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Highway Division
BRIDGE STANDARDS
CONCRETE SLAB
J44-14 CONTINUOUS
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INDEX FOR J44-14 STANDARDS:
CONCRETE IN ACCORDANCE WITH LRFD AASHTO SECTION 5, f'c = 3,500 PSI,
STRUCTURAL STEEL IN ACCORDANCE WITH LRFD AASHTO SECTION 6. ASTM A709
CONSTRUCTION: IOWA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS
FOR HIGHWAY AND BRIDGE CONSTRUCTION, SERIES 2012, PLUS
APPLICABLE GENERAL SUPPLEMENTAL SPECIFICATIONS, DEVELOPMENTAL
SPECIFICATIONS, SUPPLEMENTAL SPECIFICATIONS AND SPECIAL
PROVISIONS SHALL APPLY TO CONSTRUCTION WORK ON THIS PROJECT.
DESIGN STRESSES FOR THE FOLLOWING MATERIALS ARE IN ACCORDANCE
WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 3rd Ed, SERIES OF 2004.
REINFORCING STEEL IN ACCORDANCE WITH LRFD AASHTO SECTION 5, GRADE 60.
SPECIFICATIONS:
DESIGN STRESSES:
DESIGN: AASHTO LRFD, SERIES OF 2004 WITH INTERIM 2005.
DESIGN BASED ON PRE 2005 LRFD INTERMS.
CONTROL OF CRACKING BY DISTRIBUTION OF REINFORCEMENT FOR SLAB
SIX FOOT OF APPROACH SLAB DEAD & LIVE LOAD INCLUDED IN ABUTMENT LOADS.
LOAD DISTRIBUTION.
END SPAN LENGTH IS USED TO CALCULATE EQUIVALENT WIDTH IN LIVE
HL-93 LIVE LOAD PLUS 20 LBS. PER SQ. FT. FOR FUTURE WEARING SURFACE.
2n = 18 FOR COMPRESSION STEEL
n = 9 FOR TENSION STEEL
GRADE 36 OR GRADE 50 ( AASHTO M270 GRADE 36 OR GRADE 50`).
ABUTMENT BACKFILL DETAILS - 15°, 30°, & 45° SKEWS
ABUTMENT BACKFILL DETAILS - 0° SKEWS
WING ARMORING & MACADAM STONE DETAILS
SUBDRAIN DETAILS
OPEN BARRIER RAIL DETAILS
OPEN BARRIER RAIL DETAILS
BARRIER RAIL END SECTION
BARRIER RAIL DETAILS
BARRIER RAIL DETAILS
ABUTMENT DETAILS - STEEL PILING
ABUTMENT DETAILS 45° SKEW - STEEL PILING
ABUTMENT DETAILS 45° SKEW - STEEL PILING
ABUTMENT DETAILS 30° SKEW - STEEL PILING
ABUTMENT DETAILS 15° SKEW - STEEL PILING
ABUTMENT DETAILS 0° SKEW - STEEL PILING
ABUTMENT DETAILS - TIMBER PILING
ABUTMENT DETAILS 45° SKEW - TIMBER PILING
ABUTMENT DETAILS 45° SKEW - TIMBER PILING
ABUTMENT DETAILS 30° SKEW - TIMBER PILING
ABUTMENT DETAILS 30° SKEW - TIMBER PILING
ABUTMENT DETAILS 15° SKEW - TIMBER PILING
ABUTMENT DETAILS 15° SKEW - TIMBER PILING
ABUTMENT DETAILS 0° SKEW - TIMBER PILING
ABUTMENT DETAILS 0° SKEW - TIMBER PILING
NON-MONOLITHIC PIER CAP DETAILS ALL BRIDGES
NON-MONOLITHIC PIER CAP DETAILS ALL BRIDGES
NON-MONOLITHIC PIER CAP DETAILS ALL BRIDGES
MONOLITHIC PIER CAP DETAILS ALL BRIDGES
MONOLITHIC PIER CAP DETAILS ALL BRIDGES
SUPERSTRUCTURE DETAILS ALL BRIDGES 45° SKEW
SUPERSTRUCTURE DETAILS ALL BRIDGES 30° SKEW
SUPERSTRUCTURE DETAILS ALL BRIDGES 15° SKEW
SUPERSTRUCTURE DETAILS ALL BRIDGES 0° SKEW
SUPERSTRUCTURE DETAILS ALL BRIDGES
SUPERSTRUCTURE DETAILS 150'-0 BRIDGE
SUPERSTRUCTURE DETAILS 150'-0 BRIDGE
SUPERSTRUCTURE DETAILS 140'-0 BRIDGE
SUPERSTRUCTURE DETAILS 140'-0 BRIDGE
SUPERSTRUCTURE DETAILS 130'-0 BRIDGE
SUPERSTRUCTURE DETAILS 130'-0 BRIDGE
SUPERSTRUCTURE DETAILS 120'-0 BRIDGE
SUPERSTRUCTURE DETAILS 120'-0 BRIDGE
SUPERSTRUCTURE DETAILS 110'-0 BRIDGE
SUPERSTRUCTURE DETAILS 110'-0 BRIDGE
SUPERSTRUCTURE DETAILS 100'-0 BRIDGE
SUPERSTRUCTURE DETAILS 100'-0 BRIDGE
SUPERSTRUCTURE DETAILS 90'-0 BRIDGE
SUPERSTRUCTURE DETAILS 90'-0 BRIDGE
SUPERSTRUCTURE DETAILS 80'-0 BRIDGE
SUPERSTRUCTURE DETAILS 80'-0 BRIDGE
SUPERSTRUCTURE DETAILS 70'-0 BRIDGE
SUPERSTRUCTURE DETAILS 70'-0 BRIDGE
INDEX, GENERAL NOTES & GENERAL INFORMATION
GENERAL NOTES:THE J44-14 BRIDGE STANDARDS, IF PROPERLY USED, PROVIDE THE STRUCTURAL PLANS NECESSARY TO
THESE BRIDGES MAY BE BUILT ON A 0°, 15°, 30° OR 45° SKEW. THESE PLANS SHOW THE BRIDGES
SKEWED IN ONE DIRECTION, BUT ALL DIMENSIONS AND DETAILS WOULD BE THE SAME FOR THE
OPPOSITE SKEW.
FOR CLARITY, MOST SECTIONS SHOWN ON THE FOLLOWING SHEETS ARE DRAWN WITH BARRIER RAIL
ONLY. THESE SECTIONS WILL BE IDENTICAL FOR OPEN RAIL DESIGN WITH ANY MODIFICATIONS SHOWN
THESE BRIDGES ARE DESIGNED FOR HL93 LOADING PLUS 20 LBS. PER SQ. FT. OF ROADWAY FOR FUTURE
WEARING SURFACE. CONTROL OF CRACKING BY DISTRIBUTION OF REINFORCEMENT FOR SLAB DESIGN BASED
ON PRE LRFD 2005 INTERIMS.
AND A PROPER JOINT FOR EXPANSION SHALL BE PROVIDED BETWEEN THE BRIDGE AND THE APPROACH PAVING.
THE FLOOR SLAB AS SHOWN INCLUDES •" INTEGRAL WEARING SURFACE.
THE ABUTMENTS FOR THESE BRIDGES ARE BUILT INTEGRAL WITH THE SUPERSTRUCTURE. THEREFORE,
IT IS IMPORTANT THAT A PROPER JOINT FOR EXPANSION BE PROVIDED BETWEEN THE BRIDGE AND
APPROACH PAVING, WHEN APPROACH PAVING IS NEEDED.
THE PIERS AND ABUTMENTS FOR THESE STANDARDS HAVE BEEN DESIGNED FOR THE USE OF BOTH
FRICTION AND POINT BEARING PILES. IT IS NECESSARY THAT THE TYPE AND LENGTH FOR BOTH THE
ABUTMENT AND PIER PILES BE DESIGNATED ON THE FRONT SHEET OF THE PLANS.
ON SHEET J44-48-14 AND J44-49-14.
BELOW THE BOTTOM OF FOOTING. THE PREBORED HOLES SHALL BE IN ACCORDANCE WITH
SECTION 2501.03, Q OF THE STANDARD SPECIFICATIONS. THE ELEVATION OF THE BOTTOM
OF THE PREBORED HOLE SHALL BE SHOWN ON THE PLANS.
ANALYSIS WILL BE REQUIRED. WHEN PREBORING IS NOT REQUIRED FOR THE ABUTMENT
FOOTING AND ROCK IS ENCOUNTERED LESS THAN 10 FOOT BELOW THE BOTTOM OF
ABUTMENT FOOTING, A SPECIAL ANALYSIS WILL BE REQUIRED.
(3) IF ROCK IS ENCOUNTERED LESS THAN 5 FOOT BELOW THE PREBORED HOLES, A SPECIAL
(1) THESE BRIDGES ARE NOT TO BE USED WHEN POINT BEARING FOR THE ABUTMENT STEEL
`DRIVEN THROUGH OVERSIZED HOLES PREBORED TO A MINIMUM OF 10 FEET BELOW THE
(2) FOR THE 140 FOOT AND 150 FOOT LONG BRIDGES THE ABUTMENT PILING ARE TO BE
BOTTOM OF FOOTING.
PILING WOULD BE OBTAINED ON ROCK AT A DISTANCE LESS THAN 15 FEET FROM THE
THE ABUTMENT DESIGN UTILIZED ON THESE BRIDGES RESTRICTS THEIR USE IN THE FOLLOWING
MANNER:
CONSTRUCT THREE SPAN 44' ROADWAY CONTINUOUS CONCRETE SLAB BRIDGES WITH LENGTHS OF
70'-0, 80'-0, 90'-0, 100'-0, 110'-0, 120'-0, 130'-0, 140'-0 AND 150'-0.
THESE BRIDGE PLANS LABEL ALL REINFORCING STEEL WITH ENGLISH NOTATION
(`5a1 IS † INCH DIAMETER BAR`). ENGLISH REINFORCING STEEL RECEIVED IN
THE FIELD MAY DISPLAY THE FOLLOWING "BAR DESIGNATION". THE "BAR
DESIGNATION" IS THE STAMPED IMPRESSION ON THE REINFORCING BARS, AND
IS EQUIVALENT TO THE BAR DIAMETER IN MILLIMETERS.
ENGLISH SIZE 3 4 5 6 `7 8 9 `10 11
BAR DESIGNATION 10 13 16 19 22 25 29 32 36
KEYWAY DIMENSIONS SHOWN ON THE PLANS ARE BASED ON NOMINAL DIMENSIONS UNLESS STATED
OTHERWISE. IN ADDITION, THE BEVEL USED ON THE KEYWAY SHALL BE LIMITED TO A MAXIMUM OF
10 DEGREES FROM VERTICAL.
10. LIGHTING LAYOUT IF NEEDED
`9. CONDUIT LAYOUT
`8. SLOPE PROTECTION LAYOUT IF NEEDED
`7. PILING DESIGN INFORMATION
`6. BOTTOM OF PIER CAP ELEVATIONS
`5. BOTTOM OF ABUTMENT FOOTING ELEVATIONS
`4. TOP OF SLAB ELEVATIONS LAYOUT
`3. SITUATION PLAN LAYOUT OF BRIDGE
`2. ESTIMATED QUANTITIES TOTALS INCLUDING CLASS 20 EXCAVATION FOR BRIDGE
`1. TITLE SHEET WITH ENGINEERS SEAL
FOR SECONDARY ROUTES THE ENGINEER MAY NOT REQUIRE ALL SHEETS TO BE PROVIDED:
HOWEVER, THE FOLLOWING ADDITIONAL INFORMATION IS REQUIRED FOR USE ON PRIMARY ROUTES.
THESE STANDARDS GIVE MOST OF THE INFORMATION NECESSARY TO BUILD THESE BRIDGES.
NOTE THAT WHEN APPROACH PAVEMENT IS TO BE PLACED, THE TEMPORARY PAVING BLOCKS SHALL BE REMOVED
INDEX AND GENERAL NOTES J44-01-14J44-53-14
J44-52-14
J44-51-14
J44-50-14
J44-49-14
J44-48-14
J44-47-14
J44-46-14
J44-45-14
J44-44-14
J44-43-14
J44-42-14
J44-41-14
J44-40-14
J44-39-14
J44-38-14
J44-37-14
J44-36-14
J44-35-14
J44-34-14
J44-33-14
J44-32-14
J44-31-14
J44-30-14
J44-29-14
J44-28-14
J44-27-14
J44-26-14
J44-25-14
J44-24-14
J44-23-14
J44-22-14
J44-21-14
J44-20-14
J44-19-14
J44-18-14
J44-17-14
J44-16-14
J44-15-14
J44-14-14
J44-13-14
J44-12-14
J44-11-14
J44-10-14
J44-9-14
J44-8-14
J44-7-14
J44-6-14
J44-5-14
J44-4-14
J44-3-14
J44-2-14
J44-1-14
OFFICE OF BRIDGES AND STRUCTURES WEB SITE: HTTP://WWW.IOWADOT.GOV/BRIDGE/INDEX.HTM.
AS WELL AS THE BRIDGE DESIGN MANUAL AND DESIGN EXAMPLES, ARE AVAILABLE ON THE
CADD NOTES E177, E718, E719, E818, AND E819 ARE APPROPRIATE FOR THAT PURPOSE. THE NOTES,
AND GIVE THAT INFORMATION ON THE FRONT SHEET OF THE PLANS. BRIDGE DESIGN MANUAL
DETERMINE THE CONSTRUCTION CONTROL METHOD, CONTRACT LENGTH, AND DRIVING TARGET
IOWA STATE UNIVERSITY RESEARCH, FOR PILE FOUNDATIONS THE DESIGNER WILL NEED TO
BECAUSE THESE BRIDGE STANDARDS HAVE BEEN REVISED FOR LRFD BASED ON 2012-COMPLETED
CONCRETE PILES (P10L), OR STANDARD H-PILES (P10L AND SRL-1)
· PILE BENTS: STANDARD CONCRETE-FILLED STEEL PIPE PILES (P10L), STANDARD PRESTRESSED
ARTICLE 6.2.6.1 STRUCTURAL RESISTANCE LEVEL-1 (SRL-1)
· INTEGRAL ABUTMENTS: TIMBER PILES OR HP10x42 PILES AT BRIDGE DESIGN MANUAL(BDM)
FOR THE USE OF VARIOUS TYPES OF PILE FOOTINGS AS FOLLOWS.
THE INTEGRAL ABUTMENTS AND PILE BENTS FOR THESE J44 STANDARDS HAVE BEEN DESIGNED
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R
AN
D
RE
FE
RE
NC
E
TO
BR-205 S
TA
ND
AR
D
RO
AD
PL
AN.
03-2016
SHALL BE DEFORMED REINFORCEMENT UNLESS OTHERWISE NOTED OR SHOWN.
ALL REINFORCING BARS AND BARS NOTED AS DOWELS SUPPLIED FOR THIS STRUCTURE
IOWA DEPARTMENT OF TRANSPORTATION, OFFICE OF BRIDGES AND STRUCTURES WEB SITE.
FOR MORE INFORMATION ON SRL-1, SEE THE BRIDGE DESIGN MANUAL, LOCATED ON THE
STRUCTURAL RESISTANCE LEVEL-1 (SRL-1) REPLACES THE 50 TON STEEL PILE DESIGNATION.
ELEVATION. SCOUR ELEVATION SHALL BE SHOWN ON THE FRONT SHEET.
FOR PIERS SUBJECT TO SCOUR THE DESIGN BEARING SHALL BE OBTAINED BELOW SCOUR
THE FIRST APPROACH SLAB PANEL.
(MOVABLE) ABUTMENT, AND PROVIDES EXPANSION MOVEMENT (CF JOINT) AT THE END OF
WITH THE J44 STANDARDS. THIS STANDARD TIES THE APPROACHES TO THE INTEGRAL
THE BR-205 DOUBLE REINFORCED 12" APPROACH STANDARD ROAD PLAN SHALL BE USED
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
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1'-
2•
5Š
SUPERSTRUCTURE DETAILS
70'-0 BRIDGE
‰
„
ˆ
„ˆ
2 SPA. @ 7'-0
= 14'-0
4 SPA. @ 5'-3 = 21'-0
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
56.99
1'-
2‡
1'-
2•
1'-
2•
57.04
J44-02-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
21'-0 28'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
15'-9 23'-0
20'-6 22'-0 20'-6
15'-9
4'-0
4'-0
2'-8 MIN.
LAP TYP.
7a1
8a4
6b1 8b2
8b5
8a2
7a5
6b6
8a4
7a1
8b3
8b5
6b1
7a6
8a8
8b9
7a7
8b8
7a6
8b8
3'-6
4'-9 MIN.
LAP TYP.
21'-0
2'-3
3'-0
6'-0
8a9
6'-6 6'-0 12'-3
6'-6
8b2
2'-0
3'-0
23'-0
8a2
2'-0
12'-3
8b3
6'-0
4'-9 MIN.
LAP TYP.
6'-6 6'-6 6'-0
8b9
7b4 7b4
7a3
3'-6
3'-2 MIN.
LAP TYP.
18'-0 23'-62'-3
8a8
18'-0
6'-6 6'-6
16'-6
7a3
3'-0
3'-0
3 3
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10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
70'-0 BRIDGE
70'
162.0 162.2 162.9 164.5 162.0 162.2 162.9 164.5
1'-
7•
70'
45,680
183.4
183.3
184.5
184.4
188.4
188.3
196.8
196.7 176.9 177.8 187.8180.9
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
8b9
8b8
6b6
8b5
7b4
8b3
8b2
6b1
8a9
8a8
7a7
7a6
7a5
8a4
7a3
8a2
7a1
24
24
40
132
4
4
8
8
4
72
100
100
18
18
-
-
-
-
67
67
-
-
-
-
67
67
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
169
167
185
1171
251
301
469
586
154
520
889
751
1122
1362
-
-
-
-
1625
1800
-
-
-
-
2340
2558
641
855
886
1936
2638
4259
2827
785
251
390
224
405
1305
3214
2875
3872
1897
24
24
40
126
4
4
8
8
4
90
100
100
18
18
12
12
12
14
58
56
12
12
12
14
58
56
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
6'-11
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
30'-0
40'-0
20'-4
12'-6
22'-3
27'-6
18'-3
9'-0
23'-6
18'-3
27'-4
24'-9
22'-0
20'-9
24'-3
25'-0
16'-0
169
167
185
1118
281
349
524
677
154
650
889
814
1286
1526
158
144
177
210
1407
1505
227
208
255
303
2026
2138
641
855
886
1936
2638
4259
2827
785
251
390
224
405
1305
3214
2875
3872
1897
24
24
40
124
4
4
8
8
4
108
100
100
18
18
19
20
22
22
49
46
19
20
22
22
49
46
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
6'-11
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
30'-0
40'-0
20'-4
12'-6
22'-3
27'-6
18'-3
9'-0
23'-6
18'-3
27'-4
24'-9
22'-0
20'-9
24'-3
25'-0
16'-0
169
167
185
1100
337
416
634
809
154
780
889
914
1558
1803
261
254
318
337
1189
1236
376
366
458
485
1712
1757
641
855
886
1936
2638
4259
2827
785
251
390
224
405
1305
3214
2875
3872
1897
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
6'-11
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
30'-0
40'-0
20'-4
12'-6
22'-3
27'-6
18'-3
9'-0
23'-6
18'-3
27'-4
24'-9
22'-0
20'-9
24'-3
25'-0
16'-0
7b4, 8b8, AND 8b96b1, 8b3,
24
24
40
132
4
4
8
8
4
72
100
100
18
18
-
-
-
-
67
67
-
-
-
-
67
67
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
6'-11
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
30'-0
40'-0
20'-4
12'-6
22'-3
27'-6
18'-3
9'-0
23'-6
18'-3
27'-4
24'-9
22'-0
20'-9
24'-3
25'-0
16'-0
169
167
185
1171
256
316
478
613
154
520
889
764
1158
1402
-
-
-
-
1683
1864
-
-
-
-
2424
2650
641
855
886
1936
2638
4259
2827
785
251
390
224
405
1305
3214
2875
3872
1897
46,123 46,807 47,924
177.0 177.9 181.1 187.9
J44-03-14
3220 3220 32203220
3266 3266 32663266
48,900
48,900
48,946
48,946
46,619
46,619
46,665
46,665
49,343
49,343
49,389
49,389
47,006
47,006
47,052
47,052
50,027
50,027
50,073
50,073
47,392
47,392
47,438
47,438
51,144
51,144
51,190
51,190
48,014
48,014
48,060
48,060
1737
1834
1737
1834
1737
1834
1737
1834
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
1982
2079
1982 1982 1982 1982 1982 1982 1982
2079 2079 2079 2079 2079 2079 2079
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
04-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:29 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-04-14 11x17_pdf.pltcfg
1'-
3‚
5Š
SUPERSTRUCTURE DETAILS
80'-0 BRIDGE
1'-
3‚
1'-
3‚
1'-
3†
„ ‰
ˆ
„
‚
2 SPA. @ 7'-9
= 15'-6
4 SPA. @ 6'-1• = 24'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
59.94 59.99
J44-04-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
24'-6 31'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
18'-0 25'-0 3'-3
22'-9 24'-6 22'-9
18'-0
5'-0
5'-0
2'-8 MIN.
LAP TYP.
8a1
7a4
6b1 9b2
8b5
8a2
7a5
6b6
7a4
8a1
9b3
8b5
6b1
7a6
8a8
8b10
7a77a6
4'-0
24'-6
2'-9
3'-3
7'-3
8a9
7'-3 14'-6
9b2
2'-0
3'-3
25'-03'-3
8a2
2'-0
14'-6
9b3
8b10
8a3
4'-0
3'-2 MIN.
LAP TYP.
20'-6 25'-62'-9
8a8
20'-6
7'-0 7'-0
8a3
17'-0
6b4
5'-011'-3 10'-0 10'-0 11'-3
6b4
5'-0
17'-0
6b86b8
6'-0 MIN.
LAP TYP.
5'-0 5'-0
9b9
9b9
18'-6
3'-6 MIN.
LAP TYP.
33
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
8/23/2016 2:28:31 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-05-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
80'-0 BRIDGE
80'
80'
1'-
8‚
217.3
184.5
217.1210.4
182.9
210.6207.5
182.2
207.3
182.0
212.9
212.8 213.9
217.9
217.7
226.2
226.0
206.6
206.4
182.0
214.1
182.2 182.9 184.5
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
8b10
9b9
6b8
6b6
8b5
6b4
9b3
9b2
6b1
8a9
8a8
7a7
7a6
7a5
7a4
8a3
8a2
8a1
24
24
40
152
4
4
8
8
4
72
100
100
18
18
-
-
-
-
77
77
-
-
-
-
77
77
8
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
169
167
185
1348
251
301
469
586
154
532
889
751
1122
1362
-
-
-
-
1868
2069
-
-
-
-
2689
2940
727
640
307
712
3291
654
6311
4290
1699
273
444
240
471
1453
2727
4337
4182
2827
24
24
40
146
4
4
8
8
4
90
100
100
18
18
12
12
12
14
68
66
12
12
12
14
68
66
8
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
7'-1
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
34'-0
23'-6
25'-6
16'-4
21'-3
7'-6
32'-0
21'-9
19'-6
25'-6
20'-9
29'-4
28'-9
24'-6
23'-0
28'-0
27'-0
18'-3
169
167
185
1295
281
349
524
677
154
665
889
814
1286
1526
158
144
177
210
1649
1773
227
208
255
303
2375
2520
727
640
307
712
3291
654
6311
4290
1699
273
444
240
471
1453
2727
4337
4182
2827
24
24
40
144
4
4
8
8
4
108
100
100
18
18
19
20
22
22
59
56
19
20
22
22
59
56
8
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
7'-1
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
34'-0
23'-6
25'-6
16'-4
21'-3
7'-6
32'-0
21'-9
19'-6
25'-6
20'-9
29'-4
28'-9
24'-6
23'-0
28'-0
27'-0
18'-3
169
167
185
1277
337
416
634
809
154
798
889
914
1558
1803
261
254
318
337
1431
1505
376
366
458
485
2061
2138
727
640
307
712
3291
654
6311
4290
1699
273
444
240
471
1453
2727
4337
4182
2827
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
7'-1
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
34'-0
23'-6
25'-6
16'-4
21'-3
7'-6
32'-0
21'-9
19'-6
25'-6
20'-9
29'-4
28'-9
24'-6
23'-0
28'-0
27'-0
18'-3
6b4, 6b8, AND 8b106b1, 9b3,
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
7'-1
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
34'-0
23'-6
25'-6
16'-4
21'-3
7'-6
32'-0
21'-9
19'-6
25'-6
20'-9
29'-4
28'-9
24'-6
23'-0
28'-0
27'-0
18'-3
24
24
40
152
4
4
8
8
4
72
100
100
18
18
-
-
-
-
77
77
-
-
-
-
77
77
8
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
169
167
185
1348
256
316
478
613
154
532
889
764
1158
1402
-
-
-
-
1935
2142
-
-
-
-
2786
3046
727
640
307
712
3291
654
6311
4290
1699
273
444
240
471
1453
2727
4337
4182
2827
53,437 53,925 54,565 55,685
J44-05-14
3571 3571 35713571
3725 3725 37253725
57,008
57,008
57,162
57,162
54,715
54,715
54,869
54,869
57,496
57,496
57,650
57,650
55,147
55,147
55,301
55,301
58,136
58,136
58,290
58,290
55,486
55,486
55,640
55,640
59,256
59,256
59,410
59,410
56,108
56,108
56,262
56,262
1893
2074
1893
2074
1893
2074
1893
2074
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
2138
2319 2319 2319 2319 2319 2319 2319 2319
2138 2138 2138 2138 2138 2138 2138
04-2016
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:34 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-06-14 11x17_pdf.pltcfg
1'-
4‚
5Š
SUPERSTRUCTURE DETAILS
90'-0 BRIDGE
1'-
4‚
1'-
4‚
1'-
4†
‰ ‚
„
‚
…
4 SPA. @ 6'-10• = 27'-6 2 SPA. @ 8'-9
= 17'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
63.87 63.92
J44-06-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
27'-6 35'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
19'-9 27'-93'-3
25'-3
25'-3 28'-0 25'-3
25'-33'-3
27'-9 19'-9
5'-0
5'-0
15'-92'-8 MIN.
LAP TYP.
8a1
8a4
8a3
6b1 9b2
9b5
9b3
8a2
8a5
8a2
6b6
8a3
8a4
8a1
9b3
9b5
6b1
8a6
8a8
6b11
8a7
6b10
6b8
8a6
8a8
6b11
6b8
4'-6
3'-6 MIN.
LAP TYP.
