MUSKINGUM COUNTY
MCEO
Douglas R. Davis P.E.,P.S. - County Engineer
155 Rehl Road - Zanesville, Ohio 43701
email - mceo@rrohio.com
website - www.mceo.org
Phone: 740-454-0155
Fax: 740-455-7180
ENGINEER’S OFFICE
Addendum #2 – July 15, 2016
MUS-CR7-0.27, Cannelville Rd Bridge Replacement PID 102574
*revised construction plans*
Please be advised, sheets 12-30 of the construction plans have been revised.
BEGIN STA. 1+39.21
END STA. 1+54.21
EXISTING STRUCTURE
TO BE REMOVED
| BRG. R.A.
TRAFFIC DATA
DESIGN TRAFFIC:
2016 ADT =
2'
2'
707
2016 ADTT =
2036 ADT = 760
DIRECTIONAL DISTRIBUTION = 50%
DRAINAGE AREA =
4.69 SQ. MILES
Q (25) =
1130
V (25) =
7.22 FT/S
Q (100) =
1550
V (100) =
8.07 FT/S
K
EL
N
RU
L ST
| HAL
EXISTING OVERHEAD ELECTRIC
AND TELEPHONE LINE
TO BE RELOCATED BY OTHERS
ZAN ESVI
LLE,O H I
O 43701
SINGLE SPAN STEEL BEAM BRIDGE WITH CONCRETE DECK,
ROADWAY: 18'-6" ` F/F GUARDRAIL
PLA N
FOR BENCHMARK / MONUMENT INFORMATION
SEE ROADWAY PLAN SHEET 6.
LOADING: S-17
734.03
734.38
734.88
735.37
735.72
735.93
736.00
736.00
733.75
CROWN: 0.0156 (`) FT/FT
STRUCTURAL FILE NUMBER: 6036082
BUTT JOINT TYPE
+0.00 %
+0.00 %
*
5
.
6
7%
*
TOP OF PILE
DISPOSITION: STRUCTURE TO BE REPLACED
2
.
8
0%
TOP OF PILE
BOTTOM OF FTG.
O.H.W. = 732.27`
EL. 727.06
PROPOSED STRUCTURE
EL. 729.06
HW
= 733.03
10
BOTTOM OF FTG.
EL. 727.06
TYPE:
NORMAL WATER
= 729.52`
720
TUB GIRDER BRIDGE WITH SPS PANEL DECKING,
ROCK CHANNEL PROTECTION,
TYPE C, WITH FABRIC FILTER,
2'-0" THICK (TYP.)
PROPOSED HP10x42
EST. LENGTH = 30'
710
PRE-FABRICATED SINGLE SPAN A709 GALV. STEEL
* TOP OF SLOPE
EL. 732.19 R.A.
EL. 732.19 F.A.
PROPOSED HP10x42
EST. LENGTH = 30'
SUPPORTED ON CAPPED PILE ABUTMENTS
SPANS: 51'-8‚" C/C BEARINGS
ROADWAY: 24'-0" F/F GUARDRAIL
TOP OF SHALE
LOADING: HL-93
EL. 703.48`
TOP OF SHALE
700
SKEW: NONE
1
PROFILE ALONG | CONSTRUCTION C.R. 45
2
733.54
733.69
733.89
734.21
734.53
734.89
735.28
735.66
735.93
735.97
735.97
735.80
735.63
735.33
735.04
734.65
734.1
7
733.92
733.90
733.87
EL. 700.93`
APPROACH SLABS: 15'-0"
LONG (AS-1-15)
N o. 102574
EL. 729.06
PID
730
5
.
6
7%
DATE BUILT: UNKNOWN
M U S -C .R .7-0.27
3%
3
.
+5
= 1.34%
NO CURVE
HW
= 733.85
100
3%
3
.
+5
733.63
733.88
ALIGNMENT: TANGENT
END PROJECT
STA. 2+04.21
BRIDGE LIMITS = 53.46'
BUTT JOINT TYPE
= 1.23%
NO CURVE
9%
1
.
+2
APPROACH SLABS: NONE
S IT E
BEGIN PROJECT
STA. 0+20.75
736.00
736.00
735.99
735.87
735.61
735.20
734.70
750
734.32
734.08
SKEW: NONE
OVER ELK RUN
BRIDGE NO. MUS-007-0027
ON STONE/CONCRETE ABUTMENTS
PLAN
733.77
155 REH L RO AD
EXISTING STRUCTURE
SPANS: 38'-0" ` C/C BEARINGS
REVISED 7/1
4/1
6
STA. 1
+39.21
= `731.00
STA. 0+85.75
HYDRAULIC DATA
TYPE:
+0.96%
6036090
TAPER
INVERT EL.
N
740
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
M CEO
STRUCTURE FILE NUMBER
10
2036 ADTT = 10
10.0'
ASPHALT
ROAD
M USKI
N G UM CO UN TY
DATE
47.96'
DRD
APPROACH SLAB
CANNELVILLE RD
APPROACH SLAB
STA. 0+86.64
2
REVISED
| CONSTRUCTION & R/W C.R. 7
193.12'
MUSKINGUM COUNTY
1
0.0'
1
ORIGINAL SOIL BORING LOCATION
DRAWN
BRUSH CREEK RD
| BRG. F.A.
STA. 1+38.32
SB-1
24.0'
SB-2
LEGEND
1
0.0'
1
0.0'
TAPER
DESIGNED
K
EL
N
RU
10.0'
TAPER
MEASURED ALONG WINGWALL AT FACE OF GUARDRAIL POST.
1
0.0'
2'
10.0'
60'
ACCESS
REVIEWED
FIELD
R = 5'
STA. 1+38.71 - RIGHT FORWARD
SEJ
GRAVEL
DRIVE
STA. 0+86.25 - LEFT REAR
STA. 0+86.25 - RIGHT REAR
STA. 1+38.71 - LEFT FORWARD
DRD
CONSTRUCTION
LIMITS
2'-0" THICK (TYP.)
BEGIN STA. 0+70.75
END STA. 0+85.75
FEDERAL PROJECT
NO. E160 (323)
2'
TYPE C, WITH FABRIC FILTER,
PI Sta. 1
+93.1
2
POT Sta. 0+00.00
SHALL CONFORM TO PLAN CROSS SECTIONS AND MATCH
EXISTING SLOPES.
2. FLUSH MOUNT GUARDRAIL POST STATIONING AS FOLLOWS:
ROCK CHANNEL PROTECTION,
FEDERAL PROJECT
NO. E160 (323)
1
2
"S
TOR
MS
E
WE
R
1. EARTHWORK LIMITS SHOWN ARE APPROXIMATE. ACTUAL SLOPES
END PROJECT
STA. 2+04.21
BEGIN PROJECT
STA. 0+20.75
0
NOTES
END WORK
STA. 2+09.21
CHECKED
BEGIN WORK
STA. 0+15.75
ALIGNMENT: TANGENT
CROWN: 0.0156 FT/FT
COORDINATES: LATITUDE
1
19
N 39°48'16"
12
LONGITUDE
W 82°04'05"
30
SY
STRUCTURE REMOVED, OVER 20 FOOT SPAN
LS
WEARING COURSE REMOVED
90
REVISED 1/15/16
503
11100
LS
COFFERDAMS AND EXCAVATION BRACING
LS
REVISED 1/17/14
REVISED 4/17/15
503
21301
LS
UNCLASSIFIED EXCAVATION, AS PER PLAN
LS
505
11100
LS
PILE DRIVING EQUIPMENT MOBILIZATION
LS
507
00100
350
FT
STEEL PILES HP10X42, FURNISHED
350
507
00150
300
FT
STEEL PILES HP10X42, DRIVEN
300
507
93300
10
EACH
509
10000
4298
LB
EPOXY COATED REINFORCING STEEL
511
45511
58
CY
CLASS QC1 CONCRETE, ABUTMENT, AS PER PLAN
58
50
DESIGN SPECIFICATIONS
THIS STRUCTURE CONFORMS TO THE "LRFD BRIDGE DESIGN SPECIFICATIONS"
ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS, 6TH EDITION 2012, AND THE ODOT BRIDGE DESIGN MANUAL, 2007.
STEEL POINTS OR SHOES
2 19
10
4298
OPERATIONAL IMPORTANCE: A LOAD MODIFIER OF 1.0 HAS BEEN ASSUMED FOR THE
DESIGN OF THIS STRUCTURE IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS, ARTICLE 1.3.5 AND THE ODOT BRIDGE DESIGN MANUAL, 2007.
DESIGN LOADING: HL-93
512
10100
50
SY
SEALING OF CONCRETE SURFACES (EPOXY-URETHANE)
512
33011
140
SY
TYPE 3 WATERPROOFING, AS PER PLAN
516
44101
8
EACH
516
10901
48
FT
ELASTOMERIC COMPRESSION SEAL, AS PER PLAN
2 19
140
2 19
48
12 19
8
(NEOPRENE), AS PER PLAN
2 19
CONCRETE CLASS QC1 - COMPRESSIVE STRENGTH 4.0 KSI (SUBSTRUCTURE)
REINFORCING STEEL - ASTM A615 OR A996 GRADE 60 - MIN. YIELD STRENGTH 60 KSI
518
21200
22
CY
POROUS BACKFILL WITH FILTER FABRIC
22
518
40000
72
FT
6" PERFORATED CORRUGATED PLASTIC PIPE
72
518
40011
40
FT
6" NON-PERFORATED CORRUGATED PLASTIC PIPE, INCLUDING SPECIALS, AS PER PLAN
40
526
10000
80
SY
REINFORCED CONCRETE APPROACH SLAB (T=12")
SPECIAL
53000200
LS
846
00100
48
DRD
3"x9"x20" ELASTOMERIC BEARING WITH INTERNAL LAMINATES AND LOAD PLATE 1•"x10"x46",
DESIGNED
FUTURE WEARING SURFACE: 0.060 KSF
DESIGN DATA
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
CO UN TY EN G I
N EER
D O UG D AVI
S
DATE
800
832
846
EN G I
N EER'
S O FFI
CE
90
GEN'L
6036090
LS
23500
ABUTS. SUPER
DRD
11002
202
DESCRIPTION
M CEO
202
UNIT
STRUCTURE FILE NUMBER
ITEM EXT. TOTAL
REVISED
AND TO THE FOLLOWING STANDARD SUPPLEMENTAL SPECIFICATIONS:
ITEM
SPEC & AS
PER PLAN
BRIDGE
SHEET NO.
CHECKED
REVISED 1-17-14
DATE: 3/17/16
M USKI
N G UM CO UN TY
REVISED 7-17-15
REVISED 7-19-02
CHECKED: DRD
DATE: 3/17/16
REVIEWED
AS-1-15
EXJ-2-81
TST-1-99
CALCULATED: SEJ
SEJ
ESTIMATED QUANTITIES
DRAWN
REFER TO THE FOLLOWING STANDARD BRIDGE DRAWINGS:
2 19
STRUCTURAL STEEL - ASTM A709 GRADE 50 GALVANIZED PER CMS 711.02, YIELD
STRENGTH 50 KSI (UNLESS NOTED OTHERWISE)
80
STEEL H-PILES - ASTM A572 - YIELD STRENGTH 50 KSI
48
5 19
TYPE 3 WATERPROOFING
ASPHALT WEARING SURFACE
STEEL DRIP PLATE
ITEM SPECIAL - STRUCTURE, MISC.: PRE-FABRICATED SUPERSTRUCTURE
PILES TO BEDROCK
THIS ITEM SHALL CONSIST OF FABRICATING, FURNISHING, TRANSPORTING, ERECTING
AND INSTALLING IN PLACE THE COMPLETE PRE-FABRICATED SUPERSTRUCTURE,
INCLUDING ALL FRAMING, TST RAILINGS, FLOOR SYSTEM, AND ALL INCIDENTALS,
IN ACCORDANCE WITH THE DETAILS SHOWN IN THE PLANS AND THESE SPECIFICATIONS.
THE STEEL FABRICATOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS.
PILES TO BEDROCK: DRIVE PILES TO REFUSAL ON BEDROCK. THE DEPARTMENT WILL
CONSIDER REFUSAL TO BE OBTAINED BY PENETRATING WEAK BEDROCK FOR SEVERAL
INCHES TO A MINIMUM RESISTANCE OF 20 BLOWS PER INCH OR BY CONTACTING
STRONG BEDROCK AND THE PILE RECEIVING AT LEAST 20 BLOWS. SELECT THE
HAMMER SIZE TO ACHIEVE THE REQUIRED DEPTH TO BEDROCK AND REFUSAL.
BRIDGE TST RAILING SHALL BE PRE-ASSEMBLED ON THE BRIDGE AS SHOWN IN THE PLANS
BY THE STEEL FABRICATOR PRIOR TO DELIVERY. ALL ITEMS REQUIRED IN SCD TST-1-99
THE TOTAL FACTORED LOAD IS 92.5 KIPS PER PILE FOR THE HP10x42 ABUTMENT PILES.
SHALL BE PAID FOR IN THIS ITEM.
