4-Structure Plan 5-1-2025.pdf
PDF 7 MB Posted
- Attached to
- Sherrod Hill Road Bridge Replacement
- Solicitation number
- Not on record
- Issued by
- Erie County, Pennsylvania
About this file
This document is a comprehensive set of engineering design plans for the Sherrod Hill Road Bridge Replacement project in Erie County, Pennsylvania. The project involves replacing an existing bridge over Cussewago Creek with a new single span composite prestressed concrete spread box beam bridge (T-313) located at Station 17+51.38. The bridge will have a total length of 64.7 feet, a roadway width of 33'-6" with a 30'-6" curb-to-curb width, and an 83-degree skew. The design includes four prestressed concrete spread box beams (48"x33"), integral abutments, wingwalls, approach slabs, barriers, and associated roadway elements.
The project specifications detail extensive technical requirements, including use of HP14x102 steel piles, Class AAAP cement concrete for the deck, Class AA concrete for barriers, and specific reinforcement and prestressing details. The design incorporates hydraulic considerations with a 25-year design flood frequency and an existing drainage area of 9.8 square miles. The bridge is designed for an Average Daily Truck Traffic (ADTT) of 28 vehicles in 2044, with load ratings calculated for various vehicle types including H20, HS20, ML-80, and specialized Pennsylvania load configurations. The engineering plans are prepared by Urban Engineers, Inc. from State College, PA, and are signed and sealed by Registered Professional Engineer Diane P. Purdy.
View the file
Other files
| File | Type | Posted |
|---|---|---|
| 2-Roadway Plan 10-22-2025.pdf | ||
| 5-Bidding Documents 10-22-2025.pdf | ||
| 3-ESC Plan 10-22-2025.pdf | ||
| 1-Right-of-Way Plan 9-27-2024.pdf |
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
C R
E E
K
C U S S
E W
A G
O
CONCRETE BLOCKS
CONCRETE BLOCKS
SHERROD HILL ROAD (T-513)
O P
E R
A T
O R
F I L
E N
A M
E
D C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
G
P
E d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
Recm'd.
OVER CUSSEWAGO CREEK
DWG: RMS CKD: DPP
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
BRIDGE REPLACEMENT
SHERROD ROAD
DES: TSH
WING
A
B
C
D
ANGLE
WINGWALL DIMENSIONS
LENGTH
NOTES
- DIRECTION OF TRAFFIC
LEGEND
CHOKED WITH R-4
- SELECTED BORROW EXCAVATION ROCK, CLASS R-8
U-WING
(TO BE REMOVED) - EXISTING STRUCTURE
- PLAIN ELASTOMERIC BEARING PAD
U-WING
U-WING
U-WING
F - FIXED BEARINGS
2 0 4 8 FEET
ELEVATION
DATUM ELEV 1170.00
1202.07
100 YEAR WSE
2 0 4 8 FEET
PLAN
WING A
WING B
WING C
WING D
� BRG ABUT 1 � BRG ABUT 2
O
U T
-T O
-O U
T
B A
R R
IE
R
B A
R R
IE
R
C U
R B
-T O
-C U
R B
AHEAD
STATION
GENERAL PLAN & ELEVATION
PG ELEV 1207.93
STA 17+18.92
� BRG ABUT 1
PG ELEV 1207.60
STA 17+83.56
� BRG ABUT 2
� BRG TO � BRG
64'-7"
GROUND LINE
EXISTING
FINISHED GROUND LINE
OF ABUTMENT (TYP)
LAYERS PLACED ENTIRE LENGTH
NO 57 COARSE AGGREGATE IN 12"
GEOTEXTILE CLASS 4, TYPE A WITH
(TYP)
HP14x102
F F
(TYP)
GUIDE RAIL (RDWY ITEM)
STA 17+51.38
� STRUCTURE
+1.
68%
-0.50%
E L
E V
.0
P V
T S
T A
.0
E L
E V
.5
P V
C S
T A
.0
E L
E V
.4
P V
T S
T A
.0
-0.50%
VERTICAL ALIGNMENT
T-313
HORIZONTAL ALIGNMENT
T-313
VC 140.00'
ELEV 1207.22
PVI STA 18+60.00
PT STA 18+18.48
PC STA 16+13.17
E = 11.57'
R = 465.00'
L = 205.32'
T = 104.36'
D = 12°19'18.02"
` = 25°17'53.89" LT
PI STA 17+17.53
L A
N E
L A
N E
NORMAL CLEAR SPAN
60'-1¼ "
9'-0"
9'-0"
9'-0"
9'-0"
WSE - WATER SURFACE ELEVATION
SLEEPER SLAB (TYP)
(TYP)
TYPE 5 APPROACH SLAB
ELEV VARIES FROM 1198.95 TO 1201.02
BOTTOM OF PILE CAP
ELEV VARIES FROM 1198.68 TO 1200.65
BOTTOM OF PILE CAP
-0.50%
BENCH (TYP)
2'-0" MIN
FF ABUT 2
83°00'00" (TYP)
FF ABUT 1
TO STA 17+51.38
TANGENT WORK LINE
T-313 CONSTR �
17 18
PT STA 18
+18.
S H
L D
R
M I
N
S H
L D
R
N
HYDRAULIC DATA
UNKNOWN
RECORD FLOOD:
DESIGN FLOOD FREQUENCY-25 YEARS:
PROPOSED
FLOOD FREQUENCY-100 YEARS:
PROPOSED
EXISTING DRAINAGE AREA = 9.8 SQ MI
EXISTING
1140 CFSMAGNITUDE 1140 CFS
1201.27WS ELEV 1201.29
3.57 FPSVELOCITY 3.38 FPS
EXISTING
1600 CFSMAGNITUDE 1600 CFS
1202.07WS ELEV 1202.07
FPSVELOCITY 4.02 FPS 4.30
APPROACH SLAB (TYP)
25'-0" BRIDGE
PG ELEV 1207.59
STA 17+85.57
END STRUCTURE
PG ELEV 1207.94
STA 17+16.89
BEGIN STRUCTURE
SLAB (TYP)
5'-0"
SLEEPER
EXCAVATION SUPPORT AND PROTECTION SYSTEM
- APPROXIMATE LOCATION OF TEMPORARY
TO 1173.23 (ABUT 1)
ELEV VARIES 1175.02
ESTIMATED PILE TIP
1173.31 (ABUT 2)
ELEV 1175.02 TO
ESTIMATED PILE TIP
(TO BE REMOVED)(TYP)BLOCKS
EXISTING ABUTMENT AND CONCRETE (TYP)SIZE UNKNOWN
EXISTING BFE AND FOOTING
SUITE 201B
STATE COLLEGE PA 16801
270 WALKER DRIVE
PREPARED BY
URBAN ENGINEERS, INC
SUPPLEMENTAL DRAWINGS
DESCRIPTION DWG.NO. RECM'D
PERMANENT METAL DECK FORMS BC-732M 11-23-22
ANCHOR SYSTEMS BC-734M 02-19-21
WALL CONSTR AND EXPANSION JOINT DETAILS BC-735M 09-30-16
REINFORCEMENT BAR FABRICATION DETAILS BC-736M 11-23-22
BRIDGE DRAINAGE BC-751M 01-31-19
CONCRETE DECK SLAB DETAILS BC-752M 11-23-22
BEARINGS BC-755M 01-31-19
STEEL PILE TIP REINFORCEMENTS & SPLICES BC-757M 09-30-16
MISCELLANEOUS PRESTRESS DETAILS BC-775M 11-23-22
TYPICAL WATERPROOFING AND EXPANSION DETAILS BC-788M 11-23-22
CLASSIFICATION OF EARTHWORK FOR STRUCTURES RC-11M 06-01-10
BACKFILL AT STRUCTURES RC-12M 11-01-22
GUIDE RAIL TO BRIDGE BARRIER TRANSITIONS RC-50M 02-27-23
TYPE 31 STRONG POST GUIDE RAIL RC-51M 09-01-23
BENCH ELEV 1202.00 BENCH ELEV 1201.50
N86°00'19"E
LEGAL RIGHT-OF-WAY LINE
PA TYPE 10M BRIDGE BARRIER BC-709M 10-07-24
(TYP)
(RDWY ITEM)
GUIDE RAIL
AND PROTECTION SYSTEM (TYP)
TEMPORARY EXCAVATION SUPPORT
1196.39
NORMAL WSE
1201.29
25 YEAR WSE
PROPOSED STRUCTURE DATA
EXISTING STRUCTURE DATA
TWO (2) FEET BELOW GROUND LINE.
SYSTEM THAT IS TO REMAIN IN PLACE WILL BE REMOVED TO
5. TEMPORARY EXCAVATION AND SUPPORT AND PROTECTION
REMOVE THE EXISTING STRUCTURE IN ITS ENTIRETY.
OR STREAMBED. IN AREAS WHERE THERE IS A CONFLICT
4. REMOVE THE SUBSTRUCTURE TO TWO FEET BELOW GROUND LINE
TEMPERATURE FORCES AND EARTH PRESSURE.