27'-6
7'-0
5'-0 8'-3
7'-6 7'-6
8'-3 5'-0
7'-0
3'-6
15'-9
7'-6
3'-6
9b9
8a9
9b9
5'-6
6b4
10'-6
7'-6 15'-3
5'-6
6b4
10'-611'-9 11'-9
9b2
22'-6 21'-0 22'-6
12'-0 12'-0
4'-2 MIN.
LAP TYP.
4'-6
15'-3
3'-6 MIN.
LAP TYP.
2'-6
2'-6
10b12 10b12
33
8/23/2016 2:28:35 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-07-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
90'-0 BRIDGE
90'
90'
1'-
9‚
202.0 202.2 202.9 204.5 202.0 202.2 202.9 204.5
247.8
247.7
248.9
248.8
252.7
252.5
260.9
260.7
241.4
241.3
242.3
242.2
245.4
245.2
252.0
251.8
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
172
4
4
8
8
4
80
100
100
18
18
-
-
-
-
87
87
-
-
-
-
87
87
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
169
167
185
1525
251
301
469
586
154
605
889
751
1122
1362
-
-
-
-
2110
2337
-
-
-
-
3039
3322
457
343
109
531
313
734
5423
1133
6902
4487
697
225
486
367
689
2169
3949
4414
4685
3098
24
24
40
166
4
4
8
8
4
80
100
100
18
18
12
12
12
14
78
76
12
12
12
14
78
76
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
7'-3
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
13'-3
28'-6
18'-0
19'-6
26'-0
16'-10
27'-6
13'-0
35'-0
22'-9
8'-0
21'-0
22'-9
34'-4
32'-3
28'-0
25'-6
28'-6
30'-3
20'-0
169
167
185
1472
281
349
524
677
154
605
889
814
1286
1526
158
144
177
210
1892
2042
227
208
255
303
2724
2902
457
343
109
531
313
734
5423
1133
6902
4487
697
225
486
367
689
2169
3949
4414
4685
3098
24
24
40
164
4
4
8
8
4
120
100
100
18
18
19
20
22
22
69
66
19
20
22
22
69
66
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
7'-3
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
13'-3
28'-6
18'-0
19'-6
26'-0
16'-10
27'-6
13'-0
35'-0
22'-9
8'-0
21'-0
22'-9
34'-4
32'-3
28'-0
25'-6
28'-6
30'-3
20'-0
169
167
185
1454
337
416
634
809
154
908
889
914
1558
1803
261
254
318
337
1674
1773
376
366
458
485
2410
2520
457
343
109
531
313
734
5423
1133
6902
4487
697
225
486
367
689
2169
3949
4414
4685
3098
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
7'-3
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
13'-3
28'-6
18'-0
19'-6
26'-0
16'-10
27'-6
13'-0
35'-0
22'-9
8'-0
21'-0
22'-9
34'-4
32'-3
28'-0
25'-6
28'-6
30'-3
20'-0
6b4, 6b8, AND 6b116b1, 9b3,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
10b12
6b11
6b10
9b9
6b8
6b6
9b5
6b4
9b3
9b2
6b1
8a9
8a8
8a7
8a6
8a5
8a4
8a3
8a2
8a1
24
24
40
172
4
4
8
8
4
80
100
100
18
18
-
-
-
-
87
87
-
-
-
-
87
87
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
7'-3
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
13'-3
28'-6
18'-0
19'-6
26'-0
16'-10
27'-6
13'-0
35'-0
22'-9
8'-0
21'-0
22'-9
34'-4
32'-3
28'-0
25'-6
28'-6
30'-3
20'-0
169
167
185
1525
256
316
478
613
154
605
889
764
1158
1402
-
-
-
-
2186
2420
-
-
-
-
3148
3442
457
343
109
531
313
734
5423
1133
6902
4487
697
225
486
367
689
2169
3949
4414
4685
3098
60,555 61,088 61,551 62,840
J44-07-14
3882 388238823882
4121 4121 41214121
64,437
64,437
64,676
64,676
62,071
62,071
62,310
62,310
64,970
64,970
65,209
65,209
65,548
65,548
62,787
62,787
65,433
65,433
65,672
65,672
62,843
62,843
63,082
63,082
66,722
66,722
66,961
66,961
63,464
63,464
63,703
63,703
2068
2209
2068
2209
2068
2209
2068
2209
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
2313
2454 2454 2454 2454 2454 2454 2454 2454
2313 2313 2313 2313 2313 2313 2313
04-2016
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:38 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-08-14 11x17_pdf.pltcfg
1'-
5•
5Š
SUPERSTRUCTURE DETAILS
100'-0 BRIDGE
1'-
5•
1'-
5•
1'-
5‡
‚ Š
„
Š
•
2 SPA. @ 9'-9
= 19'-6
4 SPA. @ 7'-7• = 30'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
68.78 68.83
J44-08-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
30'-6 39'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
22'-0 30'-9 3'-9 27'-9
28'-6 32'-0 28'-6
27'-9 3'-9 30'-9 22'-0
6'-3
17'-921'-3 6'-3
14'-0
4'-9 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
8a1
9a4
8a3
6b1
10b2
9b6
7b410b3
8a2
9a5
8a2
6b7
8a3
9a4
8a1
10b37b4
9b6
10b2
6b1
8a6
8a8
6b11
8a7
6b106b8
8a6
8a8
6b11
6b8
30'-6
8'-3
9'-0 9'-0
8'-3
3'-6
21'-3
14'-0
9'-0
3'-6
9b9
8a9
9b9
4'-6
6b5
11'-38'-9
9'-0 17'-9
8'-9
4'-6
6b5
11'-3
4'-2 MIN.
LAP TYP.
5'-0 5'-0
24'-9 22'-6 24'-9
10'-0 10'-0
11'-0 12'-6 12'-6 11'-0
3'-6 MIN.
LAP TYP.
3'-6 MIN.
LAP TYP.
2'-9
2'-9
10b12 10b12
33
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
8/23/2016 2:28:40 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-09-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
100'-0 BRIDGE
100'
1'-
10‚
289.2
289.0 290.1
290.2 293.9
293.8
302.0 282.8
282.6
283.6
283.5
286.6
286.4
293.1
292.9301.8
222.0 222.2 222.9 224.5 222.0 222.2 222.9 224.5
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
192
4
4
8
8
4
66
100
100
18
18
-
-
-
-
97
97
-
-
-
-
97
97
8
8
4
8
8
29
58
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
7'-5
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
19'-0
27'-6
21'-0
23'-6
25'-6
26'-10
22'-9
13'-9
16'-6
27'-6
26'-9
7'-0
22'-6
25'-0
37'-4
35'-9
32'-0
28'-9
31'-6
33'-6
22'-3
169
167
185
1703
251
301
469
586
154
511
889
751
1122
1362
-
-
-
-
2353
2606
-
-
-
-
3388
3704
655
331
127
640
307
1169
4487
1198
1957
6864
6677
610
241
534
399
764
3156
5670
4879
5188
3446
24
24
40
186
4
4
8
8
4
88
100
100
18
18
12
12
12
14
88
86
12
12
12
14
88
86
8
8
4
8
8
29
58
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
7'-5
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
19'-0
27'-6
21'-0
23'-6
25'-6
26'-10
22'-9
13'-9
16'-6
27'-6
26'-9
7'-0
22'-6
25'-0
37'-4
35'-9
32'-0
28'-9
31'-6
33'-6
22'-3
169
167
185
1649
281
349
524
677
154
681
889
814
1286
1526
158
144
177
210
2134
2310
227
208
255
303
3074
3284
655
331
127
640
307
1169
4487
1198
1957
6864
6677
610
241
534
399
764
3156
5670
4879
5188
3446
24
24
40
184
4
4
8
8
4
110
100
100
18
18
19
20
22
22
79
76
19
20
22
22
79
76
8
8
4
8
8
29
58
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
7'-5
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
19'-0
27'-6
21'-0
23'-6
25'-6
26'-10
22'-9
13'-9
16'-6
27'-6
26'-9
7'-0
22'-6
25'-0
37'-4
35'-9
32'-0
28'-9
31'-6
33'-6
22'-3
169
167
185
1631
337
416
634
809
154
851
889
914
1558
1803
261
254
318
337
1916
2042
376
366
458
485
2759
2902
655
331
127
640
307
1169
4487
1198
1957
6864
6677
610
241
534
399
764
3156
5670
4879
5188
3446
6b5, 6b8, AND 6b116b1, 7b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
10b12
6b11
6b10
9b9
6b8
6b7
9b6
6b5
7b4
10b3
10b2
6b1
8a9
8a8
8a7
8a6
9a5
9a4
8a3
8a2
8a1
24
24
40
192
4
4
8
8
4
66
100
100
18
18
-
-
-
-
97
97
-
-
-
-
97
97
8
8
4
8
8
29
58
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
7'-5
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
19'-0
27'-6
21'-0
23'-6
25'-6
26'-10
22'-9
13'-9
16'-6
27'-6
26'-9
7'-0
22'-6
25'-0
37'-4
35'-9
32'-0
28'-9
31'-6
33'-6
22'-3
169
167
185
1703
256
316
478
613
154
511
889
764
1158
1402
-
-
-
-
2437
2698
-
-
-
-
3509
3837
655
331
127
640
307
1169
4487
1198
1957
6864
6677
610
241
534
399
764
3156
5670
4879
5188
3446
69,970 70,545 71,134 72,291
J44-09-14
100'
2348
2267 2267
2348
2267
2348
2267
2348
74,164
74,164
74,416
74,416
71,892
71,892
72,144
72,144
74,739
74,739
74,991
74,991
72,411
72,411
72,663
72,663
75,328
75,328
75,580
75,580
72,662
72,662
72,914
72,914
76,485
76,485
76,737
76,737
73,284
73,284
73,536
73,536
4194 419441944194
4446 444644464446
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
2512
2593 2593 2593 2593 2593 2593 2593 2593
2512 2512 2512 2512 2512 2512 2512
04-2016
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:42 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-10-14 11x17_pdf.pltcfg
1'-
6•
1'-
6•
5Š
SUPERSTRUCTURE DETAILS
110'-0 BRIDGE
1'-
6‡
… ‹
‰ ‚
•
3 SPA. @ 7'-2
= 21'-6
4 SPA. @ 8'-4• = 33'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
•
72.72 72.76
J44-10-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
33'-6 43'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
24'-0 35'-03'-3 3'-9 30'-6
31'-6 41'-0 31'-6
30'-6 3'-9 35'-0 3'-3 24'-0
6'-3
19'-019'-4 6'-3
16'-0 10'-6
4'-9 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
10'-6
8a1
9a4
8a3
8b1 10b2
10b5
7b410b3
9a2
8a5
9a2
6b6
8a3
9a4
8a1
10b37b4
10b5
10b2 8b1
9a6
8a8
6b11
9a7
6b106b8
9a6
8a8
6b11
6b8
3'-6 MIN.
LAP TYP.
33'-6
9'-6
9'-3 9'-3
9'-6
1'-0
19'-4
16'-0
19'-0
9'-4
1'-0
10'-6 9'-4
10'-6
8a9
5'-4 MIN.
LAP TYP.
5'-6 5'-6
23'-6 24'-0 23'-6
10'-3 10'-3
12'-9 14'-6 14'-6 12'-9
3'-6 MIN.
LAP TYP.
10b9 10b9
10b12 10b12
33
8/23/2016 2:28:44 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-11-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
110'-0 BRIDGE
110'
110'
1'-
11•
330.2
330.0 331.1
331.3 335.0
334.7
342.9 323.8
323.6
324.7
324.5 327.4
334.0
333.8342.7
242.0 242.2 242.9 244.5 242.0 242.2 242.9 244.5
327.6
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
7'-7
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
19'-6
30'-3
21'-0
27'-3
26'-9
27'-4
26'-6
21'-5
25'-7
28'-4
13'-0
24'-0
23'-9
42'-8
39'-3
41'-0
31'-9
34'-3
38'-3
24'-3
169
167
185
1880
251
301
469
586
154
570
889
751
1122
1362
-
-
-
-
2595
2874
-
-
-
-
3737
4085
672
364
127
939
322
1191
6614
2539
6385
7072
2014
257
508
581
1068
3175
6262
5304
7543
3756
24
24
40
206
4
4
8
8
4
96
100
100
18
18
12
12
12
14
98
96
12
12
12
14
98
96
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
7'-7
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
19'-6
30'-3
21'-0
27'-3
26'-9
27'-4
26'-6
21'-5
25'-7
28'-4
13'-0
24'-0
23'-9
42'-8
39'-3
41'-0
31'-9
34'-3
38'-3
24'-3
169
167
185
1827
281
349
524
677
154
760
889
814
1286
1526
158
144
177
210
2377
2579
227
208
255
303
3423
3665
672
364
127
939
322
1191
6614
2539
6385
7072
2014
257
508
581
1068
3175
6262
5304
7543
3756
24
24
40
204
4
4
8
8
4
96
100
100
18
18
19
20
22
22
89
86
19
20
22
22
89
86
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
7'-7
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
19'-6
30'-3
21'-0
27'-3
26'-9
27'-4
26'-6
21'-5
25'-7
28'-4
13'-0
24'-0
23'-9
42'-8
39'-3
41'-0
31'-9
34'-3
38'-3
24'-3
169
167
185
1809
337
416
634
809
154
760
889
914
1558
1803
261
254
318
337
2159
2310
376
366
458
485
3109
3284
672
364
127
939
322
1191
6614
2539
6385
7072
2014
257
508
581
1068
3175
6262
5304
7543
3756
24
24
40
212
4
4
8
8
4
72
100
100
18
18
-
-
-
-
107
107
-
-
-
-
107
107
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6b8, AND 6b118b1, 7b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
10b12
6b11
6b10
10b9
6b8
6b6
10b5
7b4
10b3
10b2
8b1
8a9
8a8
9a7
9a6
8a5
9a4
8a3
9a2
8a1
24
24
40
212
4
4
8
8
4
72
100
100
18
18
-
-
-
-
107
107
-
-
-
-
107
107
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
7'-7
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
19'-6
30'-3
21'-0
27'-3
26'-9
27'-4
26'-6
21'-5
25'-7
28'-4
13'-0
24'-0
23'-9
42'-8
39'-3
41'-0
31'-9
34'-3
38'-3
24'-3
169
167
185
1880
256
316
478
613
154
570
889
764
1158
1402
-
-
-
-
2688
2977
-
-
-
-
3871
4233
672
364
127
939
322
1191
6614
2539
6385
7072
2014
257
508
581
1068
3175
6262
5304
7543
3756
78,840 79,463 80,027 81,014
J44-11-14
4504 4504 45044504
4770 4770 47704770
2458
2491
83,344
83,344
83,610
83,610
81,013
81,013
81,279
81,279
83,967
83,967
84,233
84,233
81,580
81,580
81,846
81,846
84,531
84,531
84,797
84,797
81,786
81,786
82,052
82,052
85,518
85,518
85,784
85,784
82,408
82,408
82,674
82,674
2458
2491
2458
2491
2458
2491
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
2703
2736 2736 2736 2736 2736 2736 2736 2736
2703 2703 2703 2703 2703 2703 2703
04-2016
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:46 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-12-14 11x17_pdf.pltcfg
1'-
8
1'-
8
1'-
8
5Š
SUPERSTRUCTURE DETAILS
120'-0 BRIDGE
1'-
8…
‹ •
‰
‡
3 SPA. @ 7'-10
= 23'-6
4 SPA. @ 9'-1• = 36'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
Š
†
78.61 78.66
J44-12-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
36'-6 47'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
26'-9 37'-93'-6 4'-9 34'-0
29'-0 36'-6 29'-0
34'-0 4'-9 37'-9 3'-6 26'-9
6'-6 6'-3
6'-620'-020'-6 6'-3
18'-3 12'-0
4'-9 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
12'-0
9a1
8a4
9a3
7b1 10b2
11b5
7b410b3
9a2
9a5
9a2
6b6
9a3
8a4
9a1
10b37b4
11b5
10b2 7b1
9a6
8a9
6b11
9a79a8
6b106b8
9a79a6
8a9
6b11
6b8
6'-0 6'-0 6'-0 6'-0
3'-6 MIN.
LAP TYP.
36'-6
5'-3 5'-3
20'-6
18'-3
20'-0
9'-6
25'-3 10'-9 25'-6 10'-9 25'-3
11'-0 12'-0 12'-0 11'-0
13'-6 15'-6 15'-6 13'-6
5'-4 MIN.
LAP TYP.
9'-6
8a10
3'-6 MIN.
LAP TYP.
10b9 10b9
11b12 11b12
33
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
8/23/2016 2:28:48 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-13-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
120'-0 BRIDGE
120'
120'
2'-
1
86,880 87,546 87,875 89,074
382.7
382.5 383.5
383.8 387.3
387.1
395.1 376.3
376.1
377.2
376.9 379.8
386.2
386.0394.9
262.0 262.2 262.9 264.5 262.0 262.2 262.9 264.5
380.0
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
232
4
4
8
8
4
78
100
100
18
18
-
-
-
-
117
117
-
-
-
-
117
117
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
169
167
185
2057
251
301
469
586
154
638
889
751
1122
1362
-
-
-
-
2838
3143
-
-
-
-
4086
4467
978
379
139
999
349
1235
9322
2757
6677
7363
1067
273
545
622
327
982
3599
4530
7642
8135
5325
24
24
40
226
4
4
8
8
4
78
100
100
18
18
12
12
12
14
108
106
12
12
12
14
108
106
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
7'-10
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
23'-0
31'-6
23'-0
29'-0
29'-0
28'-4
30'-3
23'-3
26'-9
29'-6
9'-0
25'-6
25'-6
45'-8
12'-0
36'-1
36'-6
29'-3
38'-9
41'-3
27'-0
169
167
185
2004
281
349
524
677
154
638
889
814
1286
1526
158
144
177
210
2619
2847
227
208
255
303
3772
4047
978
379
139
999
349
1235
9322
2757
6677
7363
1067
273
545
622
327
982
3599
4530
7642
8135
5325
24
24
40
224
4
4
8
8
4
104
100
100
18
18
19
20
22
22
99
96
19
20
22
22
99
96
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
7'-10
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
23'-0
31'-6
23'-0
29'-0
29'-0
28'-4
30'-3
23'-3
26'-9
29'-6
9'-0
25'-6
25'-6
45'-8
12'-0
36'-1
36'-6
29'-3
38'-9
41'-3
27'-0
169
167
185
1986
337
416
634
809
154
850
889
914
1558
1803
261
254
318
337
2401
2579
376
366
458
485
3458
3665
978
379
139
999
349
1235
9322
2757
6677
7363
1067
273
545
622
327
982
3599
4530
7642
8135
5325
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
7'-10
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
23'-0
31'-6
23'-0
29'-0
29'-0
28'-4
30'-3
23'-3
26'-9
29'-6
9'-0
25'-6
25'-6
45'-8
12'-0
36'-1
36'-6
29'-3
38'-9
41'-3
27'-0
6b8, AND 6b117b1, 7b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
11b12
6b11
6b10
10b9
6b8
6b6
11b5
7b4
10b3
10b2
7b1
8a10
8a9
9a8
9a7
9a6
9a5
8a4
9a3
9a2
9a1
24
24
40
232
4
4
8
8
4
78
100
100
18
18
-
-
-
-
117
117
-
-
-
-
117
117
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
7'-10
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
23'-0
31'-6
23'-0
29'-0
29'-0
28'-4
30'-3
23'-3
26'-9
29'-6
9'-0
25'-6
25'-6
45'-8
12'-0
36'-1
36'-6
29'-3
38'-9
41'-3
27'-0
169
167
185
2057
256
316
478
613
154
638
889
764
1158
1402
-
-
-
-
2939
3255
-
-
-
-
4233
4628
978
379
139
999
349
1235
9322
2757
6677
7363
1067
273
545
622
327
982
3599
4530
7642
8135
5325
J44-13-14
2676
2757
2676
2757
2676
2757
2676
2757
48604860 4860 4860
53045304 5304 5304
91,740
91,740
92,184
92,184
89,341
89,341
89,785
89,785
92,406
92,406
92,850
92,850
89,951
89,951
90,395
90,395
92,735
92,735
93,179
93,179
90,112
90,112
90,556
90,556
93,934
93,934
94,378
94,378
90,734
90,734
91,178
91,178
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
2921
3002 3002 3002 3002 3002 3002 3002 3002
2921 2921 2921 2921 2921 2921 2921
04-2016
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:50 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-14-14 11x17_pdf.pltcfg
1'-
9‚
1'-
9‚
1'-
9‚
5Š
SUPERSTRUCTURE DETAILS
130'-0 BRIDGE
1'-
9†
Œ
‚
‡
•
4 SPA. @ 9'-10• = 39'-6 3 SPA. @ 8'-6
= 25'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
Š
†
83.52 83.57
J44-14-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
39'-6 51'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
28'-6 40'-64'-0 4'-9 36'-6
32'-6 41'-0 32'-6
36'-6 4'-9 40'-6 4'-0 28'-6
5'-3 7'-6
5'-317'-623'-0 7'-6
14'-6 11'-0
4'-9 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
11'-0
9a1
9a4
9a3
6b1
11b2
10b5
7b411b3
9a2
10a5
9a2
6b6
9a3
9a4
9a1
11b37b4
10b5
11b2
6b1
9a6
8a9
7b11
9a79a8
6b106b8
9a79a6
8a9
7b11
6b8
6'-6 6'-6 6'-6 6'-6
3'-6 MIN.
LAP TYP.
39'-6
5'-0 5'-0
23'-0
14'-6
11'-3 17'-6
11'-3
5'-4 MIN.
LAP TYP.
31'-0 31'-011'-0 11'-029'-0
11'-3 12'-6 12'-6
15'-315'-3 17'-6 17'-6
11'-3
9a10
4'-9 MIN.
LAP TYP.
11b9 11b9
11b12 11b12
33
8/23/2016 2:28:52 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-15-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
130'-0 BRIDGE
130'
130'
2'-
2‚
435.0
434.7 435.8
436.0 439.5
439.3
447.1 428.6
428.3
429.4
429.1 431.9
438.2
438.0446.9
282.0 282.2 282.9 284.5 282.0 282.2 282.9 284.5
432.2
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
252
4
4
8
8
4
60
100
100
18
18
-
-
-
-
127
127
-
-
-
-
127
127
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
8'-1
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
23'-9
35'-6
23'-0
32'-9
30'-3
34'-4
25'-6
23'-9
30'-6
28'-9
7'-9
29'-0
31'-3
48'-8
13'-0
38'-7
41'-0
32'-9
41'-3
44'-6
28'-9
169
167
185
2235
251
301
469
586
154
506
889
751
1122
1362
-
-
-
-
3080
3411
-
-
-
-
4436
4849
1010
581
139
1393
364
1496
6365
2816
9399
8860
676
395
668
662
354
1050
5117
6459
8135
8776
5670
24
24
40
246
4
4
8
8
4
90
100
100
18
18
12
12
12
14
118
116
12
12
12
14
118
116
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
8'-1
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
23'-9
35'-6
23'-0
32'-9
30'-3
34'-4
25'-6
23'-9
30'-6
28'-9
7'-9
29'-0
31'-3
48'-8
13'-0
38'-7
41'-0
32'-9
41'-3
44'-6
28'-9
169
167
185
2181
281
349
524
677
154
759
889
814
1286
1526
158
144
177
210
2862
3116
227
208
255
303
4121
4429
1010
581
139
1393
364
1496
6365
2816
9399
8860
676
395
668
662
354
1050
5117
6459
8135
8776
5670
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
8'-1
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
23'-9
35'-6
23'-0
32'-9
30'-3
34'-4
25'-6
23'-9
30'-6
28'-9
7'-9
29'-0
31'-3
48'-8
13'-0
38'-7
41'-0
32'-9
41'-3
44'-6
28'-9
6b8, AND 7b116b1, 7b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
10b5
7b4
11b3
11b2
6b1
9a10
8a9
9a8
9a7
9a6
10a5
9a4
9a3
9a2
9a1
24
24
40
252
4
4
8
8
4
60
100
100
18
18
-
-
-
-
127
127
-
-
-
-
127
127
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
8'-1
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
23'-9
35'-6
23'-0
32'-9
30'-3
34'-4
25'-6
23'-9
30'-6
28'-9
7'-9
29'-0
31'-3
48'-8
13'-0
38'-7
41'-0
32'-9
41'-3
44'-6
28'-9
24
24
40
244
4
4
8
8
4
90
100
100
18
18
19
20
22
22
109
106
19
20
22
22
109
106
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
169
167
185
2235
256
316
478
613
154
506
889
764
1158
1402
-
-
-
-
3191
3533
-
-
-
-
4594
5024
1010
581
139
1393
364
1496
6365
2816
9399
8860
676
395
668
662
354
1050
5117
6459
8135
8776
5670
169
167
185
2164
337
416
634
809
154
759
889
914
1558
1803
261
254
318
337
2644
2847
376
366
458
485
3807
4047
1010
581
139
1393
364
1496
6365
2816
9399
8860
676
395
668
662
354
1050
5117
6459
8135
8776
5670
95,308 96,019 96,556 97,543
J44-15-14
2882
2945
2882
2945
2882
2945
2882
2945
51725172 5172 5172
56285628 5628 5628
100,480
100,480
100,936
100,936
98,213
98,213
98,669
98,669
101,191
101,191
101,647
101,647
98,868
98,868
99,324
99,324
101,728
101,728
102,184
102,184
98,984
98,984
99,440
99,440
102,715
102,715
103,171
103,171
99,606
99,606
100,062
100,062
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
3127
3190 3190 3190 3190 3190 3190 3190 3190
3127 3127 3127 3127 3127 3127 3127
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
04-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:54 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-16-14 11x17_pdf.pltcfg
1'-
10•
1'-
10•
1'-
10•
5Š
SUPERSTRUCTURE DETAILS
140'-0 BRIDGE
1'-
10‡
•
„
1‰
Š
3 SPA. @ 9'-2
= 27'-6
6 SPA. @ 7'-1 = 42'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
Ž
‹
•
Š
88.44 88.49
J44-16-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
42'-6 55'-0
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
30'-3 44'-64'-0 4'-9 39'-0
35'-0 43'-0 35'-0
39'-0 4'-9 44'-6 4'-0 30'-3
5'-3 18'-6 7'-6
5'-318'-624'-3 7'-6
16'-0 13'-0
4'-9 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
13'-0
9a1
10a4
9a3
6b1
11b2
11b5
7b411b3
10a2
9a5
10a2
6b6
9a3
10a4
9a1
11b37b4
11b5
11b2
6b1
9a6
9a9
7b11
9a79a8
6b106b8
9a7
10a10
9a6
9a9
7b11
6b8
3'-6 MIN.
LAP TYP.
42'-6
7'-6
6'-0 6'-0
7'-6
24'-3
16'-0
6'-6 6'-6 6'-6 6'-6
5'-4 MIN.
LAP TYP.
