20210046 Ver 1_Ashe 355 structure plans for PCN_20210208

The project will involve both mechanized pile driving and drilling to install the bridge bents. No
explosives will be used. See structure plans on attached sheets.
15+50 16+00 16+50 17+00 17+50 18+00
2,780
2,790
2,800
2,770
2,810
FIX.
(TYP.)
EXCAVATION
STRUCTURE
UNCLASSIFIED
(TYP.)
STRUCTURE EXCAVATION
OF UNCLASSIFIED
1'-6" TO LIMITS
GRADE PT. EL. 2,794.69'
STA. 15+70.48-L-
FILL FACE @ END BENT No. 1
GRADE PT. EL. 2,794.71'
STA. 15+62.25-L-
BEGIN FRONT SLOPE
STA. 15+70.48-L-
W.P. 1
STA. 15+62.25-L-
BEGIN FRONT SLOPE
FIX.FIX.FIX.FIX.FIX.FIX.FIX.
EL. 2,803.4'
100 YR. W.S.
1'-0" MIN.
1'-7" BERM
EL. 2,786'|EL. 2,785'|EL. 2,784'|EL. 2,784'|EL. 2,784'|EL. 2,783'|EL. 2,785'|EL. 2,786'|EL. 2,793'|EL. 2,794'|EL. 2,792'|
EL. 2,786.0'
NORMAL W.S.
EL. 2,795'|
VERTICAL GRADE DATA -L-
(-)0.3002%(+)0.3000%
VC = 100'-0"
EL = 2,795.26'
PI = 13+80.00-L-
VERTICAL GRADE DATA -L-
(+)1.3504%(-)0.3002%
VC = 100'-0"
EL = 2,793.96'
PI = 18+13.00-L-
SECTION ALONG -L-
SPAN D
END BENT 2
SPAN A SPAN B SPAN C
END BENT 1 BENT 1 BENT 2 BENT 3
GRADE PT. EL. 2,794.17'
STA. 17+43.52-L-
FILL FACE @ END BENT No. 2
GRADE PT. EL. 2,794.14'
STA. 17+51.65-L-
BEGIN FRONT SLOPE
1'-0" EARTH BERM
STA. 16+11.86-L-
W.P. 2
STA. 16+57.00-L-
W.P. 3
STA. 17+02.14-L-
W.P. 4
{ BRIDGE
STA. 16+57.00-L-
BRIDGE ID
STA. 17+43.52-L-
W.P. 5
STA. 17+51.65-L-
BEGIN FRONT SLOPE
PC STA. 17+52.19-L-
PT STA. 15+62.19-L-
EL. 2,787.49'
1'-0" EARTH BERM
EL. 2,787.42' (TYP.)
60°00'00"
-L-1'-0"PILES (TYP.)
HP 12x53 STEEL
(2'-0" THK.)(TYP.)
CLASS II RIP RAP(TYP.)3'-6"1
1.5
(TYP.)(KEY-IN)41'-4‹" SPAN D45'-1ƒ" SPAN C45'-1ƒ" SPAN B41'-4‹" SPAN A
PILES NOT SHOWN IN PLAN VIEW FOR CLARITY.
PLAN
HYDRAULIC DATA:
OVERTOPPING FLOOD DATA:
OVERTOPPING FLOOD ELEVATION
FREQUENCY OF OVERTOPPING FLOOD
OVERTOPPING DISCHARGE
*
BASE HIGH WATER ELEVATION
FREQUENCY OF BASE DISCHARGE
BASE DISCHARGE
DRAINAGE AREA
DESIGN HIGH WATER ELEVATION
FREQUENCY OF DESIGN DISCHARGE
DESIGN DISCHARGE
LOW CHORD ELEVATION
EB1 EB2EL. 2,788'|*
ON DECK/ROADWAY @ STA. 17+71-L-.
OVERTOPPING OCCURS AT LOWEST HIGH POINT
NEW RI
VERS
OUTH
F
ORK2,792.52'2,792.01'
1'-0" EARTH BERM
1'-0" EARTH BERM
EL. 2,786.92'
EL. 2,786.98'
(TYP.)
