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BRIDGE STANDARDS
CONCRETE SLAB
J40-06 CONTINUOUS
Highway Division
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INDEX FOR J40-06 STANDARDS:
J40-01-06J40-53-06
J40-52-06
J40-51-06
J40-50-06
J40-49-06
J40-48-06
J40-47-06
J40-46-06
J40-45-06
J40-44-06
J40-43-06
J40-42-06
J40-41-06
J40-40-06
J40-39-06
J40-38-06
J40-37-06
J40-36-06
J40-35-06
J40-34-06
J40-33-06
J40-32-06
J40-31-06
J40-30-06
J40-29-06
J40-28-06
J40-27-06
J40-26-06
J40-25-06
J40-24-06
J40-23-06
J40-22-06
J40-21-06
J40-20-06
J40-19-06
J40-18-06
J40-17-06
J40-16-06
J40-15-06
J40-14-06
J40-13-06
J40-12-06
J40-11-06
J40-10-06
J40-9-06
J40-8-06
J40-7-06
J40-6-06
J40-5-06
J40-4-06
J40-3-06
J40-2-06
J40-1-06
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
INDEX AND GENERAL NOTES
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`).
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.
GENERAL NOTES:THE J40-06 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 J40-48-06 AND J40-49-06.
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 40' 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.
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
ELEVATION. SCOUR ELEVATION SHALL BE SHOWN ON THE FRONT SHEET.
FOR PIERS SUBJECT TO SCOUR THE DESIGN BEARING SHALL BE OBTAINED BELOW SCOUR
THE IOWA DEPARTMENT OF TRANSPORTATION, OFFICE OF BRIDGES AND STRUCTURES WEB SITE.
FOR MORE INFORMATION ON SRL-1, SEE THE BRIDGE DESIGN MANUAL, LOCATED ON
STRUCTURAL RESISTANCE LEVEL-1 (SRL-1) REPLACES THE 50 TON STEEL PILE DESIGNATION.
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
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 J40 STANDARDS HAVE BEEN DESIGNED
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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1'-
2•
4Ž
J40-02-0670'-0 BRIDGE
SUPERSTRUCTURE DETAILS
‰
„
ˆ
„ˆ
= 14'-0
2 SPA. @ 7'-04 SPA. @ 5'-3 = 21'-0
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
52.16 52.21
1'-
2•
1'-
2‡
1'-
2•
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
15'-9 23'-0
20'-6 22'-0 20'-6
15'-9
4'-0
4'-0
LAP TYP.
2'-8 MIN.
7a1
8a4
6b1 8b2
8b5
8a2
7a5
6b6
8a4
7a1
8b3
8b5
6b1
7a6
8a8
8b9
7a7
8b8
7a6
8b8
3'-6
LAP TYP.
4'-9 MIN.
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
LAP TYP.
4'-9 MIN.
6'-6 6'-6 6'-0
8b9
7b4 7b4
7a3
3'-6
LAP TYP.
3'-2 MIN.
18'-0 23'-62'-3
8a8
18'-0
6'-6 6'-6
16'-6
7a3
3'-0
3'-0
33
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
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10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-03-0670'-0 BRIDGE
SUPERSTRUCTURE DETAILS
70'
70'
1'-
7•
47,591
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
7a1
8a2
7a3
8a4
7a5
7a6
7a7
8a8
8a9
6b1
8b2
8b3
7b4
8b5
6b6
8b8
8b9
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
67
67
-
-
-
-
67
67
-
-
-
-
18
18
92
92
72
4
8
8
4
4
132
40
24
24
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
67
67
-
-
-
-
67
67
-
-
-
-
18
18
92
92
72
4
8
8
4
4
132
40
24
24
1734
3538
2628
2881
1170
405
224
390
251
717
2583
3892
2365
1736
795
855
641
2441
2214
-
-
-
-
1718
1538
-
-
-
-
1302
1058
703
818
520
154
568
433
293
234
1171
185
167
169
42,491
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
58
59
12
11
11
11
58
59
12
11
11
11
18
18
92
92
72
4
8
8
4
4
122
40
24
24
1734
3538
2628
2881
1170
405
224
390
251
717
2583
3892
2365
1736
795
855
641
2040
1884
223
219
176
190
1437
1308
155
152
122
132
1418
1174
749
818
520
154
627
474
324
256
1082
185
167
169
42,960
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
48
51
20
20
18
17
48
51
20
20
18
17
18
18
92
92
108
4
8
8
4
4
116
40
24
24
1734
3538
2628
2881
1170
405
224
390
251
717
2583
3892
2365
1736
795
855
641
1689
1628
411
386
302
311
1190
1131
286
268
210
216
1667
1422
841
818
780
154
748
574
386
307
1029
185
167
169
44,080
1734
3538
2628
2881
1170
405
224
390
251
717
2583
3892
2365
1736
795
855
641
2357
2139
-
-
-
-
1660
1485
-
-
-
-
1266
1026
691
818
520
154
543
426
280
229
1171
185
167
169
16'-0
25'-0
24'-3
20'-9
22'-0
24'-9
27'-4
18'-3
23'-6
9'-0
18'-3
27'-6
22'-3
12'-6
20'-4
40'-0
30'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
6'-11
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
16'-0
25'-0
24'-3
20'-9
22'-0
24'-9
27'-4
18'-3
23'-6
9'-0
18'-3
27'-6
22'-3
12'-6
20'-4
40'-0
30'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
6'-11
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
16'-0
25'-0
24'-3
20'-9
22'-0
24'-9
27'-4
18'-3
23'-6
9'-0
18'-3
27'-6
22'-3
12'-6
20'-4
40'-0
30'-0
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
6'-11
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
16'-0
25'-0
24'-3
20'-9
22'-0
24'-9
27'-4
18'-3
23'-6
9'-0
18'-3
27'-6
22'-3
12'-6
20'-4
40'-0
30'-0
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
6'-11
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
42,091
7b4, 8b8, & 8b9
6b1, 8b3,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
5100 5100 5100 5100
47,191
168.0
162.0
47,048
168.1
47,191
45,039
161.9
162.0
44,896
162.1
45,039
47,591
169.0
162.2
47,448
169.1
45,389
162.8
162.2
45,246
162.9
45,389
48,060
172.5
162.9
47,917
172.7
48,060
45,705
165.6
162.9
45,562
165.8
45,705
49,180
180.2
164.5
49,037
180.3
49,180
46,231
171.8
164.5
46,088
171.9
46,231
4957 4957 4957 4957
47,048 47,448 47,917 49,037
44,896 45,246 45,562 46,088
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-04-06 11x17_pdf.pltcfg
1'-
3‚
4Ž
J40-04-0680'-0 BRIDGE
SUPERSTRUCTURE DETAILS
1'-
3‚
1'-
3‚
1'-
3†
54.86 54.91
„ ‰
ˆ
„
‚
= 15'-6
2 SPA. @ 7'-94 SPA. @ 6'-1• = 24'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
18'-0 25'-0 3'-3
22'-9 24'-6 22'-9
18'-0
5'-0
5'-0
LAP TYP.
2'-8 MIN.
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
LAP TYP.
3'-2 MIN.
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
LAP TYP.
6'-0 MIN.
5'-0 5'-0
9b9
9b9
18'-6
LAP TYP.
3'-6 MIN.
3 3
8/23/2016 2:21:27 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-05-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-05-0680'-0 BRIDGE
SUPERSTRUCTURE DETAILS
80'
80'
1'-
8‚
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
8a1
8a2
8a3
7a4
7a5
7a6
7a7
8a8
8a9
6b1
9b2
9b3
6b4
8b5
6b6
6b8
9b9
8b10
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
8
77
77
-
-
-
-
77
77
-
-
-
-
18
18
92
92
72
4
8
8
4
4
152
40
24
24
18'-3
27'-0
28'-0
23'-0
24'-6
28'-9
29'-4
20'-9
25'-6
19'-6
21'-9
32'-0
7'-6
21'-3
16'-4
25'-6
23'-6
34'-0
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
7'-1
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
5799
5464
49,248
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
8
77
77
-
-
-
-
77
77
-
-
-
-
18
18
92
92
72
4
8
8
4
4
152
40
24
24
18'-3
27'-0
28'-0
23'-0
24'-6
28'-9
29'-4
20'-9
25'-6
19'-6
21'-9
32'-0
7'-6
21'-3
16'-4
25'-6
23'-6
34'-0
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
7'-1
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
2583
3821
3963
2445
1303
471
240
444
273
1553
3920
5767
586
2951
638
307
640
727
2805
2545
-
-
-
-
1975
1767
-
-
-
-
1302
1058
703
818
532
154
568
433
293
234
1348
185
167
169
5799
5464
49,688
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
8
68
69
12
11
11
11
68
69
12
11
11
11
18
18
92
92
72
4
8
8
4
4
142
40
24
24
18'-3
27'-0
28'-0
23'-0
24'-6
28'-9
29'-4
20'-9
25'-6
19'-6
21'-9
32'-0
7'-6
21'-3
16'-4
25'-6
23'-6
34'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
7'-1
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
2583
3821
3963
2445
1303
471
240
444
273
1553
3920
5767
586
2951
638
307
640
727
2392
2203
223
219
176
190
1685
1530
155
152
122
132
1418
1174
749
818
532
154
627
474
324
256
1259
185
167
169
5799
5464
50,117
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
8
58
61
20
20
18
17
58
61
20
20
18
17
18
18
92
92
108
4
8
8
4
4
136
40
24
24
18'-3
27'-0
28'-0
23'-0
24'-6
28'-9
29'-4
20'-9
25'-6
19'-6
21'-9
32'-0
7'-6
21'-3
16'-4
25'-6
23'-6
34'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
7'-1
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
2583
3821
3963
2445
1303
471
240
444
273
1553
3920
5767
586
2951
638
307
640
727
2040
1947
411
386
302
311
1437
1352
286
268
210
216
1667
1422
841
818
798
154
748
574
386
307
1206
185
167
169
5799
5464
51,240
55,047
195.0
182.0
54,712
195.1
55,487
196.0
182.2
55,152
196.2
55,916
199.5
182.9
55,581
199.6
57,039
207.1
184.5
56,704
207.2
52,883
188.9
162.0
52,548
189.1
53,273
189.8
162.2
52,938
189.9
53,549
192.6
162.9
53,214
192.7
54,072
198.7
164.5
53,737
198.8
2583
3821
3963
2445
1303
471
240
444
273
1553
3920
5767
586
2951
638
307
640
727
2709
2458
-
-
-
-
1908
1707
-
-
-
-
1266
1026
691
818
532
154
543
426
280
229
1348
185
167
169
6b4, 6b8, & 8b10
6b1, 9b3,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
55,047
52,883
55,487
53,273
55,916
53,549
57,039
54,072
54,712 55,152 55,581 56,704
52,548 52,938 53,214 53,737
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:31 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-06-06 11x17_pdf.pltcfg
1'-
4‚
4Ž
J40-06-0690'-0 BRIDGE
SUPERSTRUCTURE DETAILS
1'-
4‚
1'-
4‚
1'-
4†
58.45 58.50
‰ ‚
„
‚
…
4 SPA. @ 6'-10• = 27'-6
= 17'-6
2 SPA. @ 8'-9
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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'-9
LAP TYP.
2'-8 MIN.
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
LAP TYP.
3'-6 MIN.
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
LAP TYP.
4'-2 MIN.
4'-6
15'-3
LAP TYP.
3'-6 MIN.
2'-6
2'-6
10b12 10b12
3 3
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
8/23/2016 2:21:33 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-07-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-07-0690'-0 BRIDGE
SUPERSTRUCTURE DETAILS
90'
90'
1'-
9‚
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
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 TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
8a1
8a2
8a3
8a4
8a5
8a6
8a7
8a8
8a9
6b1
9b2
9b3
6b4
9b5
6b6
6b8
9b9
6b10
6b11
10b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
4
8
8
87
87
-
-
-
-
87
87
-
-
-
-
18
18
92
92
72
4
8
8
4
4
172
40
24
24
6330
5950
55,677
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
4
8
8
87
87
-
-
-
-
87
87
-
-
-
-
18
18
92
92
72
4
8
8
4
4
172
40
24
24
2831
4281
4034
3541
1944
689
367
486
225
637
4100
6307
1016
4862
658
313
531
109
343
457
3169
2875
-
-
-
-
2231
1997
-
-
-
-
1302
1058
703
818
545
154
568
433
293
234
1525
185
167
169
6330
5950
56,157
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
4
8
8
78
79
12
11
11
11
78
79
12
11
11
11
18
18
92
92
72
4
8
8
4
4
162
40
24
24
2831
4281
4034
3541
1944
689
367
486
225
637
4100
6307
1016
4862
658
313
531
109
343
457
2744
2522
223
219
176
190
1933
1751
155
152
122
132
1418
1174
749
818
545
154
627
474
324
256
1437
185
167
169
6330
5950
56,547
53
53
53
52
26
8
4
8
4
53
53
53
52
52
26
8
8
4
8
8
68
71
20
20
18
17
68
71
20
20
18
17
18
18
92
92
108
4
8
8
4
4
156
40
24
24
2831
4281
4034
3541
1944
689
367
486
225
637
4100
6307
1016
4862
658
313
531
109
343
457
2392
2267
411
386
302
311
1685
1574
286
268
210
216
1667
1422
841
818
817
154
748
574
386
307
1384
185
167
169
6330
5950
57,678
62,007
226.9
202.0
61,627
227.1
62,487
227.9
202.2
62,107
228.1
62,877
231.3
202.9
62,497
231.5
64,008
238.8
204.5
63,628
239.0
59,830
220.8
202.0
59,450
221.0
60,260
221.7
202.2
59,880
221.8
60,497
224.4
202.9
60,117
224.6
61,022
230.4
204.5
60,642
230.6
2831
4281
4034
3541
1944
689
367
486
225
637
4100
6307
1016
4862
658
313
531
109
343
457
3060
2777
-
-
-
-
2156
1929
-
-
-
-
1266
1026
691
818
545
154
543
426
280
229
1525
185
167
169
20'-0
30'-3
28'-6
25'-6
28'-0
32'-3
34'-4
22'-9
21'-0
8'-0
22'-9
35'-0
13'-0
27'-6
16'-10
26'-0
19'-6
18'-0
28'-6
13'-3
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
7'-3
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
20'-0
30'-3
28'-6
25'-6
28'-0
32'-3
34'-4
22'-9
21'-0
8'-0
22'-9
35'-0
13'-0
27'-6
16'-10
26'-0
19'-6
18'-0
28'-6
13'-3
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
7'-3
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
20'-0
30'-3
28'-6
25'-6
28'-0
32'-3
34'-4
22'-9
21'-0
8'-0
22'-9
35'-0
13'-0
27'-6
16'-10
26'-0
19'-6
18'-0
28'-6
13'-3
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
7'-3
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
20'-0
30'-3
28'-6
25'-6
28'-0
32'-3
34'-4
22'-9
21'-0
8'-0
22'-9
35'-0
13'-0
27'-6
16'-10
26'-0
19'-6
18'-0
28'-6
13'-3
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
7'-3
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
6b4, 6b8, & 6b11
6b1, 9b3,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
62,007
59,830
62,487
60,260
62,877
60,497
64,008
61,022
61,627 62,107 62,497 63,628
59,450 59,880 60,117 60,642
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:37 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-08-06 11x17_pdf.pltcfg
1'-
5•
4Ž
J40-08-06100'-0 BRIDGE
SUPERSTRUCTURE DETAILS
1'-
5•
1'-
5•
1'-
5‡
62.95 63.00
‚ Š
„
Š
•
= 19'-6
2 SPA. @ 9'-94 SPA. @ 7'-7• = 30'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
4'-9 MIN.
LAP TYP.
2'-8 MIN.
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
LAP TYP.
4'-2 MIN.
5'-0 5'-0
24'-9 22'-6 24'-9
10'-0 10'-0
11'-0 12'-6 12'-6 11'-0
LAP TYP.
3'-6 MIN.
LAP TYP.
3'-6 MIN.