10 PILES 35 FEET LONG, ORDER LENGTH
SEPARATE PAYMENT WILL BE MADE FOR SUBSTRUCTURE ITEMS LISTED ON THE
PILE SPLICES
MONOLITHIC WEARING SURFACE
ASSUMED, FOR DESIGN PURPOSES, TO BE 1 INCH THICK
UTILITY LINES
THE UTILITY COMPANIES SHALL BORE ALL EXPENSE INVOLVED IN RELOCATING
(INSTALLING) THE AFFECTED UTILITY LINES. THE CONTRACTOR AND UTILITIES
ARE TO COOPERATE BY ARRANGING THEIR WORK IN SUCH A MANNER THAT
INCONVENIENCE TO EITHER WILL BE HELD TO A MINIMUM.
ITEM 503 - UNCLASSIFIED EXCAVATION, AS PER PLAN
ESTIMATED OUANTITIES SHEET. HOWEVER, ALL OTHER WORK OR ITEMS NECESSARY TO
PROVIDE THE COMPLETED IN-PLACE SUPERSTRUCTURE ARE INCIDENTAL TO AND
INCLUDED FOR PAYMENT WITH THIS ITEM.
THE BACKFILL MATERIAL BEHIND THE ABUTMENTS/WINGWALLS FOR THE CONSTRUCTION
OF THE APPROACH EMBANKMENT BETWEEN STA. 0+70.75 TO 0+85.75 AND 1+39.21 TO 1+54.21
SHALL BE:
BELOW THE DRAIN PIPE ABOVE THE DRAIN PIPE -
SHALL CONFORM TO 203.02.R
SHALL BE TYPE B GRANULAR MATERIAL, 703.16.C,
PLACED AND COMPACTED IN 6" LIFTS AS PER 503.08
THESE SPECIFICATIONS ARE FOR A FULLY FABRICATED, CLEAR SPAN TUB GIRDER
STRUCTURE OF BENT STEEL CONSTRUCTION WITH SPS DECKING, AS SHOWN ON THE
PLANS. STRUCTURE SHALL HAVE GALVANIZED COATING SYSTEM PER CMS 711.02 FOR ALL
SUPERSTRUCTURE STEEL (EXCLUDING THE SPS PANELS) AND PAID FOR UNDER BID ITEM:
IN LIEU OF USING FULL PENETRATION, BUTT WELDS SPECIFIED IN CMS 507.09 TO
SPLICE STEEL H-PILES, THE CONTRACTOR MAY USE A MANUFACTURED H-PILE SPLICER.
FURNISH SPLICERS FROM THE FOLLOWING MANUFACTURER:
ASSOCIATED PILE AND FITTING CORPORATION
8 WOOD HOLLOW RD. PLAZA 1
PARSIPPANY, NEW JERSEY 07054
OVER ELK RUN
POLYMER MODIFIED ASPHALT EXPANSION JOINT SYSTEM, AS PER PLAN
2 19
BRIDGE NO. MUS-007-0027
FT
LS
GENERAL NOTES AND ESTIMATED QUANTITIES
DECK PROTECTION METHOD
STRUCTURE, MISC.: PRE-FABRICATED SUPERSTRUCTURE
ITEM SPECIAL - STRUCTURE, MISC.: PRE-FABRICATED SUPERSTRUCTURE
INSTALL AND WELD THE SPLICER TO THE PILE SECTIONS IN ACCORDANCE WITH THE
MANUFACTURER'S WRITTEN ASSEMBLY PROCEDURE SUPPLIED TO THE ENGINEER BEFORE
THE ELEVATION MEASURED SHALL USE NAVD 88 DATUM. THE DISK SHALL BE PROVIDED BY
THE MUSKINGUM COUNTY ENGINEER. PAYMENT FOR ALL OTHER MATERIALS, LABOR AND
INCIDENTALS NECESSARY TO INSTALL THE BENCHMARK DISK SHALL BE INCLUDED IN THIS
PAY ITEM. IF THE METAL BENCHMARK IS DISTURBED PRIOR TO THE COMPLETION OF
W.R. MEADOWS, INC
P.O. BOX 338, HAMPSHIRE, IL 60140-0338
PHONE NO. 847-214-2100
ABUT.
ABUTMENT
MAX.
MAXIMUM
BRG.
BEARING
MIN.
MINIMUM
|
CENTERLINE
N.F.
NEAR FACE
c/c
CENTER TO CENTER
}
PLATE
C.J.
CONSTRUCTION JOINT
R.A.
REAR ABUTMENT
DIA.
DIAMETER
SPA.
SPACE, SPACES, SPACED
EL.
ELEVATION
STA.
STATION
E.F.
EACH FACE
THK.
THICK
F.A.
FORWARD ABUTMENT
TYP.
TYPICAL
ANIMAL GUARDS SHALL BE PROVIDED AT THE OUTLET OF THE DRAINAGE PIPES. THE STEEL
F.F.
FAR FACE
U.N.O.
UNLESS NOTED OTHERWISE
BOLTS OR RODS FOR THE ANIMAL GUARDS SHALL BE GALVANIZED PER CMS 711.02. SEE
FWD.
FORWARD
A DIFFERENT WATERPROOFING SYSTEM MAY BE USED IF APPROVED BY THE ENGINEER.
CONSTRUCTION, THE CONTRACTOR SHALL SUPPLY A NEW DISK, RESET AND VERIFY ITS
ELEVATION AT NO ADDITIONAL COST TO THE COUNTY.
ASPHALT CONCRETE WEARING COURSE
PLAN ABBREVIATIONS
ITEM 518 - 6" NON-PERFORATED CORRUGATED PLASTIC PIPE,
INCLUDING SPECIALS, AS PER PLAN
REVISED 7/1
4/1
6
ASPHALT CONCRETE WEARING COURSE SHALL CONSIST OF A VARIABLE THICKNESS
OF ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 2, (448) AND A FINAL UNIFORM
1‚" ASPHALT CONCRETE SURFACE COURSE, TYPE 1, (448) PG64-22.
PLACE THE INTERMEDIATE COURSE AT A VARIABLE THICKNESS OF 1ƒ" @ EDGE AND
4" @ |, PARALLEL TO AND 1‚" BELOW FINAL PAVEMENT SURFACE ELEVATION. THE
FINAL UNIFORM 1‚" SURFACE COURSE SHALL BE PLACED CONTINUOUSLY WITH THE
STANDARD DRAWING DM-1.1 FOR ADDITIONAL DETAILS AND NOTES, THE ANIMAL GUARDS AND
CRUSHED AGGREGATE SLOPE PROTECTION, 601.06, AT END OF DRAINAGE PIPE (12" DEEP)
ARE INCIDENTAL TO ITEM 518, 6" NON-PERFORATED CORRUGATED PLASTIC PIPE, INCLUDING
SPECIALS, AS PER PLAN.
2
N o. 102574
WATERPROOFING MEMBRANE SHALL BE "MEL-DEK" WATERPROOFING SYSTEM SUPPLIED BY:
WINGWALL. THE DISK SHALL BE PLACED CAREFULLY ON A LEVELED SECTION AS
DIRECTED BY THE ENGINEER. THE CONTRACTOR SHALL PROVIDE AN ELEVATION
OF THE BENCHMARK, WHICH SHALL BE VERIFIED BY A PROFESSIONAL SURVEYOR.
PID
THE CONTRACTOR SHALL INSTALL A METAL BENCHMARK DISK ON TOP OF NORTHEAST
THE WELDING IS PERFORMED.
M U S -C .R .7-0.27
ITEM 511 - CLASS QC1 CONCRETE, ABUTMENT, AS PER PLAN
ITEM 512 - TYPE 3 WATERPROOFING, AS PER PLAN
19
13
ROADWAY PAVEMENT.
30
A503
6" £ NON-PERFORATED CORRUGATED PLASTIC PIPE
1'-1…"
DATE
†" THK STEEL TUB GIRDER
REVIEWED
4‡"
EL. 733.06
5
1
'
-8"
(EPOXY-URETHANE)
19
CORRUGATED PLASTIC PIPE
A801
DRAWN
T/S
EL. 732.06
NOTES
A501
EL. 730.06
A502 E.F.
2'-0" (TYP.)
CORRUGATED PLASTIC PIPE
1.
2:
1
ROCK CHANNEL PROTECTION,
TYPE C WITH AGGREGATE FILTER,
AS PER PLAN, 2'-0" THICK (TYP.)
BRIDGE SEAT REINFORCING, SETTING ANCHORS: ACCURATELY PLACE
REINFORCING STEEL IN THE VICINITY OF THE BRIDGE SEAT TO AVOID
3.
6"
ARE SEALED, REMOVE THE SEALER TO THE SATISFACTION OF THE ENGINEER
PRIOR TO SETTING THE BEARINGS. THE COUNTY WILL NOT PAY FOR THIS REMOVAL.
4.
POROUS BACKFILL WITH FILTER FABRIC, 2 FEET THICK SHALL EXTEND UP
TO THE PLANE OF THE SUBGRADE, TO 1 FOOT BELOW THE EMBANKMENT SURFACE,
AND LATERALLY TO THE WINGWALLS.
5.
LAP SPLICE LENGTHS:
#5 BAR = 33 INCHES, U.N.O.
#8 BAR = 87 INCHES, U.N.O.
A401
2'
-0
"
6"
A801
| HP10x42 PILE
| BRG./GIRDER
1'-8"
1'-8"
2'-2"
1
"
2'-2"
TYPICAL ABUTMENT SECTION
ELASTOMERIC
BEARING
1ƒ" DIA. HOLE
9"
AT | OF CONSTRUCTION
BEARING PAD NOTES
1ƒ" DIA. HOLE
2 EXTERIOR LAYERS, te @ 0.275" = 0.550"
5 INTERIOR LAYERS, ti @ 0.400"
GIRDER PRIOR TO GALVANIZING.
4"
6 STEEL LAMINATES, ts @ 0.075" = 0.450"
2. WELDING:
THE STEEL LOAD PLATE SHALL BE BONDED BY VULCANIZATION TO THE ELASTOMERIC DURING
T
4"
= 2.000"
1
"
MATERIALS:
ALL ELASTOMER FOR BEARINGS SHALL BE 50 DUROMETER. THE STEEL LOAD PLATE SHALL BE
ASTM A572, GRADE 50 GALV. THE 1•" PLATE MAY BE ASTM A709, GRADE 36. SHOP WELD TO
9"
| BRG.
1.
ZAN ESVI
LLE,O H I
O 43701
SEALING OF BEAM SEATS: IF THE BEAM SEATS ARE SEALED WITH AN EPOXY
SEALER PRIOR TO SETTING BEARINGS, DO NOT APPLY SEALER TO THE CONCRETE
SURFACES UNDER THE PROPOSED BEARING LOCATIONS. IF THESE LOCATIONS
| PIPE
EL. 727.06
155 REH L RO AD
INTERFERENCE WITH THE DRILLING OF BEARING ANCHOR HOLES.
= 3.000"
OVER ELK RUN
W/ FILTER FABRIC
DETAIL A
END TREATMENT OF 6" £ NON-PERFORATED
SEALING OF CONCRETE SURFACES
A502
POROUS BACKFILL
BRIDGE NO. MUS-007-0027
10†"
6036090
SPS PANEL
A802
SLAB
STRUCTURE FILE NUMBER
APPROACH
SEJ
1
2"
ANIMAL GUARD
M USKI
N G UM CO UN TY
TYPE 3 WATERPROOFING
DRD
19
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
SEE SHEET 13
FOR DETAILS
M CEO
| BRG.
ROCK CHANNEL PROTECTION,
TYPE C WITH AGGREGATE FILTER,
AS PER PLAN, 2'-0" THICK (TYP.)
ASPHALT SURFACE
REVISED
19
CHECKED
5
DRD
ASPHALT SURFACE
1'-6‚"
DESIGNED
5ƒ"
TYPICAL ABUTMENT / BEARING DETAILS
12"
D O UG D AVI
S
3'-0"
STEEL LOAD PLATE
TYPICAL BEARING PAD (PLAN)
THE MOLDING PROCESS. NO FIELD WELDING IS PERMITTED.
9"x20"x3" BRG. PAD WITH
3. BEARING REPOSITIONING: IF THE STEEL IS ERECTED AT AN AMBIENT TEMPERATURE HIGHER THAN
80°F OR LOWER THAN 40°F AND THE BEARING SHEAR DEFLECTION EXCEEDS 1/6 OF THE
10"x46"x1•" STEEL LOAD PLATE
| BRG./DIAPHRAGM
BEARING HEIGHT AT 60°F`10°F, RAISE THE BEAMS OR GIRDERS TO ALLOW THE BEARINGS TO
RETURN TO THEIR UNDEFORMED SHAPE AT 60°F`10°F.
TUB GIRDER
Š"
5. BASIS OF PAYMENT:
BEARING, AS PER PLAN.
} 11"x46"x1•"
} 11"x46"x1•"
Š"
} 10"x46"x1•"
LOAD PLATE
6"
INSTALLATION AND INCIDENTALS NECESSARY TO FURNISH AND INSTALL LAMINATED ELASTOMERIC
BEARINGS. PAYMENT WILL BE MADE AT THE CONTRACT UNIT PRICE FOR ITEM 516, ELASTOMERIC
6"
THE UNIT BID PRICE SHALL INCLUDE ALL MATERIALS, LABOR, TESTING, STEEL PLATES, AND
REVISED 7/1
4/1
6
BEARINGS HAVE BEEN DESIGNED FOR THE FOLLOWING REACTIONS:
ANCHOR ROD (TYP.)
1"
MAX.
