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8/23/2016 2:38:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-00-06 11x17_pdf.pltcfg
BRIDGE STANDARDS
CONCRETE SLAB
J24-06 CONTINUOUS
Highway Division
8/23/2016 2:38:23 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-01-06 11x17_pdf.pltcfg
J24-01-06
INDEX FOR J24-06 STANDARDS:
J24-45-06
J24-44-06
J24-43-06
J24-42-06
J24-41-06
J24-40-06
J24-39-06
J24-38-06
J24-37-06
J24-36-06
J24-35-06
J24-34-06
J24-33-06
J24-32-06
J24-31-06
J24-30-06
J24-29-06
J24-28-06
J24-27-06
J24-26-06
J24-25-06
J24-24-06
J24-23-06
J24-22-06
J24-21-06
J24-20-06
J24-19-06
J24-18-06
J24-17-06
J24-16-06
J24-15-06
J24-14-06
J24-13-06
J24-12-06
J24-11-06
J24-10-06
J24-09-06
J24-08-06
J24-07-06
J24-06-06
J24-05-06
J24-04-06
J24-03-06
J24-02-06
J24-01-06
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
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 0° SKEW - TIMBER PILING
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
SUPERSTRUCTURE DETAILS ALL BRIDGES
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
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 J24-06 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.
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.
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 24' 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
INDEX AND GENERAL NOTES
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 J24 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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:38:25 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-02-06 11x17_pdf.pltcfg
70'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-02-06
‰
„
ˆ
„ˆ
= 14'-0
2 SPA. @ 7'-04 SPA. @ 5'-3 = 21'-0
1'-
2•
32.83
1'-
2•
1'-
2•
06-12
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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'-0 22'-0 2'-3
19'-6 20'-6 19'-6
15'-0
3'-4
3'-4
LAP TYP.
2'-3 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.
3'-11 MIN.
21'-0
3'-3
3'-9
5'-6
8a9
6'-3 5'-6 11'-9
6'-3
8b2
1'-0
3'-9
22'-02'-3
8a2
1'-0
11'-9
8b3
5'-4
LAP TYP.
4'-0 MIN.
6'-0 6'-0 5'-4
8b9
7b4 7b4
7a3
3'-6
LAP TYP.
2'-2 MIN.
17'-0 21'-63'-3
8a8
17'-0
6'-0 6'-0
16'-0
7a3
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
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
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:27 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-03-06 11x17_pdf.pltcfg
10†
1ƒ 7
3'-1010ƒ
3'-9•2'-0
70'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-03-06
70'
70'
26,184
26,415
26,826
27,422
162.0
30,044
103.5
164.5
30,810
110.0
162.0
31,284
107.7
162.2
31,515
108.4
164.5
32,522
115.8
162.9
31,926
110.8
162.9
30,492
106.0
8b3, 8b8, 8b9
6b1, 7b4,
1'-
7•
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE, BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
8b9
8b8
6b6
8b5
7b4
8b3
8b2
6b1
8a9
8a8
7a7
7a6
7a5
8a4
7a3
8a2
7a1
8
24
24
40
132
4
8
4
40
60
60
-
18
-
67
-
67
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
6'-11
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
29'-6
39'-6
20'-6
11'-4
22'-2
26'-10
17'-3
8'-9
21'-6
17'-3
25'-4
24'-9
20'-6
19'-9
23'-6
23'-0
15'-3
24
169
167
185
1171
287
510
154
289
534
451
-
1290
-
1876
-
2701
631
844
493
969
1450
2221
1428
408
230
369
208
405
671
1688
1490
1904
967
8
24
24
40
132
4
8
4
40
60
60
18
-
-
67
-
67
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
6'-11
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
29'-6
39'-6
20'-6
11'-4
22'-2
26'-10
17'-3
8'-9
21'-6
17'-3
25'-4
24'-9
20'-6
19'-9
23'-6
23'-0
15'-3
24
169
167
185
1171
297
527
154
289
534
459
1330
-
-
1940
-
2793
631
844
493
969
1450
2221
1428
408
230
369
208
405
671
1688
1490
1904
967
8
24
24
40
132
4
8
4
50
60
60
18
-
24
56
24
56
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
6'-11
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
29'-6
39'-6
20'-6
11'-4
22'-2
26'-10
17'-3
8'-9
21'-6
17'-3
25'-4
24'-9
20'-6
19'-9
23'-6
23'-0
15'-3
24
169
167
185
1171
331
588
154
361
534
489
1470
-
402
1568
579
2258
631
844
493
969
1450
2221
1428
408
230
369
208
405
671
1688
1490
1904
967
8
24
24
40
130
4
8
4
60
60
60
18
-
44
46
44
46
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
6'-11
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
29'-6
39'-6
20'-6
11'-4
22'-2
26'-10
17'-3
8'-9
21'-6
17'-3
25'-4
24'-9
20'-6
19'-9
23'-6
23'-0
15'-3
24
169
167
185
1153
405
720
154
433
534
549
1767
-
674
1288
970
1854
631
844
493
969
1450
2221
1428
408
230
369
208
405
671
1688
1490
1904
967
5100 5100 5100 5100
31,284
30,044
31,515
30,248
31,926
30,492
32,522
30,810
162.2
30,248
104.0
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.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x15n3
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
D=3ƒ
8/23/2016 2:38:29 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-04-06 11x17_pdf.pltcfg
80'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-04-06
„ ‰
ˆ
„
‚
= 15'-6
2 SPA. @ 7'-94 SPA. @ 6'-1• = 24'-6
1'-
3‚
34.53
1'-
3‚
1'-
3‚
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
17'-0 24'-02'-3
22'-0 23'-0 22'-0
17'-0
4'-2
4'-2
LAP TYP.
2'-3 MIN.
8a1
7a4
6b1 9b2
8b5
8a2
7a5
6b6
7a4
8a1
9b3
8b5
6b1
7a6
8a8
8b10
7a7 7a6
4'-0
24'-6
3'-9
4'-0
6'-6
8a9
6'-6 13'-9
9b2
1'-0
4'-0
24'-02'-3
8a2
1'-0
13'-9
9b3
8b10
8a3
4'-0
LAP TYP.
2'-2 MIN.
19'-6 23'-63'-9
8a8
19'-6
6'-6 6'-6
8a3
16'-9
6b4
4'-910'-9 10'-9
6b4
4'-9
16'-9
6b86b8
LAP TYP.
4'-11 MIN.
4'-2 4'-2
9b9
9b9
9'-6 9'-6
18'-0
LAP TYP.
2'-11 MIN.
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
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
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:30 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-05-06 11x17_pdf.pltcfg
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x1
10†
1ƒ 7
5n3
3'-1010ƒ
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
3'-9•2'-0
D=3ƒ
80'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-05-06
80'
80'
30,408
30,662
31,052
31,651
182.0
34,960
120.5
184.5
37,450
132.7
182.0
36,207
124.7
182.2
36,461
125.4
182.2
35,187
121.0
182.9
35,408
123.0
182.9
36,851
127.8
6b8, 8b10, 9b3
6b1, 6b4,
1'-
8‚
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE, BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
8b10
9b9
6b8
6b6
8b5
6b4
9b3
9b2
6b1
8a9
8a8
7a7
7a6
7a5
7a4
8a3
8a2
8a1
8
24
24
40
152
4
8
4
40
60
60
-
18
-
77
-
77
8
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
7'-1
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
33'-6
22'-2
25'-9
16'-6
20'-3
7'-3
31'-2
20'-3
19'-3
23'-6
19'-9
27'-4
28'-9
23'-0
22'-3
27'-0
25'-0
17'-3
24
169
167
185
1348
287
510
154
296
534
451
-
1290
-
2156
-
3104
716
603
310
397
1731
349
3285
2135
897
251
422
224
471
753
1456
2235
2070
1428
8
24
24
40
152
4
8
4
40
60
60
18
-
-
77
-
77
8
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
7'-1
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
33'-6
22'-2
25'-9
16'-6
20'-3
7'-3
31'-2
20'-3
19'-3
23'-6
19'-9
27'-4
28'-9
23'-0
22'-3
27'-0
25'-0
17'-3
24
169
167
185
1348
297
527
154
296
534
459
1330
-
-
2229
-
3210
716
603
310
397
1731
349
3285
2135
897
251
422
224
471
753
1456
2235
2070
1428
8
24
24
40
152
4
8
4
50
60
60
18
-
24
66
24
66
8
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
7'-1
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
33'-6
22'-2
25'-9
16'-6
20'-3
7'-3
31'-2
20'-3
19'-3
23'-6
19'-9
27'-4
28'-9
23'-0
22'-3
27'-0
25'-0
17'-3
24
169
167
185
1348
331
588
154
370
534
489
1470
-
402
1848
579
2661
716
603
310
397
1731
349
3285
2135
897
251
422
224
471
753
1456
2235
2070
1428
8
24
24
40
150
4
8
4
60
60
60
18
-
44
56
44
56
8
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
7'-1
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
33'-6
22'-2
25'-9
16'-6
20'-3
7'-3
31'-2
20'-3
19'-3
23'-6
19'-9
27'-4
28'-9
23'-0
22'-3
27'-0
25'-0
17'-3
24
169
167
185
1330
405
720
154
444
534
549
1767
-
674
1568
970
2258
716
603
310
397
1731
349
3285
2135
897
251
422
224
471
753
1456
2235
2070
1428
5799 5799 5799 5799
36,207
34,960
36,461
35,187
36,851
35,408
37,450
35,727
184.5
35,727
126.9
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.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
8/23/2016 2:38:33 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-06-06 11x17_pdf.pltcfg
90'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-06-06
‰ ‚
„
‚
…
4 SPA. @ 6'-10• = 27'-6
= 17'-6
2 SPA. @ 8'-9
1'-
4‚
36.79
1'-
4‚
1'-
4‚
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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
18'-9 26'-92'-3
24'-3
24'-3 27'-0 24'-3
24'-32'-3
26'-9 18'-9
4'-3
4'-3
15'-0
LAP TYP.