2'-9
2'-9
10b12 10b12
3 3
8/23/2016 2:21:39 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-09-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-09-06100'-0 BRIDGE
SUPERSTRUCTURE DETAILS
100'
100'
1'-
10‚
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, 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 TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
8a1
8a2
8a3
9a4
9a5
8a6
8a7
8a8
8a9
6b1
10b2
10b3
7b4
6b5
9b6
6b7
6b8
9b9
6b10
6b11
10b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
4
8
4
53
53
53
53
52
52
26
8
8
4
8
8
97
97
-
-
-
-
97
97
-
-
-
-
18
18
92
92
60
4
8
8
4
4
192
40
24
24
22'-3
33'-6
31'-6
28'-9
32'-0
35'-9
37'-4
25'-0
22'-6
7'-0
26'-9
27'-6
16'-6
13'-9
22'-9
26'-10
25'-6
23'-6
21'-0
27'-6
19'-0
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
7'-5
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
6794
6461
64,305
53
53
53
52
26
8
4
8
4
53
53
53
53
52
52
26
8
8
4
8
8
97
97
-
-
-
-
97
97
-
-
-
-
18
18
92
92
60
4
8
8
4
4
192
40
24
24
22'-3
33'-6
31'-6
28'-9
32'-0
35'-9
37'-4
25'-0
22'-6
7'-0
26'-9
27'-6
16'-6
13'-9
22'-9
26'-10
25'-6
23'-6
21'-0
27'-6
19'-0
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
7'-5
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
3149
4741
4458
5083
2829
764
399
534
241
558
6101
6272
1788
1074
4023
1048
307
640
127
331
655
3534
3206
-
-
-
-
2488
2226
-
-
-
-
1302
1058
703
818
465
154
568
433
293
234
1703
185
167
169
6794
6461
64,828
53
53
53
52
26
8
4
8
4
53
53
53
53
52
52
26
8
8
4
8
8
88
89
12
11
11
11
88
89
12
11
11
11
18
18
92
92
80
4
8
8
4
4
182
40
24
24
22'-3
33'-6
31'-6
28'-9
32'-0
35'-9
37'-4
25'-0
22'-6
7'-0
26'-9
27'-6
16'-6
13'-9
22'-9
26'-10
25'-6
23'-6
21'-0
27'-6
19'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
7'-5
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
3149
4741
4458
5083
2829
764
399
534
241
558
6101
6272
1788
1074
4023
1048
307
640
127
331
655
3096
2841
223
219
176
190
2180
1973
155
152
122
132
1418
1174
749
818
619
154
627
474
324
256
1614
185
167
169
6794
6461
65,329
53
53
53
52
26
8
4
8
4
53
53
53
53
52
52
26
8
8
4
8
8
78
81
20
20
18
17
78
81
20
20
18
17
18
18
92
92
100
4
8
8
4
4
176
40
24
24
22'-3
33'-6
31'-6
28'-9
32'-0
35'-9
37'-4
25'-0
22'-6
7'-0
26'-9
27'-6
16'-6
13'-9
22'-9
26'-10
25'-6
23'-6
21'-0
27'-6
19'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
7'-5
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
3149
4741
4458
5083
2829
764
399
534
241
558
6101
6272
1788
1074
4023
1048
307
640
127
331
655
2744
2586
411
386
302
311
1933
1796
286
268
210
216
1667
1422
841
818
774
154
748
574
386
307
1561
185
167
169
6794
6461
66,344
71,099
264.7
222.0
70,766
264.9
71,622
265.7
222.2
71,289
265.9
69,002
258.7
222.0
68,669
258.8
69,669
262.2
222.9
69,336
262.3
3149
4741
4458
5083
2829
764
399
534
241
558
6101
6272
1788
1074
4023
1048
307
640
127
331
655
3412
3096
-
-
-
-
2403
2150
-
-
-
-
1266
1026
691
818
465
154
543
426
280
229
1703
185
167
169
72,123
269.1
222.9
71,790
269.3
73,138
276.4
224.5
72,805
276.6
69,475
259.5
222.2
69,142
259.6
70,195
268.0
224.5
69,862
268.2
6b5, 6b8, & 6b11
6b1, 7b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
71,099
69,002
71,622
69,475
72,123
69,669
73,138
70,195
70,766 71,289 71,790 72,805
68,669 69,142 69,336 69,862
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:43 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-10-06 11x17_pdf.pltcfg
1'-
6•
1'-
6•
1'-
6•
4Ž
J40-10-06110'-0 BRIDGE
SUPERSTRUCTURE DETAILS
66.55 66.60
1'-
6‡
… ‹
‰ ‚
•
= 21'-6
3 SPA. @ 7'-24 SPA. @ 8'-4• = 33'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
•
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
4'-9 MIN.
LAP TYP.
2'-8 MIN.
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
6b8LAP TYP.
3'-6 MIN.
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
LAP TYP.
5'-4 MIN.
5'-6 5'-6
23'-6 24'-0 23'-6
10'-3 10'-3
12'-9 14'-6 14'-6 12'-9
LAP TYP.
3'-6 MIN.
10b9 10b9
10b12 10b12
3 3
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
8/23/2016 2:21:45 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-11-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-11-06110'-0 BRIDGE
SUPERSTRUCTURE DETAILS
110'
110'
1'-
11•
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
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 TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
8a1
9a2
8a3
9a4
8a5
9a6
9a7
8a8
8a9
8b1
10b2
10b3
7b4
10b5
6b6
6b8
10b9
6b10
6b11
10b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
107
107
-
-
-
-
107
107
-
-
-
-
18
18
92
92
66
4
8
8
4
4
212
40
24
24
7261
6962
72,487
53
53
53
52
26
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
107
107
-
-
-
-
107
107
-
-
-
-
18
18
92
92
66
4
8
8
4
4
212
40
24
24
3432
6893
4847
5614
2847
1068
581
508
257
1840
6462
5835
2321
5930
1068
322
939
127
364
672
3898
3536
-
-
-
-
2744
2456
-
-
-
-
1302
1058
703
818
523
154
568
433
293
234
1880
185
167
169
7261
6962
73,048
53
53
53
52
26
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
98
99
12
11
11
11
98
99
12
11
11
11
18
18
92
92
88
4
8
8
4
4
202
40
24
24
3432
6893
4847
5614
2847
1068
581
508
257
1840
6462
5835
2321
5930
1068
322
939
127
364
672
3447
3160
223
219
176
190
2428
2195
155
152
122
132
1418
1174
749
818
697
154
627
474
324
256
1791
185
167
169
7261
6962
73,529
53
53
53
52
26
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
88
91
20
20
18
17
88
91
20
20
18
17
18
18
92
92
88
4
8
8
4
4
196
40
24
24
3432
6893
4847
5614
2847
1068
581
508
257
1840
6462
5835
2321
5930
1068
322
939
127
364
672
3096
2905
411
386
302
311
2180
2017
286
268
210
216
1667
1422
841
818
697
154
748
574
386
307
1738
185
167
169
7261
6962
74,388
79,748
302.3
242.0
79,449
302.5
80,790
306.6
242.9
80,491
306.8
81,649
313.8
244.5
81,350
314.0
78,258
299.7
242.9
77,959
299.9
78,783
305.4
244.5
78,484
305.6
3432
6893
4847
5614
2847
1068
581
508
257
1840
6462
5835
2321
5930
1068
322
939
127
364
672
3764
3416
-
-
-
-
2651
2372
-
-
-
-
1266
1026
691
818
523
154
543
426
280
229
1880
185
167
169
24'-3
38'-3
34'-3
31'-9
41'-0
39'-3
42'-8
23'-9
24'-0
13'-0
28'-4
25'-7
21'-5
26'-6
27'-4
26'-9
27'-3
21'-0
30'-3
19'-6
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
7'-7
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
24'-3
38'-3
34'-3
31'-9
41'-0
39'-3
42'-8
23'-9
24'-0
13'-0
28'-4
25'-7
21'-5
26'-6
27'-4
26'-9
27'-3
21'-0
30'-3
19'-6
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
7'-7
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
24'-3
38'-3
34'-3
31'-9
41'-0
39'-3
42'-8
23'-9
24'-0
13'-0
28'-4
25'-7
21'-5
26'-6
27'-4
26'-9
27'-3
21'-0
30'-3
19'-6
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
7'-7
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
24'-3
38'-3
34'-3
31'-9
41'-0
39'-3
42'-8
23'-9
24'-0
13'-0
28'-4
25'-7
21'-5
26'-6
27'-4
26'-9
27'-3
21'-0
30'-3
19'-6
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
7'-7
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
80,309
303.2
242.2
80,010
303.5
77,593
296.2
242.0
77,294
296.4
78,104
297.0
242.2
77,805
297.2
6b8, & 6b11
8b1, 7b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
79,748
77,593
80,309
78,104
80,790
78,258
81,649
78,783
79,449 80,010 80,491 81,350
77,294 77,805 77,959 78,484
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:47 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-12-06 11x17_pdf.pltcfg
1'-
8
1'-
8
1'-
8
4Ž
J40-12-06120'-0 BRIDGE
SUPERSTRUCTURE DETAILS
71.94 71.99
1'-
8…
‹ •
‰
‡
= 23'-6
3 SPA. @ 7'-104 SPA. @ 9'-1• = 36'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
Š
†
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
4'-9 MIN.
LAP TYP.
2'-8 MIN.
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
LAP TYP.
3'-6 MIN.
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
LAP TYP.
5'-4 MIN.
9'-6
8a10
LAP TYP.
3'-6 MIN.
10b9 10b9
11b12 11b12
3 3
8/23/2016 2:21:49 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-13-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-13-06120'-0 BRIDGE
SUPERSTRUCTURE DETAILS
120'
120'
2'-
1
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
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 TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
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 TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
9a1
9a2
9a3
8a4
9a5
9a6
9a7
9a8
8a9
8a10
7b1
10b2
10b3
7b4
11b5
6b6
6b8
10b9
6b10
6b11
11b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
117
117
-
-
-
-
117
117
-
-
-
-
18
18
92
92
52
4
8
8
4
4
232
40
24
24
8061
7536
79,733
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
117
117
-
-
-
-
117
117
-
-
-
-
18
18
92
92
52
4
8
8
4
4
232
40
24
24
4866
7434
6983
4062
3227
982
327
622
545
273
975
6728
6101
2519
8358
1107
349
999
139
379
978
4262
3867
-
-
-
-
3000
2685
-
-
-
-
1302
1058
703
818
425
154
568
433
293
234
2057
185
167
169
8061
7536
80,333
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
108
109
12
11
11
11
108
109
12
11
11
11
18
18
92
92
78
4
8
8
4
4
222
40
24
24
4866
7434
6983
4062
3227
982
327
622
545
273
975
6728
6101
2519
8358
1107
349
999
139
379
978
3799
3480
223
219
176
190
2676
2416
155
152
122
132
1418
1174
749
818
638
154
627
474
324
256
1969
185
167
169
8061
7536
80,815
4866
7434
6983
4062
3227
982
327
622
545
273
975
6728
6101
2519
8358
1107
349
999
139
379
978
3447
3224
411
386
302
311
2428
2239
286
268
210
216
1667
1422
841
818
850
154
748
574
386
307
1915
185
167
169
8061
7536
81,884
87,794
350.3
262.0
87,269
350.5
88,394
351.2
262.2
87,869
351.5
88,876
354.5
262.9
88,357
354.7
89,945
361.6
264.5
89,420
361.8
85,737
344.3
262.0
85,212
344.5
86,287
345.0
262.2
85,762
345.2
86,403
347.6
262.9
85,878
347.8
86,926
353.2
264.5
86,401
353.4
27'-0
41'-3
38'-9
29'-3
36'-6
36'-1
12'-0
45'-8
25'-6
25'-6
9'-0
29'-6
26'-9
23'-3
30'-3
28'-4
29'-0
29'-0
23'-0
31'-6
23'-0
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
7'-10
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
27'-0
41'-3
38'-9
29'-3
36'-6
36'-1
12'-0
45'-8
25'-6
25'-6
9'-0
29'-6
26'-9
23'-3
30'-3
28'-4
29'-0
29'-0
23'-0
31'-6
23'-0
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
7'-10
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
27'-0
41'-3
38'-9
29'-3
36'-6
36'-1
12'-0
45'-8
25'-6
25'-6
9'-0
29'-6
26'-9
23'-3
30'-3
28'-4
29'-0
29'-0
23'-0
31'-6
23'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
7'-10
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
27'-0
41'-3
38'-9
29'-3
36'-6
36'-1
12'-0
45'-8
25'-6
25'-6
9'-0
29'-6
26'-9
23'-3
30'-3
28'-4
29'-0
29'-0
23'-0
31'-6
23'-0
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
7'-10
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
4866
7434
6983
4062
3227
982
327
622
545
273
975
6728
6101
2519
8358
1107
349
999
139
379
978
4116
3735
-
-
-
-
2899
2594
-
-
-
-
1266
1026
691
818
425
154
543
426
280
229
2057
185
167
169
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
98
101
20
20
18
17
98
101
20
20
18
17
18
18
92
92
104
4
8
8
4
4
216
40
24
24
6b8, & 6b11
7b1, 7b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
87,794
85,737
88,394
86,287
88,876
86,403
89,945
86,926
87,269 87,869 88,357 89,420
85,212 85,762 85,878 86,401
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:52 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-14-06 11x17_pdf.pltcfg
1'-
9‚
1'-
9‚
1'-
9‚
4Ž
J40-14-06130'-0 BRIDGE
SUPERSTRUCTURE DETAILS
76.44 76.49
1'-
9†
Œ
‚
‡
•
4 SPA. @ 9'-10• = 39'-6
= 25'-6
3 SPA. @ 8'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
Š
†
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
4'-9 MIN.
LAP TYP.
2'-8 MIN.
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
LAP TYP.
3'-6 MIN.
39'-6
5'-0 5'-0
23'-0
14'-6
11'-3 17'-6
11'-3
LAP TYP.
5'-4 MIN.
31'-0 31'-011'-0 11'-029'-0
11'-3 12'-6 12'-6
15'-315'-3 17'-6 17'-6
11'-3
9a10
LAP TYP.
4'-9 MIN.
11b9 11b9
11b12 11b12
3 3
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
8/23/2016 2:21:54 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-15-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-15-06130'-0 BRIDGE
SUPERSTRUCTURE DETAILS
130'
130'
2'-
2‚
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
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 TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
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 TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
9a1
9a2
9a3
9a4
10a5
9a6
9a7
9a8
8a9
9a10
6b1
11b2
11b3
7b4
10b5
6b6
6b8
11b9
6b10
7b11
11b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
127
127
-
-
-
-
127
127
-
-
-
-
18
18
92
92
84
4
8
8
4
4
252
40
24
24
8573
8054
87,930
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
127
127
-
-
-
-
127
127
-
-
-
-
18
18
92
92
84
4
8
8
4
4
252
40
24
24
5181
8019
7434
5791
4587
1050
354
662
668
395
617
8096
8589
2573
5706
1341
364
1393
139
581
1010
4626
4197
-
-
-
-
3257
2915
-
-
-
-
1302
1058
703
818
709
154
568
433
293
234
2235
185
167
169
8573
8054
88,573
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
118
119
12
11
11
11
118
119
12
11
11
11
18
18
92
92
84
4
8
8
4
4
242
40
24
24
5181
8019
7434
5791
4587
1050
354
662
668
395
617
8096
8589
2573
5706
1341
364
1393
139
581
1010
4151
3799
223
219
176
190
2924
2638
155
152
122
132
1418
1174
749
818
709
154
627
474
324
256
2146
185
167
169
8573
8054
88,801
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
108
111
20
20
18
17
108
111
20
20
18
17
18
18
92
92
112
4
8
8
4
4
236
40
24
24
5181
8019
7434
5791
4587
1050
354
662
668
395
617
8096
8589
2573
5706
1341
364
1393
139
581
1010
3799
3543
411
386
302
311
2676
2461
286
268
210
216
1667
1422
841
818
945
154
748
574
386
307
2093
185
167
169
8573
8054
89,895
96,503
398.1
282.0
95,984
398.3
97,146
399.0
282.2
96,627
399.3
97,374
402.2
282.9
96,855
402.5
98,468
409.2
284.5
97,949
409.4
94,162
392.0
282.0
93,643
392.3
94,830
395.3
282.9
94,311
395.6
94,435
400.8
284.5
94,835
401.1
28'-9
44'-6
41'-3
32'-9
41'-0
38'-7
13'-0
48'-8
31'-3
29'-0
7'-9
28'-9
30'-6
23'-9
25'-6
34'-4
30'-3
32'-9
23'-0
35'-6
23'-9
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
8'-1
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
28'-9
44'-6
41'-3
32'-9
41'-0
38'-7
13'-0
48'-8
31'-3
29'-0
7'-9
28'-9
30'-6
23'-9
25'-6
34'-4
30'-3
32'-9
23'-0
35'-6
23'-9
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
8'-1
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
28'-9
44'-6
41'-3
32'-9
41'-0
38'-7
13'-0
48'-8
31'-3
29'-0
7'-9
28'-9
30'-6
23'-9
25'-6
34'-4
30'-3
32'-9
23'-0
35'-6
23'-9
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
8'-1
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
28'-9
44'-6
41'-3
32'-9
41'-0
38'-7
13'-0
48'-8
31'-3
29'-0
7'-9
28'-9
30'-6
23'-9
25'-6
34'-4
30'-3
32'-9
23'-0
35'-6
23'-9
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
8'-1
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
5181
8019
7434
5791
4587
1050
354
662
668
395
617
8096
8589
2573
5706
1341
364
1393
139
581
1010
4467
4054
-
-
-
-
3146
2815
-
-
-
-
1266
1026
691
818
709
154
543
426
280
229
2235
185
167
169
94,835
392.8
282.2
94,236
393.0
6b8, & 7b11
6b1, 7b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
96,503
94,162
97,146
94,835
97,374
94,830
98,468
95,354
95,984 96,627 96,855 97,949
93,643 94,236 94,311 94,835
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:21:56 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-16-06 11x17_pdf.pltcfg
1'-
10•
1'-
10•
1'-
10•
4Ž
J40-16-06140'-0 BRIDGE
SUPERSTRUCTURE DETAILS
1'-
10‡
80.9980.94
•
„
1‰
Š
= 27'-6
3 SPA. @ 9'-26 SPA. @ 7'-1 = 42'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
Ž
‹
•
Š
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
4'-9 MIN.