DEAD LOAD
ABUTMENTS
27 KIPS
LIVE LOAD
39.2 KIPS
TOTAL
} 10"x46"x1•"
LOAD PLATE
1'-6"
1"
1'-8"
2'-2"
3'-4"
N o. 102574
EDGE OF GIRDER
TUB GIRDER
HIGHWAY BRIDGES.
PID
THE ELASTOMER SHALL HAVE A HARDNESS OF 50 DUROMETER. THE BEARINGS WERE DESIGNED
UNDER DIVISION 1, SECTION 14.7.6 (METHOD A) OF THE AASHTO STANDARD SPECIFICATION FOR
M U S -C .R .7-0.27
| BRG./GIRDER
4. ELASTOMERIC BEARINGS:
2'-2"
7'-8"
3
19
75.5 KIPS
LOADS ARE UNFACTORED, LIVE LOAD DOES NOT INCLUDE IMPACT.
TYPICAL BEARING PAD (SIDE)
TYPICAL BEARING PAD (FRONT)
14
30
12'-1"
12'-1"
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
6036090
DRD
& SPS PANEL
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
M CEO
D O UG D AVI
S
OUTER TUB GIRDER
& SPS PANEL
5'-11"
STRUCTURE FILE NUMBER
DATE
INNER TUB GIRDER
& SPS PANEL
SEJ
DRAWN
INNER TUB GIRDER
& SPS PANEL
N
OUTER TUB GIRDER
DRD
STA. 0+86.59 R.A.
STA. 1+38.37 F.A.
N
3'
-0"
1
'
-1
‡ "
| BRG. (TUB GIRDERS)
DESIGNED
1
'
-6"
1" PEJF
BACKWALL
REVIEWED
1" PEJF
| BRG. (PILES)
1
2"
1
0„ "
1
'
-6"
CORRUGATED PLASTIC PIPE (TYP.),
SEE DETAIL A, SHEET 3 19
REVISED
CORRUGATED PLASTIC PIPE
M USKI
N G UM CO UN TY
| CONSTRUCTION C.R. 7
CHECKED
POROUS BACKFILL
W/ FILTER FABRIC
5'-11"
REAR
ABUTMENT
18'-0"
FORWARD
ABUTMENT
18'-0"
36'-0"
3-A504, 2 SPA.
3-A504, 2 SPA.
@ 1'-6"
PROFILE GRADE (ASPHALT SURFACE)
@ 1'-6"
EL. 735.81
1
2"
TOP OF WALL
APPROACH SLAB
BACKWALL - EL. 734.56
A505
A505
BEAM SEAT & C.J. - EL. 733.06
EL. 733.06
TOP OF C.J.
A502, E.F.
16-A503, 15 SPA. @ 1'-6" = 22'-6"
24-A501, 23 SPA. @ 1'-6" = 34'-6"
EL. 729.06
A401
EACH PILE
4 SPA. @ 1
'
-0"
T/S EL. = 732.06
4-A801
TOP OF
HP10x42
OVER ELK RUN
1" PEJF
16-A802, 15 SPA. @ 1'-6" = 22'-6" (PLACE BAR PARALLEL TO ROADWAY)
BRIDGE NO. MUS-007-0027
| CONSTRUCTION C.R. 7
1" PEJF
TYPICAL ABUTMENT DETAILS
PLAN
4-A801
REVISED 7/1
4/1
6
4'-0"
R.A.
2
R.A.
3
R.A.
4
R.A.
5
R.A.
F.A.
9
F.A.
8
F.A.
7
F.A.
6
F.A.
5 - HP10x42 PILES SPA. @ 7'-0" = 28'-0"
4'-0"
N o. 102574
1
10
PID
BASE OF
WALL
M U S -C .R .7-0.27
EL. 727.06
ELEVATION
4
19
15
30
420 N. ROOSEVELT AVE.
CHANDLER, AZ 85226
(800) 528-8242
WATSON-BOWMAN ACME
95 PINEVIEW DR.
AMHERST, NY 14228
(716) 691-7566
AGGREGATE PREPARATION:
APJ ASPHALTIC PLUG
EXPANSION JOINT
WYOMING EQUIPMENT
SALES
281 SIXTH STREET
P.O. BOX 287
WEST WYOMING, PA 18644
(570) 693-2810
HEAT THE AGGREGATE TO A TEMPERATURE OF 275 TO 325 DEGREES F., WITH A SUITABLE
ROTATING DRUM WITH ATTACHED HEAT SOURCE OR A HOT COMPRESSED AIR LANCE, TO
REVIEWED
EXPANDEX JOINT
SYSTEM
REMOVE DUST AND MOISTURE.
AGGREGATE PROPORTION AND LAYER THICKNESS:
MATERIALS:
TYPE:
GRADATION:
CRUSHED, DOUBLE WASHED, AND DRIED GRANITE OR BASALT
THE GRADATION OF THE AGGREGATE VARIES BY MANUFACTURER
AND WILL BE AS PER THE MANUFACTURER'S RECOMMENDATIONS
FOR THE SYSTEM BEING USED ON THIS PROJECT.
THE TOP LAYER THICKNESS WILL VARY BETWEEN • INCH AND ONE (1) INCH. IN PREPARING
THE TOP LAYER, THE RATION OF AGGREGATE TO BINDER WILL BE APPROXIMATELY
6:1 BY WEIGHT. OVERFILL THE TOP LAYER AND COMPACT TO THE LEVEL OF THE ADJACENT
SURFACES USING A ROLLER OR VIBRATORY PLATE COMPACTOR. IMMEDIATELY AFTER
COMPLETION OF THE COMPACTION, POUR SUFFICIENT BINDER OVER THE JOINT TO FILL
THE SURFACE VOIDS AND COAT THE SURFACE STONE. DUST THE FINISHED JOINT WITH A
FINE, DRY AGGREGATE TO PREVENT TACKINESS.
TESTING:
CERTIFICATION WILL BE SUPPLIED FOR EACH PROJECT SHOWING BINDER COMPLIANCE
WITH REQUIRED PROPERTIES. A ONE QUART SAMPLE OF BINDER WILL BE RETRIEVED FROM
EACH BRIDGE FOR FURTHER TESTING BY THE O.D.O.T. OFFICE OF MATERIALS MANAGEMENT.
METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
THE DEPARTMENT WILL MEASURE THE JOINT BY THE NUMBER OF FEET AND WILL PAY
FOR ACCEPTED QUANTITIES AT THE CONTRACT PRICE AS: ITEM 846 - POLYMER
MODIFIED ASPHALT EXPANSION JOINT SYSTEM, AS PER PLAN.
NOTE: PRIOR TO PLACEMENT OF ANY PORTION OF THE JOINT SYSTEM, THE PROJECT
ENGINEER MUST HAVE CERTIFIED TEST DATA MEETING ALL THE MINIMUM REQUIREMENTS
OF ALL THE MATERIALS OF THE JOINT SYSTEM.
10"
INSTALLATION PROCEDURES:
ASPHALT
SAWING AND SURFACE PREPARATION:
AFTER ALL PAVING OPERATIONS ARE COMPLETE, THE OVERLAY IS TO BE TRANSVERSELY
SAW CUT FULL DEPTH NO LESS THAN TWO INCHES DEEP (20" CENTERED OVER JOINT
OPENING, UNLESS OTHERWISE NOTED).
REMOVE ALL MATERIAL, INCLUDING WATER-PROOFING MATERIAL, BETWEEN SAW CUTS.
THOROUGHLY CLEAN AND DRY EXPOSED CONCRETE, STEEL, AND CUT SURFACES USING
COMPRESSED AIR AND A HOT COMPRESSED AIR (HCA) LANCE. THE LANCE MUST PRODUCE
A FLAME RETARDED AIR STREAM TEMPERATURE OF 3000 DEGREES F. AT VELOCITY OF
3,000 FEET PER SECOND WITH 15 PSIG CHAMBER PRESSURE. IF THERE IS AN INTERRUPTION DUE TO WEATHER OR OTHER CAUSES, THE OPERATION WILL BE REPEATED WITH
THE HCA LANCE IMMEDIATELY BEFORE THE BINDER COAT OPERATION. ALSO, 6 INCHES
OF THE ROAD SURFACE ON EITHER SIDE OF THE JOINT WILL BE DRIED SO THAT A
SUITABLE SURFACE FOR BITUMEN ADHESION IS OBTAINED. THE HOT COMPRESSED AIR
(HCA) LANCE MUST BE USED WITH CAUTION, AS THE SPS DECKING SHALL NOT BE HEATED
BEYOND 350 DEGREES F.
POLYMER
MODIFIED
ASPHALT
10"
ASPHALT
‚" x 12"
BRIDGING PLATE
SEJ
DRD
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
APPROACH SLAB
BOND BREAKER:
SPREAD BINDER OVER SURFACE AREA WHERE THE METAL BRIDGING PLATE WILL BE PLACED.
CENTER THE BRIDGING PLATE OVER THE EXISTING JOINT AND BED INTO THE HOT BINDER.
BUTT JOINT THE BRIDGING PLATES TO ACCOMMODATE THE ENTIRE JOINT LENGTH. SEAL
BUTT JOINTS WITH HOT BINDER AND ALLOW BINDER TO SETUP BEFORE NEXT OPERATION.
EDGE OF SPS DECKING AND
LIMITS OF TYPE 3 WATERPROOFING
REVISED 7/1
4/1
6
BRIDGE NO. MUS-007-0027
AGGREGATE:
DESIGNED
TYPE:
POLYMER MODIFIED ASPHALT
SOFTENING POINT:
180 DEGREES F. MIN.
FLOW:
3 mm. MAX. AT 140 DEGREES F.
PENETRATION:
9 mm. MAX. AT 77 DEGREES F.
1 mm. MIN. AT 0 DEGREES F.
ASTM D 3407
DUCTILITY:
40 cm. MIN. ASTM D 113
RESILIENCE:
60% MIN. AT 77 DEGREES F.
TENSILE ADHESION: 700% MIN.
SPECIFIC GRAVITY: 1.10 * 0.05
POURING TEMP:
350 - 390 DEGREES F.
THESE LIMITS, TO ACHIEVE THE REQUIRED JOINT THICKNESS (MIN. 2 INCHES). THE
OBJECTIVE IS TO COAT EACH STONE AND FILL THE VOIDS WHILE AVOIDING AN EXCESS
OF BINDER. THIS WILL ACHIEVE THE MAXIMUM CONTENT OF STONE CONSISTENT WITH
ALL STONES BEING COATED WITH BINDER. RAKE THE MIXITURE TO MIX AND LEVEL.
POLYMER MODIFIED ASPHALT EXPANSION JOINT STSYEM
BINDER:
WEIGHT WILL BE 68%. THE HEATED AGGREGATE AND BINDER WILL BE COMBINED IN LAYERS,
UNLESS PATENTED INSTALLATION REQUIRES DIFFERENTLY, NOT LESS THAN ƒ OF AN INCH
NOR EXCEEDING 2•" INCHES. THE THICKNESS OF EACH LAYER CAN BE VARIED WITHIN
TYPICAL EXPANSION JOINT AT ABUTMENT
M U S -C .R .7-0.27
STAINLESS STEEL ‚" THICK PLATE, 12" WIDE
DRAWN
MIX THE AGGREGATE WITH THE BINDER SUCH THAT THE MINIMUM AGGREGATE CONTENT BY
BRIDGING PLATE:
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
BUILD-UP OF JOINT LAYERS:
6036090
CRAFCO INC.
DRD
MATRIX 502
OVER ELK RUN
PHONE NO.
(570) 546-6041
5
N o.102574
ADDRESS
373 VILLAGE RD.
PENNSDALE, PA 17756
STRUCTURE FILE NUMBER
SUPPLIER
DYNAMIC SURFACE
APPLICATIONS, LTD
DATE
PRODUCT NAME
THORMA-JOINT
PID
APPROVED APPLICATORS WHO WILL FURNISH AND INSTALL THE NEW BRIDGE EXPANSION
JOINT SYSTEM AFTER ALL PAVING ON THE AFFECTED BRIDGE(S) HAS BEEN COMPLETED.
M CEO
DETAILS AND THE MANUFACTURER'S REQUIREMENTS USING A POLYMER-MODIFIED ASPHALT
SYSTEM. THE PRIME CONTRACTOR WILL OBTAIN SERVICES OF ONE OF THE FOLLOWING
SEAL ALL PREPARED, EXPOSED SURFACES OF THE JOINT WITH BINDER. POUR THE HOT
BINDER OVER THE FLOOR AREA OF THE JOINT AND SPREAD TO COAT ALL EXPOSED
SURFACES. THE BINDER WILL BE A MINIMUM OF •" THICK ON THE BOTTOM OF THE
JOINT CAVITY, WITH POOLS OF GREATER THICKNESS WHERE SURFACE IRREGULARITIES
EXIST. THE BINDER APPLICATION TEMPERATURE WILL BE BETWEEN 350 AND 390
DEGREES F. THE BINDER WILL NOT BE ALLOWED TO BE HEATED ABOVE 410 DEGREES F.