2'-3 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.
2'-11 MIN.
27'-6
8'-0
4'-3 7'-6
6'-9 6'-9
7'-6 4'-3
8'-0
4'-0
15'-0
6'-9
4'-0
9b9
8a9
9b9
5'-3
6b4
10'-3
6'-9 14'-6
5'-3
6b4
10'-311'-0 11'-0
9b2
21'-6 19'-0 21'-6
11'-3 11'-3
LAP TYP.
2'-10 MIN.
4'-6
LAP TYP.
2'-11 MIN.
1'-6
1'-6
14'-6
10b12 10b12
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
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
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:34 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-07-06 11x17_pdf.pltcfg
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x1
10†
1ƒ 7
5n3
3'-1010ƒ
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
3'-9•2'-0
D=3ƒ
90'-0 BRIDGE
SUPERSTRUCTURE DETAILS
J24-07-06
90'
90'
34,301
34,580
34,962
35,579
202.0
39,407
140.6
204.5
40,176
146.9
202.0
40,631
144.8
202.2
40,910
145.5
202.9
41,292
147.8
204.5
41,909
152.7
202.2
39,659
141.1
202.9
39,856
143.0
6b8, 6b11, 9b3
6b1, 6b4,
1'-
9‚
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE, BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
10b12
6b11
6b10
9b9
6b8
6b6
9b5
6b4
9b3
9b2
6b1
8a9
8a8
8a7
8a6
8a5
8a4
8a3
8a2
8a1
8
24
24
40
172
4
8
4
36
60
60
-
18
-
87
-
87
8
8
4
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
7'-3
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
11'-9
28'-8
18'-4
18'-0
26'-2
17'-6
26'-0
12'-9
34'-3
21'-3
7'-9
19'-0
21'-9
31'-8
32'-3
27'-0
24'-6
26'-6
28'-3
19'-0
24
169
167
185
1525
287
510
154
273
534
451
-
1290
-
2435
-
3507
405
345
111
490
315
421
2829
613
3610
2240
361
203
465
339
689
1154
2094
2194
2339
1573
8
24
24
40
172
4
8
4
36
60
60
18
-
-
87
-
87
8
8
4
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
7'-3
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
11'-9
28'-8
18'-4
18'-0
26'-2
17'-6
26'-0
12'-9
34'-3
21'-3
7'-9
19'-0
21'-9
31'-8
32'-3
27'-0
24'-6
26'-6
28'-3
19'-0
24
169
167
185
1525
297
527
154
273
534
459
1330
-
-
2519
-
3627
405
345
111
490
315
421
2829
613
3610
2240
361
203
465
339
689
1154
2094
2194
2339
1573
8
24
24
40
172
4
8
4
48
60
60
18
-
24
76
24
76
8
8
4
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
7'-3
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
11'-9
28'-8
18'-4
18'-0
26'-2
17'-6
26'-0
12'-9
34'-3
21'-3
7'-9
19'-0
21'-9
31'-8
32'-3
27'-0
24'-6
26'-6
28'-3
19'-0
24
169
167
185
1525
331
588
154
363
534
489
1470
-
402
2128
579
3064
405
345
111
490
315
421
2829
613
3610
2240
361
203
465
339
689
1154
2094
2194
2339
1573
8
24
24
40
170
4
8
4
60
60
60
18
-
44
66
44
66
8
8
4
8
8
16
32
32
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
7'-3
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
11'-9
28'-8
18'-4
18'-0
26'-2
17'-6
26'-0
12'-9
34'-3
21'-3
7'-9
19'-0
21'-9
31'-8
32'-3
27'-0
24'-6
26'-6
28'-3
19'-0
24
169
167
185
1508
405
720
154
454
534
549
1767
-
674
1848
970
2661
405
345
111
490
315
421
2829
613
3610
2240
361
203
465
339
689
1154
2094
2194
2339
1573
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.
6330 6330 6330 6330
40,631
39,407
40,910
39,659
41,292
39,856
41,909
40,176
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
8/23/2016 2:38:37 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-08-06 11x17_pdf.pltcfg
J24-08-06100'-0 BRIDGE
SUPERSTRUCTURE DETAILS
‚
Š
„
Š
•
= 19'-6
2 SPA. @ 9'-94 SPA. @ 7'-7• = 30'-6
1'-
5•
39.62
1'-
5•
1'-
5•
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
21'-0 29'-9 2'-9 26'-9
27'-3 29'-6 27'-3
26'-9 2'-9 29'-9 21'-0
5'-3
16'-920'-3 5'-3
13'-3
LAP TYP.
3'-11 MIN.
LAP TYP.
2'-3 MIN.
8a1
9a4
8a3
6b1
10b2
9b6
7b4 10b3
8a2
9a5
8a2
6b7
8a3
9a4
8a1
10b3 7b4
9b6
10b2
6b1
8a6
8a8
6b11
8a7
6b8
8a6
8a8
6b11
6b8
30'-6
9'-3
8'-0 8'-0
9'-3
4'-9
20'-3
13'-3
8'-0
4'-9
9b9
8a9
9b9
4'-3
6b5
11'-08'-0
8'-0 16'-9
8'-0
4'-3
6b5
11'-0
LAP TYP.
2'-10 MIN.
5'-0 5'-0
23'-9 20'-6 23'-9
10'-3 11'-9 10'-3
LAP TYP.
2'-11 MIN.
LAP TYP.
2'-11 MIN.
1'-8
1'-8
6b10
10b12
9'-0
10b12
11'-9
9'-0
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
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
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:38 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-09-06 11x17_pdf.pltcfg
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x1
10†
1ƒ 7
5n3
3'-1010ƒ
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
3'-9•2'-0
D=3ƒ
J24-09-06100'-0 BRIDGE
SUPERSTRUCTURE DETAILS
100'
100'
39,347
39,649
39,917
40,552
222.0
44,865
164.4
224.5
45,633
170.5
222.0
46,141
168.6
222.2
46,443
169.2
222.9
46,711
171.6
224.5
47,346
176.3
222.2
45,140
164.9
222.9
45,313
166.7
6b8, 6b11, 7b4
6b1, 6b5,
1'-
10‚
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE, BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
8
24
24
40
192
4
8
4
42
60
60
-
18
-
97
-
97
8
8
4
8
8
16
32
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
7'-5
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
17'-0
27'-11
21'-4
22'-0
25'-8
27'-6
21'-3
13'-6
16'-8
25'-6
24'-9
6'-9
20'-6
24'-0
34'-8
35'-9
29'-6
27'-6
29'-6
31'-5
21'-3
24
169
167
185
1703
287
510
154
325
534
451
-
1290
-
2715
-
3910
586
336
129
599
309
661
2312
649
1057
3402
3302
315
219
513
371
764
1605
2992
2442
2601
1759
8
24
24
40
192
4
8
4
42
60
60
18
-
-
97
-
97
8
8
4
8
8
16
32
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
7'-5
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
17'-0
27'-11
21'-4
22'-0
25'-8
27'-6
21'-3
13'-6
16'-8
25'-6
24'-9
6'-9
20'-6
24'-0
34'-8
35'-9
29'-6
27'-6
29'-6
31'-5
21'-3
24
169
167
185
1703
297
527
154
325
534
459
1330
-
-
2808
-
4044
586
336
129
599
309
661
2312
649
1057
3402
3302
315
219
513
371
764
1605
2992
2442
2601
1759
8
24
24
40
192
4
8
4
42
60
60
18
-
24
86
24
86
8
8
4
8
8
16
32
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
7'-5
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
17'-0
27'-11
21'-4
22'-0
25'-8
27'-6
21'-3
13'-6
16'-8
25'-6
24'-9
6'-9
20'-6
24'-0
34'-8
35'-9
29'-6
27'-6
29'-6
31'-5
21'-3
24
169
167
185
1703
331
588
154
325
534
489
1470
-
402
2407
579
3467
586
336
129
599
309
661
2312
649
1057
3402
3302
315
219
513
371
764
1605
2992
2442
2601
1759
8
24
24
40
190
4
8
4
56
60
60
18
-
44
76
44
76
8
8
4
8
8
16
32
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
7'-5
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
17'-0
27'-11
21'-4
22'-0
25'-8
27'-6
21'-3
13'-6
16'-8
25'-6
24'-9
6'-9
20'-6
24'-0
34'-8
35'-9
29'-6
27'-6
29'-6
31'-5
21'-3
24
169
167
185
1685
405
720
154
434
534
549
1767
-
674
2128
970
3064
586
336
129
599
309
661
2312
649
1057
3402
3302
315
219
513
371
764
1605
2992
2442
2601
1759
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
10b12
6b11
6b10
9b9
6b8
6b7
9b6
6b5
7b4
10b3
10b2
6b1
8a9
8a8
8a7
8a6
9a5
9a4
8a3
8a2
8a1
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.