SUBJECTING THE BEAMS TO STRUCTURE AND PAVEMENT
REMOVED COMPLETELY PRIOR TO DECK REMOVAL TO AVOID
3. FOR FUTURE REDECKING, THE END DIAPHRAGM MUST BE
2. FOR TYPICAL SECTION, SEE SHEET 3.
1. FOR GENERAL NOTES, SEE SHEET 2.
ROADWAY WIDTH: 33'-6" (OUT-TO-OUT)
SKEW: 83°00'00"
CURB-TO-CURB: 30'-6"
UNDERCLEARANCE: 7.84'
NORMAL CLEAR SPAN: 64.1'
BOX BEAM BRIDGE
TYPE: PRESTRESSED CONCRETE SPREAD
17+51.38STATION:
CLEAR ROADWAY WIDTH: 20.38'
SKEW: 88°35'02"
UNDERCLEARANCE: 9.33'
NORMAL CLEAR SPAN: 33.75'
CONCRETE ADJACENT BOX BEAM BRIDGE
TYPE: NON-COMPOSITE PRESTRESSED
17+49.36STATION:
PROFESSIONAL
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
FOUNDATION NOTES
TEST PILE DATA
SUBSTRUCTURE
UNIT
PILE TYPE
HEAVY DUTY)
NORMAL,
(NONE,
PILE TIP
ELEV
PILE TIP
(KIP)
LOAD
DESIGN
FACTORED
OF DRIVING (KIP)
CAPACITY AT END
ULTIMATE PILE
PDA
WEAP OR
ABUT 1 HP14x102
ABUT 2 HP14x102
GENERAL NOTES CONTINUED
HEAVY
HEAVY
UTILITY NOTES
UTILITIES IN ACCORDANCE WITH PUBLICATION 408, SECTIONS 105.06 AND 107.12
1. COORDINATE, LOCATE, AND CONDUCT ALL WORK RELATED TO PUBLIC AND PRIVATE
EXISTING STRUCTURE PLANS
1. PLANS FOR THE EXISTING STRUCTURE ARE NOT AVAILABLE.
PLACE PROTECTIVE COATING ON THE FRONT FACE AND TOP SURFACES.
SLAB SURFACES; AND BARRIERS ON DECK AND APPROACH SLABS. FOR BARRIER AND DECK OVERHANGS
ACCORDANCE WITH PUBLICATION 408, SECTION 1019 TO: EXPOSED CONCRETE DECK AND APPROACH
29. APPLY PROTECTIVE COATING FOR REINFORCED CONCRETE SURFACES (PENETRATING SEALERS)IN
GENERAL NOTES
AS-BUILT PLANS:
21. THE FOLLOWING TABLE IS TO BE COMPLETED FOR TEST PILES AFTER INSTALLATION ON THE
THE PLANS.
20. PLACE SELECTED BORROW EXCAVATION ROCK, CLASS R-8, CHOKED WITH R-4 AS INDICATED ON
THE CASING BELOW THE TOP OF THE BACKFILLING MATERIAL.
19. REMOVE THE CASING DURING BACKFILLING OPERATIONS AT A RATE THAT KEEPS THE BOTTOM OF
18. BACKFILL THE PREDRILLED HOLES WITH PEA GRAVEL.
BOTTOM OF HOLE IS NEARLY LEVEL.
FOR THE PREDRILLED HOLES, IF DIRECTED. REMOVE LOOSE MATERIAL AND ENSURE THAT THE
17. PREDRILL A MINIMUM OF 30 INCH DIAMETER HOLE FOR ALL PILE LOCATIONS. PROVIDE CASING
16. EXCAVATE TO THE BOTTOM OF PILE CAP ELEVATION BEFORE PREDRILLING.
15. BASE HAMMER APPROVAL ON WAVE EQUATION ANALYSIS CONSIDERING CASE 1 ABSOLUTE REFUSAL.
14. LIMIT THE MAXIMUM DRIVING STRESS TO 45 KSI (90 PERCENT OF THE PILE YIELD STRESS).
GEOTECHNICAL ENGINEER.
OR SPLICING OF PILES IS PERMITTED UNLESS OBTAINED EXPRESS WRITTEN PERMISSION FROM THE
A MINIMUM OF 30% BEYOND THE ESTIMATED PILE TIP ELEVATIONS TO AVOID SPLICING. NO CUTTING
13. ESTIMATED PILE TIP ELEVATIONS ARE PROVIDED FOR INFORMATION ONLY. ORDER PILE LENGTHS
FOR INSPECTION.
INSTALLATION METHOD. PROVIDE A MINIMUM OF 48 HOURS NOTICE TO THE REPRESENTATIVE
12. THE ENGINEER OR THEIR REPRESENTATIVE IS TO INSPECT AND APPROVE THE PILE
1174.31 FEET AT ABUTMENT 2.
PREDRILLED ELEVATIONS ARE 1176.02 TO 1174.23 FEET AT ABUTMENT 1 AND 1176.02 TO
11. PREDRILL ALL PILES IN ACCORDANCE WITH PUBLICATION 408 SECTION 1005.3(i).
10. PROVIDE HEAVY DUTY PILE TIP REINFORCEMENT IN ACCORDANCE WITH BC-757M.
9. DRIVE A MINIMUM OF ONE (1) TEST PILE AT EACH ABUTMENT.
8. HOT DIP GALVANIZE THE TOP 15 FEET LENGTH OF PILES OR THE ENTIRE PILE LENGTH.
ABSOLUTE REFUSAL ABOVE THE PREDETERMINED TIP ELEVATIONS.
REPRESENTATIVE SHALL DETERMINE THE ACCEPTABILITY OF THE BEARING PILES THAT ATTAIN
BY THE ENGINEER OR THEIR REPRESENTATIVE FROM TEST PILES. THE ENGINEER OR THEIR
ABSOLUTE REFUSAL INTO THE STRATUM DEFINED BY A TIP ELEVATION THAT IS PREDETERMINED
CAPACITY OF THE PILE HAMMER SELECTED BY THE CONTRACTOR. DRIVE BEARING PILES TO
REFUSAL. THE REPRESENTATIVE SHALL VERIFY FROM THE TEST PILE DRIVING RESULTS, THE
CONTROL PILE DRIVING BY THE WAVE EQUATION ANALYSIS. DRIVE TEST PILES TO ABSOLUTE
7. CONTROL PILE DRIVING IN ACCORDANCE WITH PENNDOT DM-4 SECTION 1.7.5.1(a) METHOD A.
1005.3(b)3, 1005.3(b)4 AND 1005.3(b)5.a.
CASE 2 END BEARING ABSOLUTE REFUSAL IN ACCORDANCE WITH PUBLICATION 408 SECTION
6. SUPPORT THE INTEGRAL ABUTMENTS ON HP14x102 (GRADE 50 STEEL) VERTICAL PILES DRIVEN TO
5. ORIENT THE WEAK AXIS OF THE PILES PERPENDICULAR TO THE CENTERLINE OF THE BEAMS.
4. BLASTING IS NOT PERMITTED FOR FOUNDATION EXCAVATIONS OR ABUTMENT REMOVAL.
DURING BACKFILLING OPERATIONS.
ENDS OF THE BRIDGE. THE MAXIMUM BACKFILL DEPTH DIFFERENTIAL IS NOT TO EXCEED 1 FOOT
INCH MAXIMUM LIFT HEIGHTS. THE BACKFILL IS TO BE COMPACTED CONCURRENTLY AT THE TWO
OF WALK-BEHIND VIBRATORY PLATE SOIL COMPACTOR. COMPACT THE FILL IN THIS AREA IN 6
ABUTMENT AND THE ATTACHED WINGWALLS IS TO BE NOMINALLY COMPACTED USING TWO PASSES
CONSTRUTION. THE BACKFILL WITHIN A DISTANCE OF 2 FEET DIRECTLY BEHIND BOTH THE
AND LARGER SIZE STONE WILL NOT BE PERMITTED IN CONJUNCTION WITH INTEGRAL ABUTMENT
THE AREA BEHIND THE ABUTMENT WITH AASHTO NO 57 COARSE AGGREGATE. FLOWABLE BACKFILL
3. STRUCTURE BACKFILL SHOULD BE CONSTRUCTED IN ACCORDANCE WITH RC-12M. BACKFILL
EXCAVATIONS ARE DRY ENOUGH TO BE INSPECTED BY THE REPRESENTATIVE.
2. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SUFFICIENT DEWATERING SO THAT THE
ACCORDANCE WITH OSHA REQUIREMENTS.
DIRECT SURFACE RUNOFF AWAY FROM THE EXCAVATION. PERFORM ALL EXCAVATIONS IN
1. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATED SLOPES.
INDEX OF DRAWINGS
SHEET NO. TITLE
1 GENERAL PLAN & ELEVATION
TYPICAL SECTION & RATING TABLES3
QUANTITIES4
GENERAL NOTES
STAKE-OUT PLAN
ABUTMENT 1 PLANS
ABUTMENT 1 ELEVATION
ABUTMENT 1 SECTIONS
ABUTMENT 1 DETAILS
WINGWALL A DETAILS
WINGWALL B DETAILS
ABUTMENT 1 BEARING SEAT ELEVATIONS
ABUTMENT 1 REINFORCEMENT BAR SCHEDULE
ABUTMENT 2 PLANS
ABUTMENT 2 ELEVATION
ABUTMENT 2 SECTIONS
ABUTMENT 2 DETAILS
WINGWALL C DETAILS
WINGWALL D DETAILS
ABUTMENT 2 BEARING SEAT ELEVATIONS
ABUTMENT 2 REINFORCEMENT BAR SCHEDULE
FRAMING PLAN
BEAM DETAILS - 2
BEARING PAD DETAILS
DECK PLAN
DECK SECTION
SUPERSTRUCTURE DETAILS
DIAPHRAGM DETAILS - 1
DIAPHRAGM DETAILS - 2
BARRIER DETAILS - 1
BARRIER PLAN
APPROACH SLAB DETAILS - 1
APPROACH SLAB DETAILS - 2
SUPERSTRUCTURE REINFORCEMENT BAR SCHEDULE
DECK ELEVATIONS
BEAM DETAILS - 1
BEAM DETAILS - 3
BEAM DETAILS - 4
STRUCTURE BORINGS 1-4
BARRIER DETAILS - 2
40-43
GENERAL NOTES
DESIGN SPECIFICATIONS:
DESIGN LIVE LOADS:
DEAD LOADS:
3. DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD.
2. LIVE LOAD DISTRIBUTION TO GIRDERS IS BASED UPON DM-4 DISTRIBUTION FACTOR METHOD.
SUPPLEMENTED BY DESIGN MANUAL, PART 4, DECEMBER 2019 EDITION.
1. AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS EIGHTH EDITION, 2017, AND AS
GENERAL:
VALLEYS OF THE FORMS.