NOR ALLOWED TO EXCEED 390 DEGREES F. FOR MORE THAN 1 HOUR. A DOUBLE JACKETED
OIL METER WILL BE USED TO HEAT THE BINDER. THE MELTER WILL BE EQUIPPED WITH A
CONTINUOUS AGITATION SYSTEM, TEMPERATURE CONTROLS, AND A CALIBRATED
THERMOMETER. ALSO A SYSTEM FOR ACCURATELY MEASURING THE WEIGHTS OF THE
BINDER AND THE AGGREGATE WILL BE REQUIRED.
REVISED
THIS ITEM WILL BE USED TO SEAL THE EXPANSION/CONTRACTION JOINTS AS PER THESE
BINDER COAT:
CHECKED
AS PER PLAN
M USKI
N G UM CO UN TY
ITEM 846 - POLYMER MODIFIED ASPHALT EXPANSION JOINT SYSTEM,
19
16
30
26'-0"
ARE ONLY INDICATIVE. DETAILS WILL BE REVISED DURING THE
DETAILED DESIGN PHASE.
13'-3"
63 "
8
3. IE SCOPE OF WORK INCLUDES THE SUPPLY OF COATED SPS BRIDGE
DECK PANELS WITH PERIMETER HOLES TO ACCOMMODATE BOLTING.
EXCLUDED ITEMS (ASPHALT POUR STOP ANGLES, DRAINS, EXPANSION
B
JOINTS, SHIM PLATES, SPLICE PLATES, WEARING SURFACE,
MEMBRANE, SUPERSTRUCTURE FRAMING, BARRIERS, SEALANTS,
MEMBRANE CONTRACTOR) IN ACCORDANCE WITH THE GENERAL
CONTRACTOR'S ARRANGEMENT.
SPS 8-28-8
DATE
10" TYP.
12'
0"
3. THERE SHALL BE NO SUBSTITUTIONS OF MATERIALS AND/OR SIZES
S4.2
WITHOUT PRIOR WRITTEN APPROVAL FROM THE ENGINEER AND
CL OF
CL OF
ROADWAY
ROADWAY
SPS 8-28-8
1. SPS FABRICATION SHALL PROCEED ON THE BASIS OF APPROVED
CONSTRUCTION DRAWINGS ONLY.
2. ALL FILLET WELD SIZES INDICATED ARE LEG LENGTHS. DO NOT
INCREASE WELD SIZES BEYOND THOSE SPECIFIED ON DRAWINGS.
3. ALL WELDS SHALL CONFORM TO THE WORKMANSHIP REQUIREMENTS
OF AWS D1.5, “BRIDGE WELDING CODE”. FOR SPS PANELS, CONDUCT
100% VISUAL INSPECTION OF FILLET WELDS IN ACCORDANCE WITH
CLAUSE 6.26.1 PART D WELD ACCEPTANCE CRITERIA.
4. AVERAGE BOND STRENGTH BETWEEN ELASTOMER AND STEEL IN SPS
SPS 8-28-8
PANELS SHALL BE GREATER THAN 1160PSI.
5. SPS CAVITIES SHALL BE CLEAN, DRY, FREE OF GRIT/SHOT, GREASE
AND OTHER CONTAMINANTS AND DEBRIS, THEN SEALED AND MADE
12'
0"
12'
0"
AIRTIGHT PRIOR TO ELASTOMER INJECTION.
6. FABRICATION OF SPS PANELS SHALL STRICTLY FOLLOW ALL
REQUIREMENTS AND PROVISIONS CONTAINED IN THE 'SPS QUALITY
ASSURANCE' DOCUMENTS PREPARED BYTHE ENGINEER AND
INTELLIGENT ENGINEERING.
7. ALL SIDES OF SPS PANELS ARE TO BE ZINC METALIZED AS PER AWS
3'
105 "
8
C2.23M/C2.23:2003, NACE NO. 12, SSPC-CS 23 AVERAGING 7-12 MIL
SPS 8-28-8
COATING THICKNESS WITH A MAX OF 20 MILS.
10" x 1/2" THK. STEEL SPLICE PLATE
TYP. (BY STEEL FABRICATOR)
8. THE FAYING SURFACES BETWEEN THE SPS DECK PANELS, THE
SPS 8-28-8
HOT-DIP GALVANIZED TUB GIRDERS AND SPLICE PLATES SHALL BE
ROUGHENED BY WIRE BRUSHING AFTER GALVANIZING TO ACHIEVE A
MINIMUM SURFACE CONDITION FACTOR OF 0.33 SIMILAR TO CLASS C
SURFACE AS PER AASHTO LRFD 2012 CL 6.13.2.8.
9. ALL OTHER STEEL MEMBERS, GUARDRAILS, BRACKETS, STIFFENERS,
A
BOLTS, SPLICE PLATES AND OTHER PLATES SHALL BE HOT-DIP
GALVANIZED.
1'-3"
2
S1.1
GUARDRAIL POST @ 6'-0" C/C
4'-0"
4'-0"
4
2
3
1
2
1
S3.1
S7.1
S3.1
S7.2
S3.1
S3.1
1'-3"
DESIGN
4
SIM.
1. THE DESIGN OF THE SPS PANEL IS IN ACCORDANCE WITH THE AASHTO
S3.1
LRFD 2012 BRIDGE DESIGN SPECIFICATIONS 6TH EDITION .
2. THE DESIGN VEHICULAR LOADING SELECTED FOR THE SPS PANELS IS
THE HL-93.
1
GENERAL ARRANGEMENT - BRIDGE (SPS LAYOUT)
TOTAL NUMBER OF SPS 8-28-8 PANELS:
8
ERECTION
TOTAL AREA OF SPS 8-28-8 PANELS:
1260 ft²
1. SPS PANELS SHALL NOT BE MODIFIED (CUT, BENT, FORCED OR
S1.1 SCALE:316"= 1'-0"
CORED), OR ATTACHED TO (USING WELDS, BOLTS, SCREWS OR NAILS),
UNLESS SUCH DETAILS, METHODS AND PROCEDURES ARE CLEARLY
SHOWN AND SPECIFIED ON THE PROJECT DRAWINGS PREPARED BY
INTELLIGENT ENGINEERING. ANY ADDITIONAL MODIFICATIONS OR
1
2
52'-6"
BRIDGE NO. MUS-007-0027
S7.1
3'
105 "
8
1
FABRICATION
DRD
1
S4.1
DESIGNED
4
S7.1
INTELLIGENT ENGINEERING.
SPS 8-28-8
ROADWAY WI
DTH =24'
0"
3'
105 "
8
3
S7.1
SEJ
1
SPS 8-28-8
ZAN ESVI
LLE,O H I
O 43701
COMPACT POLYURETHANE SYSTEM, SPECIFICALLY PRODUCED AS AN
ENGINEERED CORE FOR SANDWICH PANEL SYSTEMS.
S7.1
DRAWN
5
GR.50.
2. POLYURETHANE ELASTOMER CORE: PROPRIETARY, TWO COMPONENT
PRE-FABRICATED SUPERSTRUCTURE - SPS LAYOUT
12'
0"
1. STEEL FOR SPS PANELS SHALL CONFORM TO GRADE ASTM A709
REVIEWED
MATERIAL
DRD
3'
105 "
8
FABRICATOR, SEAL CONTRACTOR, COATINGS CONTRACTOR,
SPS 8-28-8
155 REH L RO AD
CO UN TY EN G I
N EER
STRUCTURE FILE NUMBER
BOLTS, BEARINGS) SHALL BE SUPPLIED BY OTHERS (STEEL
OVER ELK RUN
13'-3"
2. SUPERSTRUCTURE FRAMING DETAILS, INCLUDED IN THIS DRAWING,
6"
EN G I
N EER'
S O FFI
CE
NOTED.
7/8" CSK BOLTS @ 6" C/C (EXCEPT AT GUARDRAIL AND LIFTING LOCATIONS - 1" CSK BOLTS)
CHECKED
7/8" CSK BOLTS @ 6" C/C (EXCEPT AT GUARDRAIL AND LIFTING LOCATIONS - 1" CSK BOLTS)
6"
6036090
1. ALL DIMENSIONS ARE IN FEET AND INCHES, UNLESS OTHERWISE
26'-3"
MID-SPAN
M USKI
N G UM CO UN TY
26'-3"
D O UG D AVI
S
GENERAL NOTES
TUB GIRDER
M CEO
2
52'-6"
REVISED
1
ATTACHMENTS NOT SHOWN ON DRAWINGS SHALL BE EXECUTED ONLY
IF AND AS APPROVED IN WRITING BYTHE ENGINEER AND INTELLIGENT
ENGINEERING.
2. 'STEEL INSTALLER' SHALL BE RESPONSIBLE FOR, AND TAKE ALL
NECESSARY PRECAUTIONS TO ENSURE THAT SPS PANELS ARE:
a. STORED PROPERLY AND PROTECTED AGAINST ANY DAMAGE AND
SERVICE', UNLESS NOTED OTHERWISE.
3. ALL PRELOADED BOLTS SHALL BE:
a. HIGH STRENGTH BOLTS GRADE A325, GALVANIZED TYPE 1 BOLT,
8
REVISED 7/1
4/1
6
S7.1
2
8
S7.1 SIM.
WITH HEXAGONAL OR COUNTERSUNK HEAD AS INDICATED ON
DRAWINGS.
N o. 102574
d. ALL BOLTING SHALL BE ACCOMPLISHED TO ACHIEVE 'SLIP IN
PID
PANELS OR ANY COATINGS.
c. BOLTED DOWN TO SUPPORT STRUCTURE.
M U S -C .R .7-0.27
WEATHER CONDITIONS, ONCE DELIVERED TO SITE.
b. HANDLED AND ERECTED WITHOUT CAUSING DAMAGE TO THE
ELEVATION VIEW - BRIDGE
S1.1 SCALE:316"= 1'-0"
6
19
17
SHEET REFERENCE NUMBER - S1.1
30
RAIL BRACKET TYP.
STIFFENERS WITHIN TUB GIRDERS
3
6 "
8
TYPICAL - SEE DETAIL 1/S7.3
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
5
1 "GAP
8
5/8" THK. STEEL TUB GIRDER
(BY STEEL FABRICATOR)
24'
0"
TYPICAL - SEE DETAIL 3/S7.3
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
5
1 "GAP
8
10"TYP.
ROADWAY WI
DTH =24'
0"
TYPICAL - SEE DETAIL 2/S7.3
1
5'
10 "
2
STIFFENERS BETWEEN TUB GIRDER MODULES
STIFFENERS BETWEEN TUB GIRDERS
I
NNER TUB GI
RDER
3
6 "
8
12'
0"
(BY STEEL FABRICATOR)
DESIGNED
5/8" THK. STEEL TUB GIRDER
TYP. (BY STEEL FABRICATOR)
1
5'
10 "
2
1/2" THK. STEEL SPLICE PLATE
OUTER TUB GI
RDER
1
2 "
2
B
CL OF
I
NNER TUB GI
RDER
1
5'
10 "
2
(BY STEEL FABRICATOR)
1
5'
10 "
2
5/8" THK. STEEL TUB GIRDER
TYP. (BY STEEL FABRICATOR)
3
6 "
8
12'
0"
1/2" THK. STEEL SPLICE PLATE
5
1 "GAP
8
TUB GIRDER PLATE STIFFENERS
3/4" THK. (BY STEEL FABRICATOR)
OUTER TUB GI
RDER
3
6 "
8
ROADWAY
5/8" THK. STEEL TUB GIRDER
1
2 "
2
(BY STEEL FABRICATOR)
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
6036090
9
"
16
A
DRD
EXTERIOR GUARD
(BY STEEL FABRICATOR)
9
"
16
3/4" THK. STEEL
END DIAPHRAGM WEB
(BY STEEL FABRICATOR)
7/8" CSK BOLTS @ 6" C/C (EXCEPT AT GUARDRAIL AND LIFTING LOCATIONS - 1" CSK BOLTS)
OVER ELK RUN
STEEL BLOCK
7/8" CSK BOLTS @ 6" C/C (EXCEPT AT GUARDRAIL AND LIFTING LOCATIONS - 1" CSK BOLTS)
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
M CEO
D O UG D AVI
S
CONTINUOUS 1 3/4"x4"x24'-0"
BRIDGE NO. MUS-007-0027
26'-3"
REVISED
DATE
SITE INSTALLED
MID-SPAN
26'-3"
SEJ
STEEL BLOCK
(BY STEEL FABRICATOR)
REVIEWED
1'-3"
DRAWN
4'-0"
TUB GIRDER
DRD
STEEL STIFFENER PLATES @ 6'-0" C/C
4'-0"
PRE-FABRICATED SUPERSTRUCTURE - STEEL LAYOUT
1'-3"
CONTINUOUS 1 3/4"x4"x24'-0"
CHECKED
2
52'-6"
SITE INSTALLED
STRUCTURE FILE NUMBER
M USKI
N G UM CO UN TY
1
EXTERIOR GUARD RAIL BRACKET TYP.
(BY STEEL FABRICATOR)
4
3
2
1
S3.1
S3.1
S3.1
S3.1
4
SIM.