LAP TYP.
2'-8 MIN.
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
6b8LAP TYP.
3'-6 MIN.
42'-6
7'-6
6'-0 6'-0
7'-6
24'-3
16'-0
6'-6 6'-6 6'-6 6'-6
LAP TYP.
5'-4 MIN.
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
LAP TYP.
4'-9 MIN.
11b9 11b9
11b12 11b12
3 3
8/23/2016 2:22:03 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-17-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-17-06140'-0 BRIDGE
SUPERSTRUCTURE DETAILS
140'
140'
2'-
3•
9057
8602
96,989
9057
8602
97,858
106,729
450.1
302.2
106,274
450.4
106,915
453.3
302.9
106,460
453.5
108,033
460.1
304.5
107,578
460.4
103,897
443.2
302.0
103,442
443.4
104,530
443.9
302.2
104,075
444.2
104,563
446.4
302.9
104,108
446.6
106,046
449.2
302.0
105,591
449.5
6'-9
6'-8
4'-5
8'-6
28'-8
36'-1
26'-10
35'-0
14'-5
8'-3
5'-11
6'-1
29'-7
34'-8
VARIES
VARIES
VARIES
VARIES
21'-3
23'-9
VARIES
VARIES
VARIES
VARIES
21'-3
23'-5
24'-3
38'-3
25'-6
34'-0
32'-9
26'-0
34'-4
29'-0
25'-6
31'-9
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
2270
307
386
574
748
154
775
818
841
1422
1667
216
210
268
286
2682
2924
311
302
386
411
3863
4151
1031
626
154
1446
394
1341
8013
2763
8941
7322
617
568
932
717
354
1132
3802
7888
7884
11,061
5497
24
24
40
256
4
4
8
8
4
90
92
92
18
18
17
18
20
20
121
118
17
18
20
20
121
118
8
8
4
8
8
26
52
53
53
53
53
4
8
4
8
8
26
52
53
53
53
169
167
185
2323
256
324
474
627
154
517
818
749
1174
1418
132
122
152
155
2860
3171
190
176
219
223
4118
4502
1031
626
154
1446
394
1341
8013
2763
8941
7322
617
568
932
717
354
1132
3802
7888
7884
11,061
5497
6'-9
6'-8
4'-5
8'-6
23'-11
30'-4
22'-2
29'-4
14'-5
8'-3
5'-11
5'-5
24'-5
29'-6
VARIES
VARIES
VARIES
VARIES
21'-3
23'-9
VARIES
VARIES
VARIES
VARIES
21'-3
23'-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
24
24
40
262
4
4
8
8
4
60
92
92
18
18
11
11
11
12
129
128
11
11
11
12
129
128
8
8
4
8
8
26
52
53
53
53
53
4
8
4
8
8
26
52
53
53
53
169
167
185
2412
234
293
433
568
154
517
818
703
1058
1302
-
-
-
-
3144
3513
-
-
-
-
4528
4991
1031
626
154
1446
394
1341
8013
2763
8941
7322
617
568
932
717
354
1132
3802
7888
7884
11,061
5497
6'-9
6'-8
4'-5
8'-6
21'-10
27'-5
20'-3
26'-7
14'-5
8'-3
5'-11
5'-1
22'-0
27'-1
-
-
-
-
22'-0
24'-7
-
-
-
-
22'-0
24'-3
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
60
92
92
18
18
-
-
-
-
137
137
-
-
-
-
137
137
8
8
4
8
8
26
52
53
53
53
53
4
8
4
8
8
26
52
53
53
53
169
167
185
2412
229
280
426
543
154
517
818
691
1026
1266
-
-
-
-
3037
3394
-
-
-
-
4373
4819
1031
626
154
1446
394
1341
8013
2763
8941
7322
617
568
932
717
354
1132
3802
7888
7884
11,061
5497
6'-9
6'-8
4'-5
8'-6
21'-5
26'-2
19'-11
25'-5
14'-5
8'-3
5'-11
5'-0
21'-4
26'-4
-
-
-
-
21'-3
23'-9
-
-
-
-
21'-3
23'-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
24
24
40
272
4
4
8
8
4
60
92
92
18
18
-
-
-
-
137
137
-
-
-
-
137
137
8
8
4
8
8
26
52
53
53
53
53
4
8
4
8
8
26
52
53
53
53
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
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
9057
8602
97,672
9057
8602
98,976
106,046
105,089
451.7
304.5
104,634
452.0
6b8, & 7b11
6b1, 7b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
103,897
106,729
104,530
106,915
104,563
108,033
105,089
105,591 106,274 106,460 107,578
103,442 104,075 104,108 104,634
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:22:06 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-18-06 11x17_pdf.pltcfg
2'-
0
2'-
0
2'-
0
4Ž
J40-18-06150'-0 BRIDGE
SUPERSTRUCTURE DETAILS
86.33 86.38
2'-
0…
1•
= 29'-6
3 SPA. @ 9'-106 SPA. @ 7'-7 = 45'-6
FINAL GRADE LINE
| PIER
OR FALSEWORK SETTLEMENT.
DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION
FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE
THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE
AS FORMED
TOP OF SLAB
| BRIDGE
ABOUT
SYMMETRICAL| ABUT. BRG.
FORM CAMBER DIAGRAM
1̂
Œ
FALSEWORK IS REMOVED
IMMEDIATELY AFTER
POSITION OF SLAB
†
‰
…
†
…
RE
VIS
ED 07-16
DA
TE
ON
SH
EE
T
CH
AN
GE
D
TO
CO
RR
EC
T
CL
ERIC
AL
ER
RO
R.
07-2016
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
OF SLAB
BOTTOM
OF SLAB
TOP
RAIL
UNDER
OF SLAB
BOTTOM
RAIL
UNDER
OF SLAB
TOP
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
LAP TYP.
6'-2 MIN.
LAP TYP.
2'-8 MIN.
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
LAP TYP.
3'-6 MIN.
7'-0 7'-0
6'-6 6'-6
LAP TYP.
5'-4 MIN.
6'-6 6'-6
LAP TYP.
4'-9 MIN.
11b9 11b9
11b12 11b12
3 3
2'-1
LI
NE
D
LI
NE
E
1'-
0
LINE D
LINE E
LINE A
LINE B
LINE C
3 EQ. SPA.
2'-1
1'-
0
78 SPACES @ 0'-6 = 39'-0
…
6c BARS @ 1'-0 CENTERS
5d BARS @ 1'-0 CENTERS
4‹
1'-4
LEVEL
1'-7
4‹
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
…
(`40'-0 ROADWAY FOR BARRIER RAIL`)
20'-0
(`40'-6 ROADWAY FOR OPEN RAIL`)
20'-3
POST
JOINT UNDER
ROUGHENED
GUTTER LINE
HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER
FOR BARRIER RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)
6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)
5j1 BARS @ 1'-0 CENTERS
40'-0
TO CLEAR JOINT BY 1"
ROADWAY MAY BE SHIFTED
JOINT IS USED, BARS ON |
IF PERMISSIBLE LONGITUDINAL
GROOVE (`TYP.`)
5" ƒ" DRIP
6
GROOVE (`TYP.`)
ƒ" DOUBLE DRIP
10•
1'-4
1'-0
OPEN RAIL
SEALER
CONCRETE
LIMITS OF
TOP OF SLAB
LIMITS FOR OPEN RAILS
CONCRETE SEALER
*`5
`RAIL OPTION ONLY.
`GROOVES FOR OPEN
*`NOTE: DOUBLE DRIP
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.
WITH ARTICLE 2403.03, P, 3 OF THE STANDARD
CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE
AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.
THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL
OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.
THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM
SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO
BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE
CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF
@ 2'-0 CENTERS
INDENTATION
1"x8x0'-8
8/23/2016 2:22:08 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-19-06 11x17_pdf.pltcfg
10† 2'-0 3'-9•
1ƒ 7
3'-1010ƒ
J40-19-06
150'
150'
150'-0 BRIDGE
SUPERSTRUCTURE DETAILS
2'-
5
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
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 TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
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 TRANSVERSE BOTTOM
SLAB TRANSVERSE BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE TOP
SLAB TRANSVERSE TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB TRANSVERSE ENDS, TOP
SLAB, TRANSVERSE AT ABUTMENT
SLAB, TRANSVERSE AT ABUTMENT
SLAB, HAIRPINS, AT ABUTMENT
SLAB, DIAGONALS, AT ABUTMENT
PIER CAP HOOPS
PIER CAP ENDS
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, BOTTOM LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
PIER CAP, TOP LONGITUDINAL
TOP OF SLAB, TRANSVERSE, AT RAIL
WING, VERTICAL
WING, HORIZONTAL BACK FACE
WING, HORIZONTAL TRAFFIC FACE
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
147
147
-
-
-
-
147
147
-
-
-
-
18
18
92
92
60
4
8
8
4
4
292
40
24
24
10a1
10a2
10a3
9a4
9a5
9a6
9a7
9a8
10a9
10a10
6b1
11b2
11b3
8b4
11b5
6b6
6b8
11b9
6b10
7b11
11b12
6c1
6c2
6c3
6c4
6c5
6c6
5d1
5d2
5d3
5d4
5d5
5d6
8e1
8e2
6e3
6e4
5h1
8h2
8h3
8h4
8h5
8h6
5j1
5m1
5n1
5n3
9605
9161
106,891
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
147
147
-
-
-
-
147
147
-
-
-
-
18
18
92
92
60
4
8
8
4
4
292
40
24
24
7469
11,746
11,061
6409
3978
1213
354
771
1291
603
617
9223
8026
4694
8289
1458
421
1509
169
667
1084
5355
4858
-
-
-
-
3770
3374
-
-
-
-
1302
1058
703
818
532
154
568
433
293
234
2589
185
167
169
9605
9161
107,614
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
138
139
12
11
11
11
139
139
12
11
11
11
18
18
92
92
60
4
8
8
4
4
282
40
24
24
7469
11,746
11,061
6409
3978
1213
354
771
1291
603
617
9223
8026
4694
8289
1458
421
1509
169
667
1084
4854
4437
223
219
176
190
3444
3081
155
152
122
132
1418
1174
749
818
532
154
627
474
324
256
2501
185
167
169
9605
9161
107,785
53
53
53
52
26
8
8
4
8
4
53
53
53
53
52
26
8
8
4
8
8
128
131
20
20
18
17
128
131
20
20
18
17
18
18
92
92
90
4
8
8
4
4
276
40
24
24
7469
11,746
11,061
6409
3978
1213
354
771
1291
603
617
9223
8026
4694
8289
1458
421
1509
169
667
1084
4502
4182
411
386
302
311
3171
2904
286
268
210
216
1667
1422
841
818
798
154
748
574
386
307
2447
185
167
169
9605
9161
108,884
116,496
508.6
322.0
116,052
508.8
117,219
509.5
322.2
116,775
509.8
118,489
519.2
324.5
118,045
519.5
114,332
502.5
322.0
113,888
502.8
115,005
503.2
322.2
114,561
503.5
115,522
510.8
324.5
115,078
511.1
7469
11,746
11,061
6409
3978
1213
354
771
1291
603
617
9223
8026
4694
8289
1458
421
1509
169
667
1084
5171
4692
-
-
-
-
3642
3259
-
-
-
-
1266
1026
691
818
532
154
543
426
280
229
2589
185
167
169
32'-9
51'-6
48'-6
36'-3
45'-0
44'-7
13'-0
56'-8
37'-6
35'-0
7'-9
32'-9
28'-6
33'-2
30'-0
37'-4
35'-0
35'-6
28'-0
40'-9
25'-6
23'-5
21'-3
-
-
-
-
23'-9
21'-3
-
-
-
-
26'-4
21'-4
5'-0
5'-11
8'-6
14'-5
25'-5
19'-11
26'-2
21'-5
8'-6
4'-5
6'-8
6'-9
32'-9
51'-6
48'-6
36'-3
45'-0
44'-7
13'-0
56'-8
37'-6
35'-0
7'-9
32'-9
28'-6
33'-2
30'-0
37'-4
35'-0
35'-6
28'-0
40'-9
25'-6
24'-3
22'-0
-
-
-
-
24'-7
22'-0
-
-
-
-
27'-1
22'-0
5'-1
5'-11
8'-6
14'-5
26'-7
20'-3
27'-5
21'-10
8'-6
4'-5
6'-8
6'-9
32'-9
51'-6
48'-6
36'-3
45'-0
44'-7
13'-0
56'-8
37'-6
35'-0
7'-9
32'-9
28'-6
33'-2
30'-0
37'-4
35'-0
35'-6
28'-0
40'-9
25'-6
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
29'-6
24'-5
5'-5
5'-11
8'-6
14'-5
29'-4
22'-2
30'-4
23'-11
8'-6
4'-5
6'-8
6'-9
32'-9
51'-6
48'-6
36'-3
45'-0
44'-7
13'-0
56'-8
37'-6
35'-0
7'-9
32'-9
28'-6
33'-2
30'-0
37'-4
35'-0
35'-6
28'-0
40'-9
25'-6
23'-5
21'-3
VARIES
VARIES
VARIES
VARIES
23'-9
21'-3
VARIES
VARIES
VARIES
VARIES
34'-8
29'-7
6'-1
5'-11
8'-6
14'-5
35'-0
26'-10
36'-1
28'-8
8'-6
4'-5
6'-8
6'-9
117,390
512.5
322.9
116,946
512.8
115,023
505.6
322.9
114,579
505.9
6b8, & 7b11
6b1, 8b4,
RE
VIS
ED 07-09 -
OP
EN
RAIL
REI
NF.
QT
YS.
CH
AN
GE
D
WHIC
H
CH
AN
GE
D
TO
TA
L
REI
NF.
QT
YS.
114,332
117,219
115,005
117,390
115,023
118,489
115,522
116,496
116,052 116,775 116,946 118,045
113,888 114,561 114,579 115,078
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=2•
6 6
0° SKEW
15° SKEW
30° SKEW
2'-6
2'-7
2'-10†
1'-
3
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
TOTAL - LBS.
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
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE
PIER CAPMONOLITHICWITH
PIER CAPNON-MONOLITHICWITH
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
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
*STRUCTURAL CONCRETE (`BRIDGE`)
PAY WEIGHT FOR SAME.
BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN
AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED
THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
1'-5
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
(TYP.)
ANGLE
SKEW
8e2
28'-245° SKEW
REINFORCING STEEL EPOXY COATED
REINFORCING STEEL EPOXY COATED
NOTES:
BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06
OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
2'-
3
- (2'-3)
TOTAL LENGTH
D=
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
5n3
D=6D=6
D=3ƒ
8/23/2016 2:22:10 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-20-06 11x17_pdf.pltcfg
1'-61'-6
1'-
6
1'-
11
MI
N.
2'-
3
MI
N.
1'-
7
4'-0
3 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 1'-1
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
1'-61'-6
1'-61'-6
J40-20-06ALL BRIDGES
SUPERSTRUCTURE DETAILS
DETAIL "A"
„" RADIUS
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 AT
NOTE: REINFORCING LAYOUT IN PART PLANS 0°, 15°, 30° & 45° SKEWS ARE FOR BARRIER RAIL ONLY. SEE SHEET J40-48-06 FOR OPEN RAIL.
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
SEE DETAIL "A"
1'-1
6
6 CL.
1•"
(`BRIDGE LENGTHS 120'-150'`)
(`BRIDGE LENGTHS 70'-110'`)
4…
BAR
b SLAB
BAR
a SLAB
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
06-12
6t1 DOWELS
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
ƒ FILLET
8h5
8h3
8h5
PIER CAP
MONOLITHIC
PART LONGITUDINAL SECTION NEAR GUTTER LINE
5d BARS @ 1'-0 CTR.
1'-0 CTR.
6c BARS @
5j1 BARS @ 1'-0 CTR.
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
A
A
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)2'-10
SECTION A-A
2ƒ CL.