TAKES INTO ACCOUNT THE WEIGHT OF THE FORM, PLUS THE WEIGHT OF THE CONCRETE IN THE
2. INCLUDES A SURFACE AREA DENSITY OF 0.015 KSF FOR PERMANENT METAL DECK FORMS WHICH
1. INCLUDES SURFACE AREA DENSITY OF 0.030 KSF FOR FUTURE WEARING SURFACE ON DECK SLAB.
PRIOR TO PLACING BACKFILL BEHIND THE ABUTMENTS.
28. SUPERSTRUCTURE MUST BE ERECTED AND CONNECTED TO THE INTEGRAL ABUTMENTS
JOINTS AND EXPANSION JOINTS IN ABUTMENTS IN ACCORDANCE WITH BC-788M.
27. APPLY MEMBRANE WATERPROOFING OVER ALL VERTICAL AND HORIZONTAL CONSTRUCTION
26. PLACE ALL BEAMS WITH THEIR WEBS VERTICAL.
EXCAVATIONS IN ACCORDANCE WITH OSHA REQUIREMENTS.
CONSTRUCTION. DIVERT ALL SURFACE RUNOFF AWAY FROM EXCAVATIONS. PERFORM ALL
25. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATED SLOPES DURING
CONSTRUCTION LOADING LIMITS.
24. BRIDGE IS NOT WEIGHT RESTRICTED. SEE PUBLICATION 408 SECTION 105.17 FOR
23. PREPARE BEARING AREAS AS SPECIFIED IN PUBLICATION 408, SECTION 1001.3(K)9.
BC-736M, UNLESS OTHERWISE INDICATED.
22. PROVIDE MINIMUM EMBEDMENT AND SPLICE LENGTHS IN ACCORDANCE WITH STANDARD DRAWING
21. DECK SLAB THICKNESS INCLUDES A 1/2 INCH INTEGRAL WEARING SURFACE.
20. USE EITHER PERMANENT METAL FORMS OR REMOVABLE FORMS TO CONSTRUCT THE DECK SLAB.
19. DIMENSIONS SHOWN ARE FOR A NORMAL TEMPERATURE OF 68 DEGREES F.
18. ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.
17. CHAMFER EXPOSED CONCRETE EDGES 1 INCH BY 1 INCH, EXCEPT AS NOTED.
BOLT LOCATIONS.
16. PROVIDE VERTICAL V-NOTCHES ON BARRIER WALL FRONT AND REAR FACES AT ALL POST ANCHOR
(814) 337-0579
MEADVILLE, PA 16335
11528 STATE HIGHWAY 98
NORTHWEST REGIONAL OFFICE
AND COOPERATE WITH FISH COMMISSION DURING CONSTRUCTION.
15. NOTIFY THE REGIONAL HEADQUARTERS OF THE FISH COMMISSION PRIOR TO CONSTRUCTION
NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.
14. VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURE IN THE FIELD AS
13. SITE CLASS IS NOT CLASS E.
12. RAKE-FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.
STEEL BARS AT NO ADDITIONAL COST TO THE TOWNSHIP.
11. GALVANIZED REINFORCING STEEL BARS MAY BE SUBSTITUTED FOR EPOXY-COATED REINFORCING
10. ALL REINFORCEMENT BARS ARE TO BE EPOXY-COATED.
FOOTINGS, BARRIERS OR WHERE BENDING OR WELDING OF THE REINFORCEMENT BARS IS INDICATED.
USE RAIL STEEL A 996/A 996M REINFORCEMENT BARS IN THE ABUTMENTS, SHEAR BLOCKS, BEAMS, PROPORTIONAL INCREASE IN CROSS-SECTIONAL AREA, IF APPROVED BY THE ENGINEER. DO NOT
BARS UNLESS SPECIFIED. GRADE 40 REINFORCING STEEL BARS MAY BE SUBSTITUTED WITH A
A 615/A 615M, A 996/A 996M OR A 706/A 706M. DO NOT WELD GRADE 60 REINFORCING STEEL
9. PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM
ADDITIONAL COST TO THE TOWNSHIP, IF APPROVED BY THE ENGINEER.
8. A HIGHER CLASS CONCRETE MAY BE SUBSTITUTED FOR A LOWER CLASS CONCRETE AT NO
7. USE CLASS A CEMENT CONCRETE IN ABUTMENTS, AND WINGWALLS BELOW CONSTRUCTION JOINT.
6. USE CLASS AA CEMENT CONCRETE IN BARRIERS AND SLEEPER SLABS.
INTEGRAL ABUTMENT U-WINGWALLS ABOVE CONSTRUCTION JOINT.
5. USE CLASS AAAP CEMENT CONCRETE IN DECK SLAB, APPROACH SLABS, END DIAPHRAGMS, AND
PROVIDE 3" CONCRETE COVER ON REINFORCEMENT BARS.
4. FOR INTEGRAL ABUTMENTS (I.E. ABUTMENT PILE CAP, END DIAPHRAGM, AND WINGWALLS):
3. PROVIDE 2 INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.
DESIGNATION EXCEPT WHEN NOTED OTHERWISE.
2. PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270 GRADE 50 (ASTM A709 GRADE 50)
COVERED IN AASHTO/AWS D1.5M/D1.5: 2008.
CONTRACT SPECIAL PROVISIONS. USE AASHTO/AWS D1.1/D1.1M:2008 FOR WELDING NOT
PUBLICATION 408/2020, AASHTO/AWS D1.5M/D1.5:2008 BRIDGE WELDING CODE, AND
1. PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS,
3. MAXIMUM ALLOWABLE TENSILE STRESS IN PRECOMPRESSED TENSILE ZONE: 0.0948 (f'c)
PRESTRESSED CONCRETE: ADTT 28 (2044) (ONE-DIRECTIONAL)
2. FATIGUE DESIGN IS BASED ON THE FOLLOWING:
1. PHL-93, P-82 AND P2016-13
O P
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
G e n e r a l
N o t e s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
BRIDGE REPLACEMENT
SHERROD ROAD
DES: TSH
PROFESSIONAL
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
TYPICAL SECTION & RATING TABLES
NOTES:
-M = MOMENT RATING FACTOR CONTROLS
-V = SHEAR RATING FACTOR CONTROLS
61.33 LOCATION (FT)
464.12MAXIMUM FACTORED SHEAR RESISTANCE (KIPS)
MEMBER: B4
25.24LOCATION (FT)
5459.35 SPAN LENGTH (FT) = 64.58MAXIMUM FACTORED FLEXURAL RESISTANCE (KIP-FT)
MEMBER: B4
61.27 LOCATION (FT)
471.52MAXIMUM FACTORED SHEAR RESISTANCE (KIPS)
MEMBER: B4
25.24LOCATION (FT)
5459.35 SPAN LENGTH (FT) = 64.58MAXIMUM FACTORED FLEXURAL RESISTANCE (KIP-FT)
MEMBER: B4
FWS) (W/ FACTORS RATING LOADBRIDGE
28 = DIRECTION) (ONE (2043) ADTT CUMULATIVE 26, = DIRECTION) (ONE (2023)ADTT
TYPE LOADLIVE H20 HS20 ML-80 TK527 PHL-93 P-82 P2016-13
(IR)RATING
INVENTORY
FACTORDISTRIBUTION 1.139 1.139 1.104 1.104 1.104 - -
(FT)LOCATION 9.49 9.49 32.29 35.52 32.29 - -
STATELIMIT STR-I STR-I SERV-III SERV-III SERV-III - -
KSI) / (KIPRESISTANCE 268.2 268.2 0.268 0.268 0.268 - -
FACTORRATING (V)2.05 (V)1.48 (M)1.26 (M)1.31 (M)1.10 - -
(OR)RATING
OPERATING
FACTORDISTRIBUTION 1.139 1.139 1.139 1.139 1.139 1.139 1.139
(FT)LOCATION 9.49 9.49 25.54 9.49 25.24 9.49 25.24
STATELIMIT STR-II STR-II STR-II STR-II STR-IA STR-II STR-II
(KIP)RESISTANCE 268.2 268.2 151.7 268.2 151.7 268.2 151.7
FACTORRATING (V)2.66 (V)1.92 (V)1.68 (V)1.70 (V)1.50 (V)1.07 (V)1.02
FWS) (W/O FACTORS RATING LOADBRIDGE
28 = DIRECTION (ONE (2043) ADTT CUMULATIVE 26, = DIRECTION) (ONE (2023)ADTT
TYPE LOADLIVE H20 HS20 ML-80 TK527 PHL-93 P-82 P2016-13
(IR)RATING
INVENTORY
FACTORDISTRIBUTION 1.139 1.139 1.104 1.139 1.104 - -
(FT)LOCATION 9.49 9.49 32.29 9.49 32.29 - -
STATELIMIT STR-I STR-I SERV-III STR-I SERV-III - -
KSI) / (KIPRESISTANCE 272.9 272.9 0.268 272.9 0.268 - -
FACTORRATING (V)2.14 (V)1.54 (M)1.34 (V)1.37 (M)1.17 - -
(OR)RATING
OPERATING
FACTORDISTRIBUTION 1.139 1.139 1.139 1.139 1.139 1.139 1.139
(FT)LOCATION 9.49 9.49 25.24 9.49 25.24 9.49 25.24
STATELIMIT STR-II STR-II STR-II STR-II STR-IA STR-II STR-II
(KIP)RESISTANCE 272.9 272.9 162.4 272.9 162.4 272.9 162.4
FACTORRATING (V)2.77 (V)2.00 (V)1.75 (V)1.77 (V)1.55 (V)1.12 (V)1.06
O P
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
T y p
S e c t d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
LANE
10'-0"
SHLDR
VARIES
1'-6"
OUT-TO-OUT
33'-6"
WEARING SURFACE)
(INCLUDES 1/2" INTEGRAL
8" MIN SLAB THICKNESS
VARIES
LANE
10'-0"
PG
BOX BEAM (TYP)
48"x33" P/S CONC SPREAD
3 SPACES @ 8'-6" = 25'-6"
4'-3"
3'-9"
PROPOSED TYPICAL SECTION
2 0 2 4 FEET
CURB-TO-CURB
30'-6"
2%
2'-0"
- SEE METHOD OF ATTAINING SUPERELEVATION ON SHEET 39.