S3.1
3/4" THK. STEEL
END DIAPHRAGM WEB
REVISED 7/1
4/1
6
GENERAL ARRANGEMENT - BRIDGE (STEEL FRAME LAYOUT)
3
SCALE: 16"= 1'-0"
7
N o. 102574
11'-3"
PID
1
S1.2
30'-0"
M U S -C .R .7-0.27
(BY STEEL FABRICATOR)
11'-3"
19
18
SHEET REFERENCE NUMBER - S1.2
30
3/4" THK. STEEL END DIAPHRAGM
22'-3"
8'-0"
22'-3"
WEB (BY STEEL FABRICATOR)
=
=
4'
31 "
2
=
S2.1
REVIEWED
91 "
2
=
G
N
I
N
E
P
RO
A
E
L
C
1"
Ø1'-7 2
DATE
4
G
N
I
N
E
P
RO
A
E
L
C
1"
Ø1'-7 2
=
ACCESS HATCH
2 x 1/2" UNC DRILL & TAPPED HOLES
ACCESS HATCH
2
SEE DETAIL 6/S2.1
TO RECEIVE DRAIN PLUGS
SEE DETAIL 6/S2.1
L4"x3"x1/2" STEEL ANGLE
7
S2.1
DRAWN
5'
101 "
2
=
3/4" THK. STEEL END DIAPHRAGM
TO UNDERSIDE
S2.1
OF DIAPHRAGM FLANGE
ZAN ESVI
LLE,O H I
O 43701
STRUCTURE FILE NUMBER
(BY STEEL FABRICATOR)
M USKI
N G UM CO UN TY
11"x1" STEEL PLATE
6 x 1/2" HOLES SPACED EQUALLY EVERY 60°
SEJ
91 "
2
WEB (BY STEEL FABRICATOR)
6 x 1/2" HOLES SPACED EQUALLY EVERY 60°
155 REH L RO AD
8'-3"
6036090
36'-0"
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
8'-3"
REVISED
(BY STEEL FABRICATOR)
M CEO
D O UG D AVI
S
52'-6"
11"x1" STEEL PLATE
3
SCALE: 16"= 1'-0"
11"
DRD
S2.1 PLATE STIFFENERS OMITTED FOR CLARITY
DRD
DESIGNED
5
3'-8 "
8
CHECKED
(BY STEEL FABRICATOR)
PLAN VIEW -TYPICAL INTERNAL STEEL TUB GIRDER MODULE
1
23 "
8
3/4" STEEL PLATE END DIAPHRAGM
7"
TYPICAL END DIAPHRAGM PLATE
3
SCALE 4" = 1'-0"
6"
SEE DETAIL 3/S2.1
DRILL 1"Ø HOLE FOR 7/8" CTSK
1"
TYPICAL MODULE @ END DIAPHRAGMS
1
5'-10 "
2
STEEL PLATE END DIAPHRAGM
WEB (BY STEEL FABRICATOR)
1/4"
7/8" Ø THREADED HOLE
FOR HEX HEAD BOLT
L4"x3"x1/2" STEEL ANGLE
(BY STEEL FABRICATOR)
43 "
8
5
7"
S2.1
15
1'
0
"
16
3/4" STEEL STIFFENER PLATE
4
(BY STEEL FABRICATOR)
1
DRILL 1"Ø HOLE FOR 7/8" CTSK
BOLT (BY STEEL FABRICATOR)
61 "
2
1'
4"
1'
10"
3"
(BY STEEL FABRICATOR)
1/4"
1/4"
1/4"
1/4"
6"
1/4"
6"
1/4"
3
SCALE 4" = 1'-0"
1/4"
3"
2
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
3
1'-8
"
16
1
2'-6 "
16
S2.1
2"
21 "
8
3'
85 "
8
5/8" THK.
STEEL PLATE
3
1'-8
"
16
43 "
8
45 "
8
6"
11"
BOLT (BY STEEL FABRICATOR)
1
5'
10 "
2
R
31
8"
1
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
3"
5/8" THK.
REVISED 7/1
4/1
6
3
SCALE 4"
1
"
4
TYPICAL STIFFENER PLATE @ MID SPAN
4
Ø1'-9"
S2.1
45 "
8
43 "
8 2"
TYPICAL STEEL END PLATES
3
SCALE 4" = 1'-0"
= 1'-0"
HATCH HANDLE
5
"
8
7
7
"
8
23 "
8
STEEL PLATE
S2.1
Ø1'-6"
8
6
S2.1
OVER ELK RUN
3
S2.1
4
(BY STEEL FABRICATOR)
N o. 102574
1/4"
1/4"
°
76
1
2'-6 "
16
7/8" Ø THREADED HOLE
FOR HEX HEAD BOLT
43 "
8
1
2 4"TYP
3"
(BY STEEL FABRICATOR)
PID
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
7/
8"Ø THREADED HOLE FOR HEX HEAD BOLTS
STEEL ANGLE
1'
10"
WASHERS (BOTH SIDES) AFTER GALVANIZATION.
P
Y
T
1"
24
11"x1" STEEL PLATE
BRIDGE NO. MUS-007-0027
1 1/2" GALVANIZED HEX HEAD BOLTS/ NUTS &
PRE-FABRICATED SUPERSTRUCTURE - STEEL TUB GIRDER
CUT 2 x 1 9/16" HOLES TO BE FILLED WITH
3
2 "
8
61 "
2
L4"x3"x1/2"
1
6 "
2
15
1'
0
"
16
5
3'-8 "
8
1
6 "
2
4"
6"
1
9 "
2
R31
8"
3
2 "
8
1
4'-3 "
2
1'
83 "
8
1
9 "
2
1'
59
16"
1
5'-10 "
2
7"
M U S -C .R .7-0.27
1"
3/4" STEEL PLATE END DIAPHRAGM
(BY STEEL FABRICATOR)
19
TYPICAL ACCESS HATCH
3
SCALE 4" = 1'-0"
19
SHEET REFERENCE NUMBER - S2.1
30
6
2
ACCESS HATCH
SEE DETAIL 6/S2.1
REVIEWED
ACCESS HATCH
2 x 1/2" UNC DRILL & TAPPED HOLES
2
S2.2
S2.2
SIM.
SEE DETAIL 6/S2.1
TO RECEIVE DRAIN PLUGS
L4"x3"x1/2" STEEL ANGLE
DRAWN
WEB (BY STEEL FABRICATOR)
23 "
8
91 "
2
3/4" THK. STEEL END DIAPHRAGM
(TYP.)
S2.2
=
=
=
G
N
I
N
E
ROP
A
E
L
C
"
6
'
Ø1
DATE
4
Ø1
'
6
"
C
L
E
A
ROP
E
N
I
N
G
TO UNDERSIDE
OF DIAPHRAGM FLANGE
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
CO UN TY EN G I
N EER
S2.2
EN G I
N EER'
S O FFI
CE
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
6036090
=
=
6
S2.2
4'
31 "
2
5'
101 "
2
6 x 1/2" HOLES SPACED EQUALLY EVERY 60°
=
6 x 1/2" HOLES SPACED EQUALLY EVERY 60°
STRUCTURE FILE NUMBER
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
22'-3"
M USKI
N G UM CO UN TY
8'-0"
115 "
16
91 "
2
22'-3"
M CEO
8'-3"
REVISED
36'-0"
SEJ
8'-3"
D O UG D AVI
S
52'-6"
TUB GIRDER @ G.L. A - OPP. HAND
PLATE STIFFENERS OMITTED FOR CLARITY
DRD
TUB GIRDER @ G.L. B - AS DRAWN
DRD
DESIGNED
S2.2
PLAN VIEW - EXTERNAL STEEL TUB GIRDER MODULE
CHECKED
(BY STEEL FABRICATOR)
1
SCALE:316"= 1'-0"
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
7/8" Ø THREADED HOLE
FOR HEX HEAD BOLT
(BY STEEL FABRICATOR)
3"
1/4"
1/4"
3
4 "
8
1/4"
STEEL PLATE END DIAPHRAGM
4
3/4" STEEL PLATE END DIAPHRAGM
6"
SEE DETAIL 3/S2.2
6"
MODULE @ END DIAPHRAGMS
6"
3
SCALE 4" = 1'-0"
(BY STEEL FABRICATOR)
SECTION VIEW OF END PLATES
5
S2.2
SCALE: 2" = 1'-0"
6"
5
3'-8 "
8
L4"x3"x1/2" STEEL ANGLE
6"
3
4 "
8
5
S2.2
5"
1"
3/4" STEEL PLATE END DIAPHRAGM
(BY STEEL FABRICATOR)
7"
DRILL 1"Ø HOLE FOR 7/8" CTSK
BOLT (BY STEEL FABRICATOR)
1
6 "
2
P
Y
T
1"
24
15
1'
0
"
16
WASHERS (BOTH SIDES) AFTER GALVANIZATION.
3
1'
8 "
8
CUT 2 x 1 9/16" HOLES TO BE FILLED WITH
1 1/2" GALVANIZED HEX HEAD BOLTS/ NUTS &
1'
59
16"
(BY STEEL FABRICATOR)
11"x1" STEEL PLATE
(BY STEEL FABRICATOR)
6
R
31
8"
(TYP. @ 10 LOCATIONS)
3
3
REVISED 7/1
4/1
6
PLAN @ GUARD RAIL BOLT HOLES
SCALE 4" = 1'-0"
2'-61 "
16
S2.2
END DIAPHRAGM PLATE
3
SCALE 4" = 1'-0"
3
2 "
8
1
2 "TYP
4
S2.2
4
S2.2
5
4 "
8
3
4 "
8 2"
STEEL END PLATES
N o. 102574
2
S2.2
3
1'-8
"
16
FOR HEX HEAD BOLT
(BY STEEL FABRICATOR)
PID
1
2'-6 "
16
5
3'
8 "
8
3
1'-8
"
16
1
5'
10 "
2
STEEL PLATE
6"
R
31
8"
1
5/8" THK.
7/8" Ø THREADED HOLE
WEB (BY STEEL FABRICATOR)
7/
8"Ø THREADED HOLE FOR HEX HEAD BOLTS
1'
10"
1/4"
1/4"
1/4"
M U S -C .R .7-0.27
STEEL ANGLE
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
OVER ELK RUN
21 "
8
1"
L4"x3"x1/2"
2"
11"x1" STEEL PLATE
15
1
"
16
3"
615 "
16
3
4 "
8
45 "
8
BOLT (BY STEEL FABRICATOR)
15
1
"
16
5
3'-8 "
8
DRILL 1"Ø HOLE FOR 7/8" CTSK
615 "
16
1
6 "
2
1
9 "
2
7"
3
2 "
8
1
4'-3 "
2
15
1'
0
"
16
1
9 "
2
11"
4"
BRIDGE NO. MUS-007-0027
15
1
"
16
1
5'-10 "
2
PRE-FABRICATED SUPERSTRUCTURE - STEEL TUB GIRDER
11"
7"
3
SCALE 4" = 1'-0"
9
19
20
SHEET REFERENCE NUMBER - S2.2
30
(APPLIED BY CONTRACTOR
(BY STEEL FABRICATOR)
3"
1.56% SLOPE
SPS 8-28-8
SPS 8-28-8
SPS 8-28-8
DATE
3
REVIEWED
S7.3
1
S7.3
1
2'-1114"
INNER TUB GIRDER = 5'-101 "
2
2'-1114"
OUTER TUB GIRDER = 5'-101 "
2
TYPICAL CROSS SECTION OF BRIDGE @ OUTER STIFFENERS
CL OF
6
1
S7.1
1.56% SLOPE
SPS 8-28-8
6
ROADWAY
S7.1
1.56% SLOPE
S7.1
SPS 8-28-8
SPS 8-28-8
OPP. HAND
SPS 8-28-8
SIM
CROSS SECTION OF BRIDGE @ SPS MID-SPLICE
3/4" THK. STEEL PLATE STIFFENER
SCALE:38" = 1'-0"
SEE DETAIL 7/S2.1
3
S7.1
(BY STEEL FABRICATOR)
A
B
BRIDGE ROADWAY WIDTH = 24'-0"
STIFFENER
1/2" THK. STEEL FLANGE AND WEB
(BY STEEL FABRICATOR)
SPS 8-28-8
STIFFENER
CL OF
ROADWAY
1.56% SLOPE
1.56% SLOPE
SPS 8-28-8
1/2" THK. STEEL FLANGE AND WEB
(BY STEEL FABRICATOR)
SPS 8-28-8
SPS 8-28-8
2
S7.3
3
S3.1
3
1
S7.3
S7.3
CROSS SECTION OF BRIDGE @ INNER STIFFENERS
SCALE:38" = 1'-0"
A
B
OVER ELK RUN
B
BRIDGE ROADWAY WIDTH = 24'-0"
2
ZAN ESVI
LLE,O H I
O 43701
9 "
16
SCALE:38" = 1'-0"
A
S3.1
SEJ
2'-1114"
DRD
INNER TUB GIRDER = 5'-101 "
2
155 REH L RO AD
5
1 " GAP
8
2'-1114"
BRIDGE NO. MUS-007-0027
1
2'-1114"
DESIGNED
OUTER TUB GIRDER = 5'-101 "
2
S3.1
5
1 " GAP
8
2'-1114"
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL BRIDGE SECTIONS
9 "
16
2'-1114"
DRAWN
5
1 " GAP
8
2'-1114"
DRD
S7.2
REVISED
1'
10"
2
S7.3
CHECKED
SPS 8-28-8
S7.1
1/2" THK. STEEL FLANGE AND WEB
AS PER ODOT'S SPECIFICATIONS)
51 "
4
134"
SIM
1.56% SLOPE
1
M CEO
(BY STEEL FABRICATOR)
STIFFENER
WATERPROOF MEMBRANE
STRUCTURE FILE NUMBER
1/2" THK. STEEL FLANGE AND WEB
(BY CONTRACTOR)
M USKI
N G UM CO UN TY
ASPHALT
CL OF
ROADWAY
STIFFENER
6036090
B
BRIDGE ROADWAY WIDTH = 24'-0"
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
A
BRIDGE ROADWAY WIDTH = 24'-0"
SPS 8-28-8
SPS 8-28-8
15 "
8
S7.1
1.56% SLOPE
SPS 8-28-8
15 "
8
SIM
SPS 8-28-8
5
S7.1
15 "
8
TYP
4
S7.1
REVISED 7/1
4/1
6
TYP
3/4" STEEL PLATE END DIAPHRAGM
(BY STEEL FABRICATOR)
4
S3.1
3/4" STEEL PLATE END DIAPHRAGM
3/4" STEEL PLATE END DIAPHRAGM
3/4" STEEL PLATE END DIAPHRAGM
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
CROSS SECTION OF BRIDGE @ ABUTMENT
10
N o. 102574
8
ROADWAY
1.56% SLOPE
PID
8
S7.1
M U S -C .R .7-0.27
CL OF
SIM
19
SCALE:38" = 1'-0"
21
SHEET REFERENCE NUMBER - S3.1
30
23 "
8
INTERIOR SPS PANEL (8-28-8)
S4.1 SCALE: 3/8" = 1'-0"
TOP PLATE = 26'-39 "
16
5/16" THK. TOP PLATE
5/16" THK. BTM PLATE
BTM PLATE = 26'-115 "
16
2
SECTION SPS PANEL (8-28-8)
S4.1 SCALE: 3/8" = 1'-0"
DRILL 1 1/16" Ø HOLE
C.L OF
DRILL 1 1/16" Ø HOLE
C.L OF
FOR 7/8" CTSK BOLT
BOLT
FOR 7/8" CTSK BOLT
BOLT
23 "
8
8"x1 1/8" STEEL
3 " TYP.