~6c4
~6d2
5n35n1
~4t1
~5c5-10
5m1
5c5-10
PIPE (`TYP.`)
3"½ PVC
6c4
BA
RS
CONCRETE
BE ROUGHENED
JOINT TO
CONSTRUCTION
(`TYP.`)
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)
= 3'-6 - 5m1
4 SPA. @ 10•
8r
6e3
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
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
=`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
PART PLAN 30° SKEW PART PLAN 45° SKEW
PART PLAN 0° SKEW PART PLAN 15° SKEW
1'-6
1'-6
1'-1
1'-6
1'-6
1'-1
1'-6
1'-6
1'-1
5n3
5n1
5n3
5n1
5n3
5n1
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
3 @ 6 2`@`7•
6c3
6c4
5n1
1'-6 1'-6
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
(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)
(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)
6c36c3
5c5 - 5c10 5c5 - 5c10
5c5 - 5c105c5 - 5c10
BARS
6c3 &`6c4
BARS
6c3 &`6c4
BARS
6c3 &`6c4
BARS
6c3 &`6c4
6c4 BARS 6c4 BARS
6c4 BARS6c4 BARS
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
b SLAB BAR
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
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
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
4…
BAR
a SLAB
b SLAB BAR
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
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
AT RAIL
TOP SLAB
BAR
a SLAB
b SLAB BAR
8/23/2016 2:22:12 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-21-06 11x17_pdf.pltcfg
"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)
1'-1
NOTCH
PAVING
21'-
1…
1'-
3…
J40-21-06
150' BRIDGE
140' BRIDGE
130' BRIDGE
120' BRIDGE
110' BRIDGE
100' BRIDGE
90' BRIDGE
80' BRIDGE
70' 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
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
5j1
(`21'-3`)
6c2 & 5d2
BOTH GUTTERS`)
5d1 BARS (`TYP
BETWEEN TOP SLAB
5j1 BARS CENTERED
43'-
2
OU
T
TO
OU
T
OF
SL
AB
1'-
7
GU
TT
ER
LI
NE
|
RO
AD
WA
Y
40'-
0
RO
AD
WA
Y
21'-
721'-
7
8e11'-
7
5j1
8e1
5j1
| ABUT. BRG. | PIER | ABUT. BRG.| PIER
2'-6 (`TYP`)
60'-0
56'-0
52'-0
48'-0
44'-0
40'-0
36'-0
32'-0
28'-0
60'-0
56'-0
52'-0
48'-0
44'-0
40'-0
36'-0
32'-0
28'-0
JOINT
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
8e28e2
0° TRANSV. REINF. DIMENSION TABLE
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
TRANSVERSE REINFORCING STEEL LAYOUT
0° SKEW
5d1 (23'-9)
6c1 (23'-5)
1'-6
ALL BRIDGES
SUPERSTRUCTURE DETAILS
0° SKEW
33'-0
31'-0
29'-0
27'-0
25'-0
23'-0
21'-0
19'-0
17'-0
DETAIL A
DETAIL A
RE
VIS
ED 07-09 -
CH
AN
GE
D
TH
E
DR
AI
N
AN
GL
ES
DE
TAILS
ON
SE
CTI
ON
A-
A.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
LEG FOR NAILING TO FORMS
HOLES IN EACH OUTSTANDING
OF DRAIN WITH 2-‚"½
WELDED TO BOTH SIDES
L1‚ X 1‚ X „ X 0'-3
SL
AB
THIC
KN
ES
S
MO
RE
TH
AN
DR
AI
N
= 5"
SPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
110'-0
100'-0
90'-0
80'-0
70'-O
150'-0
140'-0
130'-0
120'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
DRAIN
CONCRETE AT
IN THE SLAB
1" DEPRESSION
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
FOR THE WELDED DRAIN SHOWN.
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
39
37
35
33
32
48
45
43
41
(`WELDED`)
PLATE
‚ STEEL
3'-
0
APPLIED TO BOTTOM OF SLAB.
LIMITS OF CONCRETE SEALER
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.`)
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
A A
8/23/2016 2:22:14 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-22-06 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•
J40-22-06
43'-
2
OU
T
TO
OU
T
OF
SL
AB
1'-
7
GU
TT
ER
LI
NE
|
RO
AD
WA
Y
40'-
0
RO
AD
WA
Y
21'-
721'-
7
1'-
7
8e1CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
1'-
7
(̀T
YP.̀)
8e2
| ABUT. BRG. | PIER | PIER | ABUT. BRG.
150' BRIDGE
140' BRIDGE
130' BRIDGE
120' BRIDGE
110' BRIDGE
100' BRIDGE
90' BRIDGE
80' BRIDGE
70' 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
60'-0†
56'-0†
52'-0†
48'-0†
44'-0†
40'-0†
36'-0†
32'-0†
28'-0†
33'-0
31'-0
29'-0
27'-0
25'-0
23'-0
21'-0
19'-0
17'-0
60'-0†
56'-0†
52'-0†
48'-0†
44'-0†
40'-0†
36'-0†
32'-0†
28'-0†
8e1
TRANSVERSE REINFORCING STEEL LAYOUT
15° SKEW
8e2
3'-9•
1'-6†
5'-4Š5'-4Š
JOINT
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
REINFORCING BARS
HEADER DRILLED FOR
REINFORCING BARS
HEADER DRILLED FOR
15° SKEW
ALL BRIDGES
SUPERSTRUCTURE DETAILS
5j1
BOTH GUTTERS`)
5d1 BARS (`TYP
BETWEEN TOP SLAB
5j1 BARS CENTERED
(`22'-0`)
6c2 & 5d2
2'-6 (`TYP.`)
5j1
5d1 (24'-7)
6c1 (24'-3)
5j1
DETAIL A
DETAIL AR
EVIS
ED 07-09 -
CH
AN
GE
D
TH
E
DR
AI
N
AN
GL
ES
DE
TAILS
ON
SE
CTI
ON
A-
A.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
LEG FOR NAILING TO FORMS
HOLES IN EACH OUTSTANDING
OF DRAIN WITH 2-‚"½
WELDED TO BOTH SIDES
L1‚ X 1‚ X „ X 0'-3
SL
AB
THIC
KN
ES
S
MO
RE
TH
AN
DR
AI
N
= 5"
SPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
110'-0
100'-0
90'-0
80'-0
70'-O
150'-0
140'-0
130'-0
120'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
DRAIN
CONCRETE AT
IN THE SLAB
1" DEPRESSION
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
FOR THE WELDED DRAIN SHOWN.
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
39
37
35
33
32
48
45
43
41
(`WELDED`)
PLATE
‚ STEEL
3'-
0
APPLIED TO BOTTOM OF SLAB.
LIMITS OF CONCRETE SEALER
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.`)
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
A A
8/23/2016 2:22:16 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-23-06 11x17_pdf.pltcfg
2'-3…1'-0
2'-8Ž1'-0
2'-8Ž
1'-0
"G" "H"
2'-3…
1'-0
"I"
21'-
7
21'-
7
GU
TT
ER
LI
NE
1'-
71'-
740'-
0
RO
AD
WA
Y
6'-9…4'-8‚
11'-6Œ 11'-6Œ
43'-
2
OU
T
TO
OU
T
OF
SL
AB
(`TYP.`) (`TYP.`)
1'-0•
NOTCHPAVI
NG
1'-
7
1'-1
21'-
1…
1'-
3…
J40-23-06ALL BRIDGES
SUPERSTRUCTURE DETAILS
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
150' BRIDGE
140' BRIDGE
130' BRIDGE
120' BRIDGE
110' BRIDGE
100' BRIDGE
90' BRIDGE
80' BRIDGE
70' BRIDGE
"B"BRIDGE "E"
59
"G" "H" "I""A" "C" "D" "F"
58
69
79
89
30° TRANSV. REINFORCING DIMENSION TABLE
8887 88
7877
6867 68
5857
78
87'-0 88'-0
77'-0
67'-0
57'-0
78'-0
68'-0
58'-0
107
117
127
137
97'-0
107'-0
117'-0
127'-0
137'-0
108
118
128
138
108
118
128
138
98'-0
108'-0
118'-0
128'-0
138'-0
109
119
129
139 33'-0
31'-0
29'-0
27'-0
25'-0
23'-0
21'-0
19'-0
17'-0
59'-8•
55'-8•
51'-8•
47'-8•
43'-8•
39'-8•
35'-8•
31'-8•
27'-8•
97
12-5d3 (`TOP SLAB`)
12-6c3 (`BOTT. SLAB`)
11 SPA. @ 1'-0 = 11'-0
(`21'-3`)
6c2 & 5d2
TRANSVERSE REINFORCING STEEL LAYOUT
30° SKEW
8e BARS IN CONFLICT AREAS.
5d BARS ARE TO PASS UNDER
NOTE:
(`21'-3`)
6c2 & 5d2
(`20'-1`)
6c6 & 5d6
8e1
(`21'-10`)
& 5d4
6c4
JOINT
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
REINFORCING BARS
HEADER DRILLED FORREINFORCING BARS
HEADER DRILLED FOR
30° SKEW
8e1
"D" SPA. @ 1'-0 = "E" ; "F" - 6c2 (`BOTTOM SLAB`) & "F" - 5d2 (`TOP SLAB`)
60'-9
56'-9
52'-9
48'-9
44'-9
40'-9
36'-9
32'-9
28'-9
"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (`BOTTOM SLAB`) & "C" - 5d1 (`TOP SLAB`)
(`4'-7`)
& 5d4
6c4
(`21'-10`)
& 5d3
6c3
(`2'-0`)
& 5d5
6c5
(`19'-3`)
& 5d5
6c5
5d1 (`23'-9`)
6c1 (`23'-5`)
5d1 (`23'-9`)
6c1 (`23'-5`)
(`2'-10`)
& 5d3
6c3
11-5d5 (`TOP SLAB`)
11-6c5 (`BOTT. SLAB`)
10 SPA. @ 1'-0 = 10'-0
11-5d4 (`TOP SLAB`)
11-6c4 (`BOTT. SLAB`)
10 SPA. @ 1'-0 = 10'-0
(`2'-10`)
& 5d6
6c6
11-5d6 (`TOP SLAB`)
11-6c6 (`BOTT. SLAB`)
10 SPA. @ 1'-0 = 10'-0
98 99
DETAIL A
DETAIL A
98
RE
VIS
ED 07-09 -
CH
AN
GE
D
TH
E
DR
AI
N
AN
GL
ES
DE
TAILS
ON
SE
CTI
ON
A-
A.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
LEG FOR NAILING TO FORMS
HOLES IN EACH OUTSTANDING
OF DRAIN WITH 2-‚"½
WELDED TO BOTH SIDES
L1‚ X 1‚ X „ X 0'-3
SL
AB
THIC
KN
ES
S
MO
RE
TH
AN
DR
AI
N
= 5"
SPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
110'-0
100'-0
90'-0
80'-0
70'-O
150'-0
140'-0
130'-0
120'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
DRAIN
CONCRETE AT
IN THE SLAB
1" DEPRESSION
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
FOR THE WELDED DRAIN SHOWN.
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
39
37
35
33
32
48
45
43
41
(`WELDED`)
PLATE
‚ STEEL
3'-
0
APPLIED TO BOTTOM OF SLAB.
LIMITS OF CONCRETE SEALER
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.`)
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
A A
8/23/2016 2:22:18 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-24-06 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
21'-
7
40'-
0
RO
AD
WA
Y
21'-
7
1'-
7
3 S
PA.
@ 5'-
55'-
4
3 SPA. @ 5'-5
(`TYP.`)
20-5d4 (`TOP SLAB`)
20-6c4 (`BOTT. SLAB`)
20-5d3 (`TOP SLAB`)
20-6c3 (`BOTT. SLAB`)
8'-1•
(TYP)
C
RO
AD
WA
YL
20'-0 20'-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`)
43'-
2
OU
T
TO
OU
T
OF
SL
AB
@ 1'-0 = 19'-0
19 SPA. @ 1'-0 = 19'-0
19 SPA
J40-24-06ALL BRIDGES
SUPERSTRUCTURE DETAILS
150' BRIDGE
140' BRIDGE
130' BRIDGE
120' BRIDGE
110' BRIDGE
100' BRIDGE
90' BRIDGE
80' BRIDGE
70' BRIDGE
"B"BRIDGE "E"
51
"G" "H" "I""A" "C" "D" "F"
50
61
71
81
45° TRANSV. REINFORCING DIMENSION TABLE
7877 80
6867
5857 60
4847
70
77'-0 80'-0
67'-0
57'-0
47'-0
70'-0
60'-0
50'-0
107
117
127
87'-0
97'-0
107'-0
117'-0
127'-0
108
118
128
100
110
120
130
90'-0
100'-0
110'-0
120'-0
130'-0
101
111
121
131
87 88 9190
33'-0
31'-0
29'-0
27'-0
25'-0
23'-0
21'-0
19'-0
17'-0
JOINT
LONGITUDINAL CONSTR.
JOINT
TRANSVERSE CONSTR.
2x6 KEYWAY
NOMINAL BEVELED
2x6 KEYWAY
NOMINAL BEVELED
REINFORCING BARS
HEADER DRILLED FORREINFORCING BARS
HEADER DRILLED FOR
45° SKEW
59'-7
55'-7
51'-7
47'-7
43'-7
39'-7
35'-7
31'-7
27'-7
61'-8
57'-8
53'-8
49'-8
45'-8
41'-8
37'-8
33'-8
29'-8
97 98
DETAIL A
| 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
(`21'-3`)
6c2& 5d2
(`21'-3`)
6c2 & 5d2
(`22'-4`)
& 5d4
6c4
5j1
(̀T
YP)
(̀T
YP)
18-5d5 (`TOP SLAB`)
18-6c5 (`BOTT. SLAB`)
17 SPA. @ 1'-0 = 17'-0
(`19'-8`)
& 5d5
6c5
(`2'-8`)
& 5d5
6c5
(`23'-2)
& 5d3
6c3
(`4'-2`)
& 5d3
6c3
8e2
CONSTRUCTION JOINTS
ALTERNATE LOCATION OF TRANSVERSE
8e1
(20'-2)
& 5d6
6c6
17-5d6 (`TOP SLAB`)
17-6c6 (`BOTT. SLAB`)
16 SPA. @ 1'-0 = 16'-0
5d1 (`23'-9`)
6c1 (`23'-5`)
5d1 (`23'-9`)
6c1 (`23'-5`)
2'-8• (`TYP.`)
NOTE: 5d BARS ARE TO PASS UNDER 8e BARS IN CONFLICT AREAS.
TRANSVERSE REINFORCING STEEL LAYOUT
45° SKEW
| ABUT. BRG.
(3'-4)
& 5d4
6c4
DETAIL A
RE
VIS
ED 07-09 -
CH
AN
GE
D
TH
E
DR
AI
N
AN
GL
ES
DE
TAILS
ON
SE
CTI
ON
A-
A.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
1'-6ƒ
LE
NG
TH
OF
3•
6
1"
LEG FOR NAILING TO FORMS
HOLES IN EACH OUTSTANDING
OF DRAIN WITH 2-‚"½
WELDED TO BOTH SIDES
L1‚ X 1‚ X „ X 0'-3
SL
AB
THIC
KN
ES
S
MO
RE
TH
AN
DR
AI
N
= 5"
SPAN WEIGHT, LBS. SPAN WEIGHT, LBS.
110'-0
100'-0
90'-0
80'-0
70'-O
150'-0
140'-0
130'-0
120'-0
WEIGHT OF ONE FLOOR DRAIN
SECTION A-A
R=1'-
0
DRAIN
CONCRETE AT
IN THE SLAB
1" DEPRESSION
70'-0
100'-0
110'-0
120'-0
80'-0
| ROADWAY
| PIERS
(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)
FOR THE WELDED DRAIN SHOWN.
WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED
NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE
PART PLAN
FLOOR DRAIN DETAILS
FLOOR DRAIN LOCATION
90'-0
130'-0
140'-0
150'-0
39
37
35
33
32
48
45
43
41
(`WELDED`)
PLATE
‚ STEEL
3'-
0
APPLIED TO BOTTOM OF SLAB.
LIMITS OF CONCRETE SEALER
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.`)
IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.
NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS
A A
8/23/2016 2:22:19 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-25-06 11x17_pdf.pltcfg
J40-25-06ALL BRIDGES
MONOLITHIC PIER CAP DETAILS
PIER NOTES:
3'-
0
1'-
6
1'-
6
3'-
0
1'-
6
3'-0
1'-6
1'-6
1'-
6
2'-2
2'-2
2'-2
| PILES
R=1'-6
| CAP
15°
| CAP
R=1'-6
30°
| PILES
R=1'-6
45°
| ROADWAY
EDGE OF SLAB
45° SKEW
30° SKEW
15° SKEW
2'-4
2'-4
2'-4
2
2
2
44'-2‡ END T
O END O
F PIER C
AP
48'-11•
END TO
END OF
PIER
CAP
21'-7
5h1
8h2
5h1
8h2
5h1
8h2 39'-10
Š |
TO | EXTERIO
R PILES.
SEE TABLE T
HIS SHEET F
OR PILE S
PA.
44'-5• | TO
| EXTERI
OR PI
LES. S
EE TABLE
THIS
SHEET FOR
PILE
SPA.
| PILES
3'-
0
1'-
61'-
6
2'-2
| PILES
R=1'-6
0° SKEW
HALF SECTION BELOW SLAB
2'-4
2
CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 70'-0 BRIDGE.
5h1
8h238'-6 TO | EXTERIOR PILES. SEE TABLE THIS SHEET FOR PILE SPA.
42'-10 END TO END OF PIER CAP
21'-7
| CAP
| CAP - TYPICAL
SYMMETRICAL ABOUT
8h3 & 8h4
54'-5
… | T
O | EXTERIO
R PIL
ES. S
EE T
ABLE T
HIS SHEET FOR PIL
E SPA.
59'-4 END T
O END OF PIE
R CAP
8h3 & 8h4
8h3 & 8h4
EDGE OF SLAB
| CAP & ROADWAY
8h3 & 8h4
& | PILES
| PIER CAP
TYPE 3 TRESTLE BENT PILES
PILE ORIENTATION DETAIL FOR
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
PIER PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.
IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE ADJUSTED
THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.
MONOLITHIC PIER CAPS.
CAP STEEL AS DETAILED ON P10L STANDARD PILE DRAWING IS REQUIRED FOR
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
IN SUPERSTRUCTURE ESTIMATE OF QUANTITIES.
ALL MONOLITHIC PIER CAP REINFORCING AND CONCRETE IS INCLUDED
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 10 11 12 14 15 16 16
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
812 KIPS 900 KIPS 1001 KIPS 1109 KIPS 1215 KIPS 1341 KIPS 1465 KIPS 1595 KIPS 1739 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
@ 3'-6
11 SPA.
ABOUT 4'-3
9 SPA. @
ABOUT 4'-5
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 6'-1
9 SPA. @
ABOUT 4'-3
9 SPA. @
ABOUT 4'-3
9 SPA. @
ABOUT 4'-5
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 6'-1
9 SPA. @
ABOUT 4'-5
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 6'-1
9 SPA. @
ABOUT 3'-10
10 SPA. @
ABOUT 4'-0
10 SPA. @
ABOUT 4'-5
10 SPA. @
ABOUT 5'-5
10 SPA. @
ABOUT 3'-7
11 SPA. @
ABOUT 4'-1
11 SPA. @
ABOUT 4'-11
11 SPA. @
ABOUT 2'-8
15 SPA. @
ABOUT 3'-0
15 SPA. @
ABOUT 2'-8
15 SPA. @
ABOUT 3'-0
15 SPA. @
ABOUT 2'-11
13 SPA. @
ABOUT 3'-0
13 SPA. @
ABOUT 3'-5
13 SPA. @
ABOUT 4'-2
13 SPA. @
ABOUT 2'-9
14 SPA. @
ABOUT 2'-10
14 SPA. @
ABOUT 3'-2
14 SPA. @
ABOUT 3'-11
14 SPA. @
ABOUT 2'-7
15 SPA. @
ABOUT 2'-7
15 SPA. @
ABOUT 3'-8
15 SPA. @
ABOUT 3'-8
15 SPA. @
2
2
2 2 2
3 3 3
3 3 3
05-14
CO
RR
EC
TI
ON 05-14 -
CH
AN
GE
D
TH
E
BA
R
LA
BE
L F
RO
M
5d1 T
O 5h1 I
N
EN
CIR
CL
ED
NO
TE 1.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:22:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-26-06 11x17_pdf.pltcfg
J40-26-06
1'-
0
ƒ" FILLET
5h1
5d BARS
6c BARS
| PIER
1'-6 1'-6 INTO PIER CAP.
BE EMBEDDED 1'-0
PIER PILE IS TO
NOTE:
TYPICAL CAP SECTION
ALL BRIDGES
MONOLITHIC PIER CAP DETAILS
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 | ROADWAY
SYMMETRICAL ABOUT
20'-0
21'-7
70'-0, 80'-0 & 90'-0 BRIDGES
1
12
CAP STEEL2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-0
2 10 EQUAL PILE SPACES
5h1
8h2
100'-0 BRIDGE
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0 1'-0
2
8h2
5h1
1'-7 | ROADWAY
SYMMETRICAL ABOUT
20'-0
21'-7
120'-0 BRIDGE
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
2
8h25h1
13 EQUAL PILE SPACES
15 EQUAL PILE SPACES
1
12
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-0
2 9 EQUAL PILE SPACES
8h25h1
2-8h5 & 8h6
CAP STEEL
5 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 0°, 15°, 30°
4 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 30°
2 EQ. SPA. SKEW 0°, 15°
2-8h5 & 8h6
& 8h4
4-8h3
& 8h4
4-8h3
3 EQ. SPA. SKEW 30°, 45°
2 EQ. SPA. SKEW 0°, 15°
2-8h5 & 8h6
& 8h4
4-8h3
1
12130'-0 BRIDGE
2-8h5 & 8h6
4-8h3 & 8h4
3 EQ. SPA. SKEW 45°
2 EQ. SPA. SKEW 30°
1 SPA. SKEW 0°, 15°
1'-0
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°, 15°, 30°
2-8h5 & 8h6
4-8h3 & 8h4
140'-0 & 150'-0 BRIDGES
8h5 & 8h6
110'-0 BRIDGE
8h3 & 8h41'-
0
8h2
2'-22 14 EQUAL PILE SPACES
1'-
0
4-8h3 & 8h4
5h1
TYP. HOOP
SPACING
1'-0 1'-0
3 EQ. SPA. SKEW 45°
2 EQ. SPA. SKEW 0°, 15°, 30°
CAP STEEL 2-8h5 & 8h6
RE
VIS
ED 11-08 -
RE
VIS
ED
PIL
ES
RE
QUIR
ED
FO
R 120'-
0
AN
D 130'-
0
BRI
DG
ES.
11-08
SHEET P10L
SEE PILE DETAIL
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:22:22 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-27-06 11x17_pdf.pltcfg
J40-27-06ALL BRIDGES
PIER CAP DETAILS
NON-MONOLITHIC
PART PLAN
| PIER CAP
EDGE OF SLAB
HA
UN
CH
VA
RIE
S
OF CAP
WIDTH AND LENGTH
TAR PAPER FULL
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
JOINT MATERIAL
4 X … STRIP OF PREFORMED
ƒ" FILLET
MATERIAL
…" JOINT
6•
@ |
OF
RO
AD
WA
Y
1‡
@
EN
D
OF
CA
P
CAP FOR SQUARE AND SKEWED BRIDGES.
JOINT MATERIAL IS TO GO ALL THE WAY AROUND PIER
JOINT MATERIAL AT ENDS OF PIER CAP. NOTE THAT
SHOWING TREATMENT OF 4 X … STRIP OF PREFORMED
1
12
2'-2
1
12
2'-2
| ROADWAY
SYMMETRICAL ABOUT
TYP. HOOP
SPACING
1'-0
1'-0
TYP. HOOP
SPACING
1'-0
1'-0
12 EQUAL PILE SPACES
9 EQUAL PILE SPACES
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
13 EQUAL PILE SPACES
21'-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
21'-5
120'-0 BRIDGE
(`LOOKING PARALLEL TO | ROADWAY`)
& 6c2
4-6c1
& 6c2
4-6c1
6e1
& 6c2
4-6c1
& 6c2
2-6c1
& 6c2
2-6c1
& 6c2
4-6c1
5d1
& 6c2
4-6c1
6e1
& 6c2
2-6c1
5d1
11 EQUAL PILE SPACES
6e1
& 6c2
4-6c1
& 6c2
2-6c1
& 6c2
4-6c1 5d1
90'-0 BRIDGE
110'-0 BRIDGE
70'-0 & 80'-0 BRIDGES
3 EQ. SPA. SKEW 45°
2 EQ. SPA. SKEW 30°
1 SPA. SKEW 0°,15°
& 6c2
4-6c1
6e1
& 6c2
2-6c1
& 6c2
4-6c1 5d1
1
12
2'-2
TYP. HOOP
SPACING
1'-0
1'-0
15 EQUAL PILE SPACES
& 6c2
4-6c1
6e1
& 6c2
2-6c1
& 6c2
4-6c1 5d1
| ROADWAY
SYMMETRICAL ABOUT
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°,15°, 30°
& 6c2
6c1
5 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 0°,15°, 30°
4 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 30°
2 EQ. SPA. SKEW 0°, 15°
3 EQ. SPA. SKEW 30°, 45°
2 EQ. SPA. SKEW 0°,15°
5'-6•
5'-5‰
5'-3•
5'-2•
5'-1‰
5'-0‰
4'-10•
4'-9•
4'-9‰
CAP DIMENSION
BOTTOM OF
GRADE TO
150'-0 BRIDGE
140'-0 BRIDGE
130'-0 BRIDGE
120'-0 BRIDGE
110'-0 BRIDGE
100'-0 BRIDGE
90'-0 BRIDGE
80'-0 BRIDGE
70'-0 BRIDGE
& 6c2
4-6c1
3 EQ. SPA. SKEW 45°
2 EQ. SPA. SKEW 0°,15°, 30°
PART SECT B-B
JOINT MATERIAL
PREFORMED
4 X … STRIP OF
A
A
130'-0, 140'-0 & 150'-0 BRIDGES
RE
VIS
ED 11-08 -
RE
VIS
ED
PIL
ES
RE
QUIR
ED
FO
R 130'-
0
BRI
DG
E. A
DD
ED
EX
TR
A 5d1 B
AR
S
TO
EN
D
OF
CA
P.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:22:24 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-28-06 11x17_pdf.pltcfg
J40-28-06ALL BRIDGES
PIER CAP DETAILS
NON-MONOLITHIC
2'-2
2'-2
| CAP
R=1'-6
30°
45°
| ROADWAY
EDGE OF SLAB
| CAP - TYPICAL
SYMMETRICAL ABOUT
| KEYWAY
| PILE &
| KEYWAY
| PILE &
2'-4
2'-4
2
2
| CAP
21'-7
5d1
6e1
59'-4 END T
O END OF PIE
R CAP
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1 x 8 x 2'-0 BEVELED
5d1
48'-11•
END TO
END OF
PIER
CAP
6e1
54'-5
… | T
O | EXTERIO
R PIL
ES. S
EE T
ABLE FOR PIL
E SPA.
3'-O CTR. TO CTR.
KEYWAY AT ABOUT
1 x 8 x 2'-0 BEVELED
2'-2
2'-2
| CAP
R=1'-6
15° SKEW
0° SKEW
| KEYWAY
| PILE &
| KEYWAY
| PILE &
2'-4
2'-4
2
2
44'-2‡ END T
O END O
F PIER C
AP
| CAP
15°
CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 70'-0 BRIDGE.
TYP. HALF PLAN VIEW
5d1
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1 x 8 x 2'-0 BEVELED
6e1
5d1
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1 x 8 x 2'-0 BEVELED
6e1
42'-10 END TO END OF PIER CAP
39'-10
Š |
TO | EXTERIO
R PILES.
SEE TABLE F
OR PILE S
PA.
R=1'-6
| ROADWAY21'-7
2'-10 LAP (`MIN.`)
LAP SPLICE
6c1 & 6c2
2'-10 LAP (`MIN.`)
LAP SPLICE
6c1 & 6c2
44'-5• | TO
| EXTERI
OR PI
LES.
SEE TABLE
FOR PI
LE SP
A.
2'-10 LAP (`MIN.`)
LAP SPLICE
6c1 & 6c2
2'-10 LAP (`MIN.`)
LAP SPLICE
6c1 & 6c2
45° SKEW
30° SKEW
R=1'-6
| CAP
EDGE OF SLAB
38'-6 | TO | EXTERIOR PILES. SEE TABLE FOR PILE SPA.
& | PILES
| PIER CAP
TYPE 3 TRESTLE BENT PILES
PILE ORIENTATION DETAIL FOR
RE
VIS
ED 11-08 -
AD
DE
D
TY
PE 3 PIL
E
ORIE
NT
ATI
ON
DE
TAIL. A
DD
ED
EX
TR
A 5d1 B
AR
S
TO
EN
D
OF
CA
P.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:22:26 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-29-06 11x17_pdf.pltcfg
J40-29-06
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:
ALL BRIDGES
PIER CAP DETAILS
NON-MONOLITHIC
0°
15°
30°
45°
6c2
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
9'-7
11'-8
11'-8
11'-8
11'-8
28'-2
23'-0
20'-7
19'-11
31'-2
26'-0
23'-8
23'-0
BILL OF EPOXY REINFORCING STEEL - ONE PIER
COATED (LBS.)
STEEL EPOXY
REINFORCING
(CU. YDS.)
CONCRETE
STRUCTURAL
45°
30°
15°
0°
45°
30°
15°
0°
86
572
390
390
390
424
346
310
300
469
391
356
346
20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
PIER PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR
ALL REINFORCING STEEL IS TO BE GRADE 60.
TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.
IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE ADJUSTED
THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.
REQUIRED FOR EACH BRIDGE LENGTH AS SHOWN ON THIS SHEET.
BUT IN NO CASE TO A BEARING VALUE LESS THAN THE PILE BEARING
THE PIER PILES ARE TO 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
BE REQUIRED AT THE | OF ROADWAY AND AT EACH EXTERIOR PILE.
COMPENSATE FOR GRADE. THEREFORE BOTTOM OF CAP ELEVATIONS WILL
FOR SKEWED BRIDGES BOTTOM OF PIER CAP IS TO BE SLOPED TO
6
56
38
38
38
10
10
10
10
10
10
10
10
86
682
463
463
463
424
346
310
300
469
391
356
346
6
56
38
38
38
10
10
10
10
10
10
10
10
86
682
463
463
463
424
346
310
300
469
391
356
346
6
52
42
32
32
10
10
10
10
10
10
10
10
86
633
512
390
390
424
346
310
300
469
391
356
346
6
46
46
35
35
10
10
10
10
10
10
10
10
86
560
560
426
426
424
346
310
300
469
391
356
346
6
50
38
38
38
10
10
10
10
10
10
10
10
86
609
463
463
463
424
346
310
300
469
391
356
346
6
54
41
28
28
10
10
10
10
10
10
10
10
86
658
499
341
341
424
346
310
300
469
391
356
346
6
47
32
32
32
10
10
10
10
10
10
10
10
86
572
390
390
390
424
346
310
300
469
391
356
346
6
47
32
32
32
10
10
10
10
10
10
10
10
6
47
32
32
32
10
10
10
10
10
10
10
10
86
572
390
390
390
424
346
310
300
469
391
356
346
10
1661
1286
1215
1195
19.6
16.2
14.6
14.1
10
1661
1286
1215
1195
19.6
16.2
14.6
14.1
11
1612
1335
1142
1122
19.6
16.2
14.6
14.1
12
1539
1383
1178
1158
19.6
16.2
14.6
14.1
13
1588
1286
1215
1195
19.6
16.2
14.6
14.1
14
1637
1322
1093
1073
19.6
16.2
14.6
14.1
16
1551
1213
1142
1122
19.6
16.2
14.6
14.1
16
1551
1213
1142
1122
19.6
16.2
14.6
14.1
16
1551
1213
1142
1122
19.6
16.2
14.6
14.1
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 16 16
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
890 KIPS 978 KIPS 1079 KIPS 1187 KIPS 1293 KIPS 1419 KIPS 1543 KIPS 1672 KIPS 1817 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
3'-6
11 SPA. @
ABOUT 3'-0
13 SPA. @
ABOUT 3'-1
13 SPA. @
ABOUT 3'-5
13 SPA. @
ABOUT 2'-7
15 SPA. @
ABOUT 2'-7
15 SPA. @
ABOUT 3'-2
12 SPA. @
ABOUT 3'-10
10 SPA. @
ABOUT 3'-7
11 SPA. @
ABOUT 4'-1
11 SPA. @
ABOUT 4'-11
11 SPA. @
ABOUT 4'-6
12 SPA. @
ABOUT 3'-8
12 SPA. @
ABOUT 3'-4
12 SPA. @
ABOUT 4'-2
13 SPA. @
ABOUT 3'-8
15 SPA. @
ABOUT 3'-0
15 SPA. @
ABOUT 2'-8
15 SPA. @
ABOUT 2'-7
15 SPA. @
ABOUT 3'-8
15 SPA. @
ABOUT 3'-0
15 SPA. @
ABOUT 2'-8
15 SPA. @
ABOUT 3'-8
15 SPA. @
ABOUT 3'-0
15 SPA. @
ABOUT 2'-8
15 SPA. @
ABOUT 4'-3
9 SPA. @
ABOUT 4'-5
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 6'-1
9 SPA. @
ABOUT 4'-3
9 SPA. @
ABOUT 4'-5
9 SPA. @
ABOUT 4'-11
9 SPA. @
ABOUT 6'-1
9 SPA. @
ABOUT 4'-0
10 SPA. @
ABOUT 4'-5
10 SPA. @
ABOUT 5'-5
10 SPA. @
2 2
2
2 2 2
3 3 3
3 3 3
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:22:28 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-30-06 11x17_pdf.pltcfg
4'-
01'-
61'-
6
1'-61'-6
1'-61'-6
J40-30-06
ABUTMENT NOTES:
DETAIL "A"
„" RADIUS
5s1
0° SKEW - TIMBER PILING
ABUTMENT DETAILS
2 @ 6
6t1
| ROADWAY
6
PLAN VIEW
40'-01'-7 1'-7
6t2 DOWELS
5s1 6t2
8r1 OR 8r2
5s1
6t1 6e4
OR 8e2
8e1
2'-0 2" X 8" X 2'-0 BEVELED KEYWAYS
@ ABOUT 4'-0 CTRS.
6e3
6t2
| ABUT. BRG. & | PILES
SUPERSTRUCTURE QUANTITIES.
6e3, 6e4, AND 8e ARE INCLUDED WITH
NOT SHOWN.