34'-0 34'-011'-0 33'-0 11'-0
11'-6 12'-9 12'-9 11'-6
15'-9 18'-3 18'-3 15'-9
4'-9 MIN.
LAP TYP.
11b9 11b9
11b12 11b12
33
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
8/23/2016 2:28:56 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-17-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
SUPERSTRUCTURE DETAILS
140'-0 BRIDGE
140'
140'
2'-
3•
490.8
490.6 491.6
491.9 495.3
495.0
502.8 484.5
484.2
485.3
485.0 487.7 493.6502.5
302.0 302.2 302.9 302.0 302.9 304.5
488.0
105,458 107,715
304.5 302.2
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
272
4
4
8
8
4
64
100
100
18
18
-
-
-
-
137
137
-
-
-
-
137
137
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
169
167
185
2412
251
301
469
586
154
551
889
751
1122
1362
-
-
-
-
3323
3680
-
-
-
-
4785
5231
1031
626
154
1446
394
1496
8937
3024
9784
8013
676
568
932
717
354
1132
4240
8798
8628
12,105
6015
24
24
40
266
4
4
8
8
4
96
100
100
18
18
12
12
12
14
128
126
12
12
12
14
128
126
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
8'-3
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
24'-3
38'-3
25'-6
34'-0
32'-9
34'-4
29'-0
25'-6
31'-9
26'-0
7'-9
33'-0
34'-3
52'-8
13'-0
41'-7
43'-0
35'-3
43'-9
48'-6
30'-6
169
167
185
2359
281
349
524
677
154
827
889
814
1286
1526
158
144
177
210
3104
3385
227
208
255
303
4470
4811
1031
626
154
1446
394
1496
8937
3024
9784
8013
676
568
932
717
354
1132
4240
8798
8628
12,105
6015
24
24
40
264
4
4
8
8
4
96
100
100
18
18
19
20
22
22
119
116
19
20
22
22
119
116
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
8'-3
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
24'-3
38'-3
25'-6
34'-0
32'-9
34'-4
29'-0
25'-6
31'-9
26'-0
7'-9
33'-0
34'-3
52'-8
13'-0
41'-7
43'-0
35'-3
43'-9
48'-6
30'-6
169
167
185
2341
337
416
634
809
154
827
889
914
1558
1803
261
254
318
337
2886
3116
376
366
458
485
4156
4429
1031
626
154
1446
394
1496
8937
3024
9784
8013
676
568
932
717
354
1132
4240
8798
8628
12,105
6015
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
8'-3
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
24'-3
38'-3
25'-6
34'-0
32'-9
34'-4
29'-0
25'-6
31'-9
26'-0
7'-9
33'-0
34'-3
52'-8
13'-0
41'-7
43'-0
35'-3
43'-9
48'-6
30'-6
6b8, AND 7b116b1, 7b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
11b5
7b4
11b3
11b2
6b1
10a10
9a9
9a8
9a7
9a6
9a5
10a4
9a3
10a2
9a1
169
167
185
2412
256
316
478
613
154
551
889
764
1158
1402
-
-
-
-
3442
3811
-
-
-
-
4956
5419
1031
626
154
1446
394
1496
8937
3024
9784
8013
676
568
932
717
354
1132
4240
8798
8628
12,105
6015
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
8'-3
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
24'-3
38'-3
25'-6
34'-0
32'-9
34'-4
29'-0
25'-6
31'-9
26'-0
7'-9
33'-0
34'-3
52'-8
13'-0
41'-7
43'-0
35'-3
43'-9
48'-6
30'-6
24
24
40
272
4
4
8
8
4
64
100
100
18
18
-
-
-
-
137
137
-
-
-
-
137
137
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
106,212 106,729
493.9
J44-17-14
3119
3104
3119
3104
3119
3104
3119
3104
54835483 54835483
59535953 59535953
110,941
110,941
111,411
111,411
108,629
108,629
109,099
109,099
111,695
111,695
112,165
112,165
109,327
109,327
109,797
109,797
112,212
112,212
112,682
112,682
109,400
109,400
109,870
109,870
113,198
113,198
113,668
113,668
110,021
110,021
110,491
110,491
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
3364
3349 3349 3349 3349 3349 3349 3349 3349
3364 3364 3364 3364 3364 3364 3364
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
04-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:28:58 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-18-14 11x17_pdf.pltcfg
2'-
0
2'-
0
2'-
0
5Š
SUPERSTRUCTURE DETAILS
150'-0 BRIDGE
2'-
0…
1•
3 SPA. @ 9'-10
= 29'-6
6 SPA. @ 7'-7 = 45'-6
FINAL GRADE LINE
| PIER
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
OR FALSEWORK SETTLEMENT.
TOP OF SLAB
AS FORMEDSYMMETRICAL
ABOUT
| BRIDGE
| ABUT. BRG.
FORM CAMBER DIAGRAM
1̂
Œ
POSITION OF SLAB
IMMEDIATELY AFTER
FALSEWORK IS REMOVED
†
‰
…
†
…
94.33 94.38
J44-18-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
2'-1
LI
NE
D
LI
NE
E
LINE D
LINE E
2'-1
1'-
0
86 SPACES @ 0'-6 = 43'-0
6c BARS @ 1'-0 CENTERS
1'-4
ROUGHENED
JOINT UNDER
POST
5j1 BARS @ 1'-0 CENTERS
4•
LEVEL
INDENTATION
@ 2'-0 CENTERS
1'-7
4•
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
GUTTER LINE
1'-
0
5d BARS @ 1'-0 CENTERS
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
3'-0
PARABOLIC
2.0% SLOPE
CROWN ORDINATES
IF PERMISSIBLE LONGITUDINAL
JOINT IS USED, BARS ON |
ROADWAY MAY BE SHIFTED
TO CLEAR JOINT BY 1"
… …
3 EQ. SPA.
LINE A
LINE B
LINE C
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
SLAB CROSS-SECTIONAL AREA
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
22'-3
(`44'-6 ROADWAY FOR OPEN RAIL`)
22'-0
(`44'-0 ROADWAY FOR BARRIER RAIL`)
44'-0
6 ƒ" DOUBLE DRIP
GROOVE (`TYP.`)5" ƒ" DRIP
GROOVE (`TYP.`)
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
*`5
SHALL APPLY FOR BAR CHAIRS.
POURED. I.M. 451.01 REQUIREMENTS
ON BAR CHAIRS BEFORE CONCRETE IS
PLACE AND ADEQUATELY SUPPORTED
STEEL IS TO BE SECURELY WIRED IN
ABOVE BOTTOM OF SLAB. REINFORCING
TO BE PARALLEL TO AND 1•" CLEAR
LONGITUDINAL REINFORCING STEEL IS
CLEAR BELOW TOP OF SLAB. BOTTOM
STEEL IS TO BE PARALLEL TO AND 2•"
NOTE: TOP LONGITUDINAL REINFORCING
SPECIFICATIONS.
ARTICLE 2403.03, P, 3 OF THE STANDARD
SHALL BE APPLIED IN ACCORDANCE WITH
FULL LENGTH OF BRIDGE. CONCRETE SEALER
IN THE DETAIL AND SHALL APPLY TO THE
THE CONCRETE SEALER LIMITS ARE SHOWN
SIDES OF THE OPEN RAIL POSTS.
FACE SIDE, BOTTOM OF RAIL, AND ON ALL
TO THE OPEN RAIL ON THE TOP, TRAFFIC
CONCRETE SEALER SHALL ALSO BE APPLIED
EDGE OF SLAB AND UNDER THE SLAB. THE
BOTH SIDES OF BRIDGE SLAB ON THE TOP,
CONCRETE SEALER SHALL BE APPLIED TO
1"x8x0'-8
PLACEMENT FOR LONGITUDINAL REINFORCEMENT
| ABUT. BRG. | ABUT. BRG.| PIER| PIER
45'-6 59'-0 45'-6
LINE A
LINE A
LINE B
LINE C
LINE B
LINE C
LINE D
LINE D
LINE E
LINE E
BOTTOM
OF SLAB
TOP
OF SLAB
BOTTOM
OF SLAB
UNDER
RAIL
TOP
OF SLAB
UNDER
RAIL
32'-6 47'-64'-0 6'-0 42'-6
36'-0 45'-0 36'-0
42'-6 6'-0 47'-6 4'-0 32'-6
5'-3 12'-0 20'-9 21'-07'-6
5'-312'-020'-921'-0 7'-6
16'-6 13'-6
6'-2 MIN.
LAP TYP.
2'-8 MIN.
LAP TYP.
16'-613'-6
10a1
9a4
10a3
6b1
11b2
11b5
8b411b3
10a2
9a5
10a2
6b6
10a3
9a4
10a1
11b38b4
11b5
11b2
6b1
9a6
10a9
7b11
9a79a8
6b106b8
9a7
10a10
9a6
10a9
7b11
6b8
37'-3 35'-0 37'-38'-3 12'-0 8'-312'-0
12'-0 13'-6 12'-013'-6
16'-6 19'-0 19'-0 16'-6
3'-6 MIN.
LAP TYP.
7'-0 7'-0
6'-6 6'-6
5'-4 MIN.
LAP TYP.
6'-6 6'-6
4'-9 MIN.
LAP TYP.
11b9 11b9
11b12 11b12
33
8/23/2016 2:29:05 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-19-14 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
150'
150'
SUPERSTRUCTURE DETAILS
150'-0 BRIDGE
2'-
5
116,220 117,216 118,505
555.7
555.4 556.4
556.7 560.1
559.8
567.4 549.3
549.0
550.1
549.8 552.5
558.5
558.2567.1
322.0 322.2 322.9 322.0 322.9 324.5
552.8
324.5 322.2
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP ENDS
PIER CAP HOOPS
SLAB, DIAGONALS, AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
24
24
40
292
4
4
8
8
4
68
100
100
18
18
-
-
-
-
147
147
-
-
-
-
147
147
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
169
167
185
2589
251
301
469
586
154
603
889
751
1122
1362
-
-
-
-
3565
3949
-
-
-
-
5134
5612
1084
667
169
1509
421
1627
9245
5137
8783
10,093
676
603
1291
771
354
1213
4437
7149
12,105
12,854
8174
24
24
40
286
4
4
8
8
4
68
100
100
18
18
12
12
12
14
138
136
12
12
12
14
138
136
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
26'-3
32'-8
24'-6
31'-8
14'-5
8'-6
5'-11
5'-5
26'-9
31'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
25'-6
40'-9
28'-0
35'-6
35'-0
37'-4
30'-0
33'-2
28'-6
32'-9
7'-9
35'-0
37'-6
56'-8
13'-0
44'-7
45'-0
36'-3
48'-6
51'-6
32'-9
169
167
185
2536
281
349
524
677
154
603
889
814
1286
1526
158
144
177
210
3347
3653
227
208
255
303
4820
5192
1084
667
169
1509
421
1627
9245
5137
8783
10,093
676
603
1291
771
354
1213
4437
7149
12,105
12,854
8174
24
24
40
284
4
4
8
8
4
102
100
100
18
18
19
20
22
22
129
126
19
20
22
22
129
126
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
6'-9
6'-8
4'-5
8'-6
31'-6
38'-11
29'-8
37'-10
14'-5
8'-6
5'-11
6'-1
32'-5
37'-6
VARIES
VARIES
VARIES
VARIES
23'-3
25'-9
VARIES
VARIES
VARIES
VARIES
23'-3
25'-5
25'-6
40'-9
28'-0
35'-6
35'-0
37'-4
30'-0
33'-2
28'-6
32'-9
7'-9
35'-0
37'-6
56'-8
13'-0
44'-7
45'-0
36'-3
48'-6
51'-6
32'-9
169
167
185
2518
337
416
634
809
154
905
889
914
1558
1803
261
254
318
337
3129
3385
376
366
458
485
4505
4811
1084
667
169
1509
421
1627
9245
5137
8783
10,093
676
603
1291
771
354
1213
4437
7149
12,105
12,854
8174
6'-9
6'-8
4'-5
8'-6
23'-5
28'-2
21'-11
27'-5
14'-5
8'-6
5'-11
5'-0
23'-4
28'-4
-
-
-
-
23'-3
25'-9
-
-
-
-
23'-3
25'-5
25'-6
40'-9
28'-0
35'-6
35'-0
37'-4
30'-0
33'-2
28'-6
32'-9
7'-9
35'-0
37'-6
56'-8
13'-0
44'-7
45'-0
36'-3
48'-6
51'-6
32'-9
6b8, AND 7b116b1, 8b4,
5n3
5n1
5m1
5j1
8h6
8h5
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d6
5d5
5d4
5d3
5d2
5d1
6c6
6c5
6c4
6c3
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
11b5
8b4
11b3
11b2
6b1
10a10
10a9
9a8
9a7
9a6
9a5
9a4
10a3
10a2
10a1
6'-9
6'-8
4'-5
8'-6
23'-11
29'-6
22'-4
28'-8
14'-5
8'-6
5'-11
5'-1
24'-1
29'-2
-
-
-
-
24'-1
26'-8
-
-
-
-
24'-1
26'-4
25'-6
40'-9
28'-0
35'-6
35'-0
37'-4
30'-0
33'-2
28'-6
32'-9
7'-9
35'-0
37'-6
56'-8
13'-0
44'-7
45'-0
36'-3
48'-6
51'-6
32'-9
24
24
40
292
4
4
8
8
4
68
100
100
18
18
-
-
-
-
147
147
-
-
-
-
147
147
8
8
4
8
8
29
58
58
58
58
58
4
8
4
8
8
29
58
58
58
58
169
167
185
2589
256
316
478
613
154
603
889
764
1158
1402
-
-
-
-
3693
4089
-
-
-
-
5318
5815
1084
667
169
1509
421
1627
9245
5137
8783
10,093
676
603
1291
771
354
1213
4437
7149
12,105
12,854
8174
117,020
J44-19-14
3366
3267
3366
3267
3366
3267
3366
3267
57955795 5795 5795
63386338 6338 6338
122,015
122,015
122,558
122,558
119,651
119,651
120,194
120,194
122,815
122,815
123,358
123,358
120,395
120,395
120,938
120,938
123,011
123,011
123,554
123,554
120,423
120,423
120,966
120,966
124,300
124,300
124,843
124,843
121,045
121,045
121,588
121,588
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E
BA
RRIE
R
RAIL
&
OP
EN
RAIL
TO
TH
E J44-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-06
ST
AN
DA
RD
S.
3611
3512 3512 3512 3512 3512 3512 3512 3512
3611 3611 3611 3611 3611 3611 3611
RE
VIS
ED 04-2016 -
RE
VISI
ON
TO I
NC
LU
DE
PA
VI
NG
NO
TC
H
BA
R 8u1
WEI
GH
T I
N
ES
TI
MA
TE
D
QU
AN
TITIE
S
TA
BL
E.
04-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW 3'-6•
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8e2
31'-045° SKEW
2'-
3
- (2'-3)
TOTAL LENGTH
D=
1'-
3
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
5n3
D=6D=6
D=3ƒ
LOCATION
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
BARRIER RAILWITH
BARRIER RAILWITH
OPEN RAILWITH
OPEN RAILWITH
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
SKEWWEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
C.Y.
LBS.
LIN. FT.
ITEM
C.Y.
LBS.
CONCRETE BARRIER OR OPEN RAIL
BARRIER RAIL
WITH
OPEN RAIL
WITH
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
BARRIER RAIL - SEE LIST ON RAIL SHEET J44-46-14
OPEN RAIL - SEE LIST ON RAIL SHEET J44-49-14
BARRIER RAILWITH
OPEN RAILWITH
STAINLESS STEEL RAIL TOTAL - LBS.
PIER CAP
MONOLITHIC
WITH
PIER CAP
NON-MONOLITHIC
WITH
EPOXY COATED RAIL TOTAL - LBS.
EPOXY COATED RAIL TOTAL - LBS.
LBS.
LBS.
REINF. STEEL EPOXY COATED
REINF. STEEL EPOXY COATED
SUB EPOXY COATED TOTAL - LBS.
LOCATION NO. WEIGHTBAR
WEIGHT = LBS.
LENGTH
2'-1
SHAPE
8u1ABUTMENT PAVING NOTCH BAR
FULL LENGTH BARS WITH NO REDUCTION IN PAY WEIGHT FOR SAME.
CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED BY FURNISHING
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP. AT THE
ALL OTHER REINFORCING STEEL IS TO BE EPOXY COATED.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
NOTES:
ALL SKEWS
FOR SUPERSTRUCTURE - BRIDGE
STAINLESS STEEL REINFORCING
ITEM "REINFORCING STEEL, STAINLESS STEEL".
8u1 BARS SHALL BE PAID FOR UNDER THE BID
44 245
*`STRUCTURAL CONCRETE (`BRIDGE`)
*`STRUCTURAL CONCRETE (`BRIDGE`)
~ INCLUDES ABUTMENT PAVING NOTCH BAR WEIGHT.
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
~`REINF. STEEL STAINLESS STEEL
~`REINF. STEEL STAINLESS STEEL
8/23/2016 2:29:07 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-20-14 11x17_pdf.pltcfg
1'-
6
1'-
11
MI
N.
2'-
3
MI
N.
1'-
7
4'-0
1'-61'-6
3
6
1‡
9•
2
4•2@7•
1'-0 2'-0 1'-0
3
1‡
9•
2
4•2@7•
1'-0 2'-0 1'-0
3
1‡
9•
2
4•2@7•
1'-0 2'-0 1'-0
3
2
2 2
1‡
9•
2
4•2@7•
1'-0 2'-0 1'-0
3
2
1'-6 1'-64'-0 4'-0
4'-0 4'-0
1'-6† 1'-6†
1'-8Ž 1'-8Ž 2'-1‹ 2'-1‹
7'-0 END SECTION7'-0 END SECTION
7'-0 END SECTION 7'-0 END SECTION
10
3
1'-1
1'-6
1'-1
1'-6
1'-6
1'-6
1'-1
1'-6
1'-6
1'-1
1'-61'-6
10
1'-61'-6
10
SUPERSTRUCTURE DETAILS
ALL BRIDGES
5s1
END TO END OF BARRIER RAIL
|-| PIERS
|-| ABUTMENT BEARINGS
| ABUT. BRG. - | PIER
STANDARD BARRIER RAIL SHEET.
RAIL REINFORCING SEE
FOR DETAILS OF RAIL AND
~6c
| ABUT. BRG. - | PIER
1'-
0
5h1
8h5
8h3
8h5
PIER CAP
MONOLITHIC
PART LONGITUDINAL SECTION NEAR GUTTER LINE
DETAIL "A"
5d BARS @ 1'-0 CTR.
1'-0 CTR.
6c BARS @
5j1 BARS @ 1'-0 CTR.
„" RADIUS
BAR CHAIR NOTE:
SUPERSTRUCTURE NOTES:
8r8r
ABUTMENTS.
TO BACKFILLING BEHIND
WITH EXPANDING FOAM PRIOR
NOTE: PLUG 3"½ PVC PIPE
PIPE (`TYP.`)
3"½ PVC
44
83
4'-
9
SP
A.
2
EQ.
SP
A.
2
EQ.
5m1
4'-
9S
PA.
2
EQ.
48
SP
A.
2
EQ.
34
5m1
PIPE (`TYP.`)
3"½ PVC
~6c
6t1
5s1
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)2'-10
SECTION A-A
2ƒ CL.
~6d2
5n35n1
~4t1
~5c5-10
5m1
PIPE (`TYP.`)
3"½ PVC
CONCRETE
BE ROUGHENED
JOINT TO
CONSTRUCTION
(`TYP.`)
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)
4 SPA. @ 10•
= 3'-6 - 5m1
8r
6e3
5n EMBED.
INCLUDED IN THE PRICE BID FOR STRUCTURAL CONCRETE.
COST OF FURNISHING AND PLACING 3"½ PVC PIPE IN EACH WING IS
BRIDGE CONTRACTOR AT NO EXTRA COST TO THE STATE.
OF PROTECTION APPROVED BY THE ENGINEER SHALL BE PROVIDED BY THE
OR BACKWALL FROM CONSTRUCTION EQUIPMENT, AN APPROPRIATE METHOD
IF NECESSARY TO PREVENT DAMAGE TO THE END OF THE BRIDGE DECK
AND END OF BRIDGE.
COMPRESSIBLE JOINT MATERIAL MUST BE USED BETWEEN PAVEMENT
NOTE THAT WHEN PORTLAND CEMENT APPROACH PAVEMENT IS PLACED,
BARRIER RAILS.
FALSEWORK SHALL BE REMOVED PRIOR TO CONSTRUCTION OF THE
AND FACILITIES TO ACCOMPLISH THE REQUIRED RESULT. SLAB
THAT THE CONTRACTOR POSSESSES THE NECESSARY EQUIPMENT
WITH A STATEMENT OF THE PROPOSED METHOD AND EVIDENCE
CONCRETE SHALL BE SUBMITTED FOR APPROVAL TOGETHER
CONSTRUCTION JOINTS. PROCEDURES FOR PLACING SLAB
THE CONCRETE SLAB IS TO BE PLACED WITH A MINIMUM OF
ALL REINFORCING SHALL BE GRADE 60.
IN PLACE. SEE "BAR CHAIR NOTE".
OR SHOWN. ALL REINFORCING STEEL IS TO BE SECURELY WIRED
REINFORCING BAR SHALL BE 2 INCHES UNLESS OTHERWISE NOTED
THE MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR
THE SLAB AS SHOWN INCLUDES A • INCH INTEGRAL WEARING SURFACE.
SURFACE.
OF 20 POUNDS PER SQUARE FOOT OF ROADWAY FOR FUTURE WEARING
THIS BRIDGE IS DESIGNED FOR HL-93 LOADING PLUS AN ALLOWANCE
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
6
6 CL.
1•"
(`BRIDGE LENGTHS 120'-150'`)
(`BRIDGE LENGTHS 70'-110'`)
4…
BAR
b SLAB
BAR
a SLAB
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
3 @ 6 2`@`7•
~6c3
~6c4 ~6c4
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
3 @ 6 2`@`7•
~6c4 ~6c4
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
3 @ 6 2`@`7•
~6c4 ~6c4
5n3
5n1
5n3
5n1
5n3
5n1
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
3 @ 6 2`@`7•
~6c3
~6c4
5n1
~6c4
5n3
RAIL END SECTION
END OF BARRIER
F.F. ABUT.
RAIL END SECTION
END OF BARRIER
F.F. ABUT.
5m1 5m1
5m1
F.F. ABUT.
RAIL END SECTION
END OF BARRIER
5m1
F.F. ABUT.
RAIL END SECTION
END OF BARRIER
WING
END OF
WING
END OF
WING
END OF
WING
END OF
~6c3~6c3
5c5 - 5c10 5c5 - 5c10
5c5 - 5c105c5 - 5c10
CHAIRS, AND SLAB BOLSTERS.
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS, BAR HIGH
ROWS OF BAR HIGH CHAIRS OR SLAB BOLSTERS SPACED 4'-0 APART.
3'-0 CENTERS LONGITUDINALLY AND TRANSVERSELY, OR BY CONTINUOUS
BE SUPPORTED BY INDIVIDUAL BAR CHAIRS SPACED AT NOT MORE THAN
AND TRANSVERSELY. THE BOTTOM MAT OF REINFORCING STEEL IS TO
BAR CHAIRS SPACED AT NOT MORE THAN 3'-0 CENTERS LONGITUDINALLY
TOP MAT OF REINFORCING STEEL IS TO BE SUPPORTED BY INDIVIDUAL
J44-20-14
~6c4
BA
RS
BARS
~6c3 &`~6c4 ~6c4 BARS
BARS
~6c3 &`~6c4 ~6c4 BARS
BARS
~6c3 &`~6c4 ~6c4 BARS
BARS
~6c3 &`~6c4 ~6c4 BARS
RAIL BAR LIST.
& 4t1 BARS ARE INCLUDED IN BARRIER
IN SUPERSTRUCTURE BAR LIST. 5c, 6c, 6d
NOTE: 5m1 & 5n1 BARS ARE INCLUDED
IN THE SUPERSTRUCTURE QUANTITIES.
6c3, 6c4, 5c5-10, 6d2 & 4t1 ARE INCLUDED
RAIL END SECTION. REINFORCING BARS
THESE PLANS FOR DETAILS OF BARRIER
~ NOTE: SEE END SECTION DETAILS IN
~6c4
~5c5-10
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8u1
A
A
8u1
6t1
ƒ" FILLET
1'-6 1'-6
8u1
PART PLAN 0° SKEW(`RAILING NOT SHOWN`)
PART PLAN 15° SKEW(`RAILING NOT SHOWN`)
8u1
PART PLAN 30° SKEW(`RAILING NOT SHOWN`)
8u1
PART PLAN 45° SKEW(`RAILING NOT SHOWN`)
8u1
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
RE
VIS
ED 09-2016 -
CO
RR
EC
TE
D
RE
FE
RE
NC
E
TO
OP
EN
RAIL S
HE
ET J44-48-14 (I
T
WA
S J44-48-06 I
N
ER
RO
R).
NOTE: REINFORCING LAYOUT IN PART PLANS 0°, 15°, 30° & 45° SKEWS ARE FOR BARRIER RAIL ONLY. SEE SHEET J44-48-14 FOR OPEN RAIL.
09-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
6e36t1
8r
8r
8e
1'-
13'-
0
3'-0
4…
4…
8r
BA
RS
1'-
3
6t2
6e4
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" CL.
3" C
L.
6c 5d
1•" C
L.
2•" C
L.
5s
1'-1
BAR
a SLAB
b SLAB BAR
AT RAIL
TOP SLAB
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
1•" C
L.