8
41 "
8
5"x1 1/8" STEEL
S4.1
21 "
2
HDPE SLEEVE
EDGE DETAIL
1/4"
3 "
8
EDGE DETAIL
4
S4.1
SCALE: 3" = 1'-0"
1"
2
11 "
8
1/4"
2"
HDPE SLEEVE
3
1
1 "
8
EDGE BAR
SCALE: 3" = 1'-0"
G
APPLY SEAL TAPE BETWEEN
5/16" THK.
TOP AND BTM PLATES AND
FOR 7/8" CTSK BOLT
C.L OF
DRILL 1 3/16" Ø HOLE
BOLT
5"x1 1/8" STEEL
17 "
8
FOR CTSK 1" BOLT
11 "
8
POST INJECTION DRILLED
C.L OF
BOLT
BOLT OR LIFTING HOLES (TYP.)
1
4 "
8
(5/16")
5/16" THK.
8"x1 1/8" STEEL
G
BTM PLATE
5"x1 1/8" STEEL
EDGE BAR
11 "
8
5"x1 1/8" STEEL
EDGE BAR
SEAL
WELD
EDGE BAR
SEAL
5/16" THK.
WELD
BTM PLATE
EDGE BAR
POLYURETHANE
1/4"
CORE
5"x1 1/8" STEEL
G
5"x1 1/8" STEEL
REVISED 7/1
4/1
6
1"
2
HDPE SLEEVE
5
S4.1
3"
EDGE DETAIL
SCALE: 3" = 1'-0"
21 "
2
HDPE SLEEVE
6
S4.1
EDGE DETAIL
SCALE: 3" = 1'-0"
1"
2
(5/16")
1
"
2
BOLT OR LIFTING HOLES (TYP.)
11 "
8
EDGE BAR
5/16" THK.
EDGE BAR
TOP PLATE
(5/16")
G
1/4"
11 "
8
7
S4.1
SPS CONNECTION @ CORNER
SCALE: 1-1/2" = 1'-0"
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
EN G I
N EER'
S O FFI
CE
6036090
(5/16")
TOP PLATE
EDGE BARS IN WAY OF
DRILL 1 1/16" Ø HOLE
1
"
2
EDGE BAR
8
S4.1
N o. 102574
1
35 "
8
7/8" Ø CTSK BOLTS @ 6" C/C
PID
513 "
16
41 "
8
REVIEWED
2
S4.1
DRD
S4.1
OVER ELK RUN
7
BOLTS TYP.
BRIDGE NO. MUS-007-0027
7/8" Ø CTSK
LIFTING HOLES
DESIGNED
1" Ø CTSK
M U S -C .R .7-0.27
6
S4.1
61 "
2
EDGE BAR
4
S4.1
41 "
8
5"x1 1/8" STEEL
CO UN TY EN G I
N EER
D O UG D AVI
S
DATE
S4.1
7"
3
S4.1
SEJ
SPS 8-28-8
4
DRAWN
EDGE BAR
SIMILAR.
DRD
8"x1 1/8" STEEL
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL INTERIOR SPS PANEL
5"x1 1/8" STEEL
EDGE BAR
43 "
8
BOLTS TYP.
43 "
8
7/8" Ø CTSK
LIFTING HOLES
7"
1" Ø CTSK
@ 6"C/
C
S4.1
S4.1
BTM PLATE WI
DTH =5'
1034"
TOP PLATE WI
DTH =5'
1134"
6'
07 "
8
5
EDGE BAR
7/
8"Ø CTSK BOLTS
5"x1 1/8" STEEL
8
STRUCTURE FILE NUMBER
M USKI
N G UM CO UN TY
13'-0"
61 "
2
6"
3"
12'-915 "
16
11 "
8
BTM PLATE LENGTH = 26'-115 "
16
M CEO
3 "
8
REVISED
TOP PLATE LENGTH = 26'-39 "
16
CHECKED
15
26'-3
"
16
1"
2
SPS CONNECTION @ CORNER
11
19
SCALE: 1-1/2" = 1'-0"
22
SHEET REFERENCE NUMBER - S4.1
30
2
S4.2
513 "
16
41 "
8
1
35 "
8
7/8" Ø CTSK BOLTS @ 6" C/C
23 "
8
EXTERIOR SPS PANEL (8-28-8)
S4.2 SCALE: 3/8" = 1'-0"
DRILL 1 1/16" Ø HOLE
C.L OF
BOLT
FOR 7/8" CTSK BOLT
BOLT
3 "
8
41 "
8
5"x1 1/8" STEEL
EDGE BAR
11 "
8
G
EDGE BAR
5/16" THK.
8"x1 1/8" STEEL
(5/16")
TOP PLATE
(5/16")
5/16" THK.
EDGE BAR
G
BTM PLATE
1/4"
EDGE DETAIL
5/16" THK.
WELD
BTM PLATE
5"x1 1/8" STEEL
G
5"x1 1/8" STEEL
EDGE BAR
(5/16")
SCALE: 3" = 1'-0"
APPLY SEAL TAPE BETWEEN
TOP AND BTM PLATES AND
TOP PLATE
G
DRILL 1 1/16" Ø HOLE
FOR 7/8" CTSK BOLT
BOLT
POLYURETHANE
DRILL 1 3/16" Ø HOLE
CORE (TYP.)
17 "
8
5"x1 1/8" STEEL
EDGE BAR
11 "
8
8
EDGE BAR
S4.2
SPS CONNECTION @ CORNER
9
S4.2
SCALE: 1-1/2" = 1'-0"
HDPE SLEEVE
4
S4.2
SCALE: 1-1/2" = 1'-0"
FOR 1" CTSK BOLT
(TYP.)
21 "
2
1"
2
5"x1 1/8" STEEL
HDPE SLEEVE
EDGE DETAIL
5
S4.2
SCALE: 3" = 1'-0"
2"
3 "
8
SPS CONNECTION @ CORNER
6"
DRILL 1 3/16" Ø HOLE
1/4"
3 "
8
1"
2
BOLT OR LIFTING HOLES (TYP.)
BOLT
FOR 1" CTSK BOLT
21 "
2
5"x1 1/8" STEEL
11 "
8
POST INJECTION DRILLED
C.L OF
5/16" THK.
EDGE BAR
(5/16")
EDGE BARS IN WAY OF
C.L OF
EDGE BAR
WELD
EDGE DETAIL
3
S4.2
SCALE: 3" = 1'-0"
5"x1 1/8" STEEL
SEAL
1/4"
11 "
8
2
S4.2
HDPE SLEEVE
1"
2
5 "
8
2"
HDPE SLEEVE
21 "
2
SEAL
EDGE BAR
EDGE DETAIL
SCALE: 3" = 1'-0"
1/4"
(5/16")
G
DRILL 1 1/16" Ø HOLE
FOR 7/8" CTSK BOLT
5"x1 1/8" STEEL
C.L OF
DRILL 1 3/16" Ø HOLE
17 "
8
BOLT
FOR 1" CTSK BOLT
11 "
8
5"x1 1/8" STEEL
EDGE BAR
5"x10"x1 1/8" STEEL
EDGE BAR
5"
C.L OF
DRILL 1 3/16" Ø HOLE
BOLT
FOR 1" CTSK BOLT
5"x10"x1 1/8"
21 "
2
@ TOP PLATE
STEEL INSERT BAR
INSERT BAR
1/4"
3-SIDES
(BY STEEL FABRICATOR)
5/16" THK.
TOP PLATE
1/4"
REVISED 7/1
4/1
6
5/16" THK.
21 "
2
1"
2
HDPE SLEEVE
HDPE SLEEVE
HDPE SLEEVE
6
S4.2
EDGE DETAIL
SCALE: 3" = 1'-0"
7
S4.2
EDGE DETAIL
SCALE: 3" = 1'-0"
3 "
8
3 "
8
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
STRUCTURE FILE NUMBER
5"
23 "
8
8"x1 1/8" STEEL
3
"
8
3 "
8
C.L OF
FOR 7/8" CTSK BOLT
3
"
8
DRILL 1 1/16" Ø HOLE
6036090
M USKI
N G UM CO UN TY
DATE
61 "
2
11 "
8
S4.1 SIM.
DESIGNED
2
EDGE BAR
DRD
S4.2
OVER ELK RUN
8
BOLTS TYP.
N o. 102574
7/8" Ø CTSK
LIFTING HOLES
PID
1" Ø CTSK
CHECKED
5
S4.2
BRIDGE NO. MUS-007-0027
6
S4.2
7"
3
S4.2
REVIEWED
EDGE BAR
SEJ
8"x1 1/8" STEEL
SPS 8-28-8
DRAWN
5"x1 1/8" STEEL
DRD
S4.2
EDGE BAR
5"x1 1/8" STEEL
615 "
16
7"
10
BOLTS TYP.
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL EXTERIOR SPS PANEL
S4.2
7/8" Ø CTSK
LIFTING HOLES
M U S -C .R .7-0.27
S4.2
1" Ø CTSK
43 "
8
4
43 "
8
7
3"
7
BTM PLATE WI
DTH =5'
10
"
16
9
TOP PLATE WI
DTH =5'
10
"
16
5'
1111 "
16
EDGE BAR
@ 6"C/
C
5"x1 1/8" STEEL
9
S4.2
13'-0"
7/
8"Ø CTSK BOLTS
6"
21 "
2
BTM PLATE LENGTH = 26'-115 "
16
15
12'-9
"
16
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
3
"
8
M CEO
TOP PLATE LENGTH = 26'-39 "
16
REVISED
26'-315 "
16
BOTTOM PLATE
10
S4.2
12
INSERT BAR @ GUARDRAIL CONNECTION
19
SCALE: 1-1/2" = 1'-0"
23
SHEET REFERENCE NUMBER - S4.2
30
5" x 1 1/8" STEEL
EDGE BAR TYP.
