH THE GUIDELINES SET IN THESE NOTES, IN THE
SPECIAL PROVISIONS AND THE STANDARD SPECIFICATIONS.
REMOVE UNSOUND CONCRETE TO THE EXTENT NECESSARY. MINIMUM
(cid:129)" DEEP SAW OF 1" BEHIND REBAR AND MINIMUM OF 2" CLEARANCE TO SAWCUT.
CUT (TYP.)
SPALLED, DELAMINATED OR
NO MORE THAN ONE-THIRD OF THE CAP OR CORED SLAB CROSS
CRACKED CONCRETE (REMOVE SPALLED, DELAMINATED OR
SECTIONAL AREA SHALL BE REMOVED AT ONE TIME. SHOULD IT
UNTIL SOUND CONCRETE IS CRACKED CONCRETE (REMOVE
BECOME NECESSARY TO REMOVE MORE THAN 30% OF A CAP OR
FOUND AND 1" (MIN.) BEHIND A UNTIL SOUND CONCRETE IS
CORED SLAB CROSS SECTIONAL AREA, NOTIFY THE ENGINEER PRIOR
ANY EXPOSED REBAR) (TYP.) FOUND AND 1" (MIN.) BEHIND
TO PROCEEDING.
ANY EXPOSED REBAR) (TYP.)
2" MIN. SIMULTANEOUS REMOVAL OF UNSOUND CONCRETE MAY BE PERMITTED
ON MORE THAN ONE FACE OF A CAP AND/OR CORED SLAB, IF THE
(TYP.)
AREAS OF REMOVAL ARE NOT ADJACENT TO OR DIRECTLY OPPOSITE
ONE ANOTHER. IF REMOVAL EXTENDS MORE THAN 1(cid:129)" BEHIND THE
MAIN REINFORCING BARS, NOTIFY THE ENGINEER PRIOR TO
PROCEEDING.
REINFORCING STEEL WHICH IS DETERMINED BY THE ENGINEER TO
BE REPLACED SHALL BE REMOVED TO A POINT WHERE IT IS SOUND.
THE PATCH SHALL EXTEND A SUFFICIENT DISTANCE BEYOND THIS
POINT TO DEVELOP A SPLICE LENGTH SPECIFIED IN THE TABLE ON
THIS SHEET.
BENT CAP REPAIRS
FOR CONCRETE REPAIRS, SEE SPECIAL PROVISIONS.
SPLICE LENGTH TABLE
BAR SIZE MIN. SPLICE LENGTH
#4 2'-5"
#5 3'-0"
#6 3'-7"
#7 4'-2"
#8 4'-9"
SPALLED, DELAMINATED OR #9 5'-4"
CRACKED CONCRETE (REMOVE
#10 6'-0"
UNTIL SOUND CONCRETE IS
#11 6'-8"
SPALLED, DELAMINATED OR FOUND AND 1" (MIN.) BEHIND
EXPOSED PRESTRESSING STRAND
CRACKED CONCRETE (REMOVE ANY EXPOSED REBAR) (TYP.)
TO BE BLAST CLEANED (TYP,).
UNTIL SOUND CONCRETE IS
TAKE EXTRA PRECAUTION NOT
FOUND AND 1" (MIN.) BEHIND
B TO DAMAGE PRESTRESSING STRAND
ANY EXPOSED REBAR) (TYP.)
REPAIR KEY
EXPOSED REBAR
TO BE BLAST
CLEANED (TYP.)
CONCRETE REPAIR AREA (FORM AND POUR)
B
2" MIN. (cid:129)" DEEP SAW
(TYP.) CUT (TYP.)
PROJECT NO.
COUNTY
STATION:
CORED SLAB REPAIRS
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS SHEET NO.
NO. BY DATE NO. BY DATE
DRAWN BY DATE 1 3 TOTAL
CHECKED BY DATE DWG. NO. SHEETS
2 4
6202/92/6 MA
15:20:01
ngd.791044_700_30RSD_UMS_0335402.41381FD_310_104\sNGD\serutcurtS\791nosredneH
700-SD\)tseW(
ASL
noisiviD
4202
04338\stcejorp\00wlar\\
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
SECTION A-A
ELEVATION OF BENT
DF1834.2045330
HENDERSON
SECTION B-B ELEVATION OF CORED SLAB
POT 20+89.64 -L-
STATE OF NORTH CAROLINA
N
O R T
P R
H OFE C S A S R IO O
N A
L
L
I N
A
DEPARTMENT OF RA L T EIG R H ANSPORTATION
SEAL
27812
D A V ENGINEER K IN S 6/29/2026 TYPICAL CONCRETE
ID
W. H
A W
REPAIR DETAILS
HNTB NORTH CAROLINA, P.C.