- WIDTH VARIES: 5'-2¼" (STA 17+15.83) TO 6'-6" (STA 17+51.38)
- WIDTH VARIES: 5'-2½" (STA 17+84.34) TO 4'-0" (STA 17+51.38)
CONSTR �
T-313
BARRIER (TYP)
PA TYPE 10M BRIDGE
T
Y P
O P
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
Q u a n t i t i e s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
QUANTITIES
APPROXIMATE QUANTITIES - BRIDGE STRUCTURE, AS DESIGNED
ITEM NO. ITEM UNIT ABUT1 ABUT2 SUPER TOTAL
8010-0001 BRIDGE STRUCTURE, AS DESIGNED LS
(1) CLASS 3 EXCAVATION CY 220 212 432
(1) MEMBRANE WATERPROOFING SYSTEM INSTALLED
SY 11 11 22
ON OTHER SURFACES
(1) CLASS AAAP CEMENT CONCRETE CY 5 5 94 185
(1) CLASS AA CEMENT CONCRETE CY 2 2 11 27
(1) CLASS A CEMENT CONCRETE CY 27 27 54
(1) STEEL HP14X102 TEST PILE EACH 1 @ 28' 1 @ 27' 2
(1) PRESTRESSED CONCRETE SPREAD BOX BEAMS,
LF 267 267
48"x33"
AND
1002-0053 REINFORCEMENT BARS, EPOXY COATED LB 6,137 6,122 15,321 49,549
AND
AND
1019-0050
PROTECTIVE COATING FOR REINFORCED (8)
SY 274 448CONCRETE SURFACES (PENETRATING SEALERS,
BRIDGE SUPERSTRUCTURE)
(1) ITEMS IN BRIDGE STRUCTURE LUMP SUM ITEM 8010-0001 GIVEN FOR INFORMATION ONLY.
(3) INCLUDES CLASS AAAP CONCRETE IN DECK SLAB, APPROACH SLABS, WINGWALLS ABOVE CONSTRUCTION JOINT AND APPROXIMATELY
3 CUBIC YARDS OF CLASS AAAP CONCRETE TO ACCOUNT FOR STAY-IN-PLACE FORM TROUGHS.
(4) INCLUDES PLAIN NEOPRENE BEARING PADS.
(1) NO 57 COARSE AGGREGATE CY 35 35 70
(1) 6" STRUCTURE FOUNDATION DRAIN LF 46 46 92
(1) 6" PVC PIPE (SCHEDULE 40) LF 20 19 39
(4)
1005-1480 DYNAMIC PILE LOAD TEST EACH 5 5 10
(2) SEE SPECIAL PROVISIONS
(2)
(3)
(1)
CLASS R-8, CHOKED WITH R-4
SELECTED BORROW EXCAVATION ROCK,
NO 57
SELECTED BORROW EXCAVATION, COARSE AGGREGATE,
GEOTEXTILE, CLASS 4, TYPE A
(1)
(1)
CY
CY
SY
(2) 279 272
97 96
222 222
INCLUDES NEOPRENE COMPRESSION SEALS BETWEEN APPROACH SLABS AND BARRIERS.
LUBRICANT BETWEEN SHEETS AND JOINT SEALING MATERIAL AT APPROACH SLABS.
(5) INCLUDES POLYETHYLENE SHEETING, CLOSED CELL NEOPRENE SPONGE, BOND BREAKER,
SLAB 1
APPR
SLAB 2
APPR
(1) PA TYPE 10M BRIDGE BARRIER LF 138 174
1005-1500 RESTRIKE TEST PILE, 3 DAY WAITING PERIOD EACH 1 1 2
AND
STEEL HP14x102 PRODUCTION PILE LF 110 108 2181005-1845
AND
1018-0001 REMOVAL OF EXISTING BRIDGE LS
AND
LS(2)
LS
41 40
6 6
11,156 10,813
88 86
18 18
1'-6"
STRUCTURE BACKFILL LIMITS
1 0 1 2 FEET
1.5
1'-6"
2'-0"
25'-0"
CLASS 3 EXCAVATION LIMITS
1 0 1 2 FEET
1.5
2'-0"
25'-0"
1.5
2'-0"
APPROACH SLAB
TYPE A (TYP)
GEOTEXTILE, CLASS 4,
PAVEMENT
BRIDGE PAY LIMIT
SLEEPER SLAB
LIMITS (TYP)
CLASS 3 EXCAVATION
EXISTING GRADE
BRIDGE PAY LIMIT
LIMITS OF STRUCTURE REMOVAL
TOP OF PROPOSED GRADE
EXISTING GRADE OR
BACKFILL (TYP)
STRUCTURE
UNDERNEATH APPROACH SLAB
POLYETHYLENE SHEETING
PROVIDE TWO SHEETS 4 MIL
(6)
AND
1005-2045 STEEL HP14x102 PILE TIP REINFORCEMENT EACH 4 4 8--- --- ---
9203-0101
PROTECTION SYSTEM
TEMPORARY EXCAVATION SUPPORT AND
LS LS(2)(9) --- --- --- --- ---
ITEM NO.
BID TAB
PER PUBLICATION 408, SECTION 1001.3(k)6
(8) ONLY APPLY PROTECTIVE COATING IF CONCRETE IS POURED BETWEEN SEPTEMBER 1 AND MARCH 1
FOR INFORMATION ONLY.
(9) INCLUDES APPROXIMATELY 720 SQUARE FEET OF TEMPORARY EXCAVATION SUPPORT AND PROTECTION SYSTEM PROVIDED
APPROXIMATE QUANTITIES NOTES
(6) GALVANIZE TOP 15'-0" LENGTH OF PILES OR ENTIRE PILE LENGTH.
(7) INCLUDES 2 PILE TIP REINFORCEMENT.
(5)
(7)
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
S t a k e O u t
P l a n d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
2 0 4 8 FEET
STAKE-OUT PLAN
WING A
WING B
WING C
WING D
� BRG ABUT 1 � BRG ABUT 2
O
U T
-T O
-O U
T
.5
.0
AHEAD
STATION
STAKE-OUT PLAN
STA 17+51.38
� STRUCTURE
FF ABUT 2
(TYP)
83°00'00"
FF ABUT 1
AT STA 17+51.38
CONSTR �
TANGENT TO T-313
TANGENT WORK LINE
T-313 CONSTR �
17 18
PT STA 18
+18.
WP 11
.5
FF WING A
FF WING B
FF WING C
FF WING D
12.70'
13.36' 12.70'
13.36'
WP 1
WP 2
WP 3
STA 17+18.93
WP 7 WP 6
WP 8
WP 9
WP 10
STA 17+83.56
WP 13
WP 14
OUTSIDE FACE OF BARRIER
OUTSIDE FACE OF BARRIER
WP 4
97°00'00" 83°00'00"
97°00'00"83°00'00"
NOTES
INFORMATION SEE CONSTRUCTION PLAN.
2. FOR PROJECT COORDINATES AND BENCHMARK
1. FOR GENERAL NOTES, SEE SHEET 2.
AND DO NOT IMPLY A PRECISION BEYOND TWO (2) DECIMAL PLACES.
* FOUR (4) PLACE COORDINATES ARE FOR COMPUTATIONAL PURPOSES ONLY,
TO TANGENT WORK LINE
** REFERENCES TANGENT WORK LINE. OFFSET IS MEASURED PERDENDICULAR
WP 5
N86°00'19"E
64.58'
WP 12
DATA POINTWORK
WP
COORDINATES*
STATION OFFSET**
NORTHING EASTING
1 625786.0219 1295735.6422 17+04.53 18.00 LEFT
2 625786.9067 1295748.3114 17+17.65 18.00 LEFT
3 625770.0839 1295749.5425 17+18.93 1.13 LEFT
4 625769.1044 1295751.7702 17+21.15 0.00 -
5 625768.9640 1295749.7601 17+19.14 0.00 -
6 625753.7747 1295754.7485 17+23.96 15.50 RIGHT
7 625752.8439 1295741.4210 17+11.10 15.50 RIGHT
8 625792.0559 1295822.0452 17+94.35 18.00 LEFT
9 625791.1252 1295808.7176 17+80.54 18.00 LEFT
10 625774.5642 1295813.9726 17+83.56 1.11 LEFT
11 625773.3229 1295812.1763 17+81.62 0.00 -
12 625773.4633 1295814.1865 17+83.62 0.00 -
13 625757.9932 1295815.1547 17+82.48 15.50 RIGHT
14 625758.8779 1295827.8240 17+94.69 15.50 RIGHT
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
A b u t
P l a n d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
(TYP)
� BEAM
FF ABUT 1
3'-9⅜" 4'-3⅜"3 BEAM SPA @ 8'-6ƒ" (+/-) = 25'-8¼"
T-313 CONSTR �
WING AWING B
� BRG & PILES
B2 B1B3B4
WP 7
WP 6
WP 1
WP 2
WP 3
STA 17+18.93
WP 4
RF ABUT 1
STEP (TYP)
� BEAM SEAT
OUTER FACE OF CURB
EDGE OF DECK AND
OUTER FACE OF CURB
EDGE OF DECK AND
1'-8¼ "
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
ABUTMENT 1 PLAN @ TOP OF DECK
2 0 2 4 FEET
NOTE: DECK AND APPROACH SLAB NOT SHOWN FOR CLARITY.