(TYP.)
EARTH BERM
(TYP.)
DRILLED PIER
3'-0" ~
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
STATION:
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
1
2
3
4
SHEET OF
16+57.00-L-
Placement Scale :
SEAL
ARE THE AS-BUILT PLANS.
I HEREBY CERTIFY THESE PLANS
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
TGS ENGINEERS
804-C N. LAFAYETTE ST
SHELBY, NC 28150
PH [phone]
CORP. LICENSE NO.: C-0275
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
17BP.11.R.162
REPLACES BRIDGE NO. 040355
ASHE
GENERAL DRAWING
SR 1183 AND SR 1182
ON SR 1181 BETWEEN
SOUTH FORK NEW RIVER
FOR BRIDGE OVER
S-1
32
SHEET 1 OF 4
CHECKED BY :
DATE :
DATE :
DRAWN BY :
MGC
JLA 2/19 NAD
8
3/ 2
0
1
1
REPLACES BRIDGE NO. 040355
SECTION THRU END BENTS & BENTS ARE AT RIGHT ANGLES.
EL. 2,793.2'
2 YR. W.S.
2,803.4'
100 YRS.
24,181 CFS
164 SQ. MI.
2,793.2'
2 YRS.
5,900 CFS
2,794.1'
2+ YRS.
7,000 CFS
T
O S
R 1182
T
O
SR 11833/19
@ END BENT 1
FILL FACE
@ END BENT 2
FILL FACE
(TYP.)
CLASS II
RIP RAP
(GRADE TO DRAIN)(TYP.)
EXCAVATE TO EL. 2,789.0
GROUND LINE
APPROX. NATURAL
173'-0…" TOTAL BRIDGE LENGTH (FILL FACE TO FILL FACE)
(TYP.)
PIER EL. 2,787.00
TOP OF DRILLED
ACCESS
TEMPORARY
ACCESS
TEMPORARY
EL. 2,788.00 (TYP.)
TOP OF TEMPORARY ACCESS
STA. 17+54.22 TAN. EXT.
END APPROACH SLAB
STA. 15+59.78 TAN. EXT.
BEGIN APPROACH SLAB
PT STA. 15+62.19-L-
PC STA. 17+52.19-L-
WORKPOINT #1 DETAIL
WORKPOINT #5 DETAIL
STA. 15+70.48-L-
W.P. 1
-L-
@ EB1
FILL FACE
*
* IGNORE CURVE
@ EB2
FILL FACE
* IGNORE CURVE
*
STA. 17+43.52-L-
W.P. 5
-L-
EXTENDED
TAN.
EXTENDED
TAN

STATIONING OCCURS ALONG THE TAN. EXTENDED.
IN ADDITION, THE CONTRACTOR SHALL ASSUME THAT ALL

2. COMPUTATIONS OF APPROACH SLAB ELEVATIONS
1. LAYOUT OF APPROACH SLAB AT END BENT 1
@ END BENT 1 FOR THE LAYOUT OF THE FOLLOWING:
THE CONTRACTOR SHALL USE THE TANGENT EXTENDED

STATIONING OCCURS ALONG THE TAN. EXTENDED.
IN ADDITION, THE CONTRACTOR SHALL ASSUME THAT ALL

2. COMPUTATIONS OF APPROACH SLAB ELEVATIONS
1. LAYOUT OF APPROACH SLAB AT END BENT 2
@ END BENT 2 FOR THE LAYOUT OF THE FOLLOWING:
THE CONTRACTOR SHALL USE THE TANGENT EXTENDED ENGINEER
PROFESSIONAL
SEAL
NORTH CARO
LINA

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1/21/2021
STA. 15+70.48-L-
W.P. 1
STA. 16+57.00-L-
W.P. 3
STA. 17+43.52-L-
W.P. 5
(TYP.)