NOTE: WING REINFORCING AND RAIL
& 40-6e4 DIAGONALS IN SLAB
& 40-6e3 HAIRPINS IN SLAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 483
10
70'-0
515
10
80'-0
546
11
90'-0
585
11
100'-0
623
12
110'-0
666
13
120'-0
708
13
130'-0
~`830
15
140'-0
~`879
16
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
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
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
40-6t1 F.F. & 40-6t2 B.F. DOWELS
39 SPA. @ 1'-0 = 39'-0
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
1'-1
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 AT
SEE DETAIL "A"
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
4…
b SLAB BAR
BAR
a SLAB
6t1
8r
8r
8e
1'-
1
1'-1
3'-
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
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
AT RAIL
TOP SLAB
b SLAB BAR
BAR
a SLAB
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
8/23/2016 2:22:30 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-31-06 11x17_pdf.pltcfg
J40-31-06
| ROADWAY
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
3 EQ. SPA.
20'-0 20'-0
70'-0 & 80'-0 BRIDGES
0° SKEW - TIMBER PILING
ABUTMENT DETAILS
10 PILE SPACES @ 4'-0 = 40'-0
TYP. 5s1 SPACING 1'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
1'-0
BETWEEN PILES
2 EQ. SPA.
WOOD PILINGPILE PLAN - 0° SKEW
12 PILE SPACES @ 3'-4 = 40'-0
1'-0
| ROADWAY
1'-7 1'-720'-0 20'-0
9 PILE SPACES @ ABOUT 4'-5 = 40'-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
14 PILE SPACES @ ABOUT 2'-10 = 40'-0
15 PILE SPACES @ 2'-8 = 40'-011 PILE SPACES @ ABOUT 3'-8 = 40'-0
110'-0 BRIDGE
120'-0 & 130'-0 BRIDGES
90'-0 & 100'-0 BRIDGES
RE
VIS
ED 11-08 -
RE
VIS
ED
NU
MB
ER
OF
PIL
ES
FO
R 70'-
0, 90'-
0,
AN
D 120'-
0
BRI
DG
ES.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:22:32 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-32-06 11x17_pdf.pltcfg
1'-61'-6
1'-61'-6
J40-32-06
DETAIL "A"
„" RADIUS
ABUTMENT NOTES:
5s2
15° SKEW - TIMBER PILING
ABUTMENT DETAILS
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
4'-
0
| ROADWAY15°
PLAN VIEW
1'-0
40-6t2
DOWELS BACK F
ACE OF F
OOTING
2" X 8" X
2'-0 B
EVELED KEYWAYS
7
39 SPA. @
ABOUT 1'-0
• = 40'-4
•, 40-
6t1 DOWELS
2 @ 6
5s2
5s1
6t1
6t2
5
39 SPA. @
ABOUT 1'-0
• = 40'-4
•
41'-4•
6e3
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
& | PILES
| ABUT. BRG.
6t2
8e2
8e1 OR
8r1 OR 8r26e4
DOWELS
6t2
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
& 40-
6e4 DI
AGONALS IN
SLAB
FRONT FACE O
F FOOTIN
G & 40-
6e3 HAIR
PINS I
N SLAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 488
10
70'-0
520
10
80'-0
550
11
90'-0
590
11
100'-0
627
12
110'-0
671
13
120'-0
713
13
130'-0
~`835
15
140'-0
~`884
16
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCE
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
ARE PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
6t1
8r
8r
8e
1'-
1
1'-1
3'-
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
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
AT RAIL
TOP SLAB
b SLAB BAR
BAR
a SLAB
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
1'-1
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 AT
SEE DETAIL "A"
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
4…
b SLAB BAR
BAR
a SLAB
8/23/2016 2:22:38 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-33-06 11x17_pdf.pltcfg
J40-33-0615° SKEW - TIMBER PILING
ABUTMENT DETAILS
| ROADWAY
1'-7 1'-720'-020'-0
1'-0
3 EQ.
SPA.1'-0
BETWEEN PILES
TYP. 5s1
SPACING
1'-0
3 EQ.
SPA.1'-0
BETWEEN PILES
TYP. 5s1
SPACING
| ROADWAY
1'-7 1'-7
1'-0
20'-020'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
1'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
41'-4•
41'-4•
41'-4•
41'-4•
1'-0
2 EQ.
SPA.1'-0
BETWEEN PILES
TYP. 5s1
SPACING
41'-4• 1'-0
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
41'-4•
140'-0 BRIDGE
150'-0 BRIDGE
PILE PLAN - 15° SKEW WOOD PILING
9 PILE S
PACES @ ABOUT 4
'-7 =
41'-4•
10 PIL
E SPACES
@ ABOUT 4'-2 =
41'-4•
11 PILE S
PACES @ ABOUT 3
'-9 =
41'-4•
2 EQ. S
PA.
14 PIL
E SPACES
@ ABOUT 2'-11 =
41'-4•
15 PIL
E SPACES
@ ABOUT 2'-9 =
41'-4•
12 PIL
E SPACES
@ ABOUT 3'-5 =
41'-4•
90'-0 & 100'-0 BRIDGES
110'-0 BRIDGE
120'-0 & 130'-0 BRIDGES70'-0 & 80'-0 BRIDGES
RE
VIS
ED 11-08 -
RE
VIS
ED
NU
MB
ER
OF
PIL
ES
FO
R 70'-
0
BRI
DG
E.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:22:41 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-34-06 11x17_pdf.pltcfg
1'-61'-6
1'-61'-6
J40-34-0630° SKEW - TIMBER PILING
ABUTMENT DETAILS
ABUTMENT NOTES:
DETAIL "A"
„" RADIUS
5s2
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
4'-
0
| ROADWAY
& | PILES
| ABUT. BRG.
30°
6t2 DOWELS
1'-0
46'-2‚
40-6t2 D
OWELS B
ACK FACE
OF FOOTI
NG
PLAN VIEW
1'-
8Ž
1'-
8Ž
2 X
8 X
2'0
BEVELED KEYWAYS
@ ABOUT
4'-0 C
TRS.
6e3
6t1
6t2
39 S
PA. @ ABOUT
1'-2 = 4
5'-0‚
5
2 @ 6
5s2
5s1
6t2
6t1
9
OR 8e2
8e1
39 S
PA. @ ABOUT
1'-2 = 4
5'-0‚, 40-
6t1
DOWELS
8r1 OR 8r2
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6e4
& 40-6
e4 DIA
GONALS I
N SLAB
FRONT FACE
OF FOOTI
NG &
40-6
e3 H
AIRPI
NS IN S
LAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 503
10
70'-0
536
11
80'-0
566
11
90'-0
606
12
100'-0
644
12
110'-0
687
13
120'-0
729
14
130'-0
~`852
16
140'-0
~`901
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
20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR
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
ARE PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
1'-1
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 AT
SEE DETAIL "A"
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
4…
b SLAB BAR
BAR
a SLAB
6t1
8r
8r
8e
1'-
1
1'-1
3'-
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
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
AT RAIL
TOP SLAB
b SLAB BAR
BAR
a SLAB
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
8/23/2016 2:22:43 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-35-06 11x17_pdf.pltcfg
J40-35-0630° SKEW - TIMBER PILING
ABUTMENT DETAILSWOOD PILING
PILE PLAN - 30° SKEW
| ROADWAY
1'-7 1'-7
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-046
'-2‚ 4
EQ.
SPA.
20'-0 20'-0
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
46'-2‚
3 EQ.
SPA.
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
46'-2‚
3 EQ.
SPA.
110'-0 BRIDGES
100'-0 &
| ROADWAY
1'-7 1'-7
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-046
'-2‚
2 EQ.
SPA.
20'-0 20'-0
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
46'-2‚
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-046
'-2‚
130'-0 BRIDGE
2 EQ. S
PA.
9 PI
LE SP
ACES @
ABOUT 5'-2 = 4
6'-2‚
10 PIL
E SP
ACES @
ABOUT 4'-7 = 4
6'-2‚
11 PIL
E SP
ACES @
ABOUT 4'-2 = 4
6'-2‚
12 PIL
E SP
ACES @
ABOUT 3'-1
0 =
46'-2‚
13 PIL
E SP
ACES @
ABOUT 3'-7 = 4
6'-2‚
15 PIL
E SP
ACES @
ABOUT 3'-1 = 4
6'-2‚
120'-0 BRIDGE70'-0 BRIDGE
BRIDGES
80'-0 & 90'-0
| ROADWAY
1'-7 1'-720'-0 20'-0
140'-0 BRIDGE
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-046
'-2‚
150'-0 BRIDGE
16 PIL
E SP
ACES @
ABOUT 2'-1
0† = 4
6'-2‚
RE
VIS
ED 11-08 -
RE
VIS
ED
NU
MB
ER
OF
PIL
ES
FO
R 80'-
0
AN
D 150'-
0
BRI
DG
ES.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:22:45 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-36-06 11x17_pdf.pltcfg
1'-61'-6
1'-61'-6
J40-36-06
ABUTMENT NOTES:
DETAIL "A"
„" RADIUS
45° SKEW - TIMBER PILING
ABUTMENT DETAILS
5s2
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
4'-
0
| ROADWAY
PLAN VIEW
1'-0
45°
& | PILES
| ABUT. BRG.
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6t2 DOWELS
2'-2
40-6t2 DO
WELS BACK FACE OF FO
OTIN
G
56'-6Ž
2'-
1‹
2'-
1‹
39 SPA.
@
ABO
UT 1'-5 = 55'-1Ž, 40-6t1
DO
WELS FRO
NT
39 SPA.
@
ABO
UT 1'-5 = 55'-1Ž
5
5s2
6t1
6t2
5s1
6t26e3
2 @ 6
2 X 8 X 2'-0 BEVELED KEY
WA
YS
@
ABO
UT 4'-0 CTRS.
6t1
8e2
8e1 OR
OR 8r2
8r1
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
6e4
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
& 40-6e4 DIA
GO
NALS IN SLAB
FACE OF FO
OTIN
G
& 40-6e3 HAIR
PIN
S IN SLAB
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
ARE PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
6t1
8r
8r
8e
1'-
1
1'-1
3'-
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
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
AT RAIL
TOP SLAB
b SLAB BAR
BAR
a SLAB
1'-
3
5s1
6t1
8r
4…
8r
BA
RS
2
EQ.
SP
A.
2'-
0
TO
P
OF
PIL
E6
6
1'-1
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 AT
SEE DETAIL "A"
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
4…
b SLAB BAR
BAR
a SLAB
8/23/2016 2:22:47 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-37-06 11x17_pdf.pltcfg
J40-37-0645° SKEW - TIMBER PILING
ABUTMENT DETAILS
1'-3
1'-3
56'-6Ž
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'-720'-0 20'-0
| ROADWAY
56'-6Ž
56'-6Ž
1'-3
1'-3
56'-6Ž
TYP. 5s1
SPACIN
G
SPA.
1'-0
1'-0
1'-3
2 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'-720'-0 20'-0
| ROADWAY
56'-6Ž
56'-6Ž
10 SPA.
@
ABO
UT 5'-8 = 56'-6Ž
BET
WEEN PIL
ES
11 S
PA.
@
ABO
UT 5'-2 = 56'-6Ž
BET
WEEN PIL
ES
12 SPA.
@
ABO
UT 4'-9 = 56'-6Ž
BET
WEEN PIL
ES
BET
WEEN PIL
ES
BET
WEEN PIL
ES
BET
WEEN PIL
ES
13 SPA.
@
ABO
UT 4'-4 = 56'-6Ž
14 SPA.
@
ABO
UT 4'-0 = 56'-6Ž
16 SPA.
@
ABO
UT 3'-6 = 56'-6Ž
2 EQ. SPA.
WOOD PILING
PILE PLAN - 45° SKEW
BRIDGE
90'-0
BRIDGES
110'-0
100'-0 &
BRIDGES
80'-0
70'-0 & BRIDGE
120'-0
BRIDGE
130'-0
BRIDGES
150'-0
140'-0 &
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 538
11
70'-0
570
11
80'-0
601
12
90'-0
641
13
100'-0
679
13
110'-0
765
15
130'-0
~`888
17
140'-0
~`938
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
723
14
3120'-0
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:22:49 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-38-06 11x17_pdf.pltcfg
J40-38-06
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
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`)
TIMBER PILING
ABUTMENT DETAILS
NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK
LOCATIONMARK
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
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
#2
6t2
6t1
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-0
21'-4
26'-4
30
10
46
46
40
7
7
30
10
46
46
40
7
7
2184
39
64
386
345
459
399
492
33
11
46
46
34
7
7
2126
43
71
386
345
390
399
492
33
11
46
46
34
7
7
2126
43
71
386
345
390
399
492
36
12
46
46
37
7
7
2171
47
77
386
345
425
399
492
39
13
46
46
40
7
7
2215
50
84
386
345
459
399
492
39
13
46
46
40
7
7
2215
50
84
386
345
459
399
492
45
15
46
46
32
7
7
2143
58
96
386
345
367
399
492
48
16
46
46
34
7
7
2177
62
103
386
345
390
399
492
#2
6t2
6t1
5s2
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
22'-1
27'-2
30
10
46
46
4
36
7
7
2215
39
64
386
345
47
413
413
508
30
10
46
46
4
36
7
7
2215
39
64
386
345
47
413
413
508
33
11
46
46
4
40
7
7
2272
43
71
386
345
47
459
413
508
33
11
46
46
4
40
7
7
2272
43
71
386
345
47
459
413
508
36
12
46
46
4
33
7
7
2202
47
77
386
345
47
379
413
508
39
13
46
46
4
36
7
7
2246
50
84
386
345
47
413
413
508
39
13
46
46
4
36
7
7
2246
50
84
386
345
47
413
413
508
45
15
46
46
4
28
7
7
2174
58
96
386
345
47
321
413
508
48
16
46
46
4
30
7
7
2208
62
103
386
345
47
344
413
508
#2
6t2
6t1
5s2
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
24'-5
29'-6
30
10
46
46
4
45
7
7
2407
39
64
386
345
50
516
456
551
33
11
46
46
4
40
7
7
2361
43
71
386
345
50
459
456
551
33
11
46
46
4
40
7
7
2361
43
71
386
345
50
459
456
551
36
12
46
46
4
44
7
7
2417
47
77
386
345
50
505
456
551
36
12
46
46
4
44
7
7
2417
47
77
386
345
50
505
456
551
39
13
46
46
4
36
7
7
2335
50
84
386
345
50
413
456
551
42
14
46
46
4
39
7
7
2379
54
90
386
345
50
447
456
551
48
16
46
46
4
30
7
7
2297
62
103
386
345
50
344
456
551
2330
66
109
386
345
50
367
456
551
#2
6t2
6t1
5s2
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
29'-7
34'-8
33
11
46
46
4
50
7
7
2676
43
71
386
345
56
574
553
648
33
11
46
46
4
50
7
7
2676
43
71
386
345
56
574
553
648
36
12
46
46
4
55
7
7
2743
47
77
386
345
56
631
553
648
39
13
46
46
4
48
7
7
2673
50
84
386
345
56
551
553
648
39
13
46
46
4
48
7
7
2673
50
84
386
345
56
551
553
648
42
14
46
46
4
52
7
7
2729
54
90
386
345
56
597
553
648
45
15
46
46
4
42
7
7
2624
58
96
386
345
56
482
553
648
51
17
46
46
4
48
7
7
2714
66
109
386
345
56
551
553
648
51
17
46
46
4
48
7
7
2714
66
109
386
345
56
551
553
648
-
10
2184
13.8
70'-0
-
10
2184
13.8
80'-0
-
11
2126
13.8
90'-0
-
11
2126
13.8
100'-0
-
12
2171
13.7
110'-0
-
13
2215
13.6
120'-0
-
13
2215
13.6
130'-0
150
15
2143
13.5
140'-0
160
16
2177
13.5
150'-0
-
10
2215
14.3
70'-0
-
10
2215
14.3
80'-0
-
11
2272
14.3
90'-0
-
11
2272
14.3
100'-0
-
12
2202
14.2
110'-0
-
13
2246
14.1
120'-0
-
13
2246
14.1
130'-0
150
15
2174
14.0
140'-0
160
16
2208
14.0
150'-0
-
10
2407
16.0
70'-0
-
11
2361
16.0
80'-0
-
11
2361
16.0
90'-0
-
12
2417
15.9
100'-0
-
12
2417
15.9
110'-0
-
13
2335
15.8
120'-0
-
14
2379
15.8
130'-0
160
16
2297
15.7
140'-0
170
17
2330
15.6
150'-0
-
11
2676
19.7
70'-0
-
11
2676
19.7
80'-0
-
12
2743
19.7
90'-0
-
13
2673
19.6
100'-0
-
13
2673
19.6
110'-0
-
14
2729
19.6
120'-0
-
15
2624
19.5
130'-0
170
17
2714
19.4
140'-0
170
17
2714
19.4
150'-0
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
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
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
8r1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
8r2
28'-245° SKEW
(`TYP.`)
ANGLE
SKEW
(`TYP.`)
ANGLE
SKEW
6t2
4'-
1
1'-6
D=4•
2184
39
64
386
345
459
399
492
51
17
46
46
4
32
7
7
NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.