6794679467946794
46,141
44,865
46,443
45,140
46,711
45,313
47,346
45,633
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
8/23/2016 2:38:41 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-10-06 11x17_pdf.pltcfg
J24-10-06110'-0 BRIDGE
SUPERSTRUCTURE DETAILS
41.881'-
6•
1'-
6•
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
•
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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
23'-0 33'-9 2'-8 29'-6
30'-3 39'-0 30'-3
29'-6 2'-8 33'-9 2-0 23'-0
5'-3
18'-018'-4 5'-3
15'-0
LAP TYP.
3'-11 MIN.
LAP TYP.
2'-3 MIN.
8a1
9a4
8a3
8b1 10b2
10b5
7b4 10b3
9a2
8a5
9a2
6b6
8a3
9a4
8a1
10b3 7b4
10b5
10b2 8b1
9a6
8a8
6b11
9a7
6b106b8
9a6
8a8
6b11
6b8LAP TYP.
2'-11 MIN.
33'-6
8'-3 8'-3
2'-0
18'-4
15'-0
18'-0
8'-4
2'-0
10'-0 8'-4
10'-0
8a9
LAP TYP.
3'-7 MIN.
5'-6 5'-6
22'-6 23'-0 22'-6
11'-9 13'-6 11'-9
LAP TYP.
2'-11 MIN.
2'-0
9'-6 9'-6
10'-0 10'-0
10b9 10b9
9'-3
10b12
9'-3
10b12
13'-6
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:42 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-11-06 11x17_pdf.pltcfg
10†
1ƒ 7
3'-1010ƒ
3'-9•2'-0
J24-11-06110'-0 BRIDGE
SUPERSTRUCTURE DETAILS
110'
110'
44,311
44,635
45,007
45,532
242.0
50,367
188.1
244.5
51,134
194.1
242.0
51,572
192.3
242.2
51,896
192.9
242.9
52,268
195.2
244.5
52,793
199.9
242.2
50,664
188.5
242.9
50,815
190.3
7b4, 8b1
6b8, 6b11,
1'-
11•
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, BOTTOM
SLAB TRANSVERSE, BOTTOM
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP, AT RAIL
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL TOP
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM, AT RAIL
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
SLAB LONGITUDINAL BOTTOM
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
10b12
6b11
6b10
10b9
6b8
6b6
10b5
7b4
10b3
10b2
8b1
8a9
8a8
9a7
9a6
8a5
9a4
8a3
9a2
8a1
8
24
24
40
212
4
8
4
32
60
60
-
18
-
107
-
107
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
7'-7
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
17'-6
30'-8
21'-10
25'-3
27'-2
28'-6
24'-6
21'-7
23'-7
26'-4
12'-6
23'-0
22'-9
39'-2
39'-3
39'-0
30'-6
32'-2
35'-9
23'-3
24
169
167
185
1880
287
510
154
254
534
451
-
1290
-
2995
-
4313
603
369
132
870
327
685
3374
1368
3146
3513
1035
246
486
533
1068
1667
3319
2663
3769
1925
8
24
24
40
212
4
8
4
32
60
60
18
-
-
107
-
107
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
7'-7
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
17'-6
30'-8
21'-10
25'-3
27'-2
28'-6
24'-6
21'-7
23'-7
26'-4
12'-6
23'-0
22'-9
39'-2
39'-3
39'-0
30'-6
32'-2
35'-9
23'-3
24
169
167
185
1880
297
527
154
254
534
459
1330
-
-
3097
-
4460
603
369
132
870
327
685
3374
1368
3146
3513
1035
246
486
533
1068
1667
3319
2663
3769
1925
8
24
24
40
212
4
8
4
48
60
60
18
-
24
96
24
96
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
7'-7
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
17'-6
30'-8
21'-10
25'-3
27'-2
28'-6
24'-6
21'-7
23'-7
26'-4
12'-6
23'-0
22'-9
39'-2
39'-3
39'-0
30'-6
32'-2
35'-9
23'-3
24
169
167
185
1880
331
588
154
380
534
489
1470
-
402
2687
579
3870
603
369
132
870
327
685
3374
1368
3146
3513
1035
246
486
533
1068
1667
3319
2663
3769
1925
8
24
24
40
210
4
8
4
48
60
60
18
-
44
86
44
86
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
7'-7
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
17'-6
30'-8
21'-10
25'-3
27'-2
28'-6
24'-6
21'-7
23'-7
26'-4
12'-6
23'-0
22'-9
39'-2
39'-3
39'-0
30'-6
32'-2
35'-9
23'-3
24
169
167
185
1862
405
720
154
380
534
549
1767
-
674
2407
970
3467
603
369
132
870
327
685
3374
1368
3146
3513
1035
246
486
533
1068
1667
3319
2663
3769
1925
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.
7261726172617261
51,572
50,367
51,896
50,664
52,268
50,815
52,793
51,134
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x15n3
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
D=3ƒ
8/23/2016 2:38:45 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-12-06 11x17_pdf.pltcfg
J24-12-06120'-0 BRIDGE
SUPERSTRUCTURE DETAILS
45.281'-
8
1'-
8
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
†
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
RE
VIS
ED 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
25'-6 36'-62'-3 3'-5 32'-9
28'-0 34'-0 28'-0
32'-9 3'-5 36'-6 2'-3 25'-6
6'-0 5'-3
19'-019'-6 5'-3
17'-0 10'-9
LAP TYP.
3'-11 MIN.
LAP TYP.
2'-3 MIN.
10'-9
9a1
8a4
9a3
7b1 10b2
11b5
7b4 10b3
9a2
9a5
9a2
6b6
9a3
8a4
9a1
10b3 7b4
11b5
10b2 7b1
9a6
8a9
6b11
9a7 9a8
6b106b8
9a7 9a6
8a9
6b11
6b8
6'-0 6'-0 6'-0 6'-0
LAP TYP.
2'-11 MIN.
36'-6
6'-6 6'-6
19'-6
17'-0
19'-0
8'-6
24'-3 11'-9 23'-6 11'-9 24'-3
10'-0 11'-0 11'-0 10'-0
12'-6 14'-6 14'-6 12'-6
LAP TYP.
3'-7 MIN.
8'-6
8a10
LAP TYP.
2'-11 MIN.
6'-0
10b9 10b9
11b12 11b12
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:47 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-13-06 11x17_pdf.pltcfg
10†
1ƒ 7
3'-1010ƒ
3'-9•2'-0
J24-13-06120'-0 BRIDGE
SUPERSTRUCTURE DETAILS
120'
120'
48,705
49,932
262.0
55,553
218.3
264.5
56,321
224.1
262.0
56,766
222.5
262.2
57,114
223.1
262.9
57,467
225.3
264.5
57,993
229.9
262.2
55,874
218.7
262.9
56,001
220.5
7b1, 7b4
6b8, 6b11,
2'-
1
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE., AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, 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
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
11b12
6b11
6b10
10b9
6b8
6b6
11b5
7b4
10b3
10b2
7b1
8a10
8a9
9a8
9a7
9a6
9a5
8a4
9a3
9a2
9a1
8
24
24
40
232
4
8
4
32
60
60
-
18
-
117
-
117
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
7'-10
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
21'-0
31'-11
23'-10
27'-0
29'-5
30'-0
27'-9
23'-5
24'-9
27'-6
8'-6
23'-6
24'-6
42'-2
12'-0
34'-4
34'-0
28'-3
36'-2
38'-9
25'-9
24
169
167
185
2057
287
510
154
262
534
451
-
1290
-
3275
-
4716
893
384
144
930
354
721
4718
1484
3302
3669
539
251
524
574
327
934
1850
2414
3812
4085
2715
8
24
24
40
232
4
8
4
32
60
60
18
-
-
117
-
117
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
7'-10
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
21'-0
31'-11
23'-10
27'-0
29'-5
30'-0
27'-9
23'-5
24'-9
27'-6
8'-6
23'-6
24'-6
42'-2
12'-0
34'-4
34'-0
28'-3
36'-2
38'-9
25'-9
24
169
167
185
2057
297
527
154
262
534
459
1330
-
-
3387
-
4877
893
384
144
930
354
721
4718
1484
3302
3669
539
251
524
574
327
934
1850
2414
3812
4085
2715
8
24
24
40
232
4
8
4
48
60
60
18
-
24
106
24
106
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
7'-10
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
21'-0
31'-11
23'-10
27'-0
29'-5
30'-0
27'-9
23'-5
24'-9
27'-6
8'-6
23'-6
24'-6
42'-2
12'-0
34'-4
34'-0
28'-3
36'-2
38'-9
25'-9
24
169
167
185
2057
331
588
154
393
534
489
1470
-
402
2967
579
4273
893
384
144
930
354
721
4718
1484
3302
3669
539
251
524
574
327
934
1850
2414
3812
4085
2715
8
24
24
40
230
4
8
4
48
60
60
18
-
44
96
44
96
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
7'-10
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
21'-0
31'-11
23'-10
27'-0
29'-5
30'-0
27'-9
23'-5
24'-9
27'-6
8'-6
23'-6
24'-6
42'-2
12'-0
34'-4
34'-0
28'-3
36'-2
38'-9
25'-9
24
169
167
185
2040
405
720
154
393
534
549
1767
-
674
2687
970
3870
893
384
144
930
354
721
4718
1484
3302
3669
539
251
524
574
327
934
1850
2414
3812
4085
2715
49,40649,053
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.