DRIP PLATE
SPS 8-28-8
FABRICATOR)
SPS 8-28-8
134"
SPS 8-28-8
(BY STEEL
SPS 8-28-8
134"
SPS 8-28-8
AS PER ODOT'S SPECIFICATIONS)
4" x 3/8" STEEL
134"
(APPLIED BY CONTRACTOR
AS PER ODOT'S SPECIFICATIONS)
(APPLIED BY CONTRACTOR
WITH HDPE SLEEVE
DATE
5/8" THK. STEEL TUB GIRDER
(BY STEEL FABRICATOR)
BOLT IN STEEL SPLICE PLATE
(BY STEEL FABRICATOR)
63 "
8
SPS CONNECTION DETAIL AT JOINT
2
S7.1
SCALE: 1 1/2" = 1'-0"
SPS CONNECTION DETAIL AT BRIDGE EDGE
DRILL 2 3/4"Ø CTBR HOLE
BRIDGING PLATE
(BY CONTRACTOR)
5"
10"
DRILL 2 3/4"Ø CTBR HOLE
FOR 7/8"Ø UNC BOLTS
10"
97 "
8
COMPRESSION SEAL
POLYMER MODIFIED
(BY CONTRACTOR)
ASPHALT EXPANSION
1/4" THK x 12" WIDE
COMPRESSION SEAL
BRIDGING PLATE
POLYMER MODIFIED
(BY CONTRACTOR)
(BY CONTRACTOR)
JOINT SYSTEM
ASPHALT SYSTEM
(BY CONTRACTOR)
1"
4
(BY CONTRACTOR)
SPS 8-28-8
4"
SPS 8-28-8
DRILL 1"Ø HOLE IN STEEL
BLOCK FOR 7/8" UNC BOLTS
3
2 "
8
2"
1/2" SQUARE RETAINER BAR
1
2 "
8
DRILL 1"Ø HOLE IN STEEL
2"
L4"x3"x1/2" STEEL ANGLE
(BY CONTRACTOR)
(BY CONTRACTOR)
(BY STEEL FABRICATOR)
134"
41 "
2
4"
BLOCK FOR 7/8" UNC BOLTS
1/2" SQUARE RETAINER BAR
L4"x3"x1/2" STEEL ANGLE
(BY STEEL FABRICATOR)
21 "
2
EDGE
OF TUB GIRDER
4
S7.1
5
ABUTMENT CONNECTION DETAIL AT DIAPHRAGM
S7.1
CL OF
2
DIAPHRAGM
S7.4
ABUTMENT CONNECTION DETAIL
SCALE: 1 1/2" = 1'-0"
SCALE: 1 1/2" = 1'-0"
11"
47 "
8
GL
3'-6"
2"
ASPHALT
51 "
2
2"
51 "
2
615 "
16
1
2 "
2
(BY CONTRACTOR)
11 "
2
CL
BEARING/ TUB GIRDER
7"
5/16"
(APPLIED BY CONTRACTOR
AS PER ODOT'S SPECIFICATIONS)
3"
5"x1 1/8" STEEL
SPS 8-28-8
13 "
4
4" x 3/8" STEEL
NEW BEAM SEAT
(BY CONTRACTOR)
1 1/4"Ø x 1'-7"
DRIP PLATE
1"
2
1"
2
(BY STEEL FABRICATOR)
SPLICE
(BY CONTRACTOR)
PLATE
DRILL 1"Ø HOLE
ELASTOMER BEARING
FOR 7/8" CTSK
W/ LOAD PLATE
BOLT IN TUB GIRDER
(TYP.)
9 "
16
(BY CONTRACTOR)
115 "
16
1'-1"
7/8" CTSK HEAD BOLT
REVISED 7/1
4/1
6
WELDED TO GIRDER
(BY STEEL FABRICATOR)
GALVANIZED ANCHOR ROD
(BY STEEL FABRICATOR)
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
5/16"
LOAD PLATE SHOP
3"
EDGE BAR
1
1
1 "1 "
2
2
1
1 "
2
WATERPROOF MEMBRANE
1'-8"
DRD
47 "
8
(BY STEEL FABRICATOR)
OVER ELK RUN
1/4" THK x 12" WIDE
OF TUB GIRDER
STEEL BLOCK
5"
FOR 7/8"Ø UNC BOLTS
101 "
8
EDGE
JOINT
1'-1"
3'-10"
N o. 102574
47 "
8
STEEL BLOCK
EXPANSION
PID
SITE INSTALLED
CONTINUOUS 1 3/4"x4"x24'-0"
CHECKED
OF TUB GIRDER
BRIDGE NO. MUS-007-0027
EDGE
JOINT
DRD
EXPANSION
(BY STEEL FABRICATOR)
SCALE: 1 1/2" = 1'-0"
DESIGNED
SITE INSTALLED
SPS CONNECTION DETAIL AT MID-SPAN SPLICE
CL
CL
CONTINUOUS 1 3/4"x4"x24'-0"
3
S7.1
SCALE: 1 1/2" = 1'-0"
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL CONNECTION DETAILS
1
S7.1
DRAWN
(BY STEEL FABRICATOR)
M U S -C .R .7-0.27
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
DRILL 1"Ø HOLE FOR 7/8" CTSK
10" x 1/2" STEEL SPLICE PLATE
BOLT IN STEEL SPLICE PLATE
10" x 1/2" STEEL SPLICE PLATE
63 "
8
REVIEWED
DRILL 1"Ø HOLE FOR 7/8" CTSK
SEJ
9 "
16
15 " GAP
8
EN G I
N EER'
S O FFI
CE
WATERPROOF MEMBRANE
7/8" CTSK HEAD BOLT
AS PER ODOT'S SPECIFICATIONS)
WITH HDPE SLEEVE
STRUCTURE FILE NUMBER
3
"
8
3"
M USKI
N G UM CO UN TY
7/8" CTSK HEAD BOLT
6036090
WATERPROOF MEMBRANE
(APPLIED BY CONTRACTOR
WITH HDPE SLEEVE
WATERPROOF MEMBRANE
(BY CONTRACTOR)
CO UN TY EN G I
N EER
ASPHALT
3 "
8
3"
21 "
2
7/8" CTSK HEAD BOLT
D O UG D AVI
S
(BY CONTRACTOR)
JOINT
ASPHALT
(BY CONTRACTOR)
M CEO
JOINT
ASPHALT
REVISED
CL
GL
CL
WITH HDPE SLEEVE
13
6
S7.1
DETAIL OF BRIDGE EDGE @ SPS SPLICE
SCALE: 1 1/2" = 1'-0"
2
S7.4
BEARING PAD ABUTMENT DETAIL
SCALE: 3/4" = 1'-0"
8
S7.1
19
BEARING PAD ABUTMENT DETAIL
SCALE: 1 1/2" = 1'-0"
24
SHEET REFERENCE NUMBER - S7.1
30
9 "
16
1/2" STEEL PLATE
3/4" STEEL PLATE
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
1
11 "
16
3
1 "
4
3/4" STEEL PLATE
3
1 "
4
3
S7.2
SCALE: 1 1/2" = 1'-0"
GUARD RAIL CONNECTION BRACKET
SCALE: 1 1/2" = 1'-0"
W6 x 25
(BY STEEL FABRICATOR)
CL
1"Ø HEX HEAD BOLT TYP.
GUARD RAIL
(BY STEEL FABRICATOR)
1"Ø CTSK HEAD BOLT
WITH HDPE SLEEVE
S7.2
(4 TOTAL)
W6 x 25
ASPHALT
5"x10"x1 1/8" STEEL INSERT BAR
(BY STEEL FABRICATOR)
(BY CONTRACTOR)
13 "
4
(BY STEEL FABRICATOR)
134"
WATERPROOF MEMBRANE
3"
(APPLIED BY CONTRACTOR
AS PER ODOT'S SPECIFICATIONS)
SPS 8-28-8
2"
2"
5/8" THK. TUB GIRDER
(BY STEEL FABRICATOR)
5
4 "
8
45 "
8
5"
(BY STEEL FABRICATOR)
3
1'
4 4"
2"
1
7 "
16
1
2 "
8
71 "
16
1"
4
STEEL STIFFENER PLATE
AT GUARD RAIL LOCATIONS
21 "
2
11 "
2
4" x 3/8" STEEL DRIP PLATE
(BY STEEL FABRICATOR)
35 "
16
(BY STEEL FABRICATOR)
GUARD RAIL CONNECTION
87 "
8
1 " TYP.
4
1"Ø HEX HEAD BOLT
2"
35 "
16
1'
11 "
16
SPS 8-28-8
BRACKET, SEE DETAIL 2/S7.2
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
21 "
2
5/8" THK. TUB GIRDER
1'-4 3/4" x 1'-2 9/16" x 1" STEEL PLATE
21 "
2
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
134"
111 "
16
134"
1'-4 3/4" x 1'-2 9/16" x 1" STEEL PLATE
1'-29 "
16
REVISED 7/1
4/1
6
(BY STEEL FABRICATOR)
1
S7.2
TYPICAL CONNECTION DETAIL AT GUARD RAIL
SCALE: 1 1/2" = 1'-0"
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
EN G I
N EER'
S O FFI
CE
6036090
1"Ø HEX HEAD BOLT TYP.
4
S7.2
GUARD RAIL CONNECTION
BRACKET SEE DETAIL 2/S7.2
(BY STEEL FABRICATOR)
14
TYPICAL CONNECTION DETAIL AT GUARD RAIL
N o. 102574
9 "
16
OVER ELK RUN
GUARD RAIL CONNECTION BRACKET
PID
1
2'
7 "
2
2
S7.2
BRIDGE NO. MUS-007-0027
1'-29 "
16
1'-6"
M U S -C .R .7-0.27
(BY STEEL FABRICATOR)
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL GUARDRAIL DETAILS
(BY STEEL FABRICATOR)
HSS 8"x4"x5/16"
4
REVIEWED
DATE
71 "
16
35 "
16
35 "
16
13 "
2 16
1
1'-4 "
16
3/4" STEEL PLATE
(BY STEEL FABRICATOR)
DRAWN
45 "
8
5 "
7 8
5 "
3 8
(BY STEEL FABRICATOR)
45 "
8
1'
434"
1'
434"
3 "
1 16
71 "
16
3/4" STEEL PLATE
(BY STEEL FABRICATOR)
DRD
3/4" STEEL PLATE
(BY STEEL FABRICATOR)
1 1/16"Ø HOLE FOR 1" BOLT TYP.
11 "
2
CO UN TY EN G I
N EER
D O UG D AVI
S
(BY STEEL FABRICATOR)
STRUCTURE FILE NUMBER
134"
1" BOLT TYP.
SEJ
61 "
16
134"
(BY STEEL FABRICATOR)
M USKI
N G UM CO UN TY
1 1/16"Ø HOLE FOR
1 1/8"Ø HOLE FOR 1" BOLT
GL
M CEO
(BY STEEL FABRICATOR)
2"
(BY STEEL FABRICATOR)
REVISED
5
4
"
16
6"
DRD
5"
4"
1 1/2" STEEL PLATE
5
4
"
16
1 1/2" STEEL PLATE
CHECKED
33 "
16
11"
DESIGNED
3
S7.2
19
SCALE: 1 1/2" = 1'-0"
25
SHEET REFERENCE NUMBER - S7.2
30
5 "
3 8
(TYP.)
1/2" THK STEEL PLATE
(BY STEEL FABRICATOR)
REVIEWED
DRAWN
4
SEJ
R
2"
TY
P
1
1 8"
3'-03 "
8
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
6036090
(BY STEEL FABRICATOR)
DATE
615
16"
1" HEX HEAD BOLT
3
8 4"
1 1/16"Ø HOLE FOR
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
1/4"
M CEO
1/4"
1/4"
STRUCTURE FILE NUMBER
3 "
2 16
834"
1/4"
M USKI
N G UM CO UN TY
2"
3'-75 "
8
REVISED
3'-89 "
16
1"Ø HOLE FOR 7/8"
CTSK HEAD BOLT
SCALE: 1 1/2" = 1'-0"
(BY STEEL FABRICATOR)
6
7
S7.3
5
1'-8 "
8
1/2" THK
STEEL PLATE
3
6 "
8
71 "
8
(BY STEEL FABRICATOR)
1/2" THK
1/4"
STEEL PLATE
63 "
8
71 "
8
(BY STEEL FABRICATOR)
1" HEX HEAD BOLT
S7.3
S7.3
5
1'-8 "
8
71 "
8
4 x 1 1/16"
Ø HOLE FOR
3
8 4"
5
71 "
8
1/2" THK STEEL PLATE
1/4"
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
76
°
76
°
1 1/16"Ø HOLE FOR
17
16"
35
8"
1" HEX HEAD BOLT
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
4
1
"
2
S7.3
1" HEX HEAD BOLT
10"
1'-213 "
16
1'-213 "
16
21 "
2
21 "
2
21 "
2
1/4"
1/4"
31 "
2
5
2'-5 "
8
TYPICAL STIFFENER BETWEEN TUB GIRDERS WITHIN A MODULE
10"
TYPICAL STIFFENER BETWEEN TWO MODULES @ BRIDGE CENTRE LINE
SCALE: 1 1/2" = 1'-0"
61 "
8
1
"
2
61 "
8
1
"
2
10"
1"Ø HOLE FOR 7/8"
CL
1 1/16"
Ø HOLE FOR
1" HEX HEAD BOLT
(BY STEEL FABRICATOR)
1"Ø HOLE FOR 7/8"
CL
CTSK HEAD BOLT
STIFFENER
(BY STEEL FABRICATOR)
CTSK HEAD BOLT
STIFFENER
1/4"
5"
3
S7.3
(BY STEEL FABRICATOR)
3
1 4"
SCALE: 1 1/2" = 1'-0"
101 "
4
2
SCALE: 1 1/2" = 1'-0"
21 "
2
2'-55 "
8
S7.3
SECTION THRU STIFFENER
(BY STEEL FABRICATOR)
215
16"
1" HEX HEAD BOLT
101 "
4
1 1/16"Ø HOLE FOR
1"
2
1 1/16"Ø HOLE FOR
5"
(BY STEEL FABRICATOR)
1
"
2
17
16"
35
8"
1 1/16"Ø HOLE FOR
3
3
"
16
8"
1014"
CTSK HEAD BOLT
(BY STEEL FABRICATOR)
215
16"
"
5 8
2
R
"
5 8
2
R
1"Ø HOLE FOR 7/8"
5"
1" HEX HEAD BOLT
3
3
"
16
1/2" THK STEEL PLATE
(BY STEEL FABRICATOR)
1/2" THK STEEL PLATE
1/4"
(BY STEEL FABRICATOR)
1/4"
1
10 4"
1/4"
4 x 1 1/16"
Ø HOLE FOR
(BY STEEL FABRICATOR)
1"
2
1/4"
1/4"
4 x 1 1/16"Ø HOLE FOR
1
10 4"
1/4"
1/2" THK STEEL PLATE
1" HEX HEAD BOLT
(BY STEEL FABRICATOR)
7
S7.3
1" HEX HEAD BOLT
SECTION THRU STIFFENER
SCALE: 1 1/2" = 1'-0"
(BY STEEL FABRICATOR)
5"
REVISED 7/1
4/1
6
5"
5"
5
S7.3
5"
5"
SECTION THRU STIFFENER
SCALE: 1 1/2" = 1'-0"
6
S7.3
DRD
DRD
CHECKED
OVER ELK RUN
TYPICAL INTERNAL TUB GIRDER STIFFENER
1
S7.3
N o. 102574
STIFFENER
PID
CL
BRIDGE NO. MUS-007-0027
5"
(TYP.)