60°00'00"
9'-
6"
9'-
6"
9'-
6"
9'-
6"
{ BRIDGE
STA. 16+57.00-L-
BRIDGE ID
END BENT No. 1
FILL FACE @
8'-
8•
"
9•
"
14'-
0"
14'-
0"
14'-
0"
14'-
0"
14'-
0"
14'-
0"
9'-
6"
9'-
6"
9'-
6"
9'-
6"
8'-
8•
"
9•
"
END BENT No. 1 BENT No. 1 BENT No. 2 BENT No. 3 END BENT No. 2
FOUNDATION LAYOUT PLAN
-L- { HP 12x53 STEEL PILES
END BENT No. 2
FILL FACE @
1'-4•"
1'-4•"
{ HP 12x53 STEEL PILES
NOTES:
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
STATION:
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
1
2
3
4
SHEET OF
16+57.00-L-
Placement Scale :
32
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
TGS ENGINEERS
804-C N. LAFAYETTE ST
SHELBY, NC 28150
PH [phone]
CORP. LICENSE NO.: C-0275
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
S-2
17BP.11.R.162
REPLACES BRIDGE NO. 040355
ASHE
GENERAL DRAWING
SR 1183 AND SR 1182
ON SR 1181 BETWEEN
SOUTH FORK NEW RIVER
FOR BRIDGE OVER
CHECKED BY :
DATE :
DATE :
DRAWN BY :
MGC
JLA 2/19
SHEET 2 OF 4
{ 3'-0" DRILLED PIERS
BENT No. 1 CONTROL LINE &
{ 3'-0" DRILLED PIERS
BENT No. 2 CONTROL LINE &
{ 3'-0" DRILLED PIERS
BENT No. 3 CONTROL LINE &
9/19
SPECIFICATIONS.
DETERMINE THE NEED FOR CSL TESTING. FOR CSL TESTING, SEE SECTION 411 OF THE STANDARD
CSL TUBES ARE REQUIRED AND CSL TESTING MAY BE REQUIRED FOR DRILLED PIERS. THE ENGINEER WILL
SID INSPECTIONS. FOR SID INSPECTIONS, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
SID INSPECTIONS MAY BE REQUIRED FOR DRILLED PIERS. THE ENGINEER WILL DETERMINE THE NEED FOR
TESTING, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
SPT MAY BE REQUIRED FOR DRILLED PIERS. THE ENGINEER WILL DETERMINE THE NEED FOR SPT. FOR SPT
STRUCTURE.
CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE
THE SCOUR CRITICAL ELEVATION FOR BENT No. 3 IS ELEVATION 2,771 FT (LT), 2,774 FT (RT). SCOUR
STANDARD SPECIFICATIONS.
TIP RESISTANCE AND A PENETRATION OF AT LEAST 5 FT INTO ROCK AS DEFINED BY ARTICLE 411-1 OF THE
INSTALL DRILLED PIERS AT BENT 3 TO A TIP ELEVATION NO HIGHER THAN 2,765.0 FT WITH THE REQUIRED
FIELD CONDITIONS FOR THE REQUIRED TIP RESISTANCE OF 5 TSF.
DRILLED PIERS AT BENT 3 ARE DESIGNED FOR A FACTORED RESISTANCE OF 345 TONS PER PIER. CHECK
ENGINEER.
CASING BELOW ELEVATION 2,775.0 FT (LT) AND 2,778.1 FT (RT) WITHOUT PRIOR APPROVAL FROM THE
PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT 3. DO NOT EXTEND PERMANENT
STRUCTURE.
CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE
THE SCOUR CRITICAL ELEVATION FOR BENT No. 2 IS ELEVATION 2,774 FT (LT), 2,780 FT (RT). SCOUR
ARTICLE 411-1 OF THE STANDARD SPECIFICATIONS.
WITH THE REQUIRED TIP RESISTANCE AND A PENETRATION OF AT LEAST 5 FT INTO ROCK AS DEFINED BY
INSTALL DRILLED PIERS AT BENT 2 TO A TIP ELEVATION NO HIGHER THAN 2,770.0 FT (LT) AND 2,775.0 (RT)
FIELD CONDITIONS FOR THE REQUIRED TIP RESISTANCE OF 5 TSF.