8061 8061 8061 8061
56,766
55,553
57,114
55,874
57,467
56,001
57,993
56,321
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x15n3
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
D=3ƒ
8/23/2016 2:38:49 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-14-06 11x17_pdf.pltcfg
J24-14-06130'-0 BRIDGE
SUPERSTRUCTURE DETAILS
48.11
1'-
9‚
1'-
9‚
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 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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
27'-3 39'-32'-9 3'-6 35'-3
31'-3 38'-0 31'-3
35'-3 3'-6 39'-3 2'-9 27'-3
5'-0 6'-3
5'-016'-321'-9 6'-3
13'-6 10'-0
LAP TYP.
3'-11 MIN.
LAP TYP.
2'-3 MIN.
10'-0
9a1
9a4
9a3
6b1
11b2
10b5
7b4 11b3
9a2
10a5
9a2
6b6
9a3
9a4
9a1
11b3 7b4
10b5
11b2
6b1
9a6
8a9
7b11
9a7 9a8
6b106b8
9a7 9a6
8a9
7b11
6b8
6'-6 6'-6 6'-6 6'-6
LAP TYP.
2'-11 MIN.
39'-6
6'-6 6'-6
21'-9
13'-6
10'-0 16'-3
10'-0
LAP TYP.
3'-7 MIN.
30'-0 30'-012'-4 12'-426'-4
10'-0 11'-3
14'-0 16'-3 16'-3
9a10
LAP TYP.
3'-11 MIN.
11b9 11b9
11b12 11b12
10'-011'-3
14'-0
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:51 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-15-06 11x17_pdf.pltcfg
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x1
10†
1ƒ 7
5n3
3'-1010ƒ
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
3'-9•2'-0
D=3ƒ
J24-15-06130'-0 BRIDGE
SUPERSTRUCTURE DETAILS
130'
130'
53,622
53,993
54,192
54,869
282.0
60,940
248.4
284.5
61,707
254.1
282.0
62,195
252.6
282.2
62,566
253.2
282.9
62,765
255.4
284.5
63,442
259.9
282.2
61,284
248.8
282.9
61,388
250.5
7b4, 7b11
6b1, 6b8,
2'-
2‚
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, 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
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
10b5
7b4
11b3
11b2
6b1
9a10
8a9
9a8
9a7
9a6
10a5
9a4
9a3
9a2
9a1
8
24
24
40
252
4
8
4
36
60
60
-
18
-
127
-
127
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
8'-1
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
21'-3
35'-11
24'-4
30'-3
30'-11
35'-6
23'-6
24'-2
28'-0
26'-3
7'-6
26'-4
30'-3
45'-2
13'-0
36'-10
38'-0
31'-6
38'-9
42'-0
27'-6
24
169
167
185
2235
287
510
154
304
534
451
-
1290
-
3555
-
5119
904
588
147
1286
372
854
3236
1532
4612
4324
350
359
647
615
354
1002
2617
3428
4085
4427
2899
8
24
24
40
252
4
8
4
36
60
60
18
-
-
127
-
127
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
8'-1
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
21'-3
35'-11
24'-4
30'-3
30'-11
35'-6
23'-6
24'-2
28'-0
26'-3
7'-6
26'-4
30'-3
45'-2
13'-0
36'-10
38'-0
31'-6
38'-9
42'-0
27'-6
24
169
167
185
2235
297
527
154
304
534
459
1330
-
-
3676
-
5294
904
588
147
1286
372
854
3236
1532
4612
4324
350
359
647
615
354
1002
2617
3428
4085
4427
2899
8
24
24
40
252
4
8
4
36
60
60
18
-
24
116
24
116
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
8'-1
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
21'-3
35'-11
24'-4
30'-3
30'-11
35'-6
23'-6
24'-2
28'-0
26'-3
7'-6
26'-4
30'-3
45'-2
13'-0
36'-10
38'-0
31'-6
38'-9
42'-0
27'-6
24
169
167
185
2235
331
588
154
304
534
489
1470
-
402
3247
579
4676
904
588
147
1286
372
854
3236
1532
4612
4324
350
359
647
615
354
1002
2617
3428
4085
4427
2899
8
24
24
40
250
4
8
4
54
60
60
18
-
44
106
44
106
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
8'-1
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
21'-3
35'-11
24'-4
30'-3
30'-11
35'-6
23'-6
24'-2
28'-0
26'-3
7'-6
26'-4
30'-3
45'-2
13'-0
36'-10
38'-0
31'-6
38'-9
42'-0
27'-6
24
169
167
185
2217
405
720
154
456
534
549
1767
-
674
2967
970
4273
904
588
147
1286
372
854
3236
1532
4612
4324
350
359
647
615
354
1002
2617
3428
4085
4427
2899
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.
8573857385738573
62,195
60,940
62,566
61,284
62,765
61,388
63,442
61,707
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
8/23/2016 2:38:57 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-16-06 11x17_pdf.pltcfg
J24-16-06140'-0 BRIDGE
SUPERSTRUCTURE DETAILS
50.941'-
10•
1'-
10•
1'-
10•
•
„
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 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
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
29'-0 43'-02'-4 3'-6 37'-9
33'-6 40'-6 33'-6
37'-9 3'-6 43'-0 2'-4 29'-0
5'-0 17'-3 6'-3
5'-017'-36'-3
14'-9 11'-9
LAP TYP.
3'-11 MIN.
LAP TYP.
2'-3 MIN.
9a1
10a4
9a3
6b1
11b2
11b5
7b4 11b3
10a2
9a5
10a2
6b6
9a3
10a4
9a1
11b3 7b4
11b5
11b2
6b1
9a6
9a9
7b11
9a7 9a8
6b106b8
9a7
10a10
9a6
9a9
7b11
6b8LAP TYP.
2'-11 MIN.
42'-6
6'-3
7'-3 7'-3
6'-3
23'-0
14'-9
6'-6 6'-6 6'-6 6'-6
LAP TYP.
3'-7 MIN.
32'-9 32'-912'-8 29'-8 12'-8
10'-3 11'-6 11'-6 10'-3
14'-6 17'-0 17'-0 14'-6
LAP TYP.
3'-11 MIN.
11'-9
23'-0
11b9 11b9
11b12 11b12
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:38:59 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-17-06 11x17_pdf.pltcfg
10†
1ƒ 7
3'-1010ƒ
3'-9•2'-0
J24-17-06140'-0 BRIDGE
SUPERSTRUCTURE DETAILS
140'
140'
59,212
59,607
302.0
67,008
280.5
304.5
67,775
286.1
302.0
68,269
284.7
302.2
68,664
285.3
302.9
68,839
287.5
304.5
69,519
291.9
59,782 60,462
302.2
67,376
281.0
302.9
67,456
282.7
7b4, 7b11
6b1, 6b8,
2'-
3•
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, 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
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
11b5
7b4
11b3
11b2
6b1
10a10
9a9
9a8
9a7
9a6
9a5
10a4
9a3
10a2
9a1
8
24
24
40
272
4
8
4
36
60
60
-
18
-
137
-
137
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
8'-3
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
21'-9
38'-8
26'-10
31'-6
33'-5
36'-0
26'-6
25'-11
29'-3
23'-6
7'-6
29'-8
33'-0
49'-2
13'-0
39'-10
40'-6
33'-9
41'-3
45'-4
29'-3
24
169
167
185
2412
287
510
154
310
534
451
-
1290
-
3835
-
5522
925
633
162
1339
402
866
4506
1643
4818
3871
350
511
898
669
354
1084
2204
4648
4348
6048
3083
8
24
24
40
272
4
8
4
36
60
60
18
-
-
137
-
137
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
8'-3
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
21'-9
38'-8
26'-10
31'-6
33'-5
36'-0
26'-6
25'-11
29'-3
23'-6
7'-6
29'-8
33'-0
49'-2
13'-0
39'-10
40'-6
33'-9
41'-3
45'-4
29'-3
24
169
167
185
2412
297
527
154
310
534
459
1330
-
-
3966
-
5711
925
633
162
1339
402
866
4506
1643
4818
3871
350
511
898
669
354
1084
2204
4648
4348
6048
3083
8
24
24
40
272
4
8
4
36
60
60
18
-
24
126
24
126
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
8'-3
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
21'-9
38'-8
26'-10
31'-6
33'-5
36'-0
26'-6
25'-11
29'-3
23'-6
7'-6
29'-8
33'-0
49'-2
13'-0
39'-10
40'-6
33'-9
41'-3
45'-4
29'-3
24
169
167
185
2412
331
588
154
310
534
489
1470
-
402
3527
579
5079
925
633
162
1339
402
866
4506
1643
4818
3871
350
511
898
669
354
1084
2204
4648
4348
6048
3083
8
24
24
40
270
4
8
4
54
60
60
18
-
44
116
44
116
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
8'-3
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
21'-9
38'-8
26'-10
31'-6
33'-5
36'-0
26'-6
25'-11
29'-3
23'-6
7'-6
29'-8
33'-0
49'-2
13'-0
39'-10
40'-6
33'-9
41'-3
45'-4
29'-3
24
169
167
185
2394
405
720
154
465
534
549
1767
-
674
3247
970
4676
925
633
162
1339
402
866
4506
1643
4818
3871
350
511
898
669
354
1084
2204
4648
4348
6048
3083
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.
90579057 9057 9057
68,269
67,008
68,664
67,376
68,839
67,456
69,519
67,775
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x15n3
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
D=3ƒ
8/23/2016 2:39:02 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-18-06 11x17_pdf.pltcfg
J24-18-06150'-0 BRIDGE
SUPERSTRUCTURE DETAILS
54.332'-
0
2'-
0
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 06-12 - I.M.