ABUTMENT 1 PLAN @ PILE CAP
2 0 2 4 FEET
ABUTMENT 1 PLANS
A H
E A
D
S T
A T I
O N
TANGENT WORKLINE
83°00'00"
N O
T C
H
P A
V
IN
G
T-313 CONSTR �
A H
E A
D
S T
A T I
O N
TANGENT WORKLINE
� BRG & PILES
RF ABUT 1
FF ABUT 1 WP 3
STA 17+18.93
WP 4
WP 1
WING A
WING B
WP 7
WP 6 WP 2
WINGWALL
1'-8¼ "
WINGWALL
1'-8¼ "
83°00'00"
83°00'00" 97°00'00"
33'-9"
2'-3" 2'-3"4 PILE SPA @ 7'-3ƒ" = 29'-3"
(TYP)
� PILE
WP 5
⅜
⅜
WP 5
DRAIN (TYP)
FOUNDATION
6" STRUCTURE
LEGEND
TEST PILE HP 14X102
(TYP)
HP 14X102 PILE
1201.48
INV ELEV
1201.40
INV ELEV
1200.16
INV ELEV
1200.08
INV ELEV
1199.81
INV ELEV
(SCHEDULE 40)
6" PVC PIPE
1'-0"
1'-0"
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u l e v d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
ABUTMENT 1 ELEVATION
1 0 1 2 FEET
ABUTMENT 1 ELEVATION
(LOOKING BACK STATION)
NOTES
5. FOR LAYOUT OF EF801, SEE SHEET 8.
PAVING NOTCH AT START OF DECK.
4. DECK ELEVATIONS SHOWN LOCATED ALONG EDGE OF
3. FOR SECTIONS A-A, B-B, C-C, & D-D SEE SHEET 8.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
TO THE LONGITUDINAL AXIS OF THE BRIDGE
** BAR SPACING IS MEASURED PERPENDICULAR
* DISTANCE MEASURED ALONG � BEARING
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
P
IL
E
C A
P
ELEV 1201.02
ELEV 1205.02
AT FF BEARING SEAT 4
ELEV 1202.95
AT FF BEARING SEAT 1
3 BEAM SPA @ 8'-6ƒ" (+/-) = 25'-8¼"3'-9…" 4'-3…"
33'-9" (+/-)
CONSTR �
T-313
PG
7-EF503 @ 9" MAX (RF) (TYP)
7-EF504 @ 9" MAX (FF) (TYP)
(TYP)
5-EF505 @ 9" MAX
BOTTOM OF APPROACH SLAB NOTCH
E E
A B
A B
4-EF503 @ 9" MAX (RF)
4-EF504 @ 9" MAX (FF)
D
D
ELEV 1198.95
2'-3" 4 PILE SPA @ 7'-3ƒ" = 29'-3" 2'-3"
@ 9" MAX
9 SETS OF 4-EF501
@ 9" MAX
3 SETS OF 4-EF501
(TYP)
HP 14x102 PILE
@ 9" MAX
9 SETS OF 4-EF501
@ 9" MAX
9 SETS OF 4-EF501
@ 9" MAX
9 SETS OF 4-EF501
TO LONGITUDINAL AXIS OF BRIDGE
TRANSVERSE REINFORCEMENT PARALLEL
SECTION E-E
NOT TO SCALE
THE ABUTMENT 1 DETAILS SHEET)
WATERPROOFING DETAIL ON
WATERPROOFING (REFER TO
SECTIONS SHEET
A-A THRU D-D ON THE ABUTMENT 1
FOR BARMARKS, SEE SECTIONS
REINFORCEMENT
ABUTMENT PILE CAP
LONGITUDINAL
TYING ABUTMENT TO SUPERSTRUCTURE
2 TRANSVERSE REINFORCEMENT
IN ABUTMENT
1 TRANSVERSE REINFORCEMENT
NOTES:
@ 9" MAX
3 SETS OF 4-EF501
C
C
3-EF503 @ 9" MAX (RF)
3-EF504 @ 9" MAX (FF)
" MAX (EF)
EQ SPA @ 12"
12-EF801
ELEV 1208.88
ELEV 1208.82
ELEV 1206.74
4-EF802 (TYP)
(TYP)
9"
(TYP)
9"
1 SET OF 2-EF506
1 SET OF 2-EF502
1 SET OF 2-EF507
1 SET OF 2-EF506
1 SET OF 2-EF502
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u c t i o n s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
EF801
EF801
1 EF502, EF506
2 EF505
SECTION A-A
BEAM WITH PILE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
FF
CONSTR JT
NOT TO SCALE
WATERPROOFING
(TYP) *
BEAM
� BEARING
& PILES
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
EF801
EF801
1 EF501
2 EF503
3 EF504
NO BEAM, NO PILE
SECTION D-D
NOT TO SCALE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
MIN LAP
2'-7"
(TYP) *
WATERPROOFING
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
EF801
EF801
1 EF501
2 EF505
NOTES
OF EF802, SEE SHEET 7.
4. EF802 AT TOP OF PILE CAP NOT SHOWN FOR CLARITY. FOR LOCATION
3. FOR LOCATION OF SECTIONS A-A, B-B, C-C, AND D-D, SEE SHEET 7.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
* REFER TO WATERPROOFING
DETAIL ON THE ABUTMENT 1
DETAILS SHEET FOR
ADDITIONAL INFORMATION
ABUTMENT 1 SECTIONS
NOT TO SCALE
BEAM WITHOUT PILE
SECTION B-B
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
(TYP) *
WATERPROOFING
BEAM
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
M
A X
T
Y P
E F
E
Q S
P A
M
A X
T
Y P
E F
E
Q S
P A
M
A X
T
Y P
E F
E
Q S
P A
EF801
EF801
1 EF502, EF506, EF507
2 EF503
3 EF504
NO BEAM, WITH PILE
SECTION C-C
NOT TO SCALE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
(TYP) *
WATERPROOFING
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
M
A X
T
Y P
E F
E
Q S
P A
C L
R
C L
R
C L
R
C L
R
L A
P
T Y
P
M
I N
L A
P
T Y
P
M
I
NMIN LAP
2'-7"
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
A b u t
D e t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
M
I N
M
A X
POLYSTYRENE (TYP)
CELLULAR
2" PREFORMED
CONSTR JT.
MEMBRANE BONDED ACROSS
APPROVED WATERPROOFING
CONSTR JT
WATERPROOFING DETAIL
NOT TO SCALE
MIN BENCH
2'-0"
AND ABUTMENT
FF OF CAP BEAM
ROCK, CLASS R-8 CHOKED WITH R-4
SELECTED BORROW EXCAVATION
GEOTEXTILE, CLASS 4, TYPE A
SCOUR PROTECTION DETAIL
NOT TO SCALE
(TYP) (SEE NOTES 1 & 2).
ALONG ENTIRE LENGTH OF ABUTMENT
IN 12" LAYERS (MAX) PLACED
WITH NO.57 COARSE AGGREGATE
GEOTEXTILE CLASS 4, TYPE A
SECTION 680.2(b) ADHESIVE BACKED PREFORMED MEMBRANE.
4. PROVIDE WATERPROOFING MEMBRANE IN ACCORDANCE WITH PUBLICATION 408,
ALONG THE EXCAVATION SLOPE NOT TO EXCEED 1.5H TO 1.0V.
VERTICAL EXCAVATION FACE CANNOT BE OBTAINED, GEOTEXTILE MAY BE PLACED
3. PLACE GEOTEXTILE ALONG A VERTICAL REAR EXCAVATION FACE IF POSSIBLE. IF A
FOR THE GEOTEXTILE.
2. NO.8 COARSE AGGREGATE MAY BE USED IN LIEU OF THE NO.57 COURSE AGGREGATE
(TYPE A) WITH NO.57 COARSE AGGREGATE CAN BE ELIMINATED.
OF SELECT BORROW EXCAVATION ROCK, R-8, THE INDICATED GEOTEXTILE, CLASS 4
1. MAXIMUM CAP BEAM DEPTH EQUALS 4'-9". IF CAP BEAM EXTENDS BELOW BOTTOM
NOTES:
SHOWN FOR CLARITY)
H-PILE (CASING NOT
X*
6"
MIN
6"
1'-0" MIN
* SEE NOTE 3
CONSTR JT
NOTE: REINFORCEMENT NOT
SHOWN FOR CLARITY
FILL SPACE BETWEEN
OR PEA GRAVEL
PILE WITH SAND
M
IN
L E
N G
T H
M
I N
A U
G E
R E
D H
O L
E
CASING (TYP)
M
IN
IM
U
M P
IL
E
L E
N G
T H
(REINFORCEMENT NOT SHOWN FOR CLARITY)
INSTALLATION DETAIL
INTEGRAL ABUTMENT PILE
NOT TO SCALE
2'-6' MIN
CONSTR
JT
EF701 EF701
F
F
H-PILE
BAR DIAMETER
1.5 X REINFORCEMENT
OVERSIZED HOLE =
PILE CAP BEAM
BOTTOM OF
T Y
P
M
I N
1'-6" 1'-6"
ELEVATION SECTION F-F
H-PILE-TO-PILE CAP CONNECTION DETAIL
NOT TO SCALE
NOTES
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
ABUTMENT 1 DETAILS
H-PILE
CLARITY)
NOT SHOWN FOR
H-PILE (CASING
STREAMBED
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
W i n g w a l
A t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
SEAT 1
AT FF BEARING
ELEV 1202.95
ELEV 1198.95
T
Y P
1'-8¼"
SECTION G-G
1 0 1 2 FEET
C E
M E
N T
C O
N C
C L
A S
S A
C E
M E
N T
C O
N C
C L
A S
S A
A A
P
E W
R F
E W
F F
E W
R F
E W
F F
T
Y P
CONSTR JT
EW501
EW501
FF WING
GUTTERLINE
CONSTR JT
WALL
1'-6" BARRIER
APPROACH SLAB
1" CLOSED CELL NEOPRENE SPONGE
M
IN
RF WING
EW401-EW404
NOTES
WP 2
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
12'-8⅜"
¼
2'-0" 2'-0"
4'-0"
FF ABUT
RF ABUT
� BRG
SECTION H-H
1 0 1 2 FEET
ELEVATION - WING A
1 0 1 2 FEET
10-EW501 @ 12" MAX (RF)
14-EW501 @ 12" MAX (FF)
-E
W
M A
X
R F
-E
W
M A
X
F F
-E
W
M A
X
R F
-E
W
M A
X
F F
G
G
FF ABUT
RF ABUT CONSTR JT
(TYP)
3" CLR
ELEV 1198.95
SEAT 1
AT FF BEARING
ELEV 1202.95
ELEV 1206.71
GUTTERLINE
ELEV 1206.86
GUTTERLINE
U
P E
R S
T R
U C
T U
R
U T
M E
N T
H H
WP 1
EW701 EW801
APPROACH SLAB@ 8" MAX
5-EW701
M
A X
-E
W
� POST
3'-3"
(SPACED AS
8-EW505
SHEET 34)
SHOWN ON
WINGWALL A DETAILS
FF WING AEW502
97°00'00"
EW501 (FF)
EW501 (RF)
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
W i n g w a l t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
SEAT 4
AT FF BEARING
ELEV 1205.02
ELEV 1201.02
T
Y P
1'-8¼"