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
BAR
a SLAB
b SLAB BAR
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8/23/2016 2:29:09 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-21-14 11x17_pdf.pltcfg
1'-1
NOTCH
PAVING
21'-
1…
1'-
3…
"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (BOTTOM SLAB) & "C" - 5d1 (`TOP SLAB`)
"D" "E" "F"
2'-0 2'-0
OUT TO OUT OF SLAB = |-| ABUTMENT BEARINGS + 3'-0
"C" - 6c2 (BOTTOM SLAB) & "C" - 5d2 (TOP SLAB)
70' BRIDGE
80' BRIDGE
90' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
"B"BRIDGE "D" "E" "F""A" "C"
9796
8786
7776
6766
96'-0
86'-0
76'-0
66'-0
106
116
126
136
146
106'-0
116'-0
126'-0
136'-0
146'-0
107
117
127
137
147
28'-0
32'-0
36'-0
40'-0
44'-0
48'-0
52'-0
56'-0
60'-0
28'-0
32'-0
36'-0
40'-0
44'-0
48'-0
52'-0
56'-0
60'-0
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
JOINT
0° TRANSV. REINF. DIMENSION TABLE
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
SUPERSTRUCTURE DETAILS
ALL BRIDGES
0° SKEW
17'-0
19'-0
21'-0
23'-0
25'-0
27'-0
29'-0
31'-0
33'-0DETAIL A
5j1
(`21'-3`)
6c2 & 5d2
BOTH GUTTERS`)
5d1 BARS (`TYP
BETWEEN TOP SLAB
5j1 BARS CENTERED
47'-
2
OU
T
TO
OU
T
OF
SL
AB
1'-
7
GU
TT
ER
LI
NE
|
RO
AD
WA
Y
44'-
0
RO
AD
WA
Y
23'-
723'-
78e1
1'-
7
5j1
8e1
5j1
| ABUT. BRG. | PIER | ABUT. BRG.| PIER
2'-6 (`TYP`)
8e28e2
TRANSVERSE REINFORCING STEEL LAYOUT
0° SKEW
5d1 (25'-9)
6c1 (25'-5)
1'-6
DETAIL A
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
J44-21-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
L 1‚ X 1‚ X „ X 0'-3
WELDED TO BOTH SIDES
OF DRAIN WITH 2-‚"½
HOLES IN EACH OUTSTANDING
LEG FOR NAILING TO FORMS
DR
AI
N
= 5"
MO
RE
TH
AN
SL
AB
THIC
KN
ES
SSPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
70'-O
80'-0
90'-0
100'-0
110'-0
120'-0
130'-0
140'-0
150'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
1" DEPRESSION
IN THE SLAB
CONCRETE AT
DRAIN
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
FOR THE WELDED DRAIN SHOWN.PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
32
33
35
37
39
41
43
45
48
‚ STEEL
PLATE
(`WELDED`)
3'-
0
LIMITS OF CONCRETE SEALER
APPLIED TO BOTTOM OF SLAB.
3'-0
CONCRETE SEALER LIMITS
‚
8'-6 (`TYP.`)
8'-6 (`TYP.`)
8'-6 (`TYP.`)
7'-6 (`TYP.`)
7'-6 (`TYP.`)
6'-6 (`TYP.`)
6'-6 (`TYP.`)
5'-6 (`TYP.`)
5'-6 (`TYP.`)
A A
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
8/23/2016 2:29:11 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-22-14 11x17_pdf.pltcfg
"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (BOTTOM SLAB) & "C" - 5d1 (`TOP SLAB`) 2'-0
"D" "E" "F"
OUT TO OUT OF SLAB = | - | ABUTMENT BEARINGS + 3'-1‚
15°
2'-0
"C" - 6c2 (BOTTOM SLAB) & "C" - 5d2 (`TOP SLAB`)
NOTCHPAVIN
G
1'-
1…
1'-
7
1'-
3Š
1•
1'-1
1'-0•
70' BRIDGE
80' BRIDGE
90' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
"B"BRIDGE "D" "E" "F""A" "C"
9796
8786
7776
6766
96'-0
86'-0
76'-0
66'-0
106
116
126
136
146
106'-0
116'-0
126'-0
136'-0
146'-0
107
117
127
137
147
15° TRANSV. REINF. DIMENSION TABLE
28'-0†
32'-0†
36'-0†
40'-0†
44'-0†
48'-0†
52'-0†
56'-0†
60'-0†
17'-0
19'-0
21'-0
23'-0
25'-0
27'-0
29'-0
31'-0
33'-0
28'-0†
32'-0†
36'-0†
40'-0†
44'-0†
48'-0†
52'-0†
56'-0†
60'-0†
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
JOINT
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
15° SKEW
SUPERSTRUCTURE DETAILS
ALL BRIDGES
47'-
2
OU
T
TO
OU
T
OF
SL
AB
1'-
7
GU
TT
ER
LI
NE
|
RO
AD
WA
Y
44'-
0
RO
AD
WA
Y
23'-
723'-
7
1'-
7
8e1CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
1'-
7
(̀T
YP.̀)
8e2
| ABUT. BRG. | PIER | PIER | ABUT. BRG.
8e1
TRANSVERSE REINFORCING STEEL LAYOUT
15° SKEW
8e2
4'-4„
1'-6†
5'-10ƒ5'-10ƒ
5j1
BOTH GUTTERS`)
5d1 BARS (`TYP
BETWEEN TOP SLAB
5j1 BARS CENTERED
(`24'-1`)
6c2 & 5d2
2'-6 (`TYP.`)
5j1
5d1 (26'-8)
6c1 (26'-4)
5j1
DETAIL A
DETAIL A
J44-22-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
L 1‚ X 1‚ X „ X 0'-3
WELDED TO BOTH SIDES
OF DRAIN WITH 2-‚"½
HOLES IN EACH OUTSTANDING
LEG FOR NAILING TO FORMS
DR
AI
N
= 5"
MO
RE
TH
AN
SL
AB
THIC
KN
ES
SSPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
70'-O
80'-0
90'-0
100'-0
110'-0
120'-0
130'-0
140'-0
150'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
1" DEPRESSION
IN THE SLAB
CONCRETE AT
DRAIN
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
FOR THE WELDED DRAIN SHOWN.PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
32
33
35
37
39
41
43
45
48
‚ STEEL
PLATE
(`WELDED`)
3'-
0
LIMITS OF CONCRETE SEALER
APPLIED TO BOTTOM OF SLAB.
3'-0
CONCRETE SEALER LIMITS
‚
8'-6 (`TYP.`)
8'-6 (`TYP.`)
8'-6 (`TYP.`)
7'-6 (`TYP.`)
7'-6 (`TYP.`)
6'-6 (`TYP.`)
6'-6 (`TYP.`)
5'-6 (`TYP.`)
5'-6 (`TYP.`)
A A
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
8/23/2016 2:29:13 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-23-14 11x17_pdf.pltcfg
2'-5‚1'-0
2'-8Ž1'-0
2'-8Ž
1'-0
"G" "H"
2'-5‚
1'-0
"I"
23'-
7
23'-
7
GU
TT
ER
LI
NE
1'-
71'-
744'-
0
RO
AD
WA
Y
6'-11‚4'-6…
12'-8‹ 12'-8‹
47'-
2
OU
T
TO
OU
T
OF
SL
AB
(`TYP.`) (`TYP.`)
1'-0•
NOTCHPAVI
NG
1'-
7
1'-1
21'-
1…
1'-
3…
SUPERSTRUCTURE DETAILS
ALL BRIDGES
70' BRIDGE
80' BRIDGE
90' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
"B"BRIDGE "E"
58
"G" "H" "I""A" "C" "D" "F"
68
78
88
30° TRANSV. REINFORCING DIMENSION TABLE
85
7675
6665
5655
85'-0 87'-0
75'-0
65'-0
55'-0
77'-0
67'-0
57'-0
105
115
125
135
95'-0
105'-0
115'-0
125'-0
135'-0
106
116
126
136
97'-0
107'-0
117'-0
127'-0
137'-0
108
118
128
138
17'-0
19'-0
21'-0
23'-0
25'-0
27'-0
29'-0
31'-0
33'-0
27'-5•
31'-5•
35'-5•
39'-5•
43'-5•
47'-5•
51'-5•
55'-5•
59'-5•
95
LONGITUDINAL CONSTR.
JOINTTRANSVERSE CONSTR.
JOINT
NOMINAL BEVELED
2x6 KEYWAYNOMINAL BEVELED
2x6 KEYWAY
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
30° SKEW
29'-0
33'-0
37'-0
41'-0
45'-0
49'-0
53'-0
57'-0
61'-0
86
96
77
67
57
107
117
127
137
87
97 98
5j1
BOTH GUTTERS`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
| ABUT. BRG. | ABUT. BRG.5j1
8e2
8e2
| PIER | PIER
(̀T
YP.̀)
1'-
7
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
14-5d3 (`TOP SLAB`)
14-6c3 (`BOTT. SLAB`)
13 SPA. @ 1'-0 = 13'-0
(`23'-3`)
6c2 & 5d2
TRANSVERSE REINFORCING STEEL LAYOUT
30° SKEW
8e BARS IN CONFLICT AREAS.
5d BARS ARE TO PASS UNDER
NOTE:
(`23'-3`)
6c2 & 5d2
(`22'-1`)
6c6 & 5d6
8e1
(`23'-8`)
& 5d4
6c4
8e1
"D" SPA. @ 1'-0 = "E" ; "F" - 6c2 (`BOTTOM SLAB`) & "F" - 5d2 (`TOP SLAB`)
"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (`BOTTOM SLAB`) & "C" - 5d1 (`TOP SLAB`)
(`4'-7`)
& 5d4
6c4
(`25'-8`)
& 5d3
6c3
(`2'-0`)
& 5d5
6c5
(`21'-0`)
& 5d5
6c5
5d1 (`25'-9`)
6c1 (`25'-5`)
5d1 (`25'-9`)
6c1 (`25'-5`)
12-5d5 (`TOP SLAB`)
12-6c5 (`BOTT. SLAB`)
11 SPA. @ 1'-0 = 11'-0
12-5d4 (`TOP SLAB`)
12-6c4 (`BOTT. SLAB`)
11 SPA. @ 1'-0 = 11'-0
12-5d6 (`TOP SLAB`)
12-6c6 (`BOTT. SLAB`)
11 SPA. @ 1'-0 = 11'-0
DETAIL A
DETAIL A
(`3'-1`)
& 5d3
6c3
(`3'-1`)
& 5d6
6c6
J44-23-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
L 1‚ X 1‚ X „ X 0'-3
WELDED TO BOTH SIDES
OF DRAIN WITH 2-‚"½
HOLES IN EACH OUTSTANDING
LEG FOR NAILING TO FORMS
DR
AI
N
= 5"
MO
RE
TH
AN
SL
AB
THIC
KN
ES
SSPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
70'-O
80'-0
90'-0
100'-0
110'-0
120'-0
130'-0
140'-0
150'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
1" DEPRESSION
IN THE SLAB
CONCRETE AT
DRAIN
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
FOR THE WELDED DRAIN SHOWN.PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
32
33
35
37
39
41
43
45
48
‚ STEEL
PLATE
(`WELDED`)
3'-
0
LIMITS OF CONCRETE SEALER
APPLIED TO BOTTOM OF SLAB.
3'-0
CONCRETE SEALER LIMITS
‚
8'-6 (`TYP.`)
8'-6 (`TYP.`)
8'-6 (`TYP.`)
7'-6 (`TYP.`)
7'-6 (`TYP.`)
6'-6 (`TYP.`)
6'-6 (`TYP.`)
5'-6 (`TYP.`)
5'-6 (`TYP.`)
A A
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
8/23/2016 2:29:15 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-24-14 11x17_pdf.pltcfg
1'-3„
NOTCH
PA
VIN
G
1'-
7
2…
1'-
1…
1'-
3ƒ
1'-1
4'-7•1'-0 1'-0
2'-7•
4'-7• 4'-7•
1'-01'-0
GU
TT
ER
LI
NE
"G" "H" "I"
1'-
7
23'-
7
44'-
0
RO
AD
WA
Y
23'-
7
1'-
7
4 S
PA.
@ 4'-
75'-
3
4 SPA. @ 4'-7
(`TYP.`)
22-5d4 (`TOP SLAB`)
22-6c4 (`BOTT. SLAB`)
22-5d3 (`TOP SLAB`)
22-6c3 (`BOTT. SLAB`)
8'-1•
(TYP)
C
RO
AD
WA
YL
22'-0 22'-0
5'-1•
(TYP)
OUT TO OUT OF SLAB = | - | ABUTMENT BEARING + 4'-3
"D" SPA. @ 1'-0 = "E" ; "F" - 6c2 (`BOTTOM SLAB`) & "F" - 5d2 (`TOP SLAB`)
"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (`BOTTOM SLAB`) & "C" - 5d1 (`TOP SLAB`)
47'-
2
OU
T
TO
OU
T
OF
SL
AB
@ 1'-0 = 21'-0
21 SPA. @ 1'-0 = 21'-0
21 SPA
SUPERSTRUCTURE DETAILS
ALL BRIDGES
70' BRIDGE
80' BRIDGE
90' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
"B"BRIDGE "E"
49
"G" "H" "I""A" "C" "D" "F"
48
59
69
79
45° TRANSV. REINFORCING DIMENSION TABLE
7675 78
6665
5655 58
4645
68
75'-0 78'-0
65'-0
55'-0
45'-0
68'-0
58'-0
48'-0
105
115
125
85'-0
95'-0
105'-0
115'-0
125'-0
106
116
126
108
118
128
88'-0
98'-0
108'-0
118'-0
128'-0
109
119
129
85 86 8988
17'-0
19'-0
21'-0
23'-0
25'-0
27'-0
29'-0
31'-0
33'-0
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
JOINT
NOMINAL BEVELED
2x6 KEYWAYNOMINAL BEVELED
2x6 KEYWAY
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
45° SKEW
27'-3
31'-3
35'-3
39'-3
43'-3
47'-3
51'-3
55'-3
59'-3
30'-0
34'-0
38'-0
42'-0
46'-0
50'-0
54'-0
58'-0
62'-0
95 96 98
DETAIL A
99
| ABUT. BRG.
8e1
1'-
7
5j1
BOTH GUTTERS`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
8e2
5j1
(̀T
YP.̀)
1'-
7
| PIER | PIER
(̀T
YP.̀)
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
(`4'-2)
& 5d6
6c6
(`23'-3`)
6c2& 5d2
(`23'-3`)
6c2 & 5d2
(`24'-4`)
& 5d4
6c4
5j1
(̀T
YP)
(̀T
YP)
20-5d5 (`TOP SLAB`)
20-6c5 (`BOTT. SLAB`)
19 SPA. @ 1'-0 = 19'-0
(`21'-8`)
& 5d5
6c5
(`2'-8`)
& 5d5
6c5
(`25'-2)
& 5d3
6c3
(`4'-2`)
& 5d3
6c3
8e2
CONSTRUCTION JOINTS
ALTERNATE LOCATION OF TRANSVERSE
8e1
(22'-2)
& 5d6
6c6
19-5d6 (`TOP SLAB`)
19-6c6 (`BOTT. SLAB`)
18 SPA. @ 1'-0 = 18'-0
5d1 (`25'-9`)
6c1 (`25'-5`)
5d1 (`25'-9`)
6c1 (`25'-5`)
2'-3• (`TYP.`)
NOTE: 5d BARS ARE TO PASS UNDER 8e BARS IN CONFLICT AREAS.
TRANSVERSE REINFORCING STEEL LAYOUT
45° SKEW
| ABUT. BRG.
DETAIL A
(3'-4)
& 5d4
6c4
J44-24-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
L 1‚ X 1‚ X „ X 0'-3
WELDED TO BOTH SIDES
OF DRAIN WITH 2-‚"½
HOLES IN EACH OUTSTANDING
LEG FOR NAILING TO FORMS
DR
AI
N
= 5"
MO
RE
TH
AN
SL
AB
THIC
KN
ES
SSPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
70'-O
80'-0
90'-0
100'-0
110'-0
120'-0
130'-0
140'-0
150'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
1" DEPRESSION
IN THE SLAB
CONCRETE AT
DRAIN
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
FOR THE WELDED DRAIN SHOWN.PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
32
33
35
37
39
41
43
45
48
‚ STEEL
PLATE
(`WELDED`)
3'-
0
LIMITS OF CONCRETE SEALER
APPLIED TO BOTTOM OF SLAB.
3'-0
CONCRETE SEALER LIMITS
‚
8'-6 (`TYP.`)
8'-6 (`TYP.`)
8'-6 (`TYP.`)
7'-6 (`TYP.`)
7'-6 (`TYP.`)
6'-6 (`TYP.`)
6'-6 (`TYP.`)
5'-6 (`TYP.`)
5'-6 (`TYP.`)
A A
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
8/23/2016 2:29:16 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-25-14 11x17_pdf.pltcfg
MONOLITHIC PIER CAP DETAILS
ALL BRIDGES
PIER NOTES:
3'-
0
1'-
6
1'-
6
3'-
0
1'-
6
3'-0
1'-6
1'-
6
2'-2
2'-2
2'-2
R=1'-6
| CAP
15°
| CAP
R=1'-6
30°
R=1'-6
45°
| ROADWAY
EDGE OF SLAB
45° SKEW
30° SKEW
15° SKEW
2'-4
2'-4
2'-4
2
2
2
48'-4Œ
END TO E
ND OF P
IER CAP
53'-7…
END TO
END OF
PIER
CAP
23'-7
5h1
8h2
5h1
8h2
5h1
8h2
49'-0‡ | TO
| EXTERI
OR PI
LES. S
EE TABLE
THIS
SHEET FOR
PILE
SPA.
3'-
0
1'-
61'-
6
2'-2
R=1'-6
0° SKEWHALF SECTION BELOW SLAB
2'-4
2 5h1
8h242'-6 TO | EXTERIOR PILES. SEE TABLE THIS SHEET FOR PILE SPA.
46'-10 END TO END OF PIER CAP
23'-7
| CAP
SYMMETRICAL ABOUT
| CAP - TYPICAL
8h3 & 8h4
60'-1‚ | T
O | EXTERIO
R PIL
ES. S
EE T
ABLE T
HIS SHEET FOR PIL
E SPA.
8h3 & 8h4
8h3 & 8h4
EDGE OF SLAB
| CAP & ROADWAY
8h3 & 8h4
44'-0 |
TO | EXTERIO
R PILES.
SEE TABLE T
HIS SHEET F
OR PILE S
PA.
64'-11‡ END T
O END OF PIE
R CAP
1'-6
& | PILES
| PIER CAP
TYPE 3 TRESTLE BENT PILES
PILE ORIENTATION DETAIL FOR
| PIER CAP
| PILES &
| PIER CAP
| PILES &
| PIER CAP
| PILES &
| PIER CAP
| PILES &
BRIDGE LENGTH 70'-0 90'-0 110'-080'-0 120'-0100'-0 130'-0 140'-0 150'-0
SPACES @ 0°
TYP. PILE
SPACES @ 15°
TYP. PILE
SPACES @ 30°
TYP. PILE
SPACES @ 45°
TYP. PILE
FOR PIER (KIPS)
DESIGN LOAD
PU, STRENGTH 1
PILES
TYP. NO. OF1
4
10 10 11 12 13 14 16 17 18
TYPICAL NUMBERS OF PILES AND SPACINGS AND FACTORED PIER LOADS
1
2
3
4
MAXIMUM P10L PILE SIZE AT THIS SPACING IS 14 INCHES.
MAXIMUM P10L PILE SIZE AT THIS SPACING IS 12 INCHES.
NUMBER OF PILES AND PILE LENGTH.
STRENGTH 1 PIER DESIGN LOAD INCLUDES DYNAMIC LOAD ALLOWANCE (IM), AND PIER CAP WEIGHT IS BASED ON 45° SKEW. USE THIS PU FOR DETERMINING
848 KIPS 942 KIPS 1049 KIPS 1166 KIPS 1280 KIPS 1415 KIPS 1549 KIPS 1689 KIPS 1846 KIPS
OR MORE, AND PILES 16 INCHES IN SIZE MUST BE SPACED 3'-4 OR MORE.
AND ADJUSTED AS NEEDED. PILES 10 INCHES AND 12 INCHES IN SIZE MUST BE SPACED 2'-6 OR MORE, PILES 14 INCHES IN SIZE MUST BE SPACED 2'-11
NUMBER OF PILES IS DIFFERENT THAN IN THE TABLE FOR THE BRIDGE LENGTH, THE NUMBER OF 5h1 BARS AND OTHER QUANTITIES NEED TO BE CHECKED
THIS TYPICAL NUMBER OF PLES MAY NEED TO BE MODIFIED DEPENDING ON SELECTED P10L PILE TYPE AND SIZE, HEIGHT, AND RESISTANCE. IF THE
9 SPA. @
ABOUT 4'-9
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 5'-5
9 SPA. @
ABOUT 6'-8
9 SPA. @
ABOUT 4'-9
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 5'-5
9 SPA. @
ABOUT 6'-8
10 SPA. @
ABOUT 4'-5
10 SPA. @
4'-3
10 SPA. @
ABOUT 4'-11
10 SPA. @
ABOUT 6'-0
11 SPA. @
ABOUT 3'-10
11 SPA. @
4'-0
11 SPA. @
ABOUT 4'-6
11 SPA. @
ABOUT 5'-6
12 SPA.
@ ABOUT 3'-6
12 SPA. @
12 SPA. @
ABOUT 4'-1
12 SPA. @
ABOUT 5'-0
13 SPA. @
13 SPA. @
ABOUT 3'-5
13 SPA. @
ABOUT 3'-9
13 SPA. @
ABOUT 4'-7
15 SPA. @
15 SPA. @
15 SPA. @
ABOUT 3'-3
15 SPA. @
ABOUT 4'-0
17 SPA. @
ABOUT 3'-6
16 SPA. @
ABOUT 2'-8
16 SPA. @
2'-9
16 SPA. @
ABOUT 3'-1
16 SPA. @
ABOUT 3'-9
17 SPA. @
ABOUT 2'-11
17 SPA. @
2'-6
17 SPA. @
ABOUT 2'-7ABOUT 2'-113'-8
ABOUT 3'-3 2'-10
2
2 2
32 3 3
3 3
2
J44-25-14
FOR 20 PSF FUTURE WEARING SURFACE.
PIER PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
ADJUSTED TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.
IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE
THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.
FOR MONOLITHIC PIER CAPS.
CAP STEEL AS DETAILED ON P10L STANDARD PILE DRAWING IS REQUIRED
INFORMATION.
SCOURABLE LAYERS. REFER TO GENERAL PLAN NOTES FOR ADDITIONAL
SHEET. ADDITIONAL DRIVING CAPACITY MAY BE REQUIRED THROUGH
PILE BEARING REQUIRED FOR EACH BRIDGE LENGTH AS SHOWN ON THIS
PRACTICABLE, BUT IN NO CASE TO A BEARING VALUE LESS THAN THE
THE PIER PILES ARE TO BE DRIVEN TO FULL PENETRATION, IF
REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
SUPERSTRUCTURE ESTIMATE OF QUANTITIES.
ALL MONOLITHIC PIER CAP REINFORCING AND CONCRETE IS INCLUDED IN
CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 90'-0 BRIDGE.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:18 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-26-14 11x17_pdf.pltcfg
1'-
0
ƒ" FILLET
5h1
5d BARS
6c BARS
| PIER
1'-6 1'-6
NOTE:
PIER PILE IS TO
BE EMBEDDED 1'-0
INTO PIER CAP.
TYPICAL CAP SECTION
MONOLITHIC PIER CAP DETAILS
ALL BRIDGES
8h5 & 8h6
8h3 & 8h4
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
SHOWING STIRRUP SPACING AND NUMBER OF PILING
NOTE: BOTTOM OF CAP ELEVATIONS WILL BE REQUIRED AT THE
TYP. HOOP
SPACING
1'-0
1'-0
| OF ROADWAY AND AT EACH EXTERIOR PILE.
2 11 EQUAL PILE SPACES
8h25h1
HALF SECTION NEAR PIER
1'-7
SYMMETRICAL ABOUT
| ROADWAY22'-0
23'-7
1
12
CAP STEEL2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-0
2 10 EQUAL PILE SPACES
5h1
8h2
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0 1'-0
2
8h2
5h1
1'-7
SYMMETRICAL ABOUT
| ROADWAY22'-0
23'-7
120'-0 BRIDGE
13 EQUAL PILE SPACES
1
12
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-0
2 9 EQUAL PILE SPACES
8h2
5h1
2-8h5 & 8h6
CAP STEEL
2-8h5 & 8h6
4-8h3
& 8h4
4-8h3
& 8h4
2-8h5 & 8h6
4-8h3
& 8h4
2-8h5 & 8h6
4-8h3 & 8h4
100'-0 BRIDGE
3 EQ. SPA. SKEW 0°, 15°
4 EQ. SPA. SKEW 30°
5 EQ. SPA. SKEW 45°
70'-0 & 80'-0 BRIDGES
3 EQ. SPA. SKEW 0°, 15°, 30°
5 EQ. SPA. SKEW 45°
90'-0 BRIDGE
2 EQ. SPA. SKEW 0°, 15°
3 EQ. SPA. SKEW 30°
4 EQ. SPA. SKEW 45°
2 SPA. SKEW 0°, 15°, 30°
3 EQ. SPA. SKEW 45°
1
12
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-0
2 12 EQUAL PILE SPACES
5h1
8h2
110'-0 BRIDGE
2-8h5 & 8h6
4-8h3 & 8h4
2 EQ. SPA. SKEW 0°, 15°
3 EQ. SPA. SKEW 30° & 45°
CAP STEEL
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
2
8h25h1
16 EQUAL PILE SPACES
1'-0
2-8h5 & 8h6
4-8h3 & 8h4
140'-0 BRIDGE
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
2
8h25h1
17 EQUAL PILE SPACES
1'-0
2-8h5 & 8h6
4-8h3 & 8h4
150'-0 BRIDGE
1 SPA. SKEW 0°, 15°, 30°
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°, 15°
2 EQ. SPA. SKEW 30° & 45°
1
12
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
2
8h2
15 EQUAL PILE SPACES
1'-0
2-8h5 & 8h6
130'-0 BRIDGE
5h1
CAP STEEL
4-8h3 & 8h4
2 EQ. SPA. SKEW 30°, 45°
1 SPA. SKEW 0°, 15°
SHEET P10L
SEE PILE DETAIL
J44-26-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:20 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-27-14 11x17_pdf.pltcfg
NON-MONOLITHIC
PIER CAP DETAILS
ALL BRIDGES
PART PLAN
| PIER CAP
EDGE OF SLAB
HA
UN
CH
VA
RIE
S
TAR PAPER FULL
WIDTH AND LENGTH
OF CAP
1'-6 1'-6
3'-0
1'-
0
3'-
0
GR
AD
E
TO
BO
TT
OM
OF
| PIER CAP
1'-
6T
OP
OF
PIL
E
CA
P - S
EE
TA
BL
E
3Š
3Š
3Š
PART SECT A-A
B
B
TYP. SECTION
3Š 2'-5…
5d1
4 X … STRIP OF PREFORMED
JOINT MATERIAL
ƒ" FILLET
…" JOINT
MATERIAL
SHOWING TREATMENT OF 4 X … STRIP OF PREFORMED
JOINT MATERIAL AT ENDS OF PIER CAP. NOTE THAT
JOINT MATERIAL IS TO GO ALL THE WAY AROUND PIER
CAP FOR SQUARE AND SKEWED BRIDGES.