DRILLED PIERS AT BENT 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 345 TONS PER PIER. CHECK
THE CENTERLINE OF PILES.
DIMENSIONS LOCATING PILES ARE SHOWN TO
ALL PILES ARE HP12x53 STEEL PILES.
STA. 16+11.86-L-
W.P. 2
STA. 17+02.14-L-
W.P. 4
ENGINEER.
CASING BELOW ELEVATION 2,777.1 FT (LT) AND 2,783.4 FT (RT) WITHOUT PRIOR APPROVAL FROM THE
PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT 2. DO NOT EXTEND PERMANENT
STRUCTURE.
CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE
THE SCOUR CRITICAL ELEVATION FOR BENT No. 1 IS ELEVATION 2,776 FT (LT), 2,780 FT (RT). SCOUR
ARTICLE 411-1 OF THE STANDARD SPECIFICATIONS.
WITH THE REQUIRED TIP RESISTANCE AND A PENETRATION OF AT LEAST 5 FT INTO ROCK AS DEFINED BY
INSTALL DRILLED PIERS AT BENT 1 TO A TIP ELEVATION NO HIGHER THAN 2,772.0 FT (LT) AND 2,775.0 (RT)
FIELD CONDITIONS FOR THE REQUIRED TIP RESISTANCE OF 5 TSF.
DRILLED PIERS AT BENT 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 345 TONS PER PIER. CHECK
ENGINEER.
CASING BELOW ELEVATION 2,778.8 FT (LT) AND 2,782.6 FT (RT) WITHOUT PRIOR APPROVAL FROM THE
PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT 1. DO NOT EXTEND PERMANENT
FOR DRILLED PIERS, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION AT END BENT 1 AND END BENT 2.
TO ELEVATION 2,777 FEET. FOR PILE EXCAVATION, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
DRILLED-IN PILES ARE REQUIRED FOR END BENT 1 AND END BENT 2. EXCAVATE HOLES AT PILE LOCATIONS
DRIVE PILES AT END BENT 1 AND END BENT 2 TO A REQUIRED DRIVING RESISTANCE OF 120 TONS PER PILE.
PILES AT END BENT 1 AND END BENT 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 70 TONS PER PILE.
FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.ENGINEER
PROFESSIONAL
SEAL
NORTH CARO
LINA

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hsramcheek,jr.DocuSign Envelope ID: 85F083B1-CA43-4429-86E7-06FEB2AC20B5
1/21/2021
LOCATION SKETCH
& DETAIL)(TYP.)
(ROADWAY PAY ITEM
CLASS I RIP RAP
& DETAIL)(TYP.)
(ROADWAY PAY ITEM
CLASS I RIP RAP
BL-5
BL-4
-L- PCC 14+90.12
RIP RAP
CLASS II
RIP RAP
CLASS II
PRC 18+03.18-L-
-L-
(TYP.)
60°00'00" E
L
LIS
R
D
SR 1181
HARTZOG FORD RD
T
O SR 1182TO SR 1183NEW RI
VERS
OUTH
F
ORKNAD
8
3/ 2
0
1
1
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
STATION:
COUNTY
PROJECT NO.
DEPARTMENT OF TRANSPORTATION
1
2
3
4
SHEET OF
16+57.00-L-
Placement Scale :
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
TGS ENGINEERS
804-C N. LAFAYETTE ST
SHELBY, NC 28150
PH [phone]
CORP. LICENSE NO.: C-0275
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
17BP.11.R.162
REPLACES BRIDGE NO. 040355
ASHE
GENERAL DRAWING
SR 1183 AND SR 1182
ON SR 1181 BETWEEN
SOUTH FORK NEW RIVER
FOR BRIDGE OVER
SPECIAL PROVISIONS.