D=6
D=6
RE
VIS
ED 07-09 -
CO
NC
RE
TE
QU
AN
TITIE
S
CH
AN
GE
D.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:22:51 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-39-06 11x17_pdf.pltcfg
4'-
01'-
61'-
6
1'-61'-6
1'-61'-6
J40-39-06
ABUTMENT NOTES:
5s1
DETAIL "A"
„" RADIUS
0° SKEW - STEEL PILING
ABUTMENT DETAILS
| ROADWAY
1'-7
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
6 EQ. SPA.
5 PILE SPACES @ 8'-0 = 40'-0
20'-0 20'-0 1'-7
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
6 PILE SPACES @ 6'-8 = 40'-0
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
EQ. SPA.
5
EQ. SPA.
4
STEEL PILING
PILE PLAN - 0° SKEW
100'-0 BRIDGES
70'-0, 80'-0, 90'-0,
130'-0 BRIDGES
110'-0, 120'-0,
140'-0 BRIDGE
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
150'-0 BRIDGE
SPA.
3 EQ.
7 PILE SPACES @ ABOUT 5'-9 = 40'-0
8 PILE SPACES @ 5'-0 = 40'-0
2 @ 6
6t1
| ROADWAY
6
PLAN VIEW
40'-01'-7 1'-7
6t2 DOWELS
5s1 6t2
8r1 OR 8r2
5s1
6t1 6e4
OR 8e2
8e1
2'-0 2" X 8" X 2'-0 BEVELED KEYWAYS
@ ABOUT 4'-0 CTRS.
6e3
6t2
& | PILES
| ABUT. BRG.
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
& 40-6e4 DIAGONALS IN SLAB
& 40-6e3 HAIRPINS IN SLAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 483
6
70'-0
515
6
80'-0
546
6
90'-0
585
6
100'-0
623
7
110'-0
666
7
120'-0
708
7
130'-0
~`830
8
140'-0
~`879
9
150'-0
NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.
~`INCLUDES DYNAMIC LOAD ALLOWANCEFOR 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
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
ALL PILING ARE HP 10 X 42.
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
40-6t1 F.F. & 40-6t2 B.F. DOWELS
39 SPA. @ 1'-0 = 39'-0
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
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
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
AT RAIL
TOP SLAB
BAR
a SLAB
b SLAB BAR
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
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
4…
BAR
a SLAB
b SLAB BAR
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
8/23/2016 2:22:54 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-40-06 11x17_pdf.pltcfg
1'-61'-6
1'-61'-6
J40-40-0615° SKEW - STEEL PILING
ABUTMENT DETAILS
| ROADWAY
1'-7 1'-720'-0 20'-0
41'-4•
DETAIL "A"
„" RADIUS
5s2
ABUTMENT NOTES:
BETWEEN PILES
TYP. 5s1
SPACING
1'-05 E
Q. SPA.
1'-0
6 PILE S
PACES @ ABOUT 6
'-11 =
41'-4•
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
7 PILE S
PACES @ ABOUT 5
'-11 =
41'-4•
SPA.4 E
Q.41'-4•
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
STEEL PILING
PILE PLAN - 15° SKEW
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
8 PILE S
PACES @ ABOUT 5
'-2 =
41'-4•
SPA.4 E
Q.41'-4•
140'-0 & 150'-0 BRIDGES
110'-0, 120'-0 BRIDGES
70'-0, 80'-0, 90'-0, 100'-0,
130'-0 BRIDGE
4'-
0
| ROADWAY15°
PLAN VIEW
1'-0
40-6t2
DOWELS BACK F
ACE OF F
OOTING
2" X 8" X
2'-0 B
EVELED KEYWAYS
7
39 SPA. @
ABOUT 1'-0
• = 40'-4
•, 40-
6t1 DOWELS
2 @ 6
5s2
5s1
6t1
6t2
5
39 SPA. @
ABOUT 1'-0
• = 40'-4
•
41'-4•
6e3
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
& | PILES
| ABUT. BRG.
6t2
8e2
8e1 OR
8r1 OR 8r26e4
DOWELS
6t2
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
& 40-
6e4 DI
AGONALS IN
SLAB
FRONT FACE O
F FOOTIN
G & 40-
6e3 HAIR
PINS I
N SLAB
IN SLAB
DIAGONALS
& 6e4
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 488
7
70'-0
520
7
80'-0
550
7
90'-0
590
7
100'-0
627
7
110'-0
671
7
120'-0
713
8
130'-0
~`835
9
140'-0
~`884
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
20 LBS. PER SQ.FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR
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
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
ALL PILING ARE HP 10 X 42.
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
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
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
4…
BAR
a SLAB
b SLAB BAR
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
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
AT RAIL
TOP SLAB
BAR
a SLAB
b SLAB BAR
8/23/2016 2:22:56 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-41-06 11x17_pdf.pltcfg
1'-61'-6
1'-61'-6
J40-41-0630° SKEW - STEEL PILING
ABUTMENT DETAILS
PLAN VIEW
ABUTMENT NOTES:
DETAIL "A"
„" RADIUS
1'-0
1'-0
BETWEEN PI
LES
6 EQ. S
PA.
TYP 5s
1 SP
ACING
| ROADWAY
1'-7 1'-720'-0 20'-0
STEEL PILINGPILE PLAN - 30° SKEW
1'-0
BETWEEN PI
LES
TYP 5s
1 SP
ACING
5 EQ. S
PA.
1'-0
5s2
6 PI
LE SP
ACES @
ABOUT 7'-8 = 4
6'-2‚
7 PI
LE SP
ACES @
ABOUT 6'-7 = 4
6'-2‚
BRIDGES
100'-0, 110'-0 & 120'-0
70'-0, 80'-0, 90'-0,
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
1'-0
BETWEEN PI
LES
TYP 5s
1 SP
ACING
4 EQ. S
PA.
1'-0
8 PI
LE SP
ACES @
ABOUT 5'-9 = 4
6'-2‚
140'-0 & 150'-0 BRIDGES
130'-0 BRIDGE
4'-
0
| ROADWAY
& | PILES
| ABUT. BRG.
30°
6t2 DOWELS
1'-0
46'-2‚
40-6t2 D
OWELS B
ACK FACE
OF FOOTI
NG
1'-
8Ž
1'-
8Ž
2 X
8 X
2'0
BEVELED KEYWAYS
@ ABOUT
4'-0 C
TRS.
6e3
6t1
6t2
39 S
PA. @ ABOUT
1'-2 = 4
5'-0‚
5
2 @ 6
5s2
5s1
6t2
6t1
9
OR 8e2
8e1
39 S
PA. @ ABOUT
1'-2 = 4
5'-0‚, 40-
6t1
DOWELS
8r1 OR 8r2
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6e4
& 40-6
e4 DIA
GONALS I
N SLAB
FRONT FACE
OF FOOTI
NG &
40-6
e3 H
AIRPI
NS IN S
LAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 503
7
70'-0
536
7
80'-0
566
7
90'-0
606
7
100'-0
644
7
110'-0
687
7
120'-0
729
8
130'-0
~`852
9
140'-0
~`901
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
WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR 20 LBS. PER SQ. FT. FUTURE
ALL REINFORCING STEEL IS TO BE GRADE 60.
BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE BUT IN NO CASE TO A
INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR REINFORCING BAR IS TO BE 2
ENCOUNTERED CLOSER THAN 12' BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE PLACED ON STEEL PILES. IF ROCK IS
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
ALL PILING ARE HP 10 X 42.
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
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
AT RAIL
TOP SLAB
BAR
a SLAB
b SLAB BAR
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
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
4…
BAR
a SLAB
b SLAB BAR40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
8/23/2016 2:22:59 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-42-06 11x17_pdf.pltcfg
1'-61'-6 1'-61'-6
J40-42-0645° SKEW - STEEL PILING
ABUTMENT DETAILS
ABUTMENT NOTES:
DETAIL "A"
„" RADIUS
5s2
BE REQUIRED AT EACH EXTERIOR PILE.
BOTTOM OF FOOTING ELEVATIONS WILL
ON THIS SKEWED ABUTMENT. THEREFORE
BE SLOPED TO COMPENSATE FOR GRADE
NOTE: THE BOTTOM OF FOOTING IS TO
4'-
0
| ROADWAY
PLAN VIEW
1'-0
45°
& | PILES
| ABUT. BRG.
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6t2 DOWELS
2'-2
40-6t2 DO
WELS BACK FACE OF FO
OTIN
G
56'-6Ž
2'-
1‹
2'-
1‹
39 SPA.
@
ABO
UT 1'-5 = 55'-1Ž, 40-6t1
DO
WELS FRO
NT
39 SPA.
@
ABO
UT 1'-5 = 55'-1Ž
5
5s2
6t1
6t2
5s1
6t26e3
2 @ 6
2 X 8 X 2'-0 BEVELED KEY
WA
YS
@
ABO
UT 4'-0 CTRS.
6t1
8e2
8e1 OR
OR 8r2
8r1
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
6e4
& 40-6e4 DIA
GO
NALS IN SLAB
FACE OF FO
OTIN
G
& 40-6e3 HAIR
PIN
S IN SLAB IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
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
THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR
ALL PILING ARE HP 10 X 42.
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
40'-0 ROADWAY
BOTTOM OF SLAB
20'-020'-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
4'-
9
11
Œ
BA
RRIE
R
RAIL
11
‰
OP
EN
RAIL
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
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
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
4…
BAR
a SLAB
b SLAB BAR
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
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
AT RAIL
TOP SLAB
BAR
a SLAB
b SLAB BAR
8/23/2016 2:23:01 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-43-06 11x17_pdf.pltcfg
J40-43-0645° SKEW - STEEL PILING
ABUTMENT DETAILS
1'-3
1'-3
56'-6Ž
1'-3
1'-3
1'-7 1'-720'-0 20'-0
| ROADWAY
1'-0
TYP. 5s1
SPACIN
G
1'-0
1'-0
1'-0
56'-6Ž
TYP. 5s1
SPACIN
G
6 EQ. SPA.
5 EQ. SPA.
BET
WEEN PIL
ES
BET
WEEN PIL
ES
9 SPA.
@
ABO
UT 6'-3 = 56'-6Ž
8 SPA.
@
ABO
UT 7'-1
= 56'-6Ž
TO THE | OF THE ROADWAY AS SHOWN.
ALL PILES ARE TO BE ORIENTED WITH WEBS PERPENDICULAR
NOTE:
1'-7 1'-720'-0 20'-0
| ROADWAY
PILE PLAN - 45° SKEW STEEL PILING
BRIDGES
110'-0, 120'-0, 130'-0, & 140'-0
70'-0, 80'-0, 90'-0, 100'-0,
150'-0 BRIDGE
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 538
9
70'-0
570
9
80'-0
601
9
90'-0
641
9
100'-0
679
9
110'-0
723
9
120'-0
765
9
130'-0
~`888
9
140'-0
~`938
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
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:23:02 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-44-06 11x17_pdf.pltcfg
J40-44-06STEEL PILING
ABUTMENT DETAILS
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
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
LOCATION SHAPEMARK
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
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
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`)
NO. NO. NO. NO. NO. NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLENGTH
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
24'-11
25'-8
28'-1
0° SKEW
15° SKEW
30° SKEW
8r1
33'-3 45° SKEW
1'-5
19'-11
20'-7
23'-0
0° SKEW
15° SKEW
30° SKEW
8r2
28'-245° SKEW
STEEL PILING HP 10 X 42
STEEL PILING HP 10 X 42
STEEL PILING HP 10 X 42
STEEL PILING HP 10 X 42
(`TYP.`)
ANGLE
SKEW
(`TYP.`)
ANGLE
SKEW
FT.PREBORE HOLES
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
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)
#2
6t2
6t1
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-0
21'-4
26'-4
18
6
46
46
39
7
7
2132
24
39
386
345
447
399
492
18
6
46
46
39
7
7
2132
24
39
386
345
447
399
492
18
6
46
46
39
7
7
2132
24
39
386
345
447
399
492
18
6
46
46
39
7
7
2132
24
39
386
345
447
399
492
21
7
46
46
40
7
7
21
7
46
46
40
7
7
2153
27
45
386
345
459
399
492
21
7
46
46
40
7
7
2153
27
45
386
345
459
399
492
24
8
46
46
39
7
7
2151
31
51
386
345
447
399
492
27
9
46
46
36
7
7
2128
35
58
386
345
413
399
492
#2
6t2
6t1
5s2
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
22'-1
27'-2
2184
27
45
386
345
47
413
413
508
21
7
46
46
4
36
7
7
21
7
46
46
4
36
7
7
2184
27
45
386
345
47
413
413
508
21
7
46
46
4
36
7
7
2184
27
45
386
345
47
413
413
508
21
7
46
46
4
36
7
7
2184
27
45
386
345
47
413
413
508
21
7
46
46
4
36
7
7
2184
27
45
386
345
47
413
413
508
21
7
46
46
4
36
7
7
2184
27
45
386
345
47
413
413
508
24
8
46
46
4
35
7
7
2183
31
51
386
345
47
402
413
508
27
9
46
46
4
40
7
7
2251
35
58
386
345
47
459
413
508
27
9
46
46
4
40
7
7
2251
35
58
386
345
47
459
413
508
#2
6t2
6t1
5s2
5s1
8r2
8r1
#2
6t2
6t1
5s2
5s1
8r2
8r1
SPIRAL SPACERS - L ‡ X ‡ X „ X 0.70
PILE SPIRAL
FOOTING TO SLAB DOWELS
FOOTING TO SLAB DOWELS
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 DOWELS
FOOTING TO SLAB DOWELS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING HOOPS
ABUTMENT FOOTING LONGITUDINAL
ABUTMENT FOOTING LONGITUDINAL
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
24'-5
29'-6
2342
27
45
386
345
50
482
456
551
21
7
46
46
4
42
7
7
21
7
46
46
4
42
7
7
2342
27
45
386
345
50
482
456
551
21
7
46
46
4
42
7
7
2342
27
45
386
345
50
482
456
551
21
7
46
46
4
42
7
7
2342
27
45
386
345
50
482
456
551
21
7
46
46
4
42
7
7
2342
27
45
386
345
50
482
456
551
21
7
46
46
4
42
7
7
2342
27
45
386
345
50
482
456
551
24
8
46
46
4
42
7
7
2352
31
51
386
345
50
482
456
551
27
9
46
46
4
40
7
7
2340
35
58
386
345
50
459
456
551
27
9
46
46
4
40
7
7
2340
35
58
386
345
50
459
456
551
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
29'-7
34'-8
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
27
9
46
46
4
56
7
7
2723
35
58
386
345
56
642
553
648
30
10
46
46
4
54
7
7
2711
39
64
386
345
56
620
553
648
-
6
2132
14.4
70'-0
-
6
2132
14.4
80'-0
-
6
2132
14.4
90'-0
-
6
2132
14.4
100'-0
-
7
2153
14.4
110'-0
-
7
2153
14.4
120'-0
-
7
2153
14.4
130'-0
80
8
2151
14.4
140'-0
90
9
2128
14.4
150'-0
-
7
2184
14.9
70'-0
-
7
2184
14.9
90'-0
-
7
2184
14.9
100'-0
-
7
2184
14.9
110'-0
-
7
2184
14.9
120'-0
-
8
2183
14.9
130'-0
90
9
2251
14.9
140'-0
90
9
2251
14.9
150'-0
-
7
2342
16.6
70'-0
-
7
2184
14.9
80'-0
-
7
2342
16.6
90'-0
-
7
2342
16.6
100'-0
-
7
2342
16.6
110'-0
-
7
2342
16.6
120'-0
-
8
2352
16.6
130'-0
90
9
2340
16.6
140'-0
90
9
2340
16.6
150'-0
-
9
2723
20.4
70'-0
-
9
2723
20.4
80'-0
-
9
2723
20.4
90'-0
-
9
2723
20.4
100'-0
-
9
2723
20.4
110'-0
-
9
2723
20.4
120'-0
-
9
2723
20.4
130'-0
90
9
2723
20.4
140'-0
6t2
4'-
1
1'-6
D=4•
-
7
2342
16.6
80'-0
2153
27
45
386
345
459
399
492
NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.
100
10
2711
20.4
150'-0
D=6
D=6
RE
VIS
ED 07-09 -
CO
NC
RE
TE
QU
AN
TITIE
S
CH
AN
GE
D.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:04 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-45-06 11x17_pdf.pltcfg
J40-45-06BARRIER RAIL DETAILS
PART ELEVATION VIEW
TOP AND SIDES
JOINT SEALER ON
(TYPICAL)
‚" MIN.
COATING
BREAKING
BOND
COATING.
OF BOND BREAKING
INDICATES AREA
HATCHED AREA
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
INACCURACIES.
DUE TO CONSTRUCTION
THIS DIMENSION MAY VARY
VALUE FOR THIS DIMENSION.