1
12
2'-2
1
12
2'-2
SYMMETRICAL ABOUT
| ROADWAY
TYP. HOOP
SPACING
1'-0
1'-0
TYP. HOOP
SPACING
1'-0
1'-0
13 EQUAL PILE SPACES
9 EQUAL PILE SPACES
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
14 EQUAL PILE SPACES
23'-5
6e1
5d1
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
10 EQUAL PILE SPACES
TYP. HALF ELEVATION PIER CAP
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
100'-0 BRIDGE
23'-5
120'-0 BRIDGE
(`LOOKING PARALLEL TO | ROADWAY`)
4-6c1
& 6c2
4-6c1
& 6c2
6e1
4-6c1
& 6c2
2-6c1
& 6c2
2-6c1
& 6c2
4-6c1
& 6c2 5d1
4-6c1
& 6c2
6e1
2-6c1
& 6c2 5d1
12 EQUAL PILE SPACES
6e1
4-6c1
& 6c2
2-6c1
& 6c2
4-6c1
& 6c2
5d1
90'-0 BRIDGE
110'-0 BRIDGE
70'-0 & 80'-0 BRIDGES
4-6c1
& 6c2
6e1
2-6c1
& 6c2
4-6c1
& 6c2
5d1
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
16 EQUAL PILE SPACES
4-6c1
& 6c2
6e1
2-6c1
& 6c2
4-6c1
& 6c2
5d1
SYMMETRICAL ABOUT
| ROADWAY
6c1
& 6c2
2 EQ. SPA. SKEW 0°,15°
3 EQ. SPA. SKEW 30°, 45°
GRADE TO
BOTTOM OF
CAP DIMENSION
70'-0 BRIDGE
80'-0 BRIDGE
90'-0 BRIDGE
100'-0 BRIDGE
110'-0 BRIDGE
120'-0 BRIDGE
130'-0 BRIDGE
140'-0 BRIDGE
150'-0 BRIDGE
4-6c1
& 6c2
2 EQ. SPA. SKEW 0°,15°, 30°
3 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 0°,15°
4 EQ. SPA. SKEW 30°
5 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 0°, 15°, 30°
5 EQ. SPA. SKEW 45°
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
17 EQUAL PILE SPACES
4-6c1
& 6c2
6e1
2-6c1
& 6c2
4-6c1
& 6c2
5d1
1 SPA. SKEW 0°,15°, 30°
2 EQ. SPA. SKEW 45°
130'-0 BRIDGE
2 EQ. SPA. SKEW 0°,15°, 30°
3 EQ. SPA. SKEW 45°
1‡
@
EN
D
OF
CA
P
7‰
@ |
OF
RO
AD
WA
Y
4'-9•
4'-10‹
4'-11‹
5'-0•
5'-1•
5'-3‰
5'-4‹
5'-5•
5'-7‰
1 SPA. SKEW 0°,15°
2 EQ. SPA. SKEW 30°, 45°
PART SECT B-B
4 X … STRIP OF
PREFORMED
JOINT MATERIAL
A
A
140'-0 & 150'-0 BRIDGES
J44-27-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-28-14 11x17_pdf.pltcfg
NON-MONOLITHIC
PIER CAP DETAILS
ALL BRIDGES
2'-2
2'-2
| CAP
R=1'-6
30°
45°
| ROADWAY
EDGE OF SLAB
SYMMETRICAL ABOUT
| CAP - TYPICAL
| PILE &
| KEYWAY
| PILE &
| KEYWAY
2'-4
2'-4
2
2
| CAP
23'-7
5d1
6e1
64'-11‡ END T
O END OF PIE
R CAP
KEYWAY AT ABOUT
3'-0 CTR. TO CTR.
5d1
53'-7…
END TO
END OF
PIER
CAP
6e1
60'-1‚ | T
O | EXTERIO
R PIL
ES. S
EE T
ABLE FOR PIL
E SPA.
KEYWAY AT ABOUT
3'-O CTR. TO CTR.
2'-2
2'-2
| CAP
R=1'-6
15° SKEW
0° SKEW
| PILE &
| KEYWAY
| PILE &
| KEYWAY
2'-4
2'-4
2
2
48'-4Œ
END TO E
ND OF P
IER CAP
| CAP
15°
TYP. HALF PLAN VIEW
5d1
KEYWAY AT ABOUT
3'-0 CTR. TO CTR.
6e1
5d1
KEYWAY AT ABOUT
3'-0 CTR. TO CTR.
6e1
46'-10 END TO END OF PIER CAP
R=1'-6
| ROADWAY
23'-7
6c1 & 6c2
LAP SPLICE
2'-10 LAP (`MIN.`)
6c1 & 6c2
LAP SPLICE
2'-10 LAP (`MIN.`)
49'-0‡ | TO
| EXTERI
OR PI
LES.
SEE TABLE
FOR PI
LE SP
A.
6c1 & 6c2
LAP SPLICE
2'-10 LAP (`MIN.`)
6c1 & 6c2
LAP SPLICE
2'-10 LAP (`MIN.`)
45° SKEW
30° SKEW
R=1'-6
EDGE OF SLAB
42'-6 | TO | EXTERIOR PILES. SEE TABLE FOR PILE SPA.
44'-0 |
TO | EXTERIO
R PILES.
SEE TABLE F
OR PILE S
PA.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 90'-0 BRIDGE.
CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.
& | PILES
| PIER CAP
TYPE 3 TRESTLE BENT PILES
PILE ORIENTATION DETAIL FOR
J44-28-14
1" x 8 x 2'-0 BEVELED
1" x 8 x 2'-0 BEVELED
1" x 8 x 2'-0 BEVELED
1" x 8 x 2'-0 BEVELED
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:23 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-29-14 11x17_pdf.pltcfg
NO. LENGTHSHAPESKEW
BRIDGE LENGTH
0°
0°
15°
15°
30°
30°
45°
ALL
110'-0 BRIDGE100'-0 BRIDGE
BRIDGE LENGTH SKEW
ALLPILING (NO.)
2'-
8
2'-8
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER
45°
4
70'-0 80'-0 90'-0 100'-0 110'-0
MARK
6c1
5d1
6e1
WEIGHT
70'-0 BRIDGE 80'-0 BRIDGE 90'-0 BRIDGE
NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT
120'-0 BRIDGE
NO. LENGTH WEIGHT
130'-0 BRIDGE
NO. LENGTH WEIGHT
140'-0 BRIDGE
NO. LENGTH WEIGHT
150'-0 BRIDGE
NO. LENGTH WEIGHT
120'-0 130'-0 140'-0 150'-0
2'-10
3'-
11
6
6
D=2•
6e15d1
BENT BAR DETAILS ESTIMATED QUANTITIES - ONE PIER
2'-
6ƒ
PIER NOTES:
NON-MONOLITHIC
PIER CAP DETAILS
ALL BRIDGES
0°
15°
30°
45°
6c2
BILL OF EPOXY REINFORCING STEEL - ONE PIER
REINFORCING
STEEL EPOXY
COATED (LBS.)
STRUCTURAL
CONCRETE
(CU. YDS.)
0°
15°
30°
45°
0°
15°
30°
45°
10
10
10
10
10
10
10
10
38
38
47
56
6
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
376
387
426
511
330
341
381
466
463
463
572
682
86
10
10
10
10
10
10
10
10
38
38
47
56
6
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
25'-0
25'-9
28'-4
34'-0
21'-11
22'-8
25'-4
31'-0
11'-8
11'-8
11'-8
11'-8
9'-7
376
387
426
511
330
341
381
466
463
463
572
682
86
376
387
426
511
330
341
381
466
512
512
512
755
86
376
387
426
511
330
341
381
466
463
463
609
609
86
376
387
426
511
330
341
381
466
499
499
499
658
86
376
387
426
511
330
341
381
466
536
536
536
706
86
376
387
426
511
330
341
381
466
86
376
387
426
511
330
341
381
466
86
376
387
426
511
330
341
381
466
439
439
439
645
86
10
10
10
10
10
10
10
10
42
42
42
6
10
10
10
10
10
10
10
10
38
38
50
50
6
10
10
10
10
10
10
10
10
41
41
41
54
6
10
10
10
10
10
10
10
10
44
44
44
58
6
10
10
10
10
10
10
10
10
6
10
10
10
10
10
10
10
10
6
10
10
10
10
10
10
10
10
36
36
36
53
6
15.4
16.0
17.7
21.5
1255
1277
1465
1745
10
15.4
16.0
17.7
21.5
1255
1277
1465
1745
10
15.4
16.0
17.7
21.5
1304
1326
1405
1818
11
15.4
16.0
17.7
21.5
1255
1277
1502
1672
13
15.4
16.0
17.7
21.5
1291
1313
1392
1721
14
15.4
16.0
17.7
21.5
1328
1350
1429
1769
15
15.4
16.0
17.7
21.5
15.4
16.0
17.7
21.5
1206
1228
1502
1672
17
15.4
16.0
17.7
21.5
1231
1253
1332
1708
18
FOR SKEWED BRIDGES BOTTOM OF PIER CAP IS TO BE SLOPED TO
COMPENSATE FOR GRADE. THEREFORE BOTTOM OF CAP ELEVATIONS WILL
BE REQUIRED AT THE | OF ROADWAY AND AT EACH EXTERIOR PILE.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE PIER PILES ARE TO BE DRIVEN TO FULL PENETRATION, IF PRACTICABLE,
BUT IN NO CASE TO A BEARING VALUE LESS THAN THE PILE BEARING
REQUIRED FOR EACH BRIDGE LENGTH AS SHOWN ON THIS SHEET.
THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.
IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE ADJUSTED
TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.
ALL REINFORCING STEEL IS TO BE GRADE 60.
PIER PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR
20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
34
34
50
50
414
414
609
609
36
36
36
53
439
439
439
645
1231
1253
1332
1708
18
62
BRIDGE LENGTH 70'-0 90'-0 110'-080'-0 120'-0100'-0 130'-0 140'-0 150'-0
SPACES @ 0°
TYP. PILE
SPACES @ 15°
TYP. PILE
SPACES @ 30°
TYP. PILE
SPACES @ 45°
TYP. PILE
FOR PIER (KIPS)
DESIGN LOAD
PU, STRENGTH 1
PILES
TYP. NO. OF1
4
10 10 11 13 14 15 17 18 18
TYPICAL NUMBERS OF PILES AND SPACINGS AND FACTORED PIER LOADS
1
2
3
4
MAXIMUM P10L PILE SIZE AT THIS SPACING IS 14 INCHES.
MAXIMUM P10L PILE SIZE AT THIS SPACING IS 12 INCHES.
NUMBER OF PILES AND PILE LENGTH.
STRENGTH 1 PIER DESIGN LOAD INCLUDES DYNAMIC LOAD ALLOWANCE (IM), AND PIER CAP WEIGHT IS BASED ON 45° SKEW. USE THIS PU FOR DETERMINING
934 KIPS 1135 KIPS 1252 KIPS 1366 KIPS 1502 KIPS 1635 KIPS 1776 KIPS 1933 KIPS
OR MORE, AND PILES 16 INCHES IN SIZE MUST BE SPACED 3'-4 OR MORE.
AND ADJUSTED AS NEEDED. PILES 10 INCHES AND 12 INCHES IN SIZE MUST BE SPACED 2'-6 OR MORE, PILES 14 INCHES IN SIZE MUST BE SPACED 2'-11
NUMBER OF PILES IS DIFFERENT THAN IN THE TABLE FOR THE BRIDGE LENGTH, THE NUMBER OF 5d1 BARS AND OTHER QUANTITIES NEED TO BE CHECKED
THIS TYPICAL NUMBER OF PLES MAY NEED TO BE MODIFIED DEPENDING ON SELECTED P10L PILE TYPE AND SIZE, HEIGHT, AND RESISTANCE. IF THE
9 SPA. @
ABOUT 4'-9
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 5'-5
9 SPA. @
ABOUT 6'-8
9 SPA. @
ABOUT 4'-9
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 5'-5
9 SPA. @
ABOUT 6'-8
10 SPA. @
4'-3
10 SPA. @
ABOUT 4'-5
10 SPA. @
ABOUT 4'-11
10 SPA. @
ABOUT 6'-0
12 SPA. @
ABOUT 3'-6
12 SPA. @
12 SPA. @
ABOUT 4'-1
12 SPA. @
ABOUT 5'-0
13 SPA. @
ABOUT 3'-3
13 SPA. @
ABOUT 3'-5
13 SPA. @
ABOUT 3'-9
13 SPA. @
ABOUT 4'-7
14 SPA. @
ABOUT 3'-0
14 SPA. @
ABOUT 3'-2
14 SPA. @
ABOUT 3'-6
14 SPA. @
ABOUT 4'-4
16 SPA. @
ABOUT 2'-8
16 SPA. @
2'-9
16 SPA. @
ABOUT 3'-1
16 SPA. @
ABOUT 3'-9
17 SPA. @
2'-6
17 SPA. @
ABOUT 2'-7
17 SPA. @
ABOUT 2'-11
17 SPA. @
ABOUT 3'-6
17 SPA. @
2'-6
17 SPA. @
ABOUT 2'-7
17 SPA. @
ABOUT 2'-11
17 SPA. @
ABOUT 3'-6
3'-8
1028 KIPS
2 2
2
2 2 2
3 3 3
3 3 3
J44-29-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:26 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-30-14 11x17_pdf.pltcfg
4'-
01'-
61'-
6
21 SPA. @ 2'-0 = 42'-0; 22-8u1 BARS
1'-01'-01'-61'-6
10
1'-61'-6
10
DETAIL "A"
„" RADIUS
5s1
ABUTMENT DETAILS
0° SKEW - TIMBER PILING
NOTE: WING REINFORCING
AND RAIL NOT SHOWN.
WITH SUPERSTRUCTURE QUANTITIES.
PLAN VIEW
6e3, 6e4, AND 8e ARE INCLUDED
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 504
10
70'-0
539
11
80'-0
571
11
90'-0
613
12
100'-0
653
13
110'-0
699
13
120'-0
744
14
130'-0
~`869
16
140'-0
~`922
17
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
J44-30-14
2 @ 6
6t1
| ROADWAY
6
44'-01'-7 1'-7
5s1 6t2
8r1 OR 8r2
5s1
6t1 6e4
OR 8e2
8e1
2'-0
@ ABOUT 4'-0 CTRS.
6e3
6t2
| ABUT. BRG. & | PILES
& 44-6e4 DIAGONALS IN SLAB
& 44-6e3 HAIRPINS IN SLAB
2 x 8 x 2'-0 BEVELED KEYWAYS
8u1
6t2
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
03-2016
44-6t1 F.F. & 44-6t2 B.F. OF FOOTING
43 SPA. @ 1'-0 = 43'-0
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
62
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
1'-1
b SLAB BAR
BAR
a SLAB
AT RAIL
TOP SLAB
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
3'-0
3" CL.
3" C
L.
TO ABUTMENT AT |
SECTION NORMAL
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
| ROADWAY
TOP SLAB AT1'-1
b SLAB BAR
BAR
a SLAB
4…
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8/23/2016 2:29:27 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-31-14 11x17_pdf.pltcfg
| ROADWAY GUTTER LINEGUTTER LINE
1'-7 1'-7
TYP. 5s1 SPACING 1'-0
2 EQ. SPA.1'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
1'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
1'-0
BETWEEN PILES
3 EQ. SPA.
3 EQ. SPA.
22'-0 22'-0
ABUTMENT DETAILS
0° SKEW - TIMBER PILING
TYP. 5s1 SPACING 1'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
1'-0
BETWEEN PILES
2 EQ. SPA.
PILE PLAN - 0° SKEWWOOD PILING
130'-0 BRIDGE
1'-0
| ROADWAYGUTTER LINE
1'-7 1'-722'-0 22'-0
TYP. 5s1 SPACING 1'-0
2 EQ. SPA.1'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
BETWEEN PILES
1'-0
140'-0 BRIDGE
150'-0 BRIDGE
GUTTER LINE
9 PILE SPACES @ ABOUT 4'-11 = 44'-0
10 PILE SPACES @ ABOUT 4'-5 = 44'-0
11 PILE SPACES @ 4'-0 = 44'-0
12 PILE SPACES @ 3'-8 = 44'-0
13 PILE SPACES @ ABOUT 3'-5 = 44'-0
15 PILE SPACES @ ABOUT 2'-11 = 44'-0
16 PILE SPACES @ 2'-9 = 44'-0
110'-0 & 120'-0 BRIDGES
100'-0 BRIDGE
80'-0 & 90'-0 BRIDGES
70'-0 BRIDGE
J44-31-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:30 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-32-14 11x17_pdf.pltcfg
21 SPA. @
2'-1
= 43'-
9; 22-8
u1 BARS
5
45'-6†
44-6t2
BACK FACE O
F FOOTIN
G
43 SPA. @
ABOUT 1'-0
• = 44'-9
•
9„
1'-0Œ
1'-61'-6
10
1'-61'-6
10
DETAIL "A"
„" RADIUS
5s2
ABUTMENT DETAILS
15° SKEW - TIMBER PILING
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
PLAN VIEW
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 509
10
70'-0
544
11
80'-0
577
11
90'-0
618
12
100'-0
658
13
110'-0
705
13
120'-0
749
14
130'-0
~`875
16
140'-0
~`927
17
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
J44-32-14
| ROADWAY15°
7
2 @ 6
5s2
5s1
6t1
6t2
6e3
8r1 OR 8r26e4
2 x 8
x 2'-0 BEVELED K
EYWAYS
8u1
& | PILES
| ABUT. BRG.
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
6t2
4'-
0
1'-0
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
6t2
8e2
8e1 OR
& 44-
6e4 DI
AGONALS IN
SLAB
FRONT FACE O
F FOOTIN
G & 44-
6e3 HAIR
PINS I
N SLAB
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
03-2016
43 SPA. @
ABOUT 1'-0
• = 44'-9
•; 44-6
t1 BARS
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
3'-0
3" CL.
3" C
L.
TO ABUTMENT AT |
SECTION NORMAL
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
| ROADWAY
TOP SLAB AT1'-1
b SLAB BAR
BAR
a SLAB
4…
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
1'-1
b SLAB BAR
BAR
a SLAB
AT RAIL
TOP SLAB
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
8/23/2016 2:29:31 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-33-14 11x17_pdf.pltcfg
ABUTMENT DETAILS
15° SKEW - TIMBER PILING
| ROADWAY
GUTTER LINEGUTTER LINE
1'-7 1'-7
1'-0
4 EQ.
SPA.
22'-022'-0
70'-0 BRIDGE
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
| ROADWAY
GUTTER LINEGUTTER LINE
1'-7 1'-7
1'-0
22'-022'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
1'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
45'-6†
45'-6†
45'-6†
1'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
45'-6†
140'-0 BRIDGE
150'-0 BRIDGE
PILE PLAN - 15° SKEW WOOD PILING
9 PILE S
PACES @ ABOUT 5
'-1 = 4
5'-6†
2 EQ. S
PA.
1'-0
3 EQ.
SPA.1'-0
BETWEEN PILES
TYP. 5s1
SPACING
45'-6†
10 PIL
E SPACES
@ ABOUT 4'-7 =
45'-6†
1'-0
3 EQ.
SPA.1'-0
BETWEEN PILES
TYP. 5s1
SPACING
45'-6†
11 PILE S
PACES @ ABOUT 4
'-2 =
45'-6†
1'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
2 EQ. S
PA.45'
-6†
12 PIL
E SPACES
@ ABOUT 3'-10
= 45'
-6†
100'-0 BRIDGE
110'-0 & 120'-0 BRIDGES
130'-0 BRIDGE
13 PIL
E SPACES
@ ABOUT 3'-6 =
45'-6†
15 PIL
E SPACES
@ ABOUT 3'-0 =
45'-6†
80'-0 & 90'-0 BRIDGES
16 PIL
E SPACES
@ ABOUT 2'-10
= 45'
-6†
J44-33-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:34 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-34-14 11x17_pdf.pltcfg
50'-9•
21 S
PA. @ 2'-4
= 45'-6; 22-
8u1
BARS
7̂
5
44-6t2 B
ACK FACE
OF FOOTI
NG
43 S
PA. @ ABOUT
1'-2 = 4
9'-7•
1'-2
Œ
1'-61'-6
10
1'-61'-6
10
ABUTMENT DETAILS
30° SKEW - TIMBER PILING
DETAIL "A"
„" RADIUS
5s2
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
PLAN VIEW
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 527
11
70'-0
562
11
80'-0
594
12
90'-0
636
12
100'-0
676
13
110'-0
723
14
120'-0
768
15
130'-0
~`893
17
140'-0
~`946
18
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE J44-34-14
2 @ 6
5s2
5s1
6t2
6t1
9
8r1 OR 8r2
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
6t2
| ROADWAY
& | PILES
| ABUT. BRG.
30°
2 x
8 x
2'-0 B
EVELED KEYWAYS
@ ABOUT
4'-0 C
TRS.
6t1
OR 8e2
8e1
8u1
4'-
0
1'-0
1'-
8Ž
1'-
8Ž
6e3
6t2
6e4
& 44-6
e4 DIA
GONALS I
N SLAB
FRONT FACE
OF FOOTI
NG &
44-6
e3 H
AIRPI
NS IN S
LAB
43 S
PA. @ ABOUT
1'-2 = 5
0'-2; 4
4-6t
1 BARS
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
03-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
1'-1
b SLAB BAR
BAR
a SLAB
AT RAIL
TOP SLAB
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
3'-0
3" CL.
3" C
L.
TO ABUTMENT AT |
SECTION NORMAL
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
| ROADWAY
TOP SLAB AT1'-1
b SLAB BAR
BAR
a SLAB
4…
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8/23/2016 2:29:36 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-35-14 11x17_pdf.pltcfg
ABUTMENT DETAILS
30° SKEW - TIMBER PILING
PILE PLAN - 30° SKEW
WOOD PILING
| ROADWAY GUTTER LINEGUTTER LINE
1'-7 1'-722'-0 22'-0
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
4 EQ.
SPA.
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
3 EQ.
SPA.
50'-9•
10 PIL
E SP
ACES @
ABOUT 5'-1 = 5
0'-9•
50'-9•
11 PIL
E SP
ACES @
ABOUT 4'-7 = 5
0'-9•
90'-0 &
100'-0 BRIDGES
| ROADWAY GUTTER LINEGUTTER LINE
1'-7 1'-7
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
50'-9•
2 EQ.
SPA.
22'-0 22'-0
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
50'-9•
16 PIL
E SP
ACES @
ABOUT 3'-2 = 5
0'-9•
50'-9•
17 PIL
E SP
ACES @
ABOUT 3'-0 = 5
0'-9•
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-050
'-9• 3
EQ.
SPA.
12 PIL
E SP
ACES @
ABOUT 4'-3 = 5
0'-9•
110'-0 BRIDGE
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
50'-9•
2 EQ.
SPA.
13 PIL
E SP
ACES @
ABOUT 3'-1
1 =
50'-9•
120'-0 BRIDGE
14 PIL
E SP
ACES @
ABOUT 3'-8 = 5
0'-9•
130'-0 BRIDGE
150'-0 BRIDGE
140'-0 BRIDGE
| ROADWAY GUTTER LINEGUTTER LINE
1'-7 1'-722'-0 22'-0
2 EQ. S
PA.
80'-0 BRIDGES
70'-0 &
J44-35-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:43 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-36-14 11x17_pdf.pltcfg
62'-2•
9‡
21
SPA.
@ 2'-10 = 59'-6; 22-8u1
BARS
1'-10
‡
1'-61'-6
10
1'-61'-6
10
DETAIL "A"
„" RADIUS
ABUTMENT DETAILS
45° SKEW - TIMBER PILING
5s2
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
PLAN VIEW
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
J44-36-14
| ROADWAY
1'-0
45°
43 SPA.
@
ABO
UT 1'-5 = 60'-9•
5
5s2
6t1
6t2
5s1
2 @ 6
OR 8r2
8r1
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
6t2
& | PILES
| ABUT. BRG.
2 x 8 x 2'-0 BEVELED KEY
WA
YS
@
ABO
UT 4'-0 CTRS.
6t1
8e2
8e1 OR
6e4
8u1
4'-
0
2'-2
2'-
1‹
2'-
1‹
6t26e3
43 SPA.
@
ABO
UT 1'-5 = 60'-9•; 44-6t1
FRO
NT
& 44-6e4 DIA
GO
NALS IN SLAB
FACE OF FO
OTIN
G
& 44-6e3 HAIR
PIN
S IN SLAB
44-6t2 BACK FACE OF FO
OTIN
G
03-2016
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
3'-0
3" CL.
3" C
L.
TO ABUTMENT AT |
SECTION NORMAL
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
| ROADWAY
TOP SLAB AT1'-1
b SLAB BAR
BAR
a SLAB
4…
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
1'-1
b SLAB BAR
BAR
a SLAB
AT RAIL
TOP SLAB
SEE DETAIL "A"
8u1
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
8/23/2016 2:29:45 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-37-14 11x17_pdf.pltcfg
ABUTMENT DETAILS
45° SKEW - TIMBER PILING
1'-3
1'-3
62'-2•
TYP. 5s1
SPACIN
G
SPA.
1'-0
1'-0
1'-3
4 EQ.
TYP. 5s1
SPACIN
G
SPA.
1'-0
1'-0
1'-3
1'-3
3 EQ.
1'-3
TYP. 5s1
SPACIN
G
1'-0
SPA.
4 EQ.
1'-0
1'-7 1'-722'-0 22'-0
| ROADWAY
GUTTER LINEGUTTER LINE
62'-2•
BRIDGES
110'-0
1'-3
1'-3
62'-2•
TYP. 5s1
SPACIN
G
SPA.
1'-0
1'-0
1'-3
3 EQ.
TYP. 5s1
SPACIN
G
1'-0
1'-0
1'-3
1'-3
1'-3
TYP. 5s1
SPACIN
G
1'-0
SPA.
3 EQ.
1'-0
1'-7 1'-722'-0
| ROADWAY
GUTTER LINEGUTTER LINE
62'-2•
62'-2•
120'-0
BRIDGE
130'-0
11 S
PA.
@
ABO
UT 5'-8 = 62'-2•
BET
WEEN PIL
ES
12 SPA.
@
ABO
UT 5'-2 = 62'-2•
BET
WEEN PIL
ES
13 SPA.
@
ABO
UT 4'-9 = 62'-2•
BET
WEEN PIL
ES
BET
WEEN PIL
ES
BET
WEEN PIL
ES
BET
WEEN PIL
ES
14 SPA.
@
ABO
UT 4'-5 = 62'-2•
17 SPA.
@
ABO
UT 3'-8 = 62'-2•
2 EQ. SPA.
PILE PLAN - 45° SKEW
WOOD PILING
62'-2•
22'-0
15 SPA.
@
ABO
UT 4'-2 = 62'-2•
150'-0
140'-0 &
BRIDGES
BRIDGE
BRIDGE
100'-0
90'-0 &
BRIDGES
80'-0
70'-0 &
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 566
12
70'-0
632
13
90'-0
674
13
100'-0
715
14
110'-0
762
15
120'-0
807
16
130'-0
~`933
18
140'-0
~`986
18
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
599
12
80'-0
J44-37-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:46 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-38-14 11x17_pdf.pltcfg
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
BILL OF REINFORCING STEEL - ONE ABUTMENT - 0° SKEW70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
BILL OF REINFORCING STEEL - ONE ABUTMENT - 15° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 30° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 45° SKEW
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
UNITLOCATION
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
ESTIMATED QUANTITIES - ONE ABUT. - 0° SKEW
UNIT
UNIT
QUANTITYUNIT
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
ESTIMATED QUANTITIES - ONE ABUT. - 15° SKEW
ESTIMATED QUANTITIES - ONE ABUT. - 45° SKEW
QUANTITY
QUANTITY
QUANTITY
LOCATION
BRIDGE LENGTH
LOCATION
BRIDGE LENGTH
LOCATION
BRIDGE LENGTH
BENT BAR DETAILS
ESTIMATED QUANTITIES - ONE ABUT. - 30° SKEW
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
D=2•
6
2'-
6
15° SKEW
30° SKEW
45° SKEW
2'-7‚
2'-11•
3'-9
6
2'-6
5s1 & 5s2
5s1
5s2
5s2
5s2
ABUTMENT DETAILS
TIMBER PILING
NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8r1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
SKEW
ANGLE
(TYP.)