SECTION I-I
1 0 1 2 FEET
C E
M E
N T
C O
N C
C L
A S
S A
C E
M E
N T
C O
N C
C L
A S
S A
A A
P
E W
R F
E W
F F
E W
R F
E W
F F
T
Y P
CONSTR JT
EW503
EW503
FF WING
GUTTERLINE
CONSTR JT
WALL
1'-6" BARRIER
APPROACH SLAB
1" CLOSED CELL NEOPRENE SPONGE
M
IN
RF WING
EW401-EW404
NOTES
1. WORK THIS SHEET WITH SHEETS 6 THROUGH 12.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 13.
SECTION J-J
1 0 1 2 FEET
ELEVATION - WING B
1 0 1 2 FEET
WINGWALL B DETAILS
10-EW503 @ 12" MAX (RF)
15-EW503 @ 12" MAX (FF)
E
W
M
A X
R
F
E
W
M
A X
F
F
E
W
M
A X
R
F
E
W
M
A X
F
F
I
I
FF ABUT
RF ABUT
CONSTR JT
(TYP)
3" CLR
ELEV 1201.02
SEAT 4
AT FF BEARING
ELEV 1205.02
ELEV 1208.80
GUTTERLINE
ELEV 1208.85
P E
R S
T R
U C
T U
U T
M E
N T
JJ
APPROACH SLAB
@ 8" MAX
4-EW702
M
A X
-E
W
� POST
(SPACED AS
8-EW505
SHEET 34)
SHOWN ON
3'-3"
WP 7
13'-4⅜"
¼
2'-0" 2'-0"
4'-0"
FF ABUT
RF ABUT
� BRG
WP 6
EW702
EW802
FF WING BEW504
EW503 (FF)
EW503 (RF)
83°00'00"
NOT TO SCALE
� BEARINGS
� BEAM
BEAM ANGLE
BACK FACE OF
ABUTMENT
FRONT FACE OF
ABUTMENT
BEARING SEAT PLAN VIEW
NOTE 1: TROWEL SMOOTH SURFACE OF CONSTR JT
DIRECTLY UNDER BEAM AND EXTENDING 2" OUTSIDE
THE BEARING AREA. PROVIDE A RAKED FINISH
FOR THE REMAINDER OF THE CONSTR JT.
AD
BC
E
F
G H
I
X
Y
2" (TYP)
SEE NOTE 1
BEAM
BEARING SEAT
BEARING SEAT ELEVATION VIEW
NOT TO SCALE
BEARING
PAD (TYP)
BEARING SEAT
ELEVATION (TYP). E
� BEAM
� BEAM T-313 CONSTR �
BEAM OFFSET (TYP)
2" (TYP)
SEE NOTE 1
CONSTR JT
BETWEEN PILE CAP
AND END DIAPHRAGM
ABUTMENT 1 BEARING SEAT ELEVATIONS
NOTE:
� BEAM OFFSET IS MEASURED ALONG THE � BEARING.
� BEAM OFFSET IS MEASURED FROM THE T-313 CONSTR �
TO THE � OF BEAM AT THE BEARING SEAT POINT E .
NEGATIVE OFFSETS ARE MEASURED TO THE LEFT OF
THE T-313 CONSTR �, FACING THE ABUTMENT.
POSITIVE "BEARING SEAT SLOPE Y" REPRESENTS AN INCREASE IN ELEVATION
FROM FRONT TO BACK FACE OF ABUTMENT, IN THE DIRECTION OF THE POSITIVE
Y-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.
POSITIVE "BEARING SEAT SLOPE X" REPRESENTS AN INCREASE IN ELEVATION
IN THE DIRECTION OF THE POSITIVE X-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.
TABLE ELEVATION AND LOCATION SEAT BEARING 1ABUTMENT
NOBEAM
OFFSET
BEAMCL
ANGLEBEAM
SLOPE SEATBRG A B C D
X Y X Y ELEV X Y ELEV X Y ELEV X Y ELEV
1 12.71 83.00 0.06% -0.46% -1.94 2.00 1202.94 -2.43 -2.00 1202.96 1.94 -2.00 1202.96 2.43 2.00 1202.94
2 4.15 83.00 0.06% -0.45% -1.94 2.00 1203.62 -2.43 -2.00 1203.64 1.94 -2.00 1203.64 2.43 2.00 1203.62
3 -4.42 83.00 0.05% -0.39% -1.94 2.00 1204.31 -2.43 -2.00 1204.33 1.94 -2.00 1204.33 2.43 2.00 1204.32
4 -12.98 83.00 0.04% -0.32% -1.94 2.00 1205.01 -2.43 -2.00 1205.02 1.94 -2.00 1205.03 2.43 2.00 1205.01
E F G H I
X Y ELEV X Y ELEV X Y ELEV X Y ELEV X Y ELEV
0.00 0.00 1202.95 2.14 1.00 1202.94 1.77 -2.00 1202.96 -2.26 -2.00 1202.96 -1.89 -1.89 1202.94
0.00 0.00 1203.63 2.14 1.00 1203.63 1.77 -2.00 1203.64 -2.26 -2.00 1203.64 -1.89 -1.89 1203.62
0.00 0.00 1204.32 2.14 1.00 1204.32 1.77 -2.00 1204.33 -2.26 -2.00 1204.33 -1.89 -1.89 1204.32
0.00 0.00 1205.02 2.14 1.00 1205.02 1.77 -2.00 1205.03 -2.26 -2.00 1205.02 -1.89 -1.89 1205.02
O P
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
B e a r i n g
S e a t
E l e v d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u r
S c h e d u l e d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
ABUTMENT 1 REINFORCEMENT BAR SCHEDULE
T3
G
O
A
B
C
S6
G
D B
C
D
B C
D K
H
B C
DH
K M
O
L
A
B
C
G
D
S7A
H
C
45A
B E
F (TYP)
R
T Y
P
SCHEDULE BAR REINFORCEMENT 1ABUTMENT
MARK SIZE NUMBER LENGTH TYPE A B C D E F G H J REMARKS
EF501 5 168 1/2"8'-2 17 1/2"2'-9 1/2"2'-7 1/2"2'-9
EF502 5 4 10'-3" S7A 1/2"5 1/4"3'-4 1/2"2'-7 1/4"3'-4 1/2"5 3/4"3
EF503 5 28 8'-6" 17 1'-6" 1/4"3'-10 3/4"3'-1
EF504 5 28 7'-0" 17 0" 1/4"3'-10 3/4"3'-1
EF505 5 20 1/2"9'-6 S6 8" 8" 1/4"3'-10 1/4"3'-6 10"
EF506 5 4 1/2"10'-8 S7A 1/2"5 3'-7" 1/2"2'-7 3'-7" 1/2"5 3/4"3
EF507 5 2 1/2"9'-9 S7A 1/2"5 1/2"3'-1 1/2"2'-7 1/2"3'-1 1/2"5 3/4"3
EF701 7 5 3'-0" STR
EF801 8 12 33'-5" STR
EF802 8 16 9'-0" 17 7'-6" 1'-6" 0"
EW401 4 27 7/8"11'-6 45A 1/2"5'-1 7/8"7 1/2"5'-1 4" 2" =R
EW402 4 2 1/4"11'-5 45A 1/2"5'-1 1/4"6 1/2"5'-1 4" 2" =R
EW403 4 2 1/8"11'-4 45A 1/2"5'-1 1/8"5 1/2"5'-1 4" 2" =R
EW404 4 2 1/8"11'-3 45A 1/2"5'-1 1/8"4 1/2"5'-1 4" 2" =R
EW501 5 24 7'-5" STR
EW502 5 10 3/8"12'-4 STR
EW503 5 25 1/4"7'-5 STR
EW504 5 10 13'-0" STR
EW505 5 16 2'-4" 17 1'-2" 1'-2" 0"
EW701 7 12 3/8"6'-3 55 1'-8" 3/8"3'-3 1'-4" 3/8"1'-0 1/2" 5'-6 = O 1/4", 11 = M 1/4", 11 = L 7/8", 1'-3 =K
EW702 7 11 7/8"6'-3 55 1'-8" 7/8"3'-3 1'-4" 7/8"1'-3 1/2" 5'-3 = O 1/4", 11 = M 1/4", 11 = L 3/8", 1'-0 =K
EW801 8 18 3/8"12'-4 STR
EW802 8 17 12'-10" STR
EC402 4 6 6'-5" STR
EC403 4 4 1/2"6'-5 50 5'-3" 1/2"1'-2 0" 3/4"3 1'-2" =K
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
A b u t
P l a n d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
(TYP)
� BEAM
FF ABUT 2
4'-3⅜" 3'-9⅜"3 BEAM SPA @ 8'-6ƒ" (+/-) = 25'-8¼"
T-313 CONSTR �
WING DWING C
� BRG & PILES
B3 B4B2B1
WP 8
WP 9
WP 14
WP 13
WP 10
STA 17+83.56
WP 11
RF ABUT 2
STEP (TYP)
� BEAM SEAT
OUTER FACE OF CURB
EDGE OF DECK AND
OUTER FACE OF CURB
EDGE OF DECK AND
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
ABUTMENT 2 PLAN @ TOP OF DECK
2 0 2 4 FEET
NOTE: DECK AND APPROACH SLAB NOT SHOWN FOR CLARITY.