NC License No. C-1554
4000 Center at North Hills Street, Suite 500, Raleigh, N.C. 27609 S1-7
D. HORTON 02/26
N. HART 02/26 7
ENGINEER OF RECORD D. HAWKINS DATE 05/26 7

STANDARD NOTES
HANDRAILS AND POSTS:
DESIGN DATA: ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT,
ETC. IN CASTING SUPERSTRUCTURES: METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
SPECIFICATIONS AASHTO (CURRENT)
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
LIVE LOAD BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS. ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SEE PLANS
SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE. RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
IMPACT ALLOWANCE
- - - - - - - - - - - - - - - - - - - - - - - - -
SEE AASHTO
ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
STRESS IN EXTREME FIBER OF
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
STRUCTURAL STEEL - AASHTO M270 GRADE 36 - - - - 20,000 LBS. PER SQ. IN.
ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
GIRDER BRIDGES, ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
- AASHTO M270 GRADE 50W 27,000 LBS. PER SQ. IN.
- - -
FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL
- AASHTO M270 GRADE 50 - - - - 27,000 LBS. PER SQ. IN. UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
REINFORCING STEEL IN TENSION - GRADE 60 24,000 LBS. PER SQ. IN.
- - - - - - - ORDINATE, AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH
BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
CONCRETE IN COMPRESSION 1,200 LBS. PER SQ. IN.
- - - - - - - - - - - - - - - - - -
TO COMPENSATE FOR DEAD LOAD DEFLECTION, VERTICAL CURVE ORDINATE, AND SPECIAL NOTES:
CONCRETE IN SHEAR SEE AASHTO ACTUAL BEAM CAMBER.
- - - - - - - - - - - - - - - - - - - - - - - -
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
STRUCTURAL TIMBER - TREATED OR UNTREATED IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
EXTREME FIBER STRESS - - - - 1,800 LBS. PER SQ. IN. ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK, OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE SPECIFICATIONS ARTICLE 105-4.
COMPRESSION PERPENDICULAR TO GRAIN
ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES
OF TIMBER 375 LBS. PER SQ. IN.
- - - - - - - - -
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
EQUIVALENT FLUID PRESSURE OF EARTH 30 LBS. PER CU. FT. CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
- - - - - - - - -
(MINIMUM)
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
MATERIAL AND WORKMANSHIP:
BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
FALSEWORK OR FORMS IS STARTED.
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2024 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE REINFORCING STEEL:
N. C. DEPARTMENT OF TRANSPORTATION.
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
BE HOT ROLLED. IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
CONCRETE:
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE
LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
STRUCTURAL STEEL:
AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7 " SHEAR STUDS FOR THE
CONCRETE CHAMFERS: 8
3 " STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
4
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON THE RATE OF 3 -7 " STUDS FOR 4 - 3 " STUDS, AND STUD SPACING CHANGES
8 4
STRUCTURES SHALL BE CHAMFERED 3 4 " WITH THE FOLLOWING EXCEPTIONS: SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF7 8 " STUDS
TOP CORNERS OF CURBS MAY BE ROUNDED TO 11 2 " RADIUS WHICH IS BUILT ALONG THE BEAM AS SHOWN FOR3 4 " STUDS BASED ON THE RATIO OF 3 - 7 8 "
INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS STUDS FOR 4 -3 " STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
4
SHALL BE ROUNDED WITH A 1 " FINISHING TOOL UNLESS OTHERWISE REQUIRED
4 BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
ON PLANS; AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A1 " RADIUS EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
4
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS. PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5 " IN THICKNESS AND
DOWELS: 16
DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2" OR A THICKNESS
EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
PLACE WITH 1:2 CEMENT MORTAR.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
SURFACES, ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1 " OR
16
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
OR METALLIZING.
12/62/8
Docusign Envelope ID: 4D458BC6-069E-88FD-82A0-B6941A487380
REV. 5-7-03 RWW ( ) JTE REV. 10-1-11 MAA ( ) GM REV. 10-23 BNB ( ) NAP STD. NO. SN
REV. 5-1-06 TLA ( ) GM REV. 12-17 MAA ( ) THC