RE
QUIR
EM
EN
T
AD
DE
D
TO
BA
R
CH
AIR
NO
TE.
I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS.
SUPPORTED ON BAR CHAIRS BEFORE CONCRETE IS PLACED.
IS TO BE SECURELY WIRED IN PLACE AND ADEQUATELY
AND 1•" CLEAR ABOVE BOTTOM OF SLAB. REINFORCING STEEL
LONGITUDINAL REINFORCING STEEL IS TO BE PARALLEL TO
PARALLEL TO AND 2•" CLEAR BELOW TOP OF SLAB. BOTTOM
TOP LONGITUDINAL REINFORCING STEEL IS TO BE
NOTE:
06-12
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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
31'-0 46'-02'-4 4'-4 41'-0
34'-9 42'-6 34'-9
41'-0 4'-4 46'-0 2'-4 31'-0
5'-0 10'-9 19'-6 19'-96'-3
5'-010'-919'-619'-9 6'-3
15'-3 12'-3
LAP TYP.
5'-1 MIN.
LAP TYP.
2'-3 MIN.
15'-312'-3
10a1
9a4
10a3
6b1
11b2
11b5
8b4 11b3
10a2
9a5
10a2
6b6
10a3
9a4
10a1
11b3 8b4
11b5
11b2
6b1
9a6
10a9
7b11
9a7 9a8
6b106b8
9a7
10a10
9a6
10a9
7b11
6b8
35'-9 32'-0 35'-913'-6 13'-6
10'-9 12'-3 10'-912'-3
15'-3 17'-9 17'-9 15'-3
LAP TYP.
2'-11 MIN.
8'-3 8'-3
6'-6 6'-6
LAP TYP.
3'-7 MIN.
6'-6 6'-6
LAP TYP.
3'-11 MIN.
11b9 11b9
11b12 11b12
3 3
LINE D
LINE E
LINE A
LINE B
LINE C
2'-12'-1 46 SPACES @ 0'-6 = 23'-0
… …2•
2•
LINE D
LINE E
12'-312'-3
POST
JOINT UNDER
ROUGHENED
SPA.
3 EQ.
HALF SECTION NEAR PIER HALF SECTION NEAR ABUTMENT
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
PARABOLIC
3'-0
CROWN ORDINATES
2.0% SLOPE
1'-
0 5j1 BARS @ 1'-0 CENTERS 5d BARS @ 1'-0 CENTERS
6c BARS @ 1'-0 CENTERS
UNLESS NOTED
SYMMETRICAL ABOUT | ROADWAY
FOR OPEN RAIL = SQ. FT.
SLAB CROSS-SECTIONAL AREA
24'-6
1'-
0
POST
JOINT UNDER
ROUGHENED
6"
GROOVE (`TYP.`)
5" ƒ" DOUBLE DRIP
1'-4 1'-4
8/23/2016 2:39:03 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-19-06 11x17_pdf.pltcfg
10†
1ƒ 7
3'-1010ƒ
3'-9•2'-0
J24-19-06150'-0 BRIDGE
SUPERSTRUCTURE DETAILS
150'
150'
324.5
74,291
323.3
322.0
74,795
322.1
322.2
75,213
322.7
322.9
75,365
324.8
324.5
76,049
329.1
322.2
73,915
318.3
322.9
73,972
320.0
322.0
73,524
317.9
66,44465,76065,60865,190
7b11, 8b4
6b1, 6b8,
2'-
5
PAVING BLOCK LIFTING HOOPS
WING, HORIZONTAL TRAFFIC FACE
WING, HORIZONTAL BACK FACE
WING, VERTICAL
TOP OF SLAB, TRANSVERSE, AT RAIL
PIER CAP, TOP 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, TOP
SLAB TRANSVERSE ENDS, 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
5x1
5n3
5n1
5m1
5j1
8h4
8h3
8h2
5h1
6e4
6e3
8e2
8e1
5d2
5d1
6c2
6c1
11b12
7b11
6b10
11b9
6b8
6b6
11b5
8b4
11b3
11b2
6b1
10a10
10a9
9a8
9a7
9a6
9a5
9a4
10a3
10a2
10a1
8
24
24
40
292
4
8
4
36
60
60
-
18
-
147
-
147
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2-10
6'-9
6'-8
4'-5
8'-6
26'-10
23'-10
14'-5
8'-6
5'-11
5'-0
-
26'-10
-
26'-10
-
26'-10
23'-0
41'-2
29'-4
33'-0
35'-8
39'-0
27'-6
33'-4
26'-0
30'-3
7'-6
32'-0
36'-0
53'-2
13'-0
42'-10
42'-6
35'-0
45'-4
48'-4
31'-3
24
169
167
185
2589
287
510
154
320
534
451
-
1290
-
4115
-
5925
978
674
177
1403
429
938
4676
2759
4283
4983
350
551
1240
724
354
1166
2312
3808
6048
6448
4169
8
24
24
40
292
4
8
4
36
60
60
18
-
-
147
-
147
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
27'-9
24'-8
14'-5
8'-6
5'-11
5'-1
27'-8
-
-
27'-9
-
27'-9
23'-0
41'-2
29'-4
33'-0
35'-8
39'-0
27'-6
33'-4
26'-0
30'-3
7'-6
32'-0
36'-0
53'-2
13'-0
42'-10
42'-6
35'-0
45'-4
48'-4
31'-3
24
169
167
185
2589
297
527
154
320
534
459
1330
-
-
4255
-
6128
978
674
177
1403
429
938
4676
2759
4283
4983
350
551
1240
724
354
1166
2312
3808
6048
6448
4169
8
24
24
40
292
4
8
4
36
60
60
18
-
24
136
24
136
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
30'-11
27'-6
14'-5
8'-6
5'-11
5'-5
30'-7
-
VARIES
26'-10
VARIES
26'-10
23'-0
41'-2
29'-4
33'-0
35'-8
39'-0
27'-6
33'-4
26'-0
30'-3
7'-6
32'-0
36'-0
53'-2
13'-0
42'-10
42'-6
35'-0
45'-4
48'-4
31'-3
24
169
167
185
2589
331
588
154
320
534
489
1470
-
402
3807
579
5482
978
674
177
1403
429
938
4676
2759
4283
4983
350
551
1240
724
354
1166
2312
3808
6048
6448
4169
8
24
24
40
290
4
8
4
54
60
60
18
-
44
126
44
126
8
8
4
8
8
16
32
31
31
31
31
4
8
4
8
8
16
32
31
31
31
2'-10
6'-9
6'-8
4'-5
8'-6
37'-11
33'-8
14'-5
8'-6
5'-11
6'-1
36'-9
-
VARIES
26'-10
VARIES
26'-10
23'-0
41'-2
29'-4
33'-0
35'-8
39'-0
27'-6
33'-4
26'-0
30'-3
7'-6
32'-0
36'-0
53'-2
13'-0
42'-10
42'-6
35'-0
45'-4
48'-4
31'-3
24
169
167
185
2571
405
720
154
479
534
549
1767
-
674
3527
970
5079
978
674
177
1403
429
938
4676
2759
4283
4983
350
551
1240
724
354
1166
2312
3808
6048
6448
4169
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.
75,365
9605 9605 9605 9605
74,795
73,524
75,213
73,915 73,972
76,049
74,291
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
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†
2'-8
5h1
3'-10ƒ
2'-
6ƒ
8h2
6e3
D=4•
5'-3
45° SKEW
LOCATION
TOTAL - LBS.
SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH
O° 15° 30° 45°
SUB TOTAL - LBS.
BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGESKEW
WEIGHT
SKEW
ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE
0° 15° 30° 45° 0° 15° 30° 45°
REINFORCING STEEL
C.Y.
LBS.
LIN. FT.
ITEM
WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP
NO. NO. NO.BAR
D=6
1'-5
1'-5
27'-8•
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8e2
3'-6•
*STRUCTURAL CONCRETE (`BRIDGE`)
OPEN RAIL
24'-10„
33'-11‚
OPEN RAIL
AND OPEN RAIL
WITH MONOLITHIC PIER CAP
SAME AS ABOVE EXCEPT ALL "h" BARS DELETED
AND OPEN RAIL
TOTAL - LBS. WITH NON-MONOLITHIC PIER CAP
OPEN RAIL - SEE LIST ON RAIL SHEET J24-41-06
2'-
3
- (2'-3)
TOTAL LENGTH
1'-6 2'-0ƒ
2'-
0ƒ
1'-6
2'-11
6e4
D=4•
1'-
3
6 6
4
8†
1'-1•
D=2•
D=8
5x15n3
* INCLUDES 4 WINGS @ 0.68 C.Y. EACH AND 2 TEMPORARY PAVING BLOCKS; EXCLUDES RAIL CONCRETE.
#9 D= 9
#8 D= 6
#7 D= 5‚
#6 D= 4•
FOR :
D=3ƒ
8/23/2016 2:39:06 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-20-06 11x17_pdf.pltcfg
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
3 3
1'-6† 1'-6†
1'-8Ž 1'-8Ž 2'-1‹ 2'-1‹
4'-0
7'-0 END SECTION7'-0 END SECTION
7'-0 END SECTION 7'-0 END SECTION
2'-
3
MI
N.