PRE-FABRICATED SUPERSTRUCTURE - TYPICAL CONNECTION DETAILS
10"
(BY STEEL FABRICATOR)
M U S -C .R .7-0.27
TUB GIRDER
DESIGNED
S7.3
5"
15
SECTION THRU STIFFENER
19
SCALE: 1 1/2" = 1'-0"
26
SHEET REFERENCE NUMBER - S7.3
30
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
6036090
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
D O UG D AVI
S
1
DRD
CHECKED
DRD
DESIGNED
SEJ
DRAWN
REVIEWED
SLEEVES.
REVISED
STRUCTURE FILE NUMBER
M USKI
N G UM CO UN TY
B
DATE
A
1.THE WEIGHT OF THE HEAVIER MODULE FOR ERECTION IS 31 TONS.
2.LIFTING ANGLES OF THE CHAINS MUST BE≥
THE HORIZONTAL PLANE.
3.THE LIFTING BEAM & ATTACHMENTS WERE DESIGNED FOR A SINGLE
PICK POINT AT THE CENTER OF THE MODULE. ANY OTHER LIFTING
ARRANGEMENTS MUST BE APPROVED IN WRITING BY THE ENGINEER
AND INTELLIGENT ENGINEERING.
4.THE W8x40 LIFTING BEAMS MUST BE BOLTED TO THE MODULES
DURING TRANSPORTATION.
5.ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO ENSURE THAT
THE SPS PANELS ARE HANDLED AND ERECTED WITHOUT CAUSING
DAMAGE TO THE PANELS OR COATINGS.
6.ALL LIFTING BEAMS TO BE REMOVED AFTER INSTALLATION AND THE
M CEO
ADDITIONAL ERECTION NOTES:
ASSEMBLY ARRANGEMENT - FIRST MODULE
SPS 8-28-8
ASSEMBLY ARRANGEMENT - SECOND MODULE
A
B
3
SPS 8-28-8
SPS 8-28-8
SPS 8-28-8
M U S -C .R .7-0.27
SPS 8-28-8
ASSEMBLY ARRANGEMENT - COMPLETE BRIDGE
REVISED 7/1
4/1
6
S8.1 SCALE: 1/4" = 1'-0"
16
N o. 102574
2
S8.1 SCALE: 3/8" = 1'-0"
PID
SPS 8-28-8
OVER ELK RUN
B
BRIDGE NO. MUS-007-0027
A
PRE-FABRICATED SUPERSTRUCTURE - LIFTING ARRANGEMENT
S8.1 SCALE: 3/8" = 1'-0"
19
27
SHEET REFERENCE NUMBER - S8.1
30
ZAN ESVI
LLE,O H I
O 43701
155 REH L RO AD
CO UN TY EN G I
N EER
CL OF
LIFTING BEAM
D O UG D AVI
S
CL OF
LIFTING BEAM
B
W8x40 LIFTING BEAM
(2 REQUIRED)
DATE
5
12'
11
"
16
2 PER BEAM
(BY STEEL FABRICATOR)
STRUCTURE FILE NUMBER
SPS 8-28-8
REVIEWED
SPS 8-28-8
1" THK. STEEL LIFTING PLATE
EN G I
N EER'
S O FFI
CE
13'-3"
6036090
26'-0"
M USKI
N G UM CO UN TY
13'-3"
M CEO
52'-6"
REVISED
SPS 8-28-8
3
SEJ
SPS 8-28-8
DRAWN
(BY STEEL FABRICATOR)
SCALE:316"= 1'-0"
CL OF
CL OF
LIFTING BEAM
LIFTING BEAM
52'-6"
13'-3"
26'-0"
9
1/2" x 10" SPLICE PLATE
S8.3
(TYP.)
13'-3"
STEEL STIFFENER
(BY STEEL FABRICATOR)
(TYP.)
9
S8.3
SPS 8-28-8
SPS 8-28-8
1" THK. STEEL LIFTING PLATE
11
14'
1
"
16
2 PER BEAM
(BY STEEL FABRICATOR)
W8x40 LIFTING BEAM
(2 REQUIRED)
(BY STEEL FABRICATOR)
SPS 8-28-8
DRD
CHECKED
OVER ELK RUN
LIFTING ARRANGEMENT - SECOND MODULE
BRIDGE NO. MUS-007-0027
2
S8.3
PRE-FABRICATED SUPERSTRUCTURE - LIFTING ARRANGEMENT
1
S8.2
2
S8.3
DRD
DESIGNED
S8.3
SPS 8-28-8
3
2
REVISED 7/1
4/1
6
S8.2
1
1
S8.3
S8.3
LIFTING ARRANGEMENT - FIRST MODULE
3
SCALE: 16"= 1'-0"
17
PID
A
N o. 102574
M U S -C .R .7-0.27
S8.3
19
28
SHEET REFERENCE NUMBER - S8.2
30
3
5'-63 "
16
3
S8.3
W8x40 LIFTING BEAM
W8x40 LIFTING BEAM
(BY STEEL FABRICATOR)
4
LIFTING ARRANGEMENT - FIRST MODULE (2 LOCATIONS)
LIFTING ARRANGEMENT - SECOND MODULE (2 LOCATIONS)
2
S8.3
SCALE: 3/8" = 1'-0"
S8.3 OPP. HAND
SCALE: 3/8" = 1'-0"
CL
81 "
16
CL
STEEL
1/2" THK. STEEL STIFFENER
1/2" THK. STEEL STIFFENER
"
1
1 2
Ø
11 "
2
(BY STEEL FABRICATOR)
29 "
16
(BY STEEL FABRICATOR)
W8x40 LIFTING BEAM
(BY STEEL FABRICATOR)
W8x40 LIFTING BEAM
(BY STEEL FABRICATOR)
33 "
16
21 "
16
(BY STEEL FABRICATOR)
1 1/8"Ø HOLE
W8x40 LIFTING BEAM
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
1 1/8"Ø HOLE
(BY STEEL FABRICATOR)
SPS 8-28-8
1/2" THK. STEEL STIFFENER
SPS 8-28-8
SPS 8-28-8
7 "
16
(BY STEEL FABRICATOR)
1 1/8"Ø HOLE
1 1/8"Ø HOLE
(BY STEEL FABRICATOR)
1"Ø HEX HEAD BOLT
SPS 8-28-8
4
LIFTING PLATE DETAIL
3
S8.3
REQUIRED I.W.O. LIFT BOLTS
(BY STEEL FABRICATOR)
1"Ø HEX HEAD BOLT
(TYP.)
S8.3
OVERSIZED ACCESS HOLES
(BY STEEL FABRICATOR)
(TYP.)
DETAIL @ LIFTING BEAM MODULE CENTER
5
SCALE: 1 1/2" = 1'-0"
S8.3
DETAIL @ LIFTING BEAM MODULE EDGE
SCALE: 1 1/2" = 1'-0"
SCALE: 2" = 1'-0"
CL
CL
ROADWAY
8
A
S8.3
LIFTING BEAM
1"
2
SIM.
CL
LIFTING BEAM
2" Ø OVERSIZED ACCESS HOLES
1 1/8"Ø HOLE
8
11 "
2
REQUIRED I.W.O. LIFT BOLTS
(BY STEEL FABRICATOR)
S8.3
(BY STEEL FABRICATOR)
3
"
8
W8x40 LIFTING BEAM
(BY STEEL FABRICATOR)
1/2" THK. STEEL STIFFENER
1/2" THK. STEEL STIFFENER
(BY STEEL FABRICATOR)
11 "
8
1/2" x 10"
6"
(BY STEEL FABRICATOR)
W8x40 LIFTING BEAM
1 "
16
3"
(BY STEEL FABRICATOR)
ROADWAY
(BY STEEL FABRICATOR)
W8x40 LIFTING BEAM
3"
3"
(BY STEEL FABRICATOR)
1 1/8"Ø HOLE
1 1/8"Ø HOLE
(BY STEEL FABRICATOR)
(BY STEEL FABRICATOR)
SPS 8-28-8
SPS 8-28-8
SPS 8-28-8
SPS 8-28-8
21 "
2
1"Ø HEX HEAD BOLT
41 "
8
(TYP.)
1"Ø HEX HEAD BOLT
W8x40 LIFTING BEAM
REVISED 7/1
4/1
6
(TYP.)
(BY STEEL FABRICATOR)
6
S8.3
DETAIL @ LIFTING BEAM MODULE EDGE
SCALE: 1 1/2" = 1'-0"
ZAN ESVI
LLE,O H I
O 43701
SPLICE PLATE
CL
1/2" THK. STEEL STIFFENER
7
S8.3
DETAIL @ LIFTING BEAM MODULE EDGE
SCALE: 1 1/2" = 1'-0"
8
S8.3
LIFTING BEAM BOLTING DETAIL
SCALE: 1 1/2" = 1'-0"
9
S8.3
LIFTING PLATE DETAIL
18
N o. 102574
214"
S8.3
1" THK. STEEL LIFTING PLATE
33 "
16
155 REH L RO AD
8
STIFFENER
1"
434"
8
S8.3
BRIDGE NO. MUS-007-0027
41 "
32
PRE-FABRICATED SUPERSTRUCTURE - LIFTING ARRANGEMENT
41 "
32
STEEL
STIFFENER
M U S -C .R .7-0.27
1
S8.3
6
S8.3 OPP. HAND
SEJ
7
S8.3
DRAWN
5
S8.3
DRD
4
S8.3
DESIGNED
6
S8.3
REVIEWED
DATE
(BY STEEL FABRICATOR)
PID
S8.3
CO UN TY EN G I
N EER
D O UG D AVI
S
21 "
2
EN G I
N EER'
S O FFI
CE
63 "
8
3
5'-5 4"
25 "
8
6036090
25 "
8
1"
2
2'-6"
DRD
3
5'-5 4"
B
3
3'-5 "
8
3'-2"
OVER ELK RUN
63 "
8
2'-9"
M CEO
2'-9"
STRUCTURE FILE NUMBER
5'-63 "
16
21 "
2
3'-2"
1"
2
REVISED
2'-6"
1"
2
M USKI
N G UM CO UN TY
3
3'-5 "
8
CHECKED
11'-113 "
8
11'-117 "
16
A
1"
2
19
SCALE: 2" = 1'-0"
29
SHEET REFERENCE NUMBER - S8.3
30
TOTAL
A
D
B
C
D
C
E
R
INC
155 REH L RO AD
ZAN ESVI
LLE,O H I
O 43701
6036090
EN G I
N EER'
S O FFI
CE
CO UN TY EN G I
N EER
M CEO
D O UG D AVI
S
FWD
DIMENSIONS
DRD
OVER ELK RUN
BRIDGE NO. MUS-007-0027
CHECKED
REVISED
STRUCTURE FILE NUMBER
M USKI
N G UM CO UN TY
DATE
REVIEWED
SEJ
DRAWN
REAR
WEIGHT
DRD
DESIGNED
LENGTH
REINFORCING STEEL LIST / SOIL BORING LOGS
NUMBER
MARK
TYPE
BENDING DIAGRAMS
20
8'-11"
120
3
1'-9"
2'-6"
A501
24
24
48
17'-0"
852
3
2'-8"
5'-6"
14
14
28
35'-8"
1042
STR
16
16
32
6'-5"
215
2
3'-0"
0'-8"
3'-0"
A504
8
8
16
11'-1"
185
2
4'-4"
2'-8"
4'-4"
A505
4
4
8
5'-6"
46
STR
1'-2"
1'-0"
1'-0"
TYPE-13
A801
8
8
16
35'-8"
1524
STR
A802
16
16
32
3'-8"
314
13
REBAR NOTES
REVISED 7/1
4/1
6
1.
2.
ALL REINFORCING STEEL IS TO BE EPOXY COATED.
THE BAR SIZE NUMBER IS SPECIFIED ON THE PLANS IN THE BAR MARK COLUMN.
THE FIRST DIGIT WHERE THREE DIGITS ARE USED, AND THE FIRST TWO DIGITS
WHERE FOUR DIGITS ARE USED, INDICATES THE BAR SIZE NUMBER. FOR EXAMPLE,
A501 IS A NO. 5 BAR. BAR DIMENSIONS SHOWN ARE OUT TO
OUT UNLESS OTHERWISE INDICATED.
ABUTMENT TOTAL
1'-2"
N o. 102574
A502
A503
PID
A
TYPE-3
10
M U S -C .R .7-0.27
B
TYPE-2
10
B
A
B
C
A
ABUTMENTS
A401
4298
19
19
30
30