8r2
31'-045° SKEW
LOCATIONMARK
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
PREBORE HOLES FT.
PREBORE HOLES FT.
PREBORE HOLES FT.
PREBORE HOLES FT.
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
70'-0
15.1
2323
10
-
80'-0
15.1
2379
11
-
90'-0
15.1
2379
11
-
100'-0
2309
12
-
110'-0
14.9
2354
13
-
120'-0
14.9
2354
13
-
130'-0
14.9
2398
14
-
140'-0
14.8
2316
16
160
150'-0
14.8
2348
17
170
70'-0
-
80'-0
-
90'-0
-
100'-0
-
110'-0
-
120'-0
-
130'-0
-
140'-0
160
150'-0
170
70'-0
11
-
80'-0
11
-
90'-0
12
-
100'-0
12
-
110'-0
13
-
120'-0
14
-
130'-0
15
-
140'-0
17
170
150'-0
18
180
70'-0
12
-
80'-0
12
-
90'-0
13
-
100'-0
13
-
110'-0
14
-
120'-0
15
-
130'-0
16
-
140'-0
18
150'-0
18
180
NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
180
#2
6t2
6t1
5s1
8r2
8r1
30
10
50
50
40
7
7
1'-10
38'-6
5'-7
5'-0
11'-0
23'-4
28'-4
#2
6t2
6t1
5s2
5s1
8r2
8r1
2409 2384 2378
#2
6t2
6t1
5s2
5s1
8r2
8r1
2566 2529 2574 2663 2513
#2
6t2
6t1
5s2
5s1
8r2
8r1
2912 2954 3011 2928
2309 2354 2348
39
64
419
376
459
436
530
33
11
50
50
44
7
7
42
71
419
376
505
436
530
33
11
50
50
44
7
7
42
71
419
376
505
436
530
36
12
50
50
37
7
7
46
77
419
376
425
436
530
39
13
50
50
40
7
7
50
84
419
376
459
436
530
39
13
50
50
40
7
7
50
84
419
376
459
436
530
42
14
50
50
43
7
7
54
90
419
376
493
436
530
48
16
50
50
34
7
7
62
103
419
376
390
436
530
51
17
50
50
36
7
7
65
109
419
376
413
436
530
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
24'-1
29'-2
30
10
50
50
4
45
7
7
39
64
419
376
47
516
450
545
33
11
50
50
4
40
7
7
42
71
419
376
47
459
450
545
33
11
50
50
4
40
7
7
42
71
419
376
47
459
450
545
36
12
50
50
4
44
7
7
46
77
419
376
47
505
450
545
39
13
50
50
4
36
7
7
50
84
419
376
47
413
450
545
39
13
50
50
4
36
7
7
50
84
419
376
47
413
450
545
42
14
50
50
4
39
7
7
54
90
419
376
47
447
450
545
48
16
50
50
4
30
7
7
62
103
419
376
47
344
450
545
51
17
50
50
4
32
7
7
65
109
419
376
47
367
450
545
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
26'-9
31'-9
33
11
50
50
4
50
7
7
42
71
419
376
50
574
500
593
33
11
50
50
4
50
7
7
42
71
419
376
50
574
500
593
36
12
50
50
4
44
7
7
46
77
419
376
50
505
500
593
36
12
50
50
4
44
7
7
46
77
419
376
50
505
500
593
39
13
50
50
4
48
7
7
50
84
419
376
50
551
500
593
42
14
50
50
4
39
7
7
54
90
419
376
50
447
500
593
45
15
50
50
4
42
7
7
58
96
419
376
50
482
500
593
51
17
50
50
4
48
7
7
65
109
419
376
50
551
500
593
54
18
50
50
4
34
7
7
69
116
419
376
50
390
500
593
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
32'-5
37'-6
36
12
50
50
4
55
7
7
46
77
419
376
56
631
606
701
36
12
50
50
4
55
7
7
46
77
419
376
56
631
606
701
39
13
50
50
4
60
7
7
50
84
419
376
56
688
606
701
39
13
50
50
4
60
7
7
50
84
419
376
56
688
606
701
42
14
50
50
4
52
7
7
54
90
419
376
56
597
606
701
45
15
50
50
4
56
7
7
58
96
419
376
56
642
606
701
48
16
50
50
4
60
7
7
62
103
419
376
56
688
606
701
54
18
50
50
4
51
7
7
69
116
419
376
56
585
606
701
54
18
50
50
4
51
7
7
69
116
419
376
56
585
606
701
15.0
2409 2384 2378
11 13 17
2566 2529 2574 2663 2513
2912 2954 3011 2928
2323 2379 2379 2354 2398 2316
2456 2409 2465 2384 2428 2346
2625 2625 2566 2623
2912 2980 2980 2899 2928
2456
10
2409
11 12
2465 2384
13
2428
14 16
2346
2625 2625 2566 2623
2912 2980 2980 2899 2928
6t2
4'-
1
1'-6
D=4•
D=6
D=6
15.7 15.7 15.7 15.6 15.5 15.5 15.5 15.4
17.6 17.6 17.5 17.5 17.4 17.4 17.3 17.2 17.2
21.6 21.6 21.5 21.5 21.5 21.4 21.3 21.2 21.2
15.3
J44-38-14
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:29:49 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-39-14 11x17_pdf.pltcfg
4'-
01'-
61'-
6
21 SPA. @ 2'-0 = 42'-0; 22-8u1 BARS
1'-01'-0
1'-61'-6
10
1'-61'-610
5s1
DETAIL "A"
„" RADIUS
ABUTMENT DETAILS
0° SKEW - STEEL PILING
| ROADWAY
GUTTER LINEGUTTER LINE
1'-7
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
6 EQ. SPA.
6 PILE SPACES @ 7'-4 = 44'-0
22'-0 22'-0 1'-7
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
5
EQ. SPA.
4
EQ. SPA.
PILE PLAN - 0° SKEW
STEEL PILING
8 PILE SPACES @ 5'-6 = 44'-0
7 PILE SPACES @ ABOUT 6'-3 = 44'-0
70'-0, 80'-0, 90'-0, 100'-0,
110'-0, 120'-0 BRIDGES
130'-0 BRIDGE
140'-0 & 150'-0 BRIDGES
PLAN VIEW
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 504
7
70'-0
571
7
90'-0
613
7
100'-0
653
7
110'-0
699
7
120'-0
744
8
130'-0
~`869
9
140'-0
~`922
9
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
539
7
80'-0
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
J44-39-14
2 @ 6
6t1
| ROADWAY
6
5s1 6t2
8r1 OR 8r2
5s1
6t1 6e4
OR 8e2
8e1
2'-0
@ ABOUT 4'-0 CTRS.
6e3
6t2
| ABUT. BRG. & | PILES
& 44-6e4 DIAGONALS IN SLAB
& 44-6e3 HAIRPINS IN SLAB
2 x 8 x 2'-0 BEVELED KEYWAYS
8u1
6t2
44'-01'-7 1'-7
44-6t1 F.F. & 44-6t2 B.F. OF FOOTING
43 SPA. @ 1'-0 = 43'-0
03-2016
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
1•" C
L.
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
BAR
a SLAB
b SLAB BAR
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
6e36t1
8r
8r
8e
1'-
13'-
0
3'-0
4…
4…
8r
BA
RS
1'-
3
6t2
6e4
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" CL.
3" C
L.
6c 5d
1•" C
L.
2•" C
L.
5s
1'-1
BAR
a SLAB
b SLAB BAR
AT RAIL
TOP SLAB
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8/23/2016 2:29:52 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-40-14 11x17_pdf.pltcfg
21 SPA. @
2'-1
= 43'-
9; 22-8
u1 BARS
5
45'-6†
44-6t2
BACK FACE O
F FOOTIN
G
43 SPA. @
ABOUT 1'-0
• = 44'-9
•
9„
1'-0Œ
1'-61'-6
10
1'-61'-6
10
ABUTMENT DETAILS
15° SKEW - STEEL PILING
| ROADWAY
GUTTER LINEGUTTER LINE
1'-7 1'-722'-0 22'-0
45'-6†
PILE PLAN - 15° SKEW
STEEL PILING
DETAIL "A"
„" RADIUS
5s2BETWEEN PILES
TYP. 5s1
SPACING
1'-06 E
Q. SPA.
1'-0
6 PILE S
PACES @ ABOUT 7
'-7 =
45'-6†
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
4 EQ.
SPA.
140'-0 & 150'-0 BRIDGES
70'-0, 80'-0, 90'-0, 100'-0,
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
7 PILE S
PACES @ ABOUT 6
'-6 =
45'-6†
45'-6†
5 EQ.
SPA.
45'-6†
8 PILE S
PACES @ ABOUT 5
'-8 =
45'-6†
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
4'-
0
PLAN VIEW
& 110'-0 BRIDGES
120'-0 & 130'-0 BRIDGES
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 509
7
70'-0
577
7
90'-0
618
7
100'-0
658
7
110'-0
705
8
120'-0
749
8
130'-0
~`875
9
140'-0
~`927
9
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
544
7
80'-0
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
J44-40-14
| ROADWAY15°
7
2 @ 6
5s2
5s1
6t1
6t2
6e3
8r1 OR 8r26e4
2 x 8
x 2'-0 BEVELED K
EYWAYS
8u1
& | PILES
| ABUT. BRG.
6t21'-0
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
8e2
8e1 OR
& 44-
6e4 DI
AGONALS IN
SLAB
FRONT FACE O
F FOOTIN
G & 44-
6e3 HAIR
PINS I
N SLAB
43 SPA. @
ABOUT 1'-0
• = 44'-9
•; 44-6
t1 BARS
4'-
0
6t2
IN SLAB
DIAGONALS
& 6e4
6e3 HAIRPINS
6t1,
03-2016
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
6e36t1
8r
8r
8e
1'-
13'-
0
3'-0
4…
4…
8r
BA
RS
1'-
3
6t2
6e4
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" CL.
3" C
L.
6c 5d
1•" C
L.
2•" C
L.
5s
1'-1
BAR
a SLAB
b SLAB BAR
AT RAIL
TOP SLAB
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
1•" C
L.
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
BAR
a SLAB
b SLAB BAR
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
8/23/2016 2:29:55 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-41-14 11x17_pdf.pltcfg
50'-9•
21 S
PA. @ 2'-4
= 45'-6; 22-
8u1
BARS
7̂
5
44-6t2 B
ACK FACE
OF FOOTI
NG
43 S
PA. @ ABOUT
1'-2 = 4
9'-7•
1'-2
Œ
1'-61'-6
10
1'-61'-6
10
ABUTMENT DETAILS
30° SKEW - STEEL PILING
DETAIL "A"
„" RADIUS
1'-0
1'-0
BETWEEN PI
LES
6 EQ. S
PA.
TYP 5s
1 SP
ACING
| ROADWAY
1'-7 1'-7
GUTTER LINEGUTTER LINE
22'-0 22'-0
PILE PLAN - 30° SKEWSTEEL PILING
1'-0
BETWEEN PI
LES
TYP 5s
1 SP
ACING
5 EQ. S
PA.
1'-0
5s2
7 PI
LE SP
ACES @
ABOUT 7'-3 = 5
0'-9•
8 PI
LE SP
ACES @
ABOUT 6'-4 = 5
0'-9•
70'-0, 80'-0, 90'-0,
140'-0 BRIDGE
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
PLAN VIEW
100'-0, 110'-0, 120'-0
& 130'-0 BRIDGES
9 PI
LE SP
ACES @
ABOUT 5'-8 = 5
0'-9•
1'-0
1'-0
4 EQ. S
PA.
TYP 5s
1 SP
ACING
BETWEEN PI
LES
150'-0 BRIDGE
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 527
8
70'-0
594
8
90'-0
636
8
100'-0
676
8
110'-0
723
8
120'-0
768
8
130'-0
~`893
9
140'-0
~`946
10
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
562
8
80'-0
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
J44-41-14
2 @ 6
5s2
5s1
6t2
6t1
9
8r1 OR 8r2
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
6t2
| ROADWAY
& | PILES
| ABUT. BRG.
30°
& 44-6
e4 DIA
GONALS I
N SLAB
FRONT FACE
OF FOOTI
NG &
44-6
e3 H
AIRPI
NS IN S
LAB
43 S
PA. @ ABOUT
1'-2 = 5
0'-2; 4
4-6t
1 BARS
2 x
8 x
2'-0 B
EVELED KEYWAYS
@ ABOUT
4'-0 C
TRS.
6t1
OR 8e2
8e1
8u1
6e3
6e4
4'-
0
1'-0
1'-
8Ž
1'-
8Ž
6t2
03-2016
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
1•" C
L.
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
BAR
a SLAB
b SLAB BAR
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
6e36t1
8r
8r
8e
1'-
13'-
0
3'-0
4…
4…
8r
BA
RS
1'-
3
6t2
6e4
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" CL.
3" C
L.
6c 5d
1•" C
L.
2•" C
L.
5s
1'-1
BAR
a SLAB
b SLAB BAR
AT RAIL
TOP SLAB
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
8/23/2016 2:29:57 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-42-14 11x17_pdf.pltcfg
62'-2•
9‡
21
SPA.
@ 2'-10 = 59'-6; 22-8u1
BARS
1'-10
‡
1'-61'-6
10
1'-61'-6
10
ABUTMENT DETAILS
45° SKEW - STEEL PILING
DETAIL "A"
„" RADIUS
5s2
NOTE: THE BOTTOM OF FOOTING IS TO
BE SLOPED TO COMPENSATE FOR GRADE
ON THIS SKEWED ABUTMENT. THEREFORE
BOTTOM OF FOOTING ELEVATIONS WILL
BE REQUIRED AT EACH EXTERIOR PILE.
PLAN VIEW
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
J44-42-14
| ROADWAY
1'-0
45°
43 SPA.
@
ABO
UT 1'-5 = 60'-9•
5
5s2
6t1
6t2
5s1
2 @ 6
OR 8r2
8r1
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1,
6t2
& | PILES
| ABUT. BRG.
2 x 8 x 2'-0 BEVELED KEY
WA
YS
@
ABO
UT 4'-0 CTRS.
6t1
8e2
8e1 OR
6e4
8u1
6t26e3
43 SPA.
@
ABO
UT 1'-5 = 60'-9•; 44-6t1
FRO
NT
& 44-6e4 DIA
GO
NALS IN SLAB
FACE OF FO
OTIN
G
& 44-6e3 HAIR
PIN
S IN SLAB
44-6t2 BACK FACE OF FO
OTIN
G
4'-
0
2'-2
2'-
1‹
2'-
1‹
03-2016
RE
VIS
ED 03-2016 -
RE
VISI
ON
FO
R
AD
DITI
ON
OF
PA
VI
NG
NO
TC
H
BA
R 8u1.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
6e36t1
8r
8r
8e
1'-
13'-
0
3'-0
4…
4…
8r
BA
RS
1'-
3
6t2
6e4
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" CL.
3" C
L.
6c 5d
1•" C
L.
2•" C
L.
5s
1'-1
BAR
a SLAB
b SLAB BAR
AT RAIL
TOP SLAB
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
8e
1'-
1
8r
3'-
0
6t2
AT |
2'-
0
TY
P.
TO ABUTMENT AT |
SECTION NORMAL
3'-0
3" CL.
3" C
L.
5d 6c
6e3
6e4
1•" C
L.
2•" C
L.
| ROADWAY
TOP SLAB AT1'-1
BAR
a SLAB
b SLAB BAR
8u1
SEE DETAIL "A"
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L ‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
44'-0 ROADWAY
BOTTOM OF SLAB
22'-022'-0
| ROADWAY
REAR ELEVATION
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
8r1 OR 8r2
JOINT
CONSTRUCTION
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
4'-
9
11̂
BA
RRIE
R
RAIL
10•
OP
EN
RAIL
8/23/2016 2:29:59 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-43-14 11x17_pdf.pltcfg
ABUTMENT DETAILS
45° SKEW - STEEL PILING
PILE PLAN - 45° SKEW
STEEL PILING
1'-3
1'-3
62'-2•
1'-3
1'-3
1'-7 1'-722'-0 22'-0
| ROADWAY
GUTTER LINEGUTTER LINE
1'-0
TYP. 5s1
SPACIN
G
1'-0
1'-0
1'-0
62'-2•
TYP. 5s1
SPACIN
G
6 EQ. SPA.
140'-0 &
150'-0
BRIDGES
5 EQ. SPA.
BET
WEEN PIL
ES
BET
WEEN PIL
ES
8 SPA.
@
ABO
UT 7'-9 = 62'-2•
9 SPA.
@
ABO
UT 6'-11 = 62'-2•
NOTE:
ALL PILES ARE TO BE ORIENTED WITH WEBS PERPENDICULAR
TO THE | OF THE ROADWAY AS SHOWN.
& 130'-0 BRIDGES
110'-0, 120'-0,
90'-0, 100'-0,
70'-0, 80'-0,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 565
9
70'-0
632
9
90'-0
674
9
100'-0
715
9
110'-0
762
9
120'-0
807
9
130'-0
~`933
10
140'-0
~`986
10
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
599
9
80'-0
J44-43-14
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:00 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-44-14 11x17_pdf.pltcfg
ABUTMENT DETAILS
STEEL PILING
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6
2'-
6
15° SKEW
30° SKEW
45° SKEW
2'-7‚
2'-11•
3'-9
6
2'-6
5s1 & 5s2
5s1
5s2
5s2
5s2
1'-5
26'-11
27'-9
30'-4
0° SKEW
15° SKEW
30° SKEW
8r1
36'-1 45° SKEW
1'-5
21'-11
22'-8
25'-4
0° SKEW
15° SKEW
30° SKEW
8r2
31'-045° SKEW
SKEW
ANGLE
(`TYP.`)
SKEW
ANGLE
(`TYP.`)
NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
BILL OF REINFORCING STEEL - ONE ABUTMENT - 0° SKEW70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
BILL OF REINFORCING STEEL - ONE ABUTMENT - 15° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 30° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 45° SKEW
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK
LOCATIONMARK
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
REINFORCING STEEL EPOXY COATED - TOTAL (LBS.)
2361 2361 2371 2359 2359
#2
6t2
6t1
5s1
8r2
8r1
21
7
50
50
46
7
7
1'-10
38'-6
5'-7
5'-0
11'-0
23'-4
28'-4
27
45
419
376
528
436
530
2361
21
7
50
50
46
7
7
27
45
419
376
528
436
530
21
7
50
50
46
7
7
27
45
419
376
528
436
530
21
7
50
50
46
7
7
27
45
419
376
528
436
530
21
7
50
50
46
7
7
27
45
419
376
528
436
530
21
7
50
50
46
7
7
27
45
419
376
528
436
530
24
8
50
50
46
7
7
31
51
419
376
528
436
530
37
9
50
50
44
7
7
35
58
419
376
505
436
530
27
9
50
50
44
7
7
35
58
419
376
505
436
530
2361 2361 2361
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
24'-1
29'-2
#2
6t2
6t1
5s2
5s1
8r2
8r1
21
7
50
50
4
42
7
7
27
45
419
376
47
482
450
545
2391
21
7
50
50
4
42
7
7
21
7
50
50
4
42
7
7
21
7
50
50
4
42
7
7
21
7
50
50
4
42
7
7
24
8
50
50
4
42
7
7
24
8
50
50
4
42
7
7
27
9
50
50
4
40
7
7
27
9
50
50
4
40
7
7
#2
6t2
6t1
5s2
5s1
8r2
8r1
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
26'-9
31'-9
24
8
50
50
4
49
7
7
31
51
419
376
50
562
500
593
2582
24
8
50
50
4
49
7
7
24
8
50
50
4
49
7
7
24
8
50
50
4
49
7
7
24
8
50
50
4
49
7
7
24
8
50
50
4
49
7
7
24
8
50
50
4
49
7
7
27
9
50
50
4
48
7
7
30
10
50
50
4
45
7
7
#2
6t2
6t1
5s2
5s1
8r2
8r1
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
32'-5
37'-6
27
9
50
50
4
56
7
7
35
58
419
376
56
642
606
701
2893
27
9
50
50
4
56
7
7
27
9
50
50
4
56
7
7
27
9
50
50
4
56
7
7
27
9
50
50
4
56
7
7
27
9
50
50
4
56
7
7
27
9
50
50
4
56
7
7
30
10
50
50
4
54
7
7
BRIDGE LENGTH
UNITLOCATION
ESTIMATED QUANTITIES - ONE ABUT. - 0° SKEW
UNIT
UNIT
QUANTITYUNIT
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
NO.
C.Y.
LBS.
ESTIMATED QUANTITIES - ONE ABUT. - 15° SKEW
ESTIMATED QUANTITIES - ONE ABUT. - 45° SKEW
QUANTITY
QUANTITY
QUANTITY
LOCATION
BRIDGE LENGTH
LOCATION
BRIDGE LENGTH
LOCATION
BRIDGE LENGTH
ESTIMATED QUANTITIES - ONE ABUT. - 30° SKEW
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
STRUCTURAL CONCRETE ( BRIDGE`)
PREBORE HOLES FT.
PREBORE HOLES FT.
PREBORE HOLES FT.
PREBORE HOLES FT.
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
70'-0
15.7
2361
7
-
80'-0
15.7
2361
7
-
90'-0
15.7
2361
7
-
100'-0
15.7
2361
7
-
110'-0
15.7
2361
7
-
120'-0
15.7
2361
7
-
130'-0
15.7
2371
8
-
140'-0
15.7
2359
9
150'-0
15.7
2359
9
70'-0
16.3
2391
7
-
80'-0
16.3
2391
7
-
90'-0
16.3
2391
7
-
100'-0
16.3
2391
7
-
110'-0
16.3
2391
7
-
120'-0
16.3
2401
8
-
130'-0
16.3
2401
8
-
140'-0
16.3
2389
9
150'-0
16.3
2389
9
70'-0
18.2
2582
8
-
80'-0
18.2
2582
8
-
90'-0
18.2
2582
8
-
100'-0
18.2
2582
8
-
110'-0
18.2
2582
8
-
120'-0
18.2
2582
8
-
130'-0
18.2
2582
8
-
140'-0
18.2
2582
9
150'-0
18.2
2557
10
100
70'-0
22.3
2893
9
-
80'-0
22.3
2893
9
-
90'-0
22.3
2893
9
-
100'-0
22.3
2893
9
-
110'-0
22.3
2893
9
-
120'-0
22.3
2893
9
-
130'-0
22.3
2893
9
-
140'-0
22.3
2881
10
150'-0
22.3
2881
10
100100
27
45
419
376
47
482
450
545
27
45
419
376
47
482
450
545
27
45
419
376
47
482
450
545
27
45
419
376
47
482
450
545
31
51
419
376
47
482
450
545
31
51
419
376
47
482
450
545
35
58
419
376
47
459
450
545
35
58
419
376
47
459
450
545
2391 2391 2391 2391 2401 2401 2389 2389
31
51
419
376
50
562
500
593
31
51
419
376
50
562
500
593
31
51
419
376
50
562
500
593
31
51
419
376
50
562
500
593
31
51
419
376
50
562
500
593
31
51
419
376
50
562
500
593
35
58
419
376
50
551
500
593
39
64
419
376
50
516
500
593
2582 2582 2582 2582 2582 2582 2582 2557
35
58
419
376
56
642
606
701
35
58
419
376
56
642
606
701
35
58
419
376
56
642
606
701
35
58
419
376
56
642
606
701
35
58
419
376
56
642
606
701
35
58
419
376
56
642
606
701
39
64
419
376
56
620
606
701
30
10
50
50
4
54
7
7
39
64
419
376
56
620
606
701
2893 2893 2893 2893 2893 2893 2881 2881
STEEL PILING HP 10x42
STEEL PILING HP 10x42
STEEL PILING HP 10x42
STEEL PILING HP 10x42
90 90
90 90
90
6t2
4'-
1
1'-6
D=4•
D=6
D=6
J44-44-14
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
SPIRAL SPACERS, L ‡x‡x„x 0.70
PILE SPIRAL
FOOTING TO SLAB BARS
FOOTING TO SLAB BARS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:02 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-45-14 11x17_pdf.pltcfg
BARRIER RAIL DETAILS
PART ELEVATION VIEW
JOINT SEALER ON
TOP AND SIDES
‚" MIN.
(TYPICAL)
BOND
BREAKING
COATING
HATCHED AREA
INDICATES AREA
OF BOND BREAKING
COATING.
PART PLAN VIEW
BARRIER RAIL JOINT DETAILS
*
ROADWAY WIDTH
5g2
POI
NT
S
OF
IN
TE
RS
EC
TI
ON
*
*
5g1
5f1
4
EQ
UA
L S
PA. - 5f
1 S
PA
CI
NG
1'-7
2
2'-
9†
3
3
2•
…
TY
P.
5
5
7
9•
10
2'-
0
R=10"
R=1•"3
3
1"
2'-
10
PART SECTION A-A
DENOTES THE MAXIMUM
VALUE FOR THIS DIMENSION.
THIS DIMENSION MAY VARY
DUE TO CONSTRUCTION
INACCURACIES.
ƒ"
70'-0BRIDGE LENGTH
0° 15° 30° 45°
80'-0 90'-0 100'-0 110'-0
E
C
DI
ME
NSI
ON
OR
NU
MB
ER
SKEW
TABLE OF BARRIER RAIL DIMENSIONS AND NUMBERS
120'-0 130'-0 140'-0 150'-0
A (FT.-IN.)
B (FT.-IN.)
D (FT.-IN.)
F (IN.)