1'-61'-64
1'-61'-6
4
1'-61'-6
4
J24-20-06SUPERSTRUCTURE DETAILS
ALL BRIDGES
6t1 DOWELS
5s1
END TO END OF BARRIER RAIL
|-| PIERS
|-| ABUTMENT BEARINGS
| ABUT. BRG. - | PIER
~6c
| ABUT. BRG. - | PIER
1'-
0
5h1
ƒ FILLET
8h4
8h3
8h4
PIER CAP
MONOLITHIC
PART LONGITUDINAL SECTION NEAR GUTTER LINE
DETAIL "A"
5d BARS @ 1'-0 CTR.
1'-0 CTR.
6c BARS @
5j1 BARS @ 1'-0 CTR.
„" RADIUS
BAR CHAIR NOTE:
SUPERSTRUCTURE NOTES:
8r8r
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
~6c
6t1
5s1
A
A
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
6c3
6c1 6c1
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
6c1 6c1
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
6c1 6c1
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
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)
=`2'-6
5 SPA. @ 6
= 2'-7•
6 SPA. @ 5‚
6c3
6c1
5n1
1'-6 1'-6
6c1
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
2'-10
SECTION A-A
2ƒ CL.
~6c
5n35n1
~4t1
5m1
CONCRETE
BE ROUGHENED
JOINT TO
CONSTRUCTION
(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)
(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)
5n1 (`BACK FACE`)
5n3 (`TRAFFIC FACE`)
= 3'-6 - 5m1
4 SPA. @ 10•
8r
6e3
5n EMBED.
BARS
6c3 &`6c1 6c1 BARS
BARS
6c3 &`6c1 6c1 BARS
BARS
6c3 &`6c1
BARS
6c3 &`6c1 6c1 BARS
~6d
~6c
EM
BE
D.
RAIL BAR LIST.
& 4t1 BARS ARE INCLUDED IN BARRIER
IN SUPERSTRUCTURE BAR LIST. 6c, 6d
NOTE: 5m1, 5n1, & 5n3 BARS ARE INCLUDED
RAIL END SECTION.
IN THESE PLANS FOR DETAILS OF BARRIER
~ NOTE: SEE OPEN BARRIER RAIL DETAILS
REINFORCING SEE OPEN RAIL SHEET.
FOR DETAILS OF RAIL AND RAIL
6c36c3
6c1 BARS
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
| ROADWAY
TOP SLAB AT
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
6
6 CL.
1•"
(`BRIDGE LENGTHS 120'-150'`)
4…
2•" C
L.
(`BRIDGE LENGTHS 70'-110'`)
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
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
BAR
a SLAB
BAR
b 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
SLAB BOLSTERS.
REQUIREMENTS SHALL APPLY FOR BAR CHAIRS, BAR HIGH CHAIRS, AND
OF BAR HIGH CHAIRS OR SLAB BOLSTERS SPACED 4'-0 APART. I.M. 451.01
CENTERS LONGITUDINALLY AND TRANSVERSELY, OR BY CONTINUOUS ROWS
SUPPORTED BY INDIVIDUAL BAR CHAIRS SPACED AT NOT MORE THAN 3'-0
AND TRANSVERSELY. THE BOTTOM MAT OF REINFORCING STEEL IS TO BE
BAR CHAIRS SPACED AT NOT MORE THAN 3'-0 CENTERS LONGITUDINALLY
TOP MAT OF REINFORCING STEEL IS TO BE SUPPORTED BY INDIVIDUAL
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' 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
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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 AT
4…
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-1
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH
*
*
SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
8/23/2016 2:39:07 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-21-06 11x17_pdf.pltcfg
1'-1
NOTCH
PAVING
21'-
1…
1'-
3…
NOTCHPAVIN
G
1'-
1…
1'-
7
1'-
3Š
1•
1'-1
1'-0•
SEE TABLE
4 EQUAL SPACES
J24-21-06ALL BRIDGES
SUPERSTRUCTURE DETAILS
27'-
2
OU
T
TO
OU
T
OF
SL
AB
1'-6
| PIER
|
RO
AD
WA
Y
|
RO
AD
WA
Y
15°
1'-
7
REINFORCING BARS
HEADER DRILLED FOR
15° SKEW0° SKEW
30'-11
34'-11
38'-11
42'-11
CONSTRUCTION JOINT
TRANSVERSE
| ABUT. BRG. | ABUT. BRG.
| PIER
| ABUT. BRG.
| ABUT. BRG.
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
70' BRIDGE
80' BRIDGE
90' BRIDGE
46'-11
54'-11
58'-11
90' BRIDGE
80' BRIDGE
70' BRIDGE 2'-0 2'-0
13'-
713'-
7
8e1
5j1
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
26'-11 19'-2
21'-2
23'-2
25'-2
27'-2
29'-2
50'-11 31'-2
33'-2
35'-2
OUT TO OUT OF SLAB = |-| ABUTMENT BEARINGS + 3'-0
5j1
5j1
90' BRIDGE
80' BRIDGE
70' BRIDGE 2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
2'-0
8e2
5j1 5j1
5j1
70' BRIDGE
80' BRIDGE
90' BRIDGE
19'-2
21'-2
23'-2
25'-2
27'-2
29'-2
31'-2
33'-2
35'-2
OUT TO OUT OF SLAB = | - | ABUTMENT BEARINGS + 3'-1‚
1'-6† 1'-7•
3'-2Œ
8e2
TRANSVERSE REINFORCING STEEL LAYOUTKEYWAY
2 X 6
NOMINAL BEVELED
27'-
2
OU
T
TO
OU
T
OF
SL
AB
24'-
0
0° & 15° SKEW
66 SPA. @ 1'-0 = 66'-0 ; 67-6c1 (`BOTTOM SLAB`) & 67-5d1 (`TOP SLAB`)
76 SPA. @ 1'-0 = 76'-0 ; 77-6c1 (`BOTTOM SLAB`) & 77-5d1 (`TOP SLAB`)
86 SPA. @ 1'-0 = 86'-0 ; 87-6c1 (`BOTTOM SLAB`) & 87-5d1 (`TOP SLAB`)
96 SPA. @ 1'-0 = 96'-0 ; 97-6c1 (`BOTTOM SLAB`) & 97-5d1 (`TOP SLAB`)
106 SPA. @ 1'-0 = 106'-0 ; 107-6c1 (`BOTTOM SLAB`) & 107-5d1 (`TOP SLAB`)
126 SPA. @ 1'-0 = 126'-0 ; 127-6c1 (`BOTTOM SLAB`) & 127-5d1 (`TOP SLAB`)
136 SPA. @ 1'-0 = 136'-0 ; 137-6c1 (`BOTTOM SLAB`) & 137-5d1 (`TOP SLAB`)
146 SPA. @ 1'-0 = 146'-0 ; 147-6c1 (`BOTTOM SLAB`) & 147-5d1 (`TOP SLAB`)
66 SPA. @ 1'-0 = 66'-0 ; 67-6c1 (`BOTTOM SLAB`) & 67-5d1 (`TOP SLAB`)
76 SPA. @ 1'-0 = 76'-0 ; 77-6c1 (`BOTTOM SLAB`) & 77-5d1 (`TOP SLAB`)
86 SPA. @ 1'-0 = 86'-0 ; 87-6c1 (`BOTTOM SLAB`) & 87-5d1 (`TOP SLAB`)
96 SPA. @ 1'-0 = 96'-0 ; 97-6c1 (`BOTTOM SLAB`) & 97-5d1 (`TOP SLAB`)
106 SPA. @ 1'-0 = 106'-0 ; 107-6c1 (`BOTTOM SLAB`) & 107-5d1 (`TOP SLAB`)
116 SPA. @ 1'-0 = 116'-0 ; 117-6c1 (`BOTTOM SLAB`) & 117-5d1 (`TOP SLAB`)
126 SPA. @ 1'-0 = 126'-0 ; 127-6c1 (`BOTTOM SLAB`) & 127-5d1 (`TOP SLAB`)
136 SPA. @ 1'-0 = 136'-0 ; 137-6c1 (`BOTTOM SLAB`) & 137-5d1 (`TOP SLAB`)
146 SPA. @ 1'-0 = 146'-0 ; 147-6c1 (`BOTTOM SLAB`) & 147-5d1 (`TOP SLAB`)
116 SPA. @ 1'-0 = 116'-0 ; 117-6c1 (`BOTTOM SLAB`) & 117-5d1 (`TOP SLAB`)
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
(̀T
YP.̀)
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
30'-11
34'-11
38'-11
42'-11
46'-11
54'-11
58'-11
26'-11
50'-11
26'-11†
30'-11†
34'-11†
38'-11†
42'-11†
46'-11†
50'-11†
54'-11†
58'-11†
26'-11†
30'-11†
34'-11†
38'-11†
42'-11†
46'-11†
50'-11†
54'-11†
58'-11†
(`26'-10`)
6c1 & 5d1
2'-6 (`TYP.`)
(`26'-10`)
6c1 & 5d1
2'-6 (`TYP.`)
BOTH EDGES`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
(`27'-9`)
6c1 & 5d1
BOTH EDGES`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
(`27'-9`)
6c1 & 5d1
1'-
71'-
7
13'-
713'-
7
DETAIL A
DETAIL B
DETAIL A DETAIL B
8e1
5x1 CENTERED IN SECTION
TEMPORARY PAVING BLOCK DETAIL
74
WOOD SPACERS (`TYP.`)
SKEW LENGTH CONCRETE
PAVING BLOCK
TEMPORARY
22'-10
22'-0
0.5 C.Y.
0.5 C.Y.
LINE NOTCH WITH TAR PAPER BEFORE PLACING TEMPORARY PAVING BLOCK.