SEE UTILITY PLANS &
FOR UTILITY INFORMATION,
CHECKED BY :
DATE :
DATE :
DRAWN BY :
MGC
JLA 2/19
S-3
32
SHEET 3 OF 4
{ BRIDGE
STA. 16+57.00-L-
BRIDGE ID
PT 15+62.19-L-
PC 17+52.19-L-
& DETAIL) (TYP.)
(ROADWAY PAY ITEM
PROPOSED GUARDRAIL
BENCH MARK #1 : RAILROAD SPIKE IN 48" OAK, 204' LT. OF STA. 13+39.00-L-, ELEV. = 2,800.83', NAVD 88
3/19
NOTES
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
BRIDGE DESIGN SPECIFICATIONS.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE
PREVENTS DEBRIS FROM FALLING INTO WATER. THE CONTRACTOR SHALL SUBMIT
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
ACCESS AT STATION 16+57.00-L-.
SPECIAL PROVISIONS FOR CONSTRUCTION, MAINTENANCE AND REMOVAL OF TEMPORARY
RIP RAP USED IN THE CAUSEWAY MAY BE PLACED AS RIP RAP SLOPE PROTECTION. SEE
AT THE CONTRACTOR'S OPTION, AND UPON REMOVAL OF THE CAUSEWAY, THE CLASS II
SEE SPECIAL PROVISIONS.
STRUCTURE. FOR CONSTRUCTION, MAINTENANCE AND REMOVAL OF TEMPORARY ACCESS,
REMOVE A TEMPORARY ACCESS FOR USE DURING CONSTRUCTION OF THE PROPOSED
THE CONTRACTOR WILL BE REQUIRED TO CONSTRUCT, MAINTAIN AND AFTERWARDS
SEE SPECIAL PROVISIONS.
FOR ASBESTOS ASSESMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES,
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN (S-32).
STRUCTURE, SEE SPECIAL PROVISIONS.
NECESSARY DURING THE LIFE OF THIS PROJECT. FOR REMOVAL OF EXISTING
OF THE PROPOSED BRIDGE, THIS LOAD LIMIT MAY BE REDUCED AS FOUND
STRUCTURAL INTEGRITY OF THE BRIDGE DETERIORATE DURING CONSTRUCTION
THE EXISTING BRIDGE IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE
DOWNSTREAM FROM THE SITE OF THE PROPOSED BRIDGE SHALL BE REMOVED.
MASS CONCRETE ABUTMENTS AND SOLID CONCRETE PIER BENTS AND LOCATED
CLEAR ROADWAY WIDTH OF 11'-1"; AND WITH A SUBSTRUCTURE CONSISTING OF
TIMBER FLOOR ON STEEL I-BEAMS WITH A 4" ASPHALT WEARING SURFACE AND
(1 @ 30'-10", 2 @ 30'-0", 1 @ 30'-10") WITH A SUPERSTRUCTURE CONSISTING OF A
AFTER SERVING AS A TEMPORARY STRUCTURE, THE EXISTING 4 SPAN STRUCTURE
STRUCTURE EXCAVATION, SEE SECTION 412 OF THE STANDARD SPECIFICATIONS.
WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED
AND 30' (RT) AT END BENT 2 AS DIRECTED BY THE ENGINEER. THIS WORK
A DISTANCE OF 40' (LT) AND 40' (RT) OF -L- AT END BENT 1 AND 35' (LT)
THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR
SCOUR AT BRIDGES".
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH HEC 18, "EVALUATING
STRUCTURE AT STATION 16+57.00-L-."
SHALL BE INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING
PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT
COMPLIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS
107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS RESULTING FROM
CONTAINS LEAD. THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE
INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL
ACCESS
TEMPORARY
& DETAIL)(TYP.)
(ROADWAY PAY ITEM
CLASS I RIP RAP
ACCESS
TEMPORARY
EXISTING STRUCTURE
ENGINEER
PROFESSIONAL
SEAL
NORTH CARO
LINA

20125
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hsramcheek,jr.DocuSign Envelope ID: 85F083B1-CA43-4429-86E7-06FEB2AC20B5
1/21/2021