DENOTES THE MAXIMUM
ƒ"
70'-0BRIDGE LENGTH
0° 15° 30° 45°
80'-0 90'-0 100'-0 110'-0
E
C
OR
NU
MB
ER
DI
ME
NSI
ON
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.) 6
67
66'-0
66
67'-0
81'-0
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°
8ƒ
67
66'-0
66
67'-5•
81'-5•
7•
68
67'-0
67
68'-3
82'-3
6
77
76'-0
76
77'-0
91'-0
7•
78
77'-0
77
78'-3
92'-3
6
87
86'-0
86
87'-0
101'-0
7•
88
87'-0
87
88'-3
102'-3
6
107
106'-0
106
107'-0
121'-0
6†
107
106'-0
106
107'-1‚
121'-1‚
7•
108
107'-0
107
108'-3
122'-3
6
117
116'-0
116
117'-0
131'-0
7•
118
117'-0
117
118'-3
132'-3
6
127
126'-0
126
127'-0
141'-0
7•
128
127'-0
127
128'-3
142'-3
6
137
136'-0
136
137'-0
151'-0
8ƒ
137
136'-0
136
137'-5•
151'-5•
7•
138
137'-0
137
138'-3
152'-3
6
147
146'-0
146
147'-0
161'-0
8ƒ
147
146'-0
146
147'-5•
161'-5•
7•
148
147'-0
147
148'-3
162'-3
6†
77
76'-0
76
77'-1‚
91'-1‚
8ƒ
77
76'-0
76
77'-5•
91'-5•
6†
87
86'-0
86
87'-1‚
101'-1‚
8ƒ
87
86'-0
86
87'-5•
101'-5•
6
97
96'-0
96
97'-0
111'-0
6†
97
96'-0
96
97'-1‚
111'-1‚
8ƒ
97
96'-0
96
97'-5•
111'-5•
7•
98
97'-0
97
98'-3
112'-3
8ƒ
117
116'-0
116
117'-5•
131'-5•
6†
137
136'-0
136
137'-1‚
151'-1‚
6†
147
146'-0
146
147'-1‚
161'-1‚
6†
67
66'-0
66
67'-1‚
81'-1‚
8ƒ
107
106'-0
106
107'-5•
121'-5•
6†
117
116'-0
116
117'-1‚
131'-1‚
6†
127
126'-0
126
127'-1‚
141'-1‚
8ƒ
127
126'-0
126
127'-5•
141'-5•
MIN. LAP MAX. 6
7'-0 END SECTION
5f1 5g1
5g2
A
A
ELEVATION OF BARRIER RAIL
2'-2
CONSTRUCTION JOINT
TYPICAL PERMISSIBLE
JOINT
CONSTRUCTION
JOINT
CONSTRUCTION
INTERSECTION
LINES OF
END SECTION DETAILS
SEE BARRIER RAIL
END SECTION DETAILS
SEE BARRIER RAIL
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`)
RE
VIS
ED 07-09 -
AR
TIC
LE
NU
MB
ER
FO
R
BR
CO
NC
RE
TE
CH
AN
GE
D.
07-2016
RE
VIS
ED 07-2016 -
RE
MO
VE
D
BA
RRIE
R
RAIL
NO
TE
ST
ATI
NG "A
LL
BA
RRIE
R
RAIL
REI
NF
OR
CI
NG
ST
EE
L IS
TO
BE I
NC
LU
DE
D
WIT
H
TH
E
SU
PE
RS
TR
UC
TU
RE
REI
NF
OR
CI
NG
ST
EE
L."
(CAST-IN-PLACE OR SLIPFORMED METHOD).
CONCRETE IS NOT PERMITTED FOR CONCRETE BARRIER RAILS
CAST-IN-PLACE BARRIER RAILS SHALL USE CLASS C MIX. CLASS D
WITH ARTICLE 2513.03, A, 2, OF THE STANDARD SPECIFICATION.
WILL REQUIRE THE USE OF A CLASS BR CONCRETE IN ACCORDANCE
CONCRETE BARRIER RAILS PLACED USING THE SLIPFORM METHOD
ALL BARRIER RAIL REINFORCING SHALL BE EPOXY COATED.
BARRIER RAIL = 2.84 SQUARE FEET.
CROSS SECTIONAL AREA OF THE STANDARD SECTION OF THE
THEORETICAL | GRADE.
TOP OF THE BARRIER RAIL IS TO BE PARALLEL TO THE
CERTIFICATION IS REQUIRED.
CAULKING SEALER MARKETED FOR OUTDOOR USE. NO TESTING OR
THE JOINT SEALER SHALL BE LIGHT GRAY NONSAG LATEX
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,
PLANS AND CURRENT SPECIFICATIONS.
LABOR REQUIRED TO ERECT THE RAIL IN ACCORDANCE WITH THESE
EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT AND
SHALL BE FULL COMPENSATION FOR FURNISHING ALL MATERIAL,
ON PLAN QUANTITIES. PRICE BID FOR "CONCRETE BARRIER RAILING"
WILL BE PAID FOR AT THE CONTRACT PRICE PER LINEAL FOOT BASED
BASIS. THE NUMBER OF LINEAL FEET OF BARRIER RAIL INSTALLED
THE CONCRETE BARRIER RAIL IS TO BE BID ON A LINEAL FOOT
CONSIDERED INCIDENTAL TO OTHER CONSTRUCTION.
COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE
WITH AN APPROVED BOND BREAKER.
CONSTRUCTION JOINT CONTACT SURFACES ARE TO BE COATED
BETWEEN VERTICAL BARS AT A MINIMUM SPACING OF 20 FEET.
THE PERMISSIBLE CONSTRUCTION JOINTS ARE TO BE PLACED
REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.
MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:05 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-46-06 11x17_pdf.pltcfg
J40-46-06BARRIER RAIL DETAILS
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
SECTION BAR LOCATION SHAPE NO. LENGTH WEIGHT
VERTICAL
VERTICAL
LONGITUDINAL
5g1
5g2
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 136
36 35'-1
5'-11 963
54
5'-11
54
5'-11
54
5'-11
54
7'-9
5'-11
72
5'-11
72
8'-2
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
156
27'-5
176
176 7'-1
30'-9
196
196 7'-4
34'-1
216
216 7'-6
37'-5
236
236
31'-2
256
256
276
276
36'-2
296
296 8'-5
38'-8
136
6'-10 6'-11 7'-11969
33'-8
839
REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.
EPOXY REINFORCING STEEL-TWO BARRIER RAILS
1827
2598
2904
1832
1703
2351
2716
1832
1580
2114
2528
1832
1456
1908
2340
1832
1333
1690
2107
1832
1210
1499
1920
1832
1086
1300
1732
1832
1125
1544
1832
1317
1832
2 X B @ 0.1052 CU. YDS. PER FT.
4 @ 0.65 CU. YDS.
TOTAL (CU. YDS.)
BASED ON 45° SKEW BID LENGTHS.
CONCRETE QUANTITIES SHOWN ARE
* SEE J40-45-06 FOR DIMENSION "B".
4 END SECTIONS @ 458 LBS.
4957 5464 5950 6461 6962 7536 8054 8602 9161
RE
VIS
ED 07-09 -
WEI
GH
T
OF
EN
D
SE
CTI
ON
S
CH
AN
GE
D
AN
D IS
RE
FL
EC
TE
D I
N
TO
TA
L
WEI
GH
T.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:07 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-47-06 11x17_pdf.pltcfg
J40-47-06BARRIER RAIL END SECTION
RE
VIS
ED 07-09 -
CH
AN
GE
D
SH
AP
E
OF 5c5-5c10
BA
RS.
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
PART VIEW E-E
2• TO 24
OF WALL
SLOPE FACE
GUTTER LINE
| 1"½ HOLES
| 1"½ HOLES
WING
TOP OF
JOINT
CONSTRUCTION
BE INCLUDED IN PRICE BID FOR CONCRETE BARRIER RAILING.
PROVIDE 5 HOLES FORMED WITH 1"½ PLASTIC CONDUIT. COST TO
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
…
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
5c5-10
6c1
5d3
R=10"
R=1•"
6d1 6d2
1•
10 7•
1•
2
6d2
6d2
| 1"½ HOLES
10
10
4t1
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
A B C D
FDC
BA
F
7'-0 END SECTION
2'-
10
81'-8
6c1
5c5-10
4t1
4t1
6c2
6c3
EE
6 @ 5‚= 2'-7•
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
6d2
1'-
62'-
3
MI
N.
29•
| 1"½ HOLES 6d2
6d1
JOINT
CONSTRUCTION
6d16d2
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
7'-0 END SECTION STANDARD RAIL
4'-0 ABUTMENT WING 3 @ 6
= 1'-6
66
6c4 6c4
6c4
SHEET FOR PLACEMENT.
STEEL. SEE WING ABUTMENT
ABUTMENT WING REINFORCING
TOP OF WING ARE THE
DASHED LINES BELOW THE
NOTE:
1'-1
1'-
1•
2•
BAR LOCATION SHAPE NO. LENGTH
6c1
6d1
6d2
VERTICAL VARIES
TOTAL WEIGHT (LBS.)
CONCRETE PLACEMENT SUMMARY SECTION TOTAL
BENT BAR DETAILS
D=4•
6
D=4•
EPOXY REINFORCING STEEL - ONE END SECTION
5c5-10
5d3
D = PIN DIAMETER.
NOTE: ALL DIMENSIONS ARE OUT TO OUT.
4
D=4•
6c2
6c3 VERTICAL
(INCLUDE WITH BARRIER RAIL REINFORCING)
0.65 CU. YD.
2'-
6
HORIZONTAL
HORIZONTAL
HORIZONTAL
BARRIER RAIL ONE END SECTION
10ƒ
11
2
D=3ƒ
4t1
4t1 VARIES
BAR "X"
5c6
5c7
5c8
5c9
5c10
5c5
0'-10‚
1'-0‚
6c2 & 6c3
6d2
6'-8
12
4
4
6
6
8
1
4 5
23
VERTICAL
WEIGHT
17
25
5'-10
81
4
458
0'-8•
3'-
96c4
6c1
6c1 & 6c4
6c4 VERTICAL 12 8'-0
4'-1
2'-10
5'-6 99
6'-9
60
1'-4
1'-2
0'-6•
VERTICAL
3'-9
0'-
11
&1̀'-
2•
2
EA.
2'-
6
6̀c2
3'-
9 6c3
ABUTMENT WING TIE BARS
(`TYP.``)
JOINT
CONSTR.
2'-
3
MI
N. (̀
TY
P.̀)
2'-
3
MI
N. (̀
TY
P.̀)
4•
3
4•
D=3ƒ
7
"X"
5c5-5c10
2'-
2
1'-3ˆ
1'-9
‰144
ABUTMENT SHEET.
ARE SHOWN ON THE WING
DETAILS FOR PLACEMENT
ABUTMENT WING. THE
TO BE PLACED WITH THE
2`-`6d2 AND 4t1 BARS ARE
THE 6c4, 6c3, 5c5-10,
NOTE:
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:08 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-48-06 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'-3
2`@`7•
= 1'-6
3`@`6
J40-48-06
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
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
OPEN RAIL`)
(`REQUIRED AT ENDS OF
ELEVATION OF OPEN RAIL LAYOUT BID FOR CONCRETE OPEN RAILING.
CONDUIT. COST TO BE INCLUDED IN PRICE
PROVIDE 5 HOLES FORMED WITH 1"½ PLASTIC
(`TL-4`)
OPEN RAIL DETAILS
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
6c4
6c1,
6d1
6c1
6c2
6c3
DETAIL RAIL CHAMFER
GAP (`ƒ" MAX.`)
PERMISSIBLE
1'-
01'-
8
1'-
01'-
8
RE
VIS
ED 11-08 -
CH
AN
GE
D
EN
D
SE
CTI
ON
SH
AP
E
AN
D
REI
NF
OR
CE
ME
NT. R
AIL
DE
PT
H
CH
AN
GE
D
TO 1'-
8.
JOINT DETAILS AT END SECTION
11-08
(TYP. EACH POST)TOP AND SIDESCHAMFER RAIL ƒ"
(`TYP.`)
BEVELED KEYWAY
1" x 4 x 1'-0
OPTIONAL JOINT
15° SKEW = 2'-0
0° SKEW = 2'-0
15° SKEW = 2'-0
0° SKEW = 2'-0
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:15 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-49-06 11x17_pdf.pltcfg
10ƒ
2'-0 2'-2•
3
1'-7•1ƒ
10† 1'-7‚
J40-49-06
BAR LOCATION SHAPE NO. LENGTH WEIGHT
TOTAL (`LBS.`)
6h1 LONGITUDINAL OPEN RAIL
6j1 VERTICAL DOWELS OPEN RAIL
4j2
4j3 HOOPS OPEN RAIL
4t1 WING FOOTING TIE BARS
4'-6
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
152
112
1027
349
4'-7
32
767
137
4494'-8
5'-5
4'-8
4994'-8
5'-5
549
5'-5
599
5'-5
698
5'-5
748
5'-5
798
5'-5
848
5'-5
184
144
200
160
4'-9
4'-8 4'-8 4'-8
5'-1
4'-8
5'-2
4'-8
5'-3
4'-8
216
176
232
192
264
224
280
240
296
256
312
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
1267 1402 1541 1684 1950 2138 2297 2460
12371143 1426 1520 1614
1893
17081049
2073 2319 2499 29212680
5100 5799 6330 6794 7261 8061 8573 9057(`INCLUDE WITH SUPERSTRUCTURE REINFORCING`)
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
BRIDGE LENGTH
EPOXY REINFORCING STEEL-TWO OPEN RAILS
OPEN RAIL NOTES:
CONCRETE OPEN RAIL QUANTITIES
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4(`TL-4`)
OPEN RAIL DETAILS
4'-10 4'-11
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•
6c2 & 6c3
2'-
6
6̀c2
3'-
9 6c3 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
6d1 HORIZONTAL
HORIZONTAL 32 324
24 2406'-8
6d2
D = PIN DIAMETER
ARE OUT TO OUT.
NOTE: ALL DIMENSIONS
6'-9
6c2
6c1
16
96
4c4
6c3
20
16 4'-1
4c5
VERTICAL
VERTICAL
VERTICAL
16
4'-11
2'-10
2'-10
709
68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
32 324
24 2406'-8
6'-9
16
20
16 4'-1
16
2'-10 68
98
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
9605
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
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•
RE
VIS
ED 07-09 -
NU
MB
ER
OF 6d1
&
6d2
BA
RS
CH
AN
GE
D
AN
D IS
RE
FL
EC
TE
D I
N
TH
E
WEI
GH
T
CH
AN
GE
S.
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,
| 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
ALL REINFORCING STEEL SHALL BE EPOXY COATED.
ALL OPEN RAIL CONCRETE IS TO BE CLASS C.
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
07-2016
RE
VIS
ED 07-2016 -
RE
MO
VE
D
OP
EN
RAIL
NO
TE
ST
ATI
NG "A
LL
OP
EN
RAIL
REI
NF
OR
CI
NG
ST
EE
L IS
TO
BE I
NC
LU
DE
D
WIT
H
TH
E
SU
PE
RS
TR
UC
TU
RE
REI
NF
OR
CI
NG
ST
EE
L."
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
07-09
8/23/2016 2:23:17 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-50-06 11x17_pdf.pltcfg
SUBDRAIN DETAILS J40-50-06
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%
SHEET J40-51-06
SEE DETAILS ON
OUTLET
SUBDRAIN
RE
VIS
ED 11-08 -
RE
MO
VE
D
GR
AN
UL
AR
BA
CKFIL
L
DE
TAILS.
11-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:23:18 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-51-06 11x17_pdf.pltcfg
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
J40-51-06DETAILS
WING ARMORING
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:
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 J40-50-06 AND "SITUATION PLAN" SHEETS FOR DETAILS OF PLACING
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
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
SECTION A-A
6
REBAR
PIN OR
WINGWALL
4% SLOPE
FABRIC
ENGINEERING
3'-0
( 6" THICKNESS`)
MACADAM STONE
UNDERMINING
BURIED 6" TO PREVENT
ENDS ARE TO BE
ENGINEERING FABRIC
RE
VIS
ED 09-14 -
TH
E
AR
EA
OF
MA
CA
DA
M
ST
ON
E
WA
S
EX
TE
ND
ED 2'-
0 I
N
FR
ON
T
OF
TH
E
BRI
DG
E
WI
NG.
09-14
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
~ ~ ~ ~ ~ ~ ~
~~~~~~
~
~ ~
~
~
~
~
~ ~
.
.
.
.. .
.
..
..
.
...
..
.
..
..
.
..
.
. .
..
.
.
..
.
.
..
.
..
.
.
..
.
~~ ~
~ ~
.
..
.
.
. .. .
.
8/23/2016 2:23:20 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-52-06 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
DECEMBER, 2008
ABUTMENT BACKFILL PROCESS:
FOR 0° SKEWS
J40-52-06
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 5 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
07-2016
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
RE
VIS
ED 09-14 -
TH
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TE
CH
NIC
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DA
TA I
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WA
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AD
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TO
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FE
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TO
TH
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ST
AN
DA
RD
S
SP
ECIFIC
ATI
ON
S
FO
R
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MA
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RE
VIS
ED 07-2016 -
CH
AN
GE
D
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BRI
DG
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AP
PR
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CH P
AV
EM
EN
T
ST
AN
DA
RD
TO "B
R" (W
AS "R
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LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
8/23/2016 2:23:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J40-06.dgn J40-53-06 11x17_pdf.pltcfg
~ ~ ~ ~ ~ ~ ~
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.
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.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
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
J40-53-06FOR 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,
DECEMBER, 2008
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 5 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
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 07-2016 -
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).
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
07-2016