NOTE: TEMPORARY PAVING BLOCK TO BE USED WITH PAVED APPROACHES ONLY.
RE
VIS
ED 12-08 -
RE
VIS
ED
PA
VI
NG
NO
TC
H,
AD
DE
D
DE
TAIL
A
AN
D
AD
DE
D
DE
TAIL
B. A
DD
ED
TE
MP
OR
AR
Y
PA
VI
NG
BL
OC
K
DE
TAIL.
15°
0°
12-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:09 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-22-06 11x17_pdf.pltcfg
1'-0•
NOTCHPAVI
NG
1'-
7
1'-1
21'-
1…
1'-
3…
1'-3„
NOTCH
PA
VIN
G
1'-
7
2…
1'-
1…
1'-
3ƒ
1'-1
SEE TABLE
4 EQUAL SPACES
J24-22-06ALL BRIDGES
SUPERSTRUCTURE DETAILS
1'-
71'-
7
1'-
71'-
7
TRANSVERSE REINFORCING STEEL LAYOUT
|
RO
AD
WA
Y
30°
| PIER
45°
|
RO
AD
WA
Y
| PIER
| PIER
30° SKEW45° SKEW
TRANSVERSE CONSTR. JOINTS
ALTERNATE LOCATION OF
6'-9 4'-3
CONSTRUCTION JOINTS
PERMISSIBLE TRANSVERSE
| ABUT. BRG.
BRG.
| ABUT.
BRG.
| ABUT.
1'-
7
1'-
75'-
4
OUT TO OUT OF SLAB = | - | ABUTMENT BEARINGS + 4'-3
| ABUT. BRG
OUT TO OUT OF SLAB = | - | ABUTMENT BEARINGS + 3'-5•
REINFORCING BARS
HEADER DRILLED FOR
CONSTRUCTION JOINT
TRANSVERSE
90' BRIDGE
80' BRIDGE
70' BRIDGE
90' BRIDGE
80' BRIDGE
70' BRIDGE
1'-8ƒ 5'-2…
30'-7
34'-7
38'-7
42'-7
46'-7
54'-7
58'-7
26'-7
50'-7
19'-2
21'-2
23'-2
25'-2
27'-2
29'-2
31'-2
33'-2
35'-2
4'-4‡
4'-10‡
5j1
7'-6
4'-4‡
| PIER
90' BRIDGE
80' BRIDGE
70' BRIDGE
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
1'-0
4'-7• 21 SPA. @ 1'-0 = 21'-0
2'-1•
12'-0 12'-0
5'-1•
5j1
8e2
8e2
12'-6 (TYP.)
90' BRIDGE
80' BRIDGE
70' BRIDGE
30'-6•
34'-6•
38'-6•
42'-6•
46'-6•
54'-6•
58'-6•
26'-6•
50'-6•
32'-6•
40'-6•
44'-6•
48'-6•
52'-6•
56'-6•
28'-6•
36'-6•
60'-6•
19'-2
21'-2
23'-2
25'-2
27'-2
29'-2
31'-2
33'-2
35'-2
21 SPA. @ 1'-0 = 21'-0 4'-7•
KEYWAY
2 X 6
NOMINAL BEVELED
IN CONFLICT AREAS ON 30° & 45° SKEW BRIDGES.
NOTE: 5d2 BARS ARE TO PASS UNDER 8e2 BARS
27'-
2
OU
T
TO
OU
T
OF
SL
AB
13'-
713'-
7
27'-
2
OU
T
TO
OU
T
OF
SL
AB
13'-
713'-
7
30° & 45° SKEW
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
12 - 6c2 (`BOTT. SLAB`)
12 - 5d2 (`TOP SLAB`)
12 - 6c2 (`BOTT. SLAB`)
12 - 5d2 (`TOP SLAB`)
8e2
(̀T
YP.̀)
5j1
(`26'-10`)
6c1 & 5d1
(`TYP.`) (`TYP.`)
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
45 SPA. @ 1'-0 = 45'-0; 46-6c1 (`BOTT. SLAB`) & 46-5d1 (`TOP SLAB`)
55 SPA. @ 1'-0 = 55'-0; 56-6c1 (`BOTT. SLAB`) & 56-5d1 (`TOP SLAB`)
65 SPA. @ 1'-0 = 65'-0; 66-6c1 (`BOTT. SLAB`) & 66-5d1 (`TOP SLAB`)
75 SPA. @ 1'-0 = 75'-0; 76-6c1 (`BOTT. SLAB`) & 76-5d1 (`TOP SLAB`)
85 SPA. @ 1'-0 = 85'-0; 86-6c1 (`BOTT. SLAB`) & 86-5d1 (`TOP SLAB`)
105 SPA. @ 1'-0 = 105'-0; 106-6c1 (`BOTT. SLAB`) & 106-5d1 (`TOP SLAB`)
115 SPA. @ 1'-0 = 115'-0; 116-6c1 (`BOTT. SLAB`) & 116-5d1 (`TOP SLAB`)
125 SPA. @ 1'-0 = 125'-0; 126-6c1 (`BOTT. SLAB`) & 126-5d1 (`TOP SLAB`)
5j1
(`26'-10`)
6c1 & 5d1
5j1
(̀T
YP.̀)
(̀T
YP.̀)
(`26'-10`)
6c1 & 5d1
(`TYP.`)
5'-1• (`TYP.`)
CONST. JOINTS
TRANSVERSE
PERMISSIBLE
100' BRIDGE
110' BRIDGE
120' BRIDGE
130' BRIDGE
140' BRIDGE
150' BRIDGE
3'-9† (`TYP.`)
(`26'-10`)
6c1 & 5d1
9
6'-11„ 6'-11„ (`TYP.`)
31'-8•
35'-8•
39'-8•
43'-8•
47'-8•
55'-8•
59'-8•
27'-8•
51'-8•
9'-6
9'-10•
9
BOTH EDGES`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
8e2 BOTH EDGES`)
5d1 BARS (`TYP.
BETWEEN TOP SLAB
5j1 BARS CENTERED
5j1
2'-9 (`TYP.`)
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
24'-
0
24'-
0
5'-6
(`TYP.`)
DETAIL A
(`6'-6`)
& 5d2
6c2 (`25'-7`)
& 5d2
6c2
11'-0 11 SPA. @ 1'-0 = 11'-0 11 SPA. @ 1'-0 = 11'-0 11'-0
(`6'-6`)
& 5d2
6c2
(`25'-7`)
6c2 & 5d2
22 - 5d2 (`TOP SLAB`)
22 - 6c2 (`BOTT. SLAB`)
(`4'-2`)
6c2 & 5d2
(`25'-2`)
6c2 & 5d2
22 - 5d2 (`TOP SLAB`)
22 - 6c2 (`BOTT. SLAB`)
11'-6
(`25'-2`)
6c2 & 5d2
(`4'-2`)
& 5d2
6c2
95 SPA. @ 1'-0 = 95'-0; 96-6c1 (`BOTT. SLAB`) & 96-5d1 (`TOP SLAB`)
DETAIL B
DETAIL A DETAIL B
55 SPA. @ 1'-0 = 55'-0; 56-6c1 (`BOTTOM SLAB`) & 56-5d1 (`TOP SLAB`)
65 SPA. @ 1'-0 = 65'-0; 66-6c1 (`BOTTOM SLAB`) & 66-5d1 (`TOP SLAB`)
75 SPA. @ 1'-0 = 75'-0; 76-6c1 (`BOTTOM SLAB`) & 76-5d1 (`TOP SLAB`)
85 SPA. @ 1'-0 = 85'-0; 86-6c1 (`BOTTOM SLAB`) & 86-5d1 (`TOP SLAB`)
95 SPA. @ 1'-0 = 95'-0; 96-6c1 (`BOTTOM SLAB`) & 96-5d1 (`TOP SLAB`)
105 SPA. @ 1'-0 = 105'-0; 106-6c1 (`BOTTOM SLAB`) & 106-5d1 (`TOP SLAB`)
115 SPA. @ 1'-0 = 115'-0; 116-6c1 (`BOTTOM SLAB`) & 116-5d1 (`TOP SLAB`)
125 SPA. @ 1'-0 = 125'-0; 126-6c1 (`BOTTOM SLAB`) & 126-5d1 (`TOP SLAB`)
135 SPA. @ 1'-0 = 135'-0; 136-6c1 (`BOTTOM SLAB`) & 136-5d1 (`TOP SLAB`)
5x1 CENTERED IN SECTION
TEMPORARY PAVING BLOCK DETAIL
74
WOOD SPACERS (`TYP.`)
SKEW LENGTH CONCRETE
PAVING BLOCK
TEMPORARY
31'-11
25'-9
0.7 C.Y.
0.6 C.Y.
45°
30°
LINE NOTCH WITH TAR PAPER BEFORE PLACING TEMPORAY PAVING BLOCK.
NOTE: TEMPORARY PAVING BLOCK TO BE USED WITH PAVED APPROACHES ONLY.
RE
VIS
ED 12-08 -
RE
VIS
ED
PA
VI
NG
NO
TC
H,
TR
AN
SV
ER
SE
REI
NF
OR
CI
NG
AN
D
AD
DE
D
DE
TAIL
A
AN
D
AD
DE
D
DE
TAIL
B. A
DD
ED
TE
MP
OR
AR
Y
PA
VI
NG
BL
OC
K
DE
TAIL.