81'-0
67'-0
66
66'-0
67
6
0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45°
81'-5•
67'-5•
66
66'-0
67
8ƒ
82'-3
68'-3
67
67'-0
68
7•
91'-0
77'-0
76
76'-0
77
6
92'-3
78'-3
77
77'-0
78
7•
101'-0
87'-0
86
86'-0
87
6
102'-3
88'-3
87
87'-0
88
7•
121'-0
107'-0
106
106'-0
107
6
121'-1‚
107'-1‚
106
106'-0
107
6†
122'-3
108'-3
107
107'-0
108
7•
131'-0
117'-0
116
116'-0
117
6
132'-3
118'-3
117
117'-0
118
7•
141'-0
127'-0
126
126'-0
127
6
142'-3
128'-3
127
127'-0
128
7•
151'-0
137'-0
136
136'-0
137
6
151'-5•
137'-5•
136
136'-0
137
8ƒ
152'-3
138'-3
137
137'-0
138
7•
161'-0
147'-0
146
146'-0
147
6
161'-5•
147'-5•
146
146'-0
147
8ƒ
162'-3
148'-3
147
147'-0
148
7•
91'-1‚
77'-1‚
76
76'-0
77
6†
91'-5•
77'-5•
76
76'-0
77
8ƒ
101'-1‚
87'-1‚
86
86'-0
87
6†
101'-5•
87'-5•
86
86'-0
87
8ƒ
111'-0
97'-0
96
96'-0
97
6
111'-1‚
97'-1‚
96
96'-0
97
6†
111'-5•
97'-5•
96
96'-0
97
8ƒ
112'-3
98'-3
97
97'-0
98
7•
131'-5•
117'-5•
116
116'-0
117
8ƒ
151'-1‚
137'-1‚
136
136'-0
137
6†
161'-1‚
147'-1‚
146
146'-0
147
6†
81'-1‚
67'-1‚
66
66'-0
67
6†
121'-5•
107'-5•
106
106'-0
107
8ƒ
131'-1‚
117'-1‚
116
116'-0
117
6†
141'-1‚
127'-1‚
126
126'-0
127
6†
141'-5•
127'-5•
126
126'-0
127
8ƒ
MIN. LAP MAX. 6
7'-0 END SECTION
5f1 5g1
5g2
ELEVATION OF BARRIER RAIL
2'-2
TYPICAL PERMISSIBLE
CONSTRUCTION JOINTCONSTRUCTION
JOINT
CONSTRUCTION
JOINTLINES OF
INTERSECTION
SEE BARRIER RAIL
END SECTION DETAILS
SEE BARRIER RAIL
END SECTION DETAILS
7'-0 END SECTION
F
"B" STANDARD BARRIER RAIL SECTION
F"C" SPACES AT 1'-0 = "D" ; "E" - 5g1 & 5g2
BARRIER RAIL NOTES:
"A" END TO END OF BARRIER RAIL (`BID LENGTH`)
J44-45-14
A
A
MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR
REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.
THE PERMISSIBLE CONSTRUCTION JOINTS ARE TO BE PLACED
BETWEEN VERTICAL BARS AT A MINIMUM SPACING OF 20 FEET.
CONSTRUCTION JOINT CONTACT SURFACES ARE TO BE COATED
WITH AN APPROVED BOND BREAKER.
COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE
CONSIDERED INCIDENTAL TO OTHER CONSTRUCTION.
THE CONCRETE BARRIER RAIL IS TO BE BID ON A LINEAL FOOT
BASIS. THE NUMBER OF LINEAL FEET OF BARRIER RAIL INSTALLED
WILL BE PAID FOR AT THE CONTRACT PRICE PER LINEAL FOOT BASED
ON PLAN QUANTITIES. PRICE BID FOR "CONCRETE BARRIER RAILING"
SHALL BE FULL COMPENSATION FOR FURNISHING ALL MATERIAL,
EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT AND
LABOR REQUIRED TO ERECT THE RAIL IN ACCORDANCE WITH THESE
PLANS AND CURRENT SPECIFICATIONS.
ALL BARRIER RAIL REINFORCING STEEL IS TO BE INCLUDED WITH
THE SUPERSTRUCTURE REINFORCING STEEL.
TOP OF THE BARRIER RAIL IS TO BE PARALLEL TO THE
THEORETICAL | GRADE.
CONCRETE BARRIER RAILS PLACED USING THE SLIPFORM METHOD
WILL REQUIRE THE USE OF A CLASS BR CONCRETE IN ACCORDANCE
CAST-IN-PLACE BARRIER RAILS SHALL USE CLASS C MIX. CLASS D
CONCRETE IS NOT PERMITTED FOR CONCRETE BARRIER RAILS
(CAST-IN-PLACE OR SLIPFORMED METHOD).
WITH ARTICLE 2513.03, A, 2, OF THE STANDARD SPECIFICATION.
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
COST OF THE RAILING.
WORK TO DO THE INSTALLATION IS CONSIDERED INCIDENTAL TO THE
JUNCTION BOXES AND FITTINGS INCLUDING LABOR AND ANY ADDITIONAL
IF CONDUIT IS REQUIRED IN THIS PLAN THE RIGID STEEL CONDUIT,
IS REQUIRED.
SEALER MARKETED FOR OUTDOOR USE. NO TESTING OR CERTIFICATION
THE JOINT SEALER SHALL BE LIGHT GRAY NONSAG LATEX CAULKING
CROSS SECTIONAL AREA OF THE STANDARD SECTION OF THE BARRIER
RAIL = 2.84 SQUARE FEET.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:04 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-46-14 11x17_pdf.pltcfg
BARRIER RAIL DETAILS J44-46-14
SECTION BAR LOCATION SHAPE NO. LENGTH WEIGHT
VERTICAL
LONGITUDINAL
5g1
5f1
(INCLUDE WITH SUPERSTRUCTURE REINFORCING)
5'-11
NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0BRIDGE LENGTH
NO. LENGTH WEIGHT
150'-0
SE
CTI
ON
ST
AN
DA
RD
36 35'-1
5'-11 963
54
5'-11
54
5'-11
54
5'-11
54
5'-11
72
5'-11
72
5'-11
72
5'-11
72
TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.)
156
27'-5
176
30'-9
196
34'-1
216
37'-5
236
31'-2
256 276
36'-2
296
38'-8
136
33'-8
839
REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
EPOXY REINFORCING STEEL-TWO BARRIER RAILS
1827
2904
1703
2716
1580
2528
1456
2340
1333
2107
1210
1920
1086
173215441317
SECTION BAR LOCATION SHAPE NO. LENGTH WEIGHT
VERTICAL5g2
(INCLUDE WITH SUPERSTRUCTURE REINFORCING)
NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0BRIDGE LENGTH
NO. LENGTH WEIGHT
150'-0
SE
CTI
ON
ST
AN
DA
RD
136 7'-9 8'-2
TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.)
156 176 7'-1 196 7'-4 216 7'-6 236 256 276 296 8'-56'-10 6'-11 7'-11969
REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
25982351211419081690149913001125
STAINLESS STEEL REINFORCING STEEL-TWO BARRIER RAILS
END SECTION
CONCRETE BARRIER RAIL QUANTITIES
CONCRETE PLACEMENT SUMMARY
UNIT
L.F.CONCRETE BARRIER RAILING
BRIDGE LENGTH
0° SKEW
L.F.CONCRETE BARRIER RAILING
L.F.CONCRETE BARRIER RAILING
L.F.CONCRETE BARRIER RAILING
15° SKEW
30° SKEW
45° SKEW
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0
STANDARD SECTION *
BRIDGE LENGTH 70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0
150'-0
150'-0
14.4
2.6
17.0
16.5
2.6
19.1
18.6
2.6
21.2
20.7
2.6
23.3
22.8
2.6
25.4
24.9
2.6
27.5
27.0
2.6
29.6
29.1
2.6
31.7
31.2
2.6
33.8
162.0
162.2
162.9
182.0
182.2
182.9
202.0
202.2
202.9
222.0
222.2
222.9
242.0
242.2
242.9
262.0
262.2
262.9
282.0
282.2
282.9
302.0
302.2
302.9
322.0
322.2
322.9
LENGTH"a"
6'-11
BRIDGE
70'
80'
90'
100'
110'
120'
130'
6'-10
7'-11
1'-2
1'-2ƒ
1'-3ƒ
1'-5
1'-6
1'-7•
1'-8ƒ5g1
5g2
1'-0
D=4ƒ
D=3ƒ
D=3ƒ
8‚ 1…
2'-
7
2'-
4
2'-
0ƒ
6‚
5Š
7
5•
5• 3ƒ
5‚
7‚
77‚
6‹
8‰
5g2 BARS
BENT BAR DETAILS"a""a" + 1'-
3
1'-
10„
"D"= PIN DIAMETER.
NOTE: ALL DIMENSIONS ARE OUT TO OUT.
7'-1
7'-4
7'-6
7'-9
140'
150'
8'-2
8'-51'-11•
1'-10
164.5 184.5 204.5 224.5 244.5 264.5 284.5 304.5 324.5
2 x B @ 0.1052 CU. YDS. PER FT.
4 @ 0.65 CU. YDS.
TOTAL (CU. YDS.)
4 END SECTIONS @ 266 LBS.
4 END SECTIONS @ 192 LBS.
106410641064106410641064106410641064
768768768768768768768768768
3220
1737
3571 3882 4194 4504 4860
1893 2068 2267 2458 2676 2882 3119 3366
5172 5483 5795
09-14
BASED ON 45° SKEW BID LENGTHS.
CONCRETE QUANTITIES SHOWN ARE
* SEE J44-45-14 FOR DIMENSION "B".
RE
VIS
ED 09-14 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E J44-45-14 S
TA
ND
AR
D
FO
R
DI
ME
NSI
ON "B" I
NS
TE
AD
OF J44-45-06
ST
AN
DA
RD.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:05 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-47-14 11x17_pdf.pltcfg
BARRIER RAIL END SECTION J44-47-14
BENT BAR DETAILS
D=4•
6
D=4•
D=3ƒ
7
"X"
5c5-5c10
D = PIN DIAMETER.
NOTE: ALL DIMENSIONS ARE OUT TO OUT.
4
D=4•
2'-
6
10ƒ
11
2
4
D=3ƒ
4t1
5†
3•
3‰
6•
BAR "X"
5c6
5c7
5c8
5c9
5c10
5c5
0'-10‚
1'-0‚
6d2
5'-10 0'-8•
1'-4
1'-2
0'-6•
0'-
11
&1̀'-
2•
8†
&1̀'-
0„
2'-
2
1'-3ˆ
1'-9
‰
2
EA.
2
EA.
6
D=4•
3'-
9
6c1 6c4
D=4•
6c2 6c3
2'-
6
3'-
9
4
BAR LOCATION SHAPE NO. LENGTH
6c1
6d1
6d2
CONCRETE PLACEMENT SUMMARY SECTION TOTAL
EPOXY COATED REINF. STEEL - ONE END SECT.
5d3
6c2
0.65 CU. YD.BARRIER RAIL ONE END SECTION
4t1 VARIES
6'-8
12
4
6
8
1
4 5
WEIGHT
17
81
4
2'-10
5'-6 99
6'-9
60
3'-9
BAR LOCATION SHAPE NO. LENGTH
VARIES 5c5-10
6c3 4
6 23
WEIGHT
25
6c4 12 8'-0
4'-1
144
STAINLESS STEEL REINF. STEEL - ONE END SECT.
266
192
EPOXY REINF. TOTAL WEIGHT (LBS.)
STAINLESS STEEL TOTAL WEIGHT (LBS.)
RAIL, VERTICAL
RAIL, VERTICAL
RAIL, HORIZONTAL
RAIL, HORIZONTAL
RAIL, HORIZONTAL
RAIL, ABUTMENT WING TIE BARS
RAIL, VERTICAL
RAIL, VERTICAL
RAIL, VERTICAL
2'-
10
4'-02'-01'-03
72'-
0
81'-8
1'-
10
3Ž
3Ž
7†
7†
5 TO 7
SLOPE
VERTICAL
7'-0 END SECTION
2'-
10
PART PLAN VIEW
1'-
7
1'-
7
2•
5
2'-01'-0 4'-0
1•
82
7•
PART ELEVATION VIEW
PART VIEW F-F
7'-0 END SECTION
PART VIEW E-E
GUTTER LINE
| 1"½ HOLES
| 1"½ HOLES
WING
TOP OF
STANDARD RAIL
JOINT
CONSTRUCTION
INTERSECTION
LINES OF
SECTION D-D.
SECTION B-B, SECTION C-C AND
CORNERS FOR VIEW A-A,
USED WHEN CONSTRUCTING THE
ARE TYPICAL AND SHALL BE
THE 10" RADIUS AND 1•" RADIUS
NOTE:
RAIL IS ROUGHENED CONCRETE.
TOP OF WING AND BARRIER
CONSTRUCTION JOINT BETWEEN
NOTE:
10
2'-
9†
2'-
10
2'-
07
3
VIEW A-A SECTION B-B SECTION D-D
2• 58
10
2
1'-
11
MI
N.
…
10
2'-
9†
2'-
10
2'-
07
3
SECTION C-C
2• 5
1'-
11
MI
N.
…
6c26c1
6c3 6c4
6c1
5d3
5c5-10
6c4
6c4 5c5-10
6c1
5d3
R=10"
R=1•"
6d1 6d2
1•
10 7•
1•
2
6d2
6d2
| 1"½ HOLES
10
10
4t1(TYP.)
JOINT
CONSTR.
POI
NT
S
OF I
NT
ER
SE
CTI
ON
POI
NT
S
OF I
NT
ER
SE
CTI
ON
3
7'-0 END SECTION
7'-0 END SECTION
2'-
10
81'-8
6c1
5c5-10
4t1
4t1
6c4
6c2
6c3
6 @ 5‚= 2'-7• 5 @ 6 = 2'-6
3 @ 6=1'-6
1'-0• 1'-5•
1"½
HOLES
6d2
6d1
5d3
5c5-5c10
SPACING
6d
3‡
3‡
1'-
6
LEVEL OF 6d2 IN WING FOOTING.
4t1 PLACEMENT- 2 BARS EACH
NOTE:
3Ž
3Ž
2'-
3
MI
N. (T
YP)
6d2
1'-
62'-
3
MI
N.
29•
| 1"½ HOLES 6d2
6d1
JOINT
CONSTRUCTION
6d16d2
2'-
3
MI
N. (T
YP)
WI
NG
AB
UT.
3Ž
3Ž
8 8
4•
3‡2 @ 7•
2 @ 7•
= 1'-3
= 1'-3
2…
3•
2…
3•
8‚
8‚
WING
ABUT.
TOP OF
VERTICALLY
2• TO 24
OF WALL
SLOPE FACE
ABUTMENT SHEET.
ARE SHOWN ON THE WING
DETAILS FOR PLACEMENT
ABUTMENT WING. THE
BE PLACED WITH THE
6d2 AND 4t1 BARS ARE TO
THE 6c4, 6c3, 5c5-10, 2`-
NOTE:
SHEET FOR PLACEMENT.
STEEL. SEE WING ABUTMENT
ABUTMENT WING REINFORCING
TOP OF WING ARE THE
DASHED LINES BELOW THE
NOTE:
BE INCLUDED IN PRICE BID FOR CONCRETE BARRIER RAILING.
PROVIDE 5 HOLES FORMED WITH 1"½ PVC PIPE. COST TO
F
A
A B
B
C
C D
D
F
E E
RE
VIS
ED 03-2016 -
RE
FE
RE
NC
E
TO "1"½
PV
C
PIP
E"
WA
S
CH
AN
GE
D
FR
OM "1"½
PL
AS
TIC
CO
ND
UIT".
RE
VIS
ED 09-2016 -
RE
MO
VE
D "N
OT
E:
REI
NF
OR
CI
NG
ST
EE
L
QU
AN
TITIE
S
AR
E I
NC
LU
DE
D
ON
TH
E
SU
MM
AR
Y
QU
AN
TITIE
S
SH
EE
T."
09-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:07 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-48-14 11x17_pdf.pltcfg
82
1•
3
3‡
2'-4Ž1'-7‰2'-01'-0
1'-
3
1'-
02
2
3 4•1'-3
3'-04'-0
7'-0 END SECTION
1'-1
24-6c1, 5-4c4, 4-4c5
2'-
3
MI
N. (̀
TY
P.̀)
1"
= 1'-6
3`@`6
= 1'-3
2`@`7•
OPEN RAIL DETAILS
(`TL-4`)
JOINT
ROUGHENED6j1
PART SECTION D-D
1"
2
21'-0
4j3
1'-3
1• CLR.
6h1
(`TYP.`)
END SECTION END SECTION
1'-6 1'-0
4j2 TIES
4j3 TIES
EQ. SPA. @ 6"(`}`)
(`TYP. BETWEEN POSTS`)
6j1 (`TYP.`)
7'-0 7'-0
RAIL PANEL (`TYP.`)
2-4j3 TIES EACH END OF
3 4•
4t1
2'-
10
1'-
107
†7†
1'-88
3Ž
3Ž
1'-0
| 1"½ HOLES
2
2'-
8
1'-0
C
C
6d2
3 SPA. @ 3
1'-64j3 TIES
| END POST
| END POST
PART PLAN VIEW
ƒ"
PART ELEVATION VIEW
COATING
BREAKING
BOND
| INTERIOR POST (`TYP.`)
6h1 (`TYP.`)
4j4 (`END POST`)
4j2 (`INTERIOR POST`)
45° SKEW = 2'-2
30° SKEW = 2'-0
CONST. JT.
CONST. JT.
"A" = END TO END OPEN RAIL (`BID LENGTH`)
"B" = END TO END OF SLAB OPEN RAIL SECTION
TOP AND SIDES
JOINT SEALER ON
MIN. SPLICE
3'-6
81'-0
67'-0
81'-5•
67'-5•
82'-3
68'-3
91'-0
77'-0
92'-3
78'-3
101'-0
87'-0
102'-3
88'-3
121'-0
107'-0
121'-1‚
107'-1‚
122'-3
108'-3
131'-0
117'-0
132'-3
118'-3
141'-0
127'-0
142'-3
128'-3
151'-0
137'-0
151'-5•
137'-5•
152'-3
138'-3
161'-0
147'-0
161'-5•
147'-5•
162'-3
148'-3
91'-1‚
77'-1‚
91'-5•
77'-5•
101'-1‚
87'-1‚
101'-5•
87'-5•
111'-0
97'-0
111'-1‚
97'-1‚
111'-5•
97'-5•
112'-3
98'-3
131'-5•
117'-5•
151'-1‚
137'-1‚
161'-1‚
147'-1‚
81'-1‚
67'-1‚
121'-5•
107'-5•
131'-1‚
117'-1‚
141'-5•
127'-5•
141'-1‚
127'-1‚
70'-0|-| ABUT. BRG
0° 15° 30°
90'-0 100'-0 110'-0 120'-0 130'-0
0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30°SKEW
A (`FT.-IN.`)
B (`FT.-IN.`)
OR
NU
MB
ER
DI
ME
NSI
ON
TABLE OF OPEN RAIL DIMENSIONS AND NUMBERS
80'-0 140'-0
0° 15° 30°
150'-0
0° 15° 30°45° 45° 45°45°45°45°45°45°45°
"C" POST SPACES @ "D"
D (`FT.-IN.`) 7'-9
8 8 8 8
7'-10• 7'-10• 7'-11‰ 7'-11‡
10 10 10 10 11 11 11 11
7'-3† 7'-3ƒ 7'-4‰ 7'-4• 7'-6Œ 7'-6• 7'-7ˆ 7'-7Œ
12 12 12 12 13 13 13 13 15 15 15 15
7'-9„ 7'-9‹ 7'-9• 7'-11ˆ 7'-11‰ 7'-11• 7'-11• 7'-6… 7'-6• 7'-6ƒ 7'-7„
16 16 16 16 17 17 17 17 18 18 18 18
7'-8‚ 7'-8Š 7'-8† 7'-8• 7'-9‡ 7'-9• 7'-10‰ 7'-10• 7'-11Š 7'-11… 7'-11† 7'-11•
C
1'-0
2'-
0
1•
CL
R.
4j2 6j1
2(̀
TY
P.̀)
6j1 (`TYP.`)
INTERIOR POST DETAILS
3
EQ.
SP
A.
1'-0
1•
CL
R.
4j4 6j1
2
END POST DETAILS
(̀T
YP.̀)
6j1 (`TYP.`)
3'-
0
4
EQ.
SP
A.
2'-
8
ELEVATION OF OPEN RAIL LAYOUT
VA
RI
AB
LE
6d2
VIEW A-A
8
6d2
1'-
6
6c2
6d1
6c3
6d1
SECTION B-B
10
6d2
4c4
6d2
2'-
3
MI
N.
2
2
1'-
62'-
3
MI
N. (T
YP)
3
WING
ABUT.
TOP OF
1• 1•
1"½ HOLES
D
D
A B C
A B C
PART PLAN VIEW
1•
5
= 2'-7•
6 SPA. @ 5‚
=`2'-6
5 SPA. @ 6
6d1 6d2
6 6
= 2'-7•
6 @ 5‚
PART PLAN SECTION
6d1 BACK FACE
6d2 FRONT FACE
(`TYP.`)
‚" MIN.
COATING
OF BOND BREAKING
INDICATES AREA
HATCHED AREA
EDGE OF POST
| POST
6d2
SECTION C-C
1'-1
6d2
6
6c1
4t1
(TYP.)
JOINT
CONSTR.
1•
3‡
3Ž
3Ž
6‚
73‚
4c5
2'-
10
SLAB
BRIDGE
TOP OF
6d1
6c1
6c2
6c3
DETAIL RAIL CHAMFER
OPEN RAIL`)
(`REQUIRED AT ENDS OF
45° SKEW = 2'-2
30° SKEW = 2'-0
( ƒ" MAX.`)
PERMISSIBLE GAP
1'-
01'-
8
1'-
01'-
8
JOINT DETAILS AT END SECTION
J44-48-14
4c4
6c1
BID FOR CONCRETE OPEN RAILING.
PIPE. COST TO BE INCLUDED IN PRICE
PROVIDE 5 HOLES FORMED WITH 1"½ PVC
03-2016
RE
VIS
ED 03-2016 -
RE
FE
RE
NC
E
TO "1"½
PV
C
PIP
E"
WA
S
CH
AN
GE
D
FR
OM "1"½
PL
AS
TIC
CO
ND
UIT".
(`TYP.`)
BEVELED KEYWAY
1" x 4 x 1'-0
OPTIONAL JOINT
(TYP. EACH POST)TOP AND SIDESCHAMFER RAIL ƒ"
15° SKEW = 2'-0
0° SKEW = 2'-0
15° SKEW = 2'-0
0° SKEW = 2'-0
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:08 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-49-14 11x17_pdf.pltcfg
10ƒ
2'-0 2'-2•
3
1'-7•1ƒ
10† 1'-7‚
OPEN RAIL DETAILS
(`TL-4`)J44-49-14
70'-0 110'-0 120'-0 130'-0
END SECTION 4 @ 0.687 CU. YDS.
CONCRETE PLACEMENT QUANTITIES NOTE: THESE VALUES TO BE USED FOR ALL SKEWS.
TOTAL CU. YDS.
80'-0 90'-0 100'-0 140'-0 150'-0
BENT BAR DETAILS
UNIT
L.F.0° SKEW
L.F.
L.F.
L.F.
15° SKEW
30° SKEW
45° SKEW
BRIDGE LENGTH 70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
162.0
162.2
162.9
182.0
182.2
182.9
202.0
202.2
202.9
222.0
222.2
222.9
242.0
242.2
242.9
262.0
262.2
262.9
282.0
282.2
282.9
302.0
302.2
302.9
322.0
322.2
322.9
164.5 184.5 204.5 224.5 244.5 264.5 284.5 304.5 324.5
*STANDARD SECTION CU. YDS.
* CONCRETE QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8
BRIDGE LENGTH
CONCRETE OPEN RAIL QUANTITIES
THE COST OF THE RAILING.
WORK TO DO THE INSTALLATION IS CONSIDERED INCIDENTAL TO
JUNCTION BOXES AND FITTINGS INCLUDING LABOR AND ANY ADDITIONAL
IF CONDUIT IS REQUIRED IN THIS PLAN THE RIGID STEEL CONDUIT,
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
6j1 BARS
LENGTH"a"BRIDGE
70' 3'-6 4'-6
80'
90'
100'
110'
120'
130'
140'
150'
3'-7
3'-8
3'-9
3'-10
3'-11
4'-1
4'-2
4'-3
4'-7
4'-8
4'-9
4'-10
4'-11
5'-1
5'-2
5'-3
D=2
4t1
0'-
11
&1̀'-
2•
8
EA.
D=4•
4
D=2
4c4 & 4c5
1'-
0 D=4•
6j1
"a"
9
4•
4•
D=2
4j2, 4j3, 4j4
9
1'-0
4j2
4j4
4j3
1'-
2•
4j2
4j4
4j3
2'-
1
1'-
4
6d2
D = PIN DIAMETER
ARE OUT TO OUT.
NOTE: ALL DIMENSIONS
1'-
2
6
9
4c4
4c5
D=4•
12.2 14.0 15.7 17.4 19.1 21.0 22.7 24.4 26.0
15.0 16.8 18.5 20.2 21.9 23.8 25.5 27.2 28.8
4•
D=2
3
4•
D=4•
4
2'-
6
3'-
9
6c2 6c3
BAR LOCATION SHAPE NO. LENGTH WEIGHT
TOTAL (`LBS.`)
6j1 VERTICAL DOWELS OPEN RAIL 4'-6
NO. LENGTH WEIGHT
70'-0 80'-0 90'-0 100'-0 120'-0 130'-0 140'-0 150'-0110'-0
NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT
152 1027 4'-7 4'-8184 200 4'-9 5'-1 5'-2 5'-3216 232 264 280 296 312
REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
1267 1402 1541 1684 1950 2138 2297 2460
(`INCLUDE WITH SUPERSTRUCTURE REINFORCING`)
BRIDGE LENGTH
4'-10 4'-11
6c1 96
6c3 16 4'-1
VERTICAL
VERTICAL
4'-11 709
98 16 4'-1 98 16 4'-1 98 16 4'-1 98 16 4'-1 98 16 4'-1 98 16 4'-1 98 16 4'-1 98 16 4'-1 98
96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709
BAR LOCATION SHAPE NO. LENGTH WEIGHT
TOTAL (`LBS.`)
6h1 LONGITUDINAL OPEN RAIL
4j2
4j3 HOOPS OPEN RAIL
4t1 WING FOOTING TIE BARS
4'-8
5'-5
VARIES
4j4 HOOPS END POSTS
HOOPS INTERIOR POSTS
6'-5
NO. LENGTH WEIGHT
70'-0 80'-0 90'-0 100'-0 120'-0 130'-0 140'-0 150'-0110'-0
NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT
16 21
24 36 36 36 36 48 48 48 6035'-9 28'-4 31'-8 35'-0 38'-4 32'-2 34'-8 37'-2 32'-5
112 349
32
767
137
4494'-8
5'-5
4994'-8
5'-5
549
5'-5
599
5'-5
698
5'-5
748
5'-5
798
5'-5
848
5'-5
144 160 4'-8 4'-8 4'-8 4'-8 4'-8 4'-8176 192 224 240 256 272
212
32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137
244 290 316 342 394 420 446 472
VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21
REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
883
1289 1532 1712
12371143 1426 1520 1614
1893
17081049
2073 2319 2499 29212680
(`INCLUDE WITH SUPERSTRUCTURE REINFORCING`)
BRIDGE LENGTH
EPOXY REINFORCING STEEL-TWO OPEN RAILS
6d2
6d1 HORIZONTAL
HORIZONTAL 32 324
24 2406'-8
6'-9
6c2 16
4c4 20
4c5
VERTICAL
16
2'-10
2'-10
68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
32 324
24 2406'-8
6'-9
16
20
16
2'-10 68
VERTICAL HOOPS
VERTICAL HOOPS 3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
2'-10
3'-1
38
33
STAINLESS STEEL REINFORCING STEEL-TWO OPEN RAILS
REQUIREMENTS OF MATERIALS I.M.452.