ABUTMENT 2 PLAN @ PILE CAP
2 0 2 4 FEET
ABUTMENT 2 PLANS
A H
E A
D
S T
A T I
O N
TANGENT WORKLINE
83°00'00"
N O
T C
H
P A
V
IN
G
� BRG & PILES
RF ABUT 2
FF ABUT 2
WING DWING C
WINGWALL
1'-8¼ "
WINGWALL
1'-8¼ "
83°00'00"
83°00'00"97°00'00"
33'-9"
(TYP)
� PILE
T-313 CONSTR �
A H
E A
D
S T
A T I
O N
TANGENT WORKLINE
WP 8
WP 9
WP 11
WP 10
STA 17+83.56
WP 14
WP 13
WP 12
DRAIN (TYP)
FOUNDATION
6" STRUCTURE
2'-3" 2'-3"4 PILE SPA @ 7'-3ƒ" = 29'-3"
⅜
⅜
WP 12
LEGEND
TEST PILE HP 14X102
(TYP)
HP 14X102 PILE
INV ELEV 1199.82
INV ELEV 1199.74
INV ELEV 1199.53
INV ELEV 1201.15
INV ELEV 1201.07
(SCHEDULE 40)
6" PVC PIPE
1'-0" 1'-0"
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u e v d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
ABUTMENT 2 ELEVATION
1 0 1 2 FEET
ABUTMENT 2 ELEVATION
(LOOKING AHEAD STATION)
NOTES
5. FOR LAYOUT OF EF851, SEE SHEET 16.
PAVING NOTCH AT START OF DECK.
4. DECK ELEVATIONS SHOWN LOCATED ALONG EDGE OF
3. FOR SECTIONS K-K, L-L, M-M, AND N-N SEE SHEET 16.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
TO THE LONGITUDINAL AXIS OF THE BRIDGE
** BAR SPACING IS MEASURED PERPENDICULAR
* DISTANCE MEASURED ALONG � BEARING
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
P
IL
E
C A
P
ELEV 1200.65
ELEV 1204.65
AT FF BEARING SEAT 4
ELEV 1202.68
AT FF BEARING SEAT 1
3 BEAM SPA @ 8'-6ƒ" (+/-) = 25'-8¼" 3'-9…"4'-3…"
33'-9" (+/-)
CONSTR �
T-313
PG
7-EF553 @ 9" MAX (RF) (TYP)
7-EF554 @ 9" MAX (FF) (TYP)
(TYP)
5-EF555 @ 9" MAX
BOTTOM OF APPROACH SLAB NOTCH
OO
M N
M N
4-EF553 @ 9" MAX (RF)
4-EF554 @ 9" MAX (FF)
K
K
ELEV 1198.68
TO LONGITUDINAL AXIS OF BRIDGE
TRANSVERSE REINFORCEMENT PARALLEL
SECTION O-O
NOT TO SCALE
THE ABUTMENT 2 DETAILS SHEET)
WATERPROOFING DETAIL ON
WATERPROOFING (REFER TO
SECTIONS SHEET
K-K THRU O-O ON THE ABUTMENT 1
FOR BARMARKS, SEE SECTIONS
REINFORCEMENT
ABUTMENT PILE CAP
LONGITUDINAL
TYING ABUTMENT TO SUPERSTRUCTURE
2 TRANSVERSE REINFORCEMENT
IN ABUTMENT
1 TRANSVERSE REINFORCEMENT
NOTES:
4 PILE SPA @ 7'-3ƒ" = 29'-3"2'-3" 2'-3"
@ 9" MAX
9 SETS OF 4-EF551
@ 9" MAX
9 SETS OF 4-EF551
@ 9" MAX
9 SETS OF 4-EF551
@ 9" MAX
3 SETS OF 4-EF551
@ 9" MAX
9 SETS OF 4-EF551
@ 9" MAX
3 SETS OF 4-EF551
L
L
(TYP)
HP 14x102 PILE
3-EF553 @ 9" MAX (RF)
3-EF554 @ 9" MAX (FF)
MAX (EF)
EQ SPA @ 12"
12-EF851
4-EF852 (TYP)
1 SET OF 2-EF557
(TYP)
9"
(TYP)
9"
ELEV 1208.46
ELEV 1208.40
ELEV 1206.47
1 SET OF 2-EF556
1 SET OF 2-EF552
1 SET OF 2-EF556
1 SET OF 2-EF552
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u c t i o n s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
EF851
EF851
1 EF552, EF556
2 EF555
SECTION K-K
BEAM WITH PILE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
FF
CONSTR JT
NOT TO SCALE
WATERPROOFING
(TYP) *
BEAM
� BEARING
& PILES
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
EF851
EF851
1 EF551
2 EF553
3 EF554
NO BEAM, NO PILE
SECTION M-M
NOT TO SCALE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
MIN LAP
2'-7"
(TYP) *
WATERPROOFING
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
EF851
EF851
1 EF551
2 EF555
NOTES
FOR LOCATION OF EF852, SEE SHEET 15.
4. EF852 AT TOP OF PILE CAP NOT SHOWN FOR CLARITY.
SEE SHEET 15.
3. FOR LOCATION OF SECTIONS K-K, L-L, M-M & N-N,
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
* REFER TO WATERPROOFING
DETAIL ON THE ABUTMENT 2
DETAILS SHEET FOR
ADDITIONAL INFORMATION
ABUTMENT 2 SECTIONS
NOT TO SCALE
BEAM WITHOUT PILE
SECTION N-N
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
(TYP) *
WATERPROOFING
BEAM
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O N
C
M
A X
T
Y P
E F
E
Q S
M
A X
T
Y P
E F
E
Q S
P A
M
A X
T
Y P
E F
E
Q S
P A
EF851
EF851
1 EF552, EF556
2 EF553
3 EF554
NO BEAM, WITH PILE
SECTION L-L
NOT TO SCALE
S U
P E
R S
T R
U C
T U
R E
A B
U T
M E
N T
RF
CONSTR JT
FF
(TYP) *
WATERPROOFING
C L
A S
S A
A A
P C
E M
E N
T C
O N
C C
L A
S S
A C
E M
E N
T C
O
M
A X
T
Y P
E F
E
Q S
P A
L A
P
T Y
P
M
I N
C L
R
C L
R
C L
R
C L
R
L A
P
T Y
P
M
I N
MIN LAP
2'-7"
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
A b u t
D e t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
M
I N
M
A X
POLYSTYRENE (TYP)
CELLULAR
2" PREFORMED
CONSTR JT.
MEMBRANE BONDED ACROSS
APPROVED WATERPROOFING
CONSTR JT
WATERPROOFING DETAIL
NOT TO SCALE
MIN BENCH
2'-0"
AND ABUTMENT
FF OF CAP BEAM
ROCK, CLASS R-8 CHOKED WITH R-4
SELECTED BORROW EXCAVATION
GEOTEXTILE, CLASS 4, TYPE A
SCOUR PROTECTION DETAIL
NOT TO SCALE
(TYP) (SEE NOTES 1 & 2).
ALONG ENTIRE LENGTH OF ABUTMENT
IN 12" LAYERS (MAX) PLACED
WITH NO.57 COARSE AGGREGATE
GEOTEXTILE CLASS 4, TYPE A
SECTION 680.2(b) ADHESIVE BACKED PREFORMED MEMBRANE.
4. PROVIDE WATERPROOFING MEMBRANE IN ACCORDANCE WITH PUBLICATION 408,
ALONG THE EXCAVATION SLOPE NOT TO EXCEED 1.5H TO 1.0V.
VERTICAL EXCAVATION FACE CANNOT BE OBTAINED, GEOTEXTILE MAY BE PLACED
3. PLACE GEOTEXTILE ALONG A VERTICAL REAR EXCAVATION FACE IF POSSIBLE. IF A
FOR THE GEOTEXTILE.
2. NO.8 COARSE AGGREGATE MAY BE USED IN LIEU OF THE NO.57 COURSE AGGREGATE
(TYPE A) WITH NO.57 COARSE AGGREGATE CAN BE ELIMINATED.