12-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:10 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-23-06 11x17_pdf.pltcfg
J24-23-06
SHEET 1 OF 2
PIER NOTES:
ALL BRIDGES
PIER CAP DETAILS
MONOLITHIC
3'-
0
1'-
61'-
6
2'-2
26'-10 END TO END OF PIER CAP
3'-
0
1'-
61'-
63'-
0
1'-
6
3'-0
1'-6
1'-6
1'-
6
2'-2
2'-2
2'-2
27'-8̂
END TO E
ND OF P
IER CAP
30'-6‚ E
ND TO
END OF
PIER
CAP
| PILES
| CAP
R=1'-6
| PILES
5h1
R=1'-6
| CAP
15°
| PILES
| CAP
R=1'-6
30°
| PILES
| CAP
R=1'-6
45°
13'-7 | ROADWAY
EDGE OF SLAB
| CAP - TYPICAL
SYMMETRICAL ABOUT
45° SKEW
30° SKEW
15° SKEW
0° SKEW
CAP DIMENSIONS ARE TYPICAL FOR ALL SPANS.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 70' BRIDGE.
36'-8‹
END T
O END OF PIE
R CAP
2'-4
2'-4
2'-4
2'-4
2
2
2
8h3
8h2
8h3
8h2
8h3
8h2
8h2
8h3
5h12
HALF SECTION BELOW SLAB
SEE TABLE
THIS
SHEET FOR
PILE
SPACI
NG
25'-11ƒ |
TO |
EXTERIOR
PILES
SEE TABLE THIS SHEET FOR PILE SPACING
22'-6 | TO | EXTERIOR PILES
SEE TABLE T
HIS SHEET F
OR PILE S
PACING
23'-3• |
TO | EXTERIO
R PILES
SEE T
ABLE T
HIS SHEET FOR PIL
E SPACIN
G
31'-9Ž | T
O | EXTERIO
R PIL
ES
5h1
5h1
& | 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
6 6 7 8 9 9 10 10 10
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
577 KIPS 637 KIPS 1008 KIPS 1092 KIPS 1185 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
ABOUT 6'-4
5 SPA. @
3'-3
8 SPA. @
@ 4'-6
5 SPA.
ABOUT 4'-8
5 SPA. @
ABOUT 5'-2
5 SPA. @
@ 4'-6
5 SPA.
@ 3'-9
6 SPA.
ABOUT 3'-3
7 SPA. @
ABOUT 2'-10
8 SPA. @
ABOUT 2'-10
8 SPA. @
@ 2'-6
9 SPA.
@ 2'-6
9 SPA.
2'-6
9 SPA. @
ABOUT 2'-7
9 SPA. @
ABOUT 2'-7
9 SPA. @
ABOUT 2'-7
9 SPA. @
ABOUT 2'-11
8 SPA. @
ABOUT 2'-11
8 SPA. @
ABOUT 3'-4
7 SPA. @
ABOUT 3'-11
6 SPA. @
ABOUT 4'-8
5 SPA. @
ABOUT 5'-2
5 SPA. @
ABOUT 4'-4
6 SPA. @
ABOUT 3'-9
7 SPA. @
ABOUT 3'-3
8 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 2'-11
9 SPA.@
ABOUT 3'-6
9 SPA. @
ABOUT 3'-6
9 SPA. @
ABOUT 3'-6
9 SPA. @
ABOUT 4'-0
8 SPA. @
ABOUT 4'-0
8 SPA. @
ABOUT 4'-7
7 SPA. @
ABOUT 5'-4
6 SPA. @
ABOUT 6'-4
5 SPA. @
704 KIPS 776 KIPS 845 KIPS 927 KIPS
2
2 2
2 2 2 2 2
3 3 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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:12 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-24-06 11x17_pdf.pltcfg
J24-24-06
SHEET 2 OF 2
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:
8h4
8h3
TYPICAL CAP SECTION
ALL BRIDGES
PIER CAP DETAILS
MONOLITHIC
1
12
CAP STEEL
2'-2
1'-
0
1'-
0
1
12
5h1
CAP STEEL
2'-2
1'-
0
1'-
0
1
12
5h1
CAP STEEL
2'-2
1'-
0
1'-
0
HALF SECTION NEAR PIERSHOWING STIRRUP SPACING AND NUMBER OF PILING
TYP. HOOP
SPACING
1'-0
1'-0
TYP. HOOP
SPACING
1'-0
1'-0
NOTE: BOTTOM OF CAP ELEVATIONS WILL BE REQUIRED AT THE
TYP. HOOP
SPACING
1'-0
1'-0
2 EQ. SPA. SKEW 30°,45°
1 SPA. SKEW 0°,15°
| OF ROADWAY AND AT EACH EXTERIOR PILE.
2
2
2
5 EQ. SPA. SKEW 45°
4 EQ. SPA. SKEW 30°
3 EQ. SPA. SKEW 0°,15°
2-8h4
8h24-8h3
2-8h4
8h24-8h3
2-8h4
8h2
4-8h3
13'-7
| ROADWAY
SYMMETRICAL ABOUT
70'-0 & 80'-0 BRIDGES
1
12
5h1
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
2
2-8h4
8h2
1'-0
4-8h3
1
12
5h1
CAP STEEL
2'-2
1'-
0
1'-
0
TYP. HOOP
SPACING
1'-0
1'-03 EQ. SPA. SKEW 45°
2 EQ. SPA. SKEW 0°,15°,30°
2
2-8h4
8h24-8h3
13'-7
| ROADWAY
SYMMETRICAL ABOUT
9 EQUAL PILE SPACES
8 EQUAL PILE SPACES
7 EQUAL PILE SPACES
6 EQUAL PILE SPACES
5 EQUAL PILE SPACES
4 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 30°
2 EQ. SPA. SKEW 0°,15°
90'-0 BRIDGE
130'-0, 140'-0 & 150'-0 BRIDGES
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°,15°,30°
5h1
100'-0 BRIDGES
110'-0 & 120'-0 BRIDGES
RE
VIS
ED 12-08 -
RE
VIS
ED
PIL
ES
RE
QUIR
ED
FO
R 110'-
0
BRI
DG
E.
12-08
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:14 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-25-06 11x17_pdf.pltcfg
J24-25-06
45° SKEW
30° SKEW
15° SKEW
TYPICAL HALF PLAN VIEW
2'-2
26'-10 END TO END OF PIER CAP
2'-2
2'-2
2'-2
27'-8̂
END TO E
ND OF P
IER CAP
30'-6‚ E
ND TO
END OF
PIER
CAP
| CAP
R=1'-6
R=1'-6
| CAP
15°
| CAP
R=1'-6
30°
| CAP
R=1'-6
45°
13'-7 | ROADWAY
EDGE OF SLAB
5d1
5d1
36'-8‹
END T
O END OF PIE
R CAP
2'-4
2'-4
2'-4
2'-4
2
2
2
2
6e1
6c1
6c1
6e1
6c1
6e1
6c1
6e1
| PILE &
| KEYWAY
| CAP - TYPICAL SYMMETRICAL ABOUT
5d1
ALL BRIDGES
PIER CAP DETAILS
NON-MONOLITHIC
SHEET 1 OF 2
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 PART SECT B-B
TYP. SECTION
3Š 2'-5…
5d1
6c1
JOINT MATERIAL
4 X … STRIP OF PREFORMED
ƒ" FILLET
MATERIAL
…" JOINT
JOINT MATERIAL
PREFORMED
4 X … STRIP OF
4ƒ
@ |
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
100'-0 BRIDGE
110'-0 BRIDGE
CAP DIMENSION
BOTTOM OF
GRADE TO
80'-0 BRIDGE
90'-0 BRIDGE
70'-0 BRIDGE
120'-0 BRIDGE
130'-0 BRIDGE
140'-0 BRIDGE
150'-0 BRIDGE
B
B
A
A
0° SKEW
SEE TABLE FOR PILE SPACING
22'-6 | TO | EXTERIOR PILES.
SEE TABLE F
OR PILE S
PACING
23'-3• |
TO | EXTERIO
R PILES.
SEE TABLE
FOR PI
LE SP
ACING
25'-11ƒ |
TO |
EXTERIOR
PILES.
70' BRIDGE. CAP DIMENSIONS ARE TYPICAL FOR ALL SPANS.
NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A
SEE T
ABLE FOR PIL
E SPACIN
G
31'-9Ž | T
O | EXTERIO
R PIL
ES.
5'-4ƒ
5'-3‚
5'-2
5'-0ƒ
4'11‚
4'-10‚
4'-9
4'-8
4'-7‚
TYPICAL HALF ELEVATION PIER CAP
13'-5 13'-5
| ROADWAY
ABOUT
SYMMETRICAL
(`LOOKING PARALLEL TO | ROADWAY`)
1
12
2'-2
TYP. HOOP
SPACING
1'-0 1'-0
5d1
2-6c1
4-6c1
6e1 4-6c1
9 EQUAL PILE SPACES
| ROADWAY
ABOUT
SYMMETRICAL
1
12
2'-2 5 EQUAL PILE SPACES
TYP. HOOP
SPACING
1'-0
1'-0
5d14-6c1
2-6c1
4-6c1
6e1
1
12
2'-2 6 EQUAL PILE SPACES
TYP. HOOP
SPACING
1'-0
1'-0
5d1
4-6c1
6e1 4-6c1 2-6c1
SKEW 45°