REINFORCING STEEL SHALL BE DEFORMED BAR GRADE 60 MEETING THE
OR STAINLESS STEEL AS SHOWN OR NOTED. THE STAINLESS STEEL
ALL BARRIER RAIL REINFORCING STEEL IS TO BE EITHER EPOXY COATED
OPEN RAIL NOTES:
ALL OPEN RAIL CONCRETE IS TO BE CLASS C.
INCLUDED WITH THE SUPERSTRUCTURE REINFORCING STEEL.
ALL OPEN RAIL REINFORCING STEEL IS TO BE
THESE PLANS AND CURRENT SPECIFICATIONS.
AND LABOR REQUIRED TO CONSTRUCT THE RAIL IN ACCORDANCE WITH
MATERIAL, EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT
RAILING, TL-4" SHALL BE FULL COMPENSATION FOR FURNISHING ALL
CONTRACT PRICE PER LINEAL FOOT. PRICE BID FOR "CONCRETE OPEN
FEET OF OPEN RAIL INSTALLED WILL BE PAID FOR AT THE
BASIS MEASURED FROM END TO END OF RAIL. THE NUMBER OF LINEAL
THE CONCRETE OPEN RAIL IS TO BE BID ON A LINEAL FOOT
INCIDENTAL TO OTHER CONSTRUCTION.
COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE CONSIDERED
REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.
MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR
| GRADE.
TOP OF THE OPEN RAIL IS TO BE PARALLEL TO THEORETICAL
CERTIFICATION IS REQUIRED.
CAULKING SEALER MARKETED FOR OUTDOOR USE. NO TESTING OR
THE JOINT SEALER SHALL BE LIGHT GRAY NONSAG LATEX
3266
1834 2074
4121
2209
4446
2348
4770
2491
5304
2757
5628
2945
5953
3104
6338
3267
3725
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:10 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-50-14 11x17_pdf.pltcfg
SUBDRAIN DETAILS
OUTLET DETAILS
MIN.DRILLED HOLES
FOR ATTACHMENT
PIN
TOP VIEW FRONT VIEW
GUARD DETAILS
REMOVABLE RODENT
ONE OF THE TWO FOLLOWING WAYS.
PIPE IS USED, THE PIPES SHOULD BE COUPLED IN
OUTLET WITH AN APPROPRIATE COUPLER. IF METAL
CORRUGATED DOUBLE-WALLED PE OR PVC PIPE
6"½ CORRUGATED METAL PIPE OUTLET, OR 4"½
SEAL THE ENTIRE OPENING WITH GROUT.
THE 6"½ METAL OUTLET PIPE, THEN FULLY
2. INSERT 1'-0 OF THE 4"½ SUBDRAIN INTO
OF 1'-0 INTO CMP.
( COUPLER MUST BE INSERTED A MINIMUM
1. USE AN INSIDE FIT REDUCER COUPLER
MATERIALS I.M. 443.01
GUARD. SEE
REMOVABLE RODENT
TUBING)
CORRUGATED
(POLYETHYLENE
SUBDRAIN
4"½ PERFORATED
6'-0
2
ABUTMENT FACE
FORESLOPE
OF SUBDRAIN OUTLET
TYPICAL SECTION
( IF REQUIRED )
SLOPE PROTECTION
SITUATION PLAN
TOE OF SLOPE | BRIDGE
PROTECTION LAYOUT 0° SKEW PROTECTION LAYOUT SKEWED
REFER TO SITUATION PLAN FOR NORTH ARROW.
SUBDRAIN
OUTLET
SUBDRAIN
OUTLET
SUBDRAIN
OUTLET
4"½ PERFORATED
SUBDRAIN TO BE
SLOPED DOWNWARD
FROM THE | OF
ROADWAY AND
UNDERNEATH THE
SLOPE PROTECTION
AND OUTLET AS
INDICATED. RATE
OF SLOPE SHALL
NOT BE FLATTER
THAN 2%
OUTLET
SUBDRAIN
J44-50-14
03-2016
RE
VIS
ED 03-2016 -
CH
AN
GE
D
RE
FE
RE
NC
E
TO
TH
E J44-51-14 S
TA
ND
AR
DS I
NS
TE
AD
OF J44-51-06
ST
AN
DA
RD
S.
SHEET J44-51-14
SEE DETAILS ON
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:11 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-51-14 11x17_pdf.pltcfg
WING ARMORING
DETAILS
SUBDRAIN NOTES:
THE BRIDGE BERM FORESLOPE SHALL BE COMPACTED AND SHAPED AS SHOWN ON
THE MACADAM STONE SHALL BE DEPOSITED, SPREAD, CONSOLIDATED AND SHAPED BY
MECHANICAL OR HAND METHODS THAT WILL PROVIDE UNIFORM DEPTH AND DENSITY AND
PROVIDE UNIFORM SURFACE APPEARANCE.
FORESLOPE SHALL BE FIRM WHEN THE ENGINEERING FABRIC AND MACADAM STONE
ARE PLACED.
THESE PLANS, THE SITUATION PLAN AND AS DIRECTED BY THE ENGINEER. THE BERM
ARMORING AS SHOWN ON THESE PLANS.
COSTS OF ALL MATERIAL AND LABOR TO CONSTRUCT THE WING
TO THE BID ITEM "STRUCTURAL CONCRETE (BRIDGE)" AND SHALL INCLUDE
PAYMENT FOR THE BRIDGE WING ARMORING SHALL BE INCIDENTAL
MACADAM STONE WING ARMORING NOTES:
4196.01, B, 3, OF THE STANDARD SPECIFICATIONS.
UNDERLAYED WITH ENGINEERING FABRIC AND BE IN ACCORDANCE WITH ARTICLE
NOTED IN THE PLANS. THE MACADAM STONE AT THESE LOCATIONS SHALL BE
FOOTING. THIS IS TYPICAL AT EACH CORNER OF THE BRIDGE UNLESS OTHERWISE
MACADAM STONE SHALL BE PLACED ALONG THE SIDE OF THE WING AND ABUTMENT
ON TOP AND STAPLED FOR CONTINUITY.
BE A MINIMUM OF ONE FOOT IN LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE
STANDARD SPECIFICATIONS. IF THE ENGINEERING FABRIC IS LAPPED THE LAPS SHALL
THE ENGINEERING FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE 4196.01, B, 3, OF THE
STANDARD SPECIFICATIONS FOR COARSE MATERIAL ( NO CHOKE STONE IS ALLOWED`).
THE MACADAM STONE SHALL BE IN ACCORDANCE WITH ARTICLE 4122.02, OF THE
WITH SECTION 4161, OF THE STANDARD SPECIFICATIONS.
REQUIREMENTS FOR GUARDRAIL POSTS, SAWED FOUR SIDES, AND BE IN ACCORDANCE
WOOD PRESERVATIVE TREATMENT FOR THE TIMBER EDGING SHALL MEET THE
J44-51-14
MIN. MIN.
NO
MI
NA
L
22
3'-0} MAX.
4
6 6
EDGING DETAILS
4" x 6" TREATED TIMBER
SURFACE OF TREATED TIMBER.
VERTICALLY TO •" (}) BELOW TOP
OR REBAR. DRIVE PIN OR REBAR
| †"½ HOLES FOR •"½ x 1'-6 STEEL PIN
SECTION A-A
6
REBAR
PIN OR
WINGWALL
TOP VIEW OF WING ARMORING
3'-
0
FOOTING
FACE OF ABUTMENT
OUTLET
SUBDRAIN
SUBDRAIN
TIMBER EDGING
4" x 6" TREATED
( 6" THICKNESS`)
MACADAM STONE
IN THIS PLAN FOR SUBDRAIN LENGTH
REFER TO "SUBDRAIN DETAILS" SHEET
PROFILE VIEW OF WING ARMORING
WINGWALL SUBDRAIN
SLOPE PROTECTION
ABUTMENT FOOTING
BARRIER RAIL
ENGINEERING FABRIC
( 6" THICKNESS`)
MACADAM STONE
A
A
SURFACE
GRADING
2'-0
4% SLOPE
FABRIC
ENGINEERING
3'-0
( 6" THICKNESS`)
MACADAM STONE
UNDERMINING
BURIED 6" TO PREVENT
ENDS ARE TO BE
ENGINEERING FABRIC
BID FOR "STRUCTURAL CONCRETE (BRIDGE)". NO EXTRA PAYMENT WILL BE MADE.
BACKFILL, POROUS BACKFILL, AND SUBDRAIN OUTLET IS TO BE INCLUDED IN THE PRICE
THE COST OF FURNISHING AND PLACING SUBDRAIN (INCLUDING EXCAVATION), GRANULAR
DUE TO FIELD ADJUSTMENTS OF THE GRADING LAYOUT.
REQUIRED LENGTHS AND GENERAL LOCATIONS OF SUBDRAINS ARE SUBJECT TO CHANGE
GRADING LAYOUT OF BRIDGE BERMS. THE DIMENSIONS SHOWN ARE FOR ESTIMATING ONLY.
THE DIMENSIONS SHOWN FOR THE PROPOSED SUBDRAINS ARE BASED ON THE PROPOSED
SHALL CONSIST OF A 6'-0 LENGTH OF PIPE WITH A REMOVABLE RODENT GUARD.
4143.01, B, OF THE STANDARD SPECIFICATIONS. THE SUBDRAIN OUTLET
SUBDRAINS SHALL BE 4" IN DIAMETER AND BE IN ACCORDANCE WITH ARTICLE
THE BRIDGE CONTRACTOR IS TO INSTALL SUBDRAINS BEHIND THE ABUTMENT. THE
ALL SUBDRAINS AND SUBDRAIN OUTLETS REQUIRED FOR THIS STRUCTURE.
SEE J44-50-14 AND "SITUATION PLAN" SHEETS FOR DETAILS OF PLACING
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
~ ~ ~ ~ ~ ~ ~
~~~~~~
~
~ ~
~
~
~
~
~ ~
.
.
.
.. .
.
..
..
.
...
..
.
..
..
.
..
.
. .
..
.
.
..
.
.
..
.
..
.
.
..
.
~~ ~
~ ~
.
..
.
.
. .. .
.
8/23/2016 2:30:13 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-52-14 11x17_pdf.pltcfg
THIS STRUCTURE.
SHOWN ON THIS SHEET WHICH ARE PERTINENT TO
SEE SUBDRAIN DETAILS SHEET FOR DETAILS NOT
NOTE:
DETAILS
ABUTMENT BACKFILL
| ABUT. BRG.
2'-2
2'-2
OF ABUTMENT
BACK FACE
EXCAVATION
OF TRENCH FOR
LIMIT OF BOTTOM
TOE OF SLOPE &
GEOTEXTILE FABRIC
TOP SLOPE OF
GEOTEXTILE FABRIC
TOP SLOPE OF
LI
MIT
S
OF
TO
P
SL
OP
E
OF
GE
OT
EX
TIL
E
FA
BRIC
AL
ON
G
AB
UT
ME
NT
LI
MIT
S
OF
BO
TT
OM
OF
TR
EN
CH
AL
ON
G
AB
UT
ME
NT
ROADWAY
| APPROACH
4"½ SUBDRAIN
BRIDGE APPROACH PAVEMENT
A A
ABUTMENT WING
ABUTMENT WING
2'-2
(TYP.)
1'-
6
1'-
6
OF GEOTEXTILE FABRIC
SHADED AREA SHOWS LIMITS
NOTE:
ABUTMENT PLAN
ABUTMENT BACKFILL PROCESS:
INCLUDED IN THE CONTRACT UNIT PRICE BID FOR STRUCTURAL CONCRETE.
BACKFILL, AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS SHALL BE
THE COST OF WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE
MEASURED SEPARATELY FOR PAYMENT.
AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS WILL NOT BE
WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE BACKFILL,
UNTIL THE REQUIRED FULL THICKNESS OF THE ABUTMENT BACKFILL HAS BEEN COMPLETED.
FLOODABLE BACKFILL LIFT PLACEMENT, FLOODING, AND COMPACTION SHALL PROGRESS
FOR 3 MINUTES WITHIN EACH INCREMENT.
DIAMETER HOSE SHOULD BE SPRAYED IN SUCCESSIVE 6-FOOT TO 8-FOOT INCREMENTS
FABRIC. TO ENSURE UNIFORM SURFACE FLOODING, WATER RUNNING FULL IN A 2-INCH
THE SUBDRAIN AND PROGRESS TO THE LOW POINT WHERE THE SUBDRAIN EXITS THE
START SURFACE FLOODING FOR EACH FLOODABLE BACKFILL LIFT AT THE HIGH POINT OF
THAN 2 FEET OF THICKNESS.
COMPACTION TO ENSURE FULL CONSOLIDATION. LIMIT THE LOOSE LIFTS TO NO MORE
BE PLACED IN INDIVIDUAL LIFTS, SURFACE FLOODED, AND COMPACTED WITH VIBRATORY
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. THE FLOODABLE BACKFILL SHALL
FLOODING, AND VIBRATORY COMPACTION. THE FLOODABLE BACKFILL MATERIAL SHALL BE
THE REMAINING WORK INVOLVES BACKFILLING WITH FLOODABLE BACKFILL, SURFACE
POROUS BACKFILL IS THEN PLACED AND LEVELED, NO COMPACTION IS REQUIRED.
THE ABUTMENT WING WALL.
THE FABRIC AT THE POINT WHERE THE SUBDRAIN EXITS THE FABRIC NEAR THE END OF
FABRIC AT THE TOE OF THE REAR EXCAVATION SLOPE. A SLOT WILL NEED TO BE CUT IN
WHEN THE FABRIC IS IN PLACE, THE SUBDRAIN SHALL BE INSTALLED DIRECTLY ON THE
AGAINST THE EXCAVATION FACE SHALL BE PINNED.
AND SECURED TO THE CONCRETE WITH SHALLOW CONCRETE NAILS. THE FABRIC PLACED
THE FABRIC SHALL BE ATTACHED TO THE ABUTMENT BY USING LATH FOLDED IN THE FABRIC
FABRIC PLACED SHALL OVERLAP APPROXIMATELY 1 FOOT AND SHALL BE PINNED IN PLACE.
PLACEMENT AS SHOWN IN THE "BACKFILL DETAILS" ON THIS SHEET. THE STRIPS OF THE
APPROXIMATELY 1 TO 2 FOOT HIGHER THAN THE HEIGHT OF THE POROUS BACKFILL
BACKWALL, ABUTMENT WING WALLS, AND EXCAVATION FACE TO A HEIGHT THAT WILL BE
IN THE BASE OF THE EXCAVATION AND EXTENDED VERTICALLY UP THE ABUTMENT
ACCORDANCE WITH THE DETAILS SHOWN. THE FABRIC IS INTENDED TO BE INSTALLED
AFTER THE SUBGRADE HAS BEEN SHAPED, THE GEOTEXTILE FABRIC SHALL BE INSTALLED IN
INSTALLATION OF THE GEOTEXTILE AND BACKFILL MATERIAL.
OF THE SUBDRAIN OUTLET. THIS EXCAVATION SHAPING IS TO BE DONE PRIOR TO BEGINNING
4% SLOPE AWAY FROM THE ABUTMENT FOOTING AND A 2% CROSS SLOPE IN THE DIRECTION
THE BASE OF THE EXCAVATION SUBGRADE BEHIND THE ABUTMENT IS TO BE GRADED WITH A
FOR 0° SKEWS
J44-52-14
TO FACE OF ABUTMENT FOOTING AND WINGS.
NOTE: GEOTEXTILE FABRIC WILL BE ATTACHED
`TO 2% SUBDRAIN SLOPE.
*`DIMENSION VARIES DUE
SECTION A-A
ELEV.
SUBGRADE
1
2•
2'-2
1'-
0
4"½`SUBDRAIN
1
1
4% SLOPE
1"} MIN.`*
FA
BRIC
LI
MIT
S
FABRIC LIMITS
GEOTEXTILE
GE
OT
EX
TIL
E
2'-
0
BACKFILL
POROUS
3'-0 BERM
2'-
0
FOOTING
ABUTMENT 3'-0
2'-
0
EXCAVATION
FOR CLASS 20
PAY LIMITFOOTING
ABUTMENT
FRONT FACE
BACKFILL DETAILS
BETWEEN WINGS
FLOODABLE BACKFILL
CONSTRUCTION.
STARTING ABUTMENT
THIS LINE BEFORE
TO BE COMPLETED TO
(GRADING SURFACES) ARE
APPROACH FILLS,
AT ONE END OF THE ABUTMENT.
SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM HIGH END WHEN OUTLETTING
OUTLETTING BOTH SIDES OF THE ABUTMENT.
SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM | APPROACH ROADWAY WHEN
NOTE:
STAPLED FOR CONTINUITY.
LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE ON TOP AND
FABRIC IS LAPPED THE LAPS SHALL BE A MINIMUM OF ONE FOOT IN
4196.01, B, 6 OF THE STANDARD SPECIFICATIONS. IF THE ENGINEERING
THE GEOTEXTILE FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE
RE
VIS
ED 09-14 -
TH
E
TE
CH
NIC
AL
DA
TA I
NF
OR
MA
TI
ON
TA
BL
E
WA
S
RE
MO
VE
D
AN
D
A
NO
TE
AD
DE
D
TO
RE
FE
R
TO
TH
E
ST
AN
DA
RD
S
SP
ECIFIC
ATI
ON
S
FO
R
THIS I
NF
OR
MA
TI
ON.
RE
VIS
ED 09-2016 -
CH
AN
GE
D
TH
E
BRI
DG
E
AP
PR
OA
CH P
AV
EM
EN
T
ST
AN
DA
RD
TO "B
R" (W
AS "R
K-20").
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
09-2016
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
8/23/2016 2:30:14 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J44-14.dgn J44-53-14 11x17_pdf.pltcfg
~ ~ ~ ~ ~ ~ ~
~~~~~~
~
~ ~
~
~
~
~
~ ~
.
.
.
.. .
.
..
..
.
...
..
.
..
..
.
..
.
. .
..
.
.
..
.
.
..
.
..
.
.
..
.
~~ ~
~ ~
.
..
.
.
. .. .
.
STANDARD DESIGN - 44' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
JULY, 2014
Highway Division
ABUTMENT BACKFILL PROCESS:
THIS STRUCTURE.
SHOWN ON THIS SHEET WHICH ARE PERTINENT TO
SEE SUBDRAIN DETAILS SHEET FOR DETAILS NOT
NOTE:
ABUTMENT PLAN WITHOUT WING EXTENSIONS
"W"
"W"
LI
MIT
S
OF
TO
P
SL
OP
E
OF
GE
OT
EX
TIL
E
FA
BRIC
AL
ON
G
AB
UT
ME
NT
LI
MIT
S
OF
BO
TT
OM
OF
TR
EN
CH
AL
ON
G
AB
UT
ME
NT
BRIDGE APPROACH PAVEMENT
ABUTMENT WING
ABUTMENT WING
ROADWAY
| APPROACH
| ABUT. BRG.
OF ABUTMENT
BACK FACE
EXCAVATION
OF TRENCH FOR
LIMIT OF BOTTOM
TOE OF SLOPE &
GEOTEXTILE FABRIC
TOP SLOPE OF
GEOTEXTILE FABRIC
TOP SLOPE OF
4"½ SUBDRAIN
2'-2
A
A
(TYP.)
1'-
6
1'-
6
OF GEOTEXTILE FABRIC
SHADED AREA SHOWS LIMITS
NOTE:
DETAILS
ABUTMENT BACKFILL
J44-53-14FOR 15°, 30°, & 45° SKEWS
"W" DIMENSIONSKEW DIMENSION
15°
30°
45°
2'-6
2'-2‡
3'-0ƒ
TO FACE OF ABUTMENT FOOTING AND WINGS.
NOTE: GEOTEXTILE FABRIC WILL BE ATTACHED
`TO 2% SUBDRAIN SLOPE.
*`DIMENSION VARIES DUE
SECTION A-A
ELEV.
SUBGRADE
1
2•
2'-2
1'-
0
4"½`SUBDRAIN
1
1
4% SLOPE
1"} MIN.`*
FA
BRIC
LI
MIT
S
FABRIC LIMITS
GEOTEXTILE
GE
OT
EX
TIL
E
2'-
0
BACKFILL
POROUS
3'-0 BERM
2'-
0
FOOTING
ABUTMENT 3'-0
2'-
0
EXCAVATION
FOR CLASS 20
PAY LIMITFOOTING
ABUTMENT
FRONT FACE
BACKFILL DETAILS
BETWEEN WINGS
FLOODABLE BACKFILL
CONSTRUCTION.
STARTING ABUTMENT
THIS LINE BEFORE
TO BE COMPLETED TO
(GRADING SURFACES) ARE
APPROACH FILLS,
AT ONE END OF THE ABUTMENT.
SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM HIGH END WHEN OUTLETTING
OUTLETTING BOTH SIDES OF THE ABUTMENT.
SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM | APPROACH ROADWAY WHEN
NOTE:
STAPLED FOR CONTINUITY.
LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE ON TOP AND
FABRIC IS LAPPED THE LAPS SHALL BE A MINIMUM OF ONE FOOT IN
4196.01, B, 6 OF THE STANDARD SPECIFICATIONS. IF THE ENGINEERING
THE GEOTEXTILE FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE
INCLUDED IN THE CONTRACT UNIT PRICE BID FOR STRUCTURAL CONCRETE.
BACKFILL, AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS SHALL BE
THE COST OF WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE
MEASURED SEPARATELY FOR PAYMENT.
AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS WILL NOT BE
WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE BACKFILL,
UNTIL THE REQUIRED FULL THICKNESS OF THE ABUTMENT BACKFILL HAS BEEN COMPLETED.
FLOODABLE BACKFILL LIFT PLACEMENT, FLOODING, AND COMPACTION SHALL PROGRESS
FOR 3 MINUTES WITHIN EACH INCREMENT.
DIAMETER HOSE SHOULD BE SPRAYED IN SUCCESSIVE 6-FOOT TO 8-FOOT INCREMENTS
FABRIC. TO ENSURE UNIFORM SURFACE FLOODING, WATER RUNNING FULL IN A 2-INCH
THE SUBDRAIN AND PROGRESS TO THE LOW POINT WHERE THE SUBDRAIN EXITS THE
START SURFACE FLOODING FOR EACH FLOODABLE BACKFILL LIFT AT THE HIGH POINT OF
THAN 2 FEET OF THICKNESS.
COMPACTION TO ENSURE FULL CONSOLIDATION. LIMIT THE LOOSE LIFTS TO NO MORE
BE PLACED IN INDIVIDUAL LIFTS, SURFACE FLOODED, AND COMPACTED WITH VIBRATORY
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. THE FLOODABLE BACKFILL SHALL
FLOODING, AND VIBRATORY COMPACTION. THE FLOODABLE BACKFILL MATERIAL SHALL BE
THE REMAINING WORK INVOLVES BACKFILLING WITH FLOODABLE BACKFILL, SURFACE
POROUS BACKFILL IS THEN PLACED AND LEVELED, NO COMPACTION IS REQUIRED.
THE ABUTMENT WING WALL.
THE FABRIC AT THE POINT WHERE THE SUBDRAIN EXITS THE FABRIC NEAR THE END OF
FABRIC AT THE TOE OF THE REAR EXCAVATION SLOPE. A SLOT WILL NEED TO BE CUT IN
WHEN THE FABRIC IS IN PLACE, THE SUBDRAIN SHALL BE INSTALLED DIRECTLY ON THE
AGAINST THE EXCAVATION FACE SHALL BE PINNED.
AND SECURED TO THE CONCRETE WITH SHALLOW CONCRETE NAILS. THE FABRIC PLACED
THE FABRIC SHALL BE ATTACHED TO THE ABUTMENT BY USING LATH FOLDED IN THE FABRIC
FABRIC PLACED SHALL OVERLAP APPROXIMATELY 1 FOOT AND SHALL BE PINNED IN PLACE.
PLACEMENT AS SHOWN IN THE "BACKFILL DETAILS" ON THIS SHEET. THE STRIPS OF THE
APPROXIMATELY 1 TO 2 FOOT HIGHER THAN THE HEIGHT OF THE POROUS BACKFILL
BACKWALL, ABUTMENT WING WALLS, AND EXCAVATION FACE TO A HEIGHT THAT WILL BE
IN THE BASE OF THE EXCAVATION AND EXTENDED VERTICALLY UP THE ABUTMENT
ACCORDANCE WITH THE DETAILS SHOWN. THE FABRIC IS INTENDED TO BE INSTALLED
AFTER THE SUBGRADE HAS BEEN SHAPED, THE GEOTEXTILE FABRIC SHALL BE INSTALLED IN
INSTALLATION OF THE GEOTEXTILE AND BACKFILL MATERIAL.
OF THE SUBDRAIN OUTLET. THIS EXCAVATION SHAPING IS TO BE DONE PRIOR TO BEGINNING
4% SLOPE AWAY FROM THE ABUTMENT FOOTING AND A 2% CROSS SLOPE IN THE DIRECTION
THE BASE OF THE EXCAVATION SUBGRADE BEHIND THE ABUTMENT IS TO BE GRADED WITH A
RE
VIS
ED 09-14 -
TH
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TE
CH
NIC
AL
DA
TA I
NF
OR
MA
TI
ON
TA
BL
E
WA
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RE
MO
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D
AN
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A
NO
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TO
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ST
AN
DA
RD
S
SP
ECIFIC
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ON
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NF
OR
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ON.
RE
VIS
ED 09-2016 -
CH
AN
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D
TH
E
BRI
DG
E
AP
PR
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CH P
AV
EM
EN
T
ST
AN
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RD
TO "B
R" (W
AS "R
K-20").
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
09-2016