OF SELECT BORROW EXCAVATION ROCK, R-8, THE INDICATED GEOTEXTILE, CLASS 4
1. MAXIMUM CAP BEAM DEPTH EQUALS 4'-9". IF CAP BEAM EXTENDS BELOW BOTTOM
NOTES:
CLARITY)
NOT SHOWN FOR
H-PILE (CASING
X*
6"
MIN
6"
1'-0" MIN
* SEE NOTE 3
CONSTR JT
NOTE: REINFORCEMENT NOT
SHOWN FOR CLARITY
FILL SPACE BETWEEN
OR PEA GRAVEL
PILE WITH SAND
M
IN
L E
N G
T H
M
I N
A U
G E
R E
D H
O L
E
CASING (TYP)
M
IN
IM
U
M P
IL
E
L E
N G
T H
(REINFORCEMENT NOT SHOWN FOR CLARITY)
INSTALLATION DETAIL
INTEGRAL ABUTMENT PILE
NOT TO SCALE
2'-6' MIN
NOTES
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
ABUTMENT 2 DETAILS
H-PILE
CLARITY)
NOT SHOWN FOR
H-PILE (CASING
CONSTR
JT
EF751 EF751
P
P
H-PILE
BAR DIAMETER
1.5 X REINFORCEMENT
OVERSIZED HOLE =
PILE CAP BEAM
BOTTOM OF
T Y
P
M
I N
1'-6" 1'-6"
ELEVATION SECTION P-P
H-PILE-TO-PILE CAP CONNECTION DETAIL
NOT TO SCALE
STREAMBED
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
W i n g w a l t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
SEAT 1
AT FF BEARING
ELEV 1202.68
ELEV 1198.68
T
Y P
1'-8¼"
SECTION Q-Q
1 0 1 2 FEET
C E
M E
N T
C O
N C
C L
A S
S A
C E
M E
N T
C O
N C
C L
A S
S A
A A
P
E W
R F
E W
F F
E W
R F
E W
F F
T
Y P
CONSTR JT
EW553
EW553
FF WING
GUTTERLINE
CONSTR JT
WALL
1'-6" BARRIER
APPROACH SLAB
1" CLOSED CELL NEOPRENE SPONGE
M
IN
RF WING
EW451-EW454
NOTES
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
SECTION R-R
1 0 1 2 FEET
ELEVATION - WING C
1 0 1 2 FEET
WINGWALL C DETAILS
10-EW553 @ 12" MAX (RF)
15-EW553 @ 12" MAX (FF)
E
W
M
A X
R
F
E
W
M
A X
F
F
E
W
M
A X
R
F
E
W
M
A X
F
F
Q
Q
FF ABUT
RF ABUT
CONSTR JT
(TYP)
3" CLR
ELEV 1198.68
SEAT 1
AT FF BEARING
ELEV 1202.68
ELEV 1206.44
GUTTERLINE
ELEV 1206.56
P E
R S
T R
U C
T U
U T
M E
N T
RR
APPROACH SLAB
@ 8" MAX
5-EW751
M
A X
-E
W
� POST
(SPACED AS
8-EW555
SHEET 34)
SHOWN ON
3'-3"
WP 8
13'-4⅜"
¼
2'-0" 2'-0"
4'-0"
FF ABUT
RF ABUT
� BRG
WP 9
EW751
EW852
FF WING CEW554
EW553 (FF)
EW553 (RF)
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o a d
B r i d g e P a r t
F
D T a s k
F i n a l
S t r u c t u r e
P l a n D
W G
S h e r r o d
W i n g w a l t a i l s d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
SEAT 4
AT FF BEARING
ELEV 1204.65
ELEV 1200.65
T
Y P
1'-8¼"
SECTION S-S
1 0 1 2 FEET
C E
M E
N T
C O
N C
C L
A S
S A
C E
M E
N T
C O
N C
C L
A S
S A
A A
P
E W
R F
E W
F F
E W
R F
E W
F F
T
Y P
CONSTR JT
EW551
EW551
FF WING
GUTTERLINE
CONSTR JT
WALL
1'-6" BARRIER
APPROACH SLAB
1" CLOSED CELL NEOPRENE SPONGE
M
IN
RF WING
EW451-EW454
NOTES
WP 13
1. WORK THIS SHEET WITH SHEETS 14 THROUGH 20.
2. FOR REINFORCEMENT BAR SCHEDULE, SEE SHEET 21.
12'-8⅜"
¼
2'-0" 2'-0"
4'-0"
FF ABUT
RF ABUT
� BRG
SECTION T-T
1 0 1 2 FEET
ELEVATION - WING D
1 0 1 2 FEET
10-EW551 @ 12" MAX (RF)
14-EW551 @ 12" MAX (FF)
-E
W
M A
X
R F
-E
W
M A
X
F F
-E
W
M A
X
R F
-E
W
M A
X
F F
S
S
FF ABUT
RF ABUT CONSTR JT
(TYP)
3" CLR
ELEV 1200.65
SEAT 4
AT FF BEARING
ELEV 1204.65
ELEV 1208.44
GUTTERLINE
ELEV 1208.27
P E
R S
T R
U C
T U
U T
M E
N T
T T
WP 14
EW752 EW851
APPROACH SLAB@ 8" MAX
4-EW752
M
A X
-E
W
� POST
3'-3"
(SPACED AS
8-EW555
SHEET 34)
SHOWN ON
WINGWALL D DETAILS
FF WING DEW552
97°00'00"
EW551 (FF)
EW551 (RF)
NOT TO SCALE
BEARING SEAT PLAN VIEW
NOTE 1: TROWEL SMOOTH SURFACE OF CONSTR JT
DIRECTLY UNDER BEAM AND EXTENDING 2" OUTSIDE
THE BEARING AREA. PROVIDE A RAKED FINISH
FOR THE REMAINDER OF THE CONSTR JT.
BEARING SEAT ELEVATION VIEW
NOT TO SCALE
BEARING
PAD (TYP)
BEARING SEAT
ELEVATION (TYP). E
� BEAM
� BEAM T-313 CONSTR �
BEAM OFFSET (TYP)
2" (TYP)
SEE NOTE 1
CONSTR JT
BETWEEN PILE CAP
AND END DIAPHRAGM
ABUTMENT 2 BEARING SEAT ELEVATIONS
NOTE:
� BEAM OFFSET IS MEASURED ALONG THE � BEARING.
� BEAM OFFSET IS MEASURED FROM THE T-313 CONSTR �
TO THE � OF BEAM AT THE BEARING SEAT POINT E .
NEGATIVE OFFSETS ARE MEASURED TO THE LEFT OF
THE T-313 CONSTR �, FACING THE ABUTMENT.
POSITIVE "BEARING SEAT SLOPE Y" REPRESENTS AN INCREASE IN ELEVATION
FROM FRONT TO BACK FACE OF ABUTMENT, IN THE DIRECTION OF THE POSITIVE
Y-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.
POSITIVE "BEARING SEAT SLOPE X" REPRESENTS AN INCREASE IN ELEVATION
IN THE DIRECTION OF THE POSITIVE X-AXIS SHOWN IN THE BEARING SEAT PLAN VIEW.
ABUTMENT 2 BEARING SEAT LOCATION AND ELEVATION TABLE
� BEARINGS
� BEAM
BEAM ANGLE
BACK FACE OF
ABUTMENT
FRONT FACE OF
ABUTMENT
AD
BC
E
F
G H
I
X
Y
2" (TYP)
SEE NOTE 1
BEAM
BEARING SEAT
NOBEAM
OFFSET
BEAMCL
ANGLEBEAM
SLOPE SEATBRG A B C D
X Y X Y ELEV X Y ELEV X Y ELEV X Y ELEV
1 -12.73 83.00 0.16% -1.28% -1.94 2.00 1202.65 -2.43 -2.00 1202.70 1.94 -2.00 1202.71 2.43 2.00 1202.66
2 -4.17 83.00 0.17% -1.36% -1.94 2.00 1203.30 -2.43 -2.00 1203.36 1.94 -2.00 1203.36 2.43 2.00 1203.31
3 4.40 83.00 0.17% -1.42% -1.94 2.00 1203.96 -2.43 -2.00 1204.01 1.94 -2.00 1204.02 2.43 2.00 1203.97
4 12.96 83.00 0.18% -1.47% -1.94 2.00 1204.61 -2.43 -2.00 1204.67 1.94 -2.00 1204.68 2.43 2.00 1204.62
E F G H I
X Y ELEV X Y ELEV X Y ELEV X Y ELEV X Y ELEV
0.00 0.00 1202.68 2.14 1.00 1202.67 1.77 -2.00 1202.71 -2.26 -2.00 1202.70 -1.89 1.00 1202.67
0.00 0.00 1203.33 2.14 1.00 1203.32 1.77 -2.00 1203.36 -2.26 -2.00 1203.36 -1.89 1.00 1203.32
0.00 0.00 1203.99 2.14 1.00 1203.98 1.77 -2.00 1204.02 -2.26 -2.00 1204.01 -1.89 1.00 1203.97
0.00 0.00 1204.65 2.14 1.00 1204.64 1.77 -2.00 1204.68 -2.26 -2.00 1204.67 -1.89 1.00 1204.63
O P
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
B e a r i n g
S e a t
E l e v d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
E R
A T
O R
F I L
E N
A M
C
A D
D
R
E V
I S
E D
P L
O T
T E
D
Y S
C P r o j e c t s E
R I E
S h e r r o d
H i l l
R o i d g e P a r
D T a i n a l
S t r u c t u r e
P l a n
D
W G
S h e r r o d
A b u r
S c h e d u l e d g n
P
M
REVISIONS
Mark By Chk'd. DateDescription
SHEET OF
ERIE COUNTY
T-313 STA 17+51.38
SINGLE SPAN COMP P/S CONC SPREAD BOX BEAM BRIDGE
T-313 (SHERROD HILL ROAD)
REGISTERED
ENGINEER
O
M M
O
WEALT
H
O F
A
I
NAVLYSNN
P
C
N
E
PE043694E
DIANE P. PURDY
ABUTMENT 2 REINFORCEMENT BAR SCHEDULE
T3
G
O
A
B
C
S6
G
D B
C
D
B C
D K
H
B C
DH
K M
O
L
A
B
C
G
D
S7A
H
C
45A
B E
F (TYP)
R
T Y
P
SCHEDULE BAR REINFORCEMENT 2ABUTMENT
MARK SIZE NUMBER LENGTH TYPE A B C D E F G H J REMARKS
EF551 5 168 8'-2" 17 1/4"2'-9 1/2"2'-7 1/4"2'-9
EF552 5 4 1/2"10'-3 S7A 1/2"5 1/2"3'-4 1/2"2'-7 1/2"3'-4 1/2"5 3/4"3
EF553 5 28 1/8"8'-5 17 1'-6" 1/2"3'-9 5/8"3'-1
EF554 5 28 1/8"6'-11 17 0" 1/2"3'-9 5/8"3'-1
EF555 5 20 3/4"9'-5 S6 8" 8" 1/2"3'-9 1/4"3'-6 10"
EF556 5 4 1/2"10'-8 S7A 1/2"5 3'-7" 1/2"2'-7 3'-7" 1/2"5 3/4"3
EF557 5 2 9'-10" S7A 1/2"5 3/4"3'-1 1/2"2'-7 3/4"3'-1 1/2"5 3/4"3
EF751 7 5 3'-0" STR
EF851 8 12 33'-5" STR
EF852 8 16 9'-0" 17 7'-6" 1'-6" 0"
EW451 4…
This is the start of the file's text. The full file is on GovTribe.
File details come from the government source that posted it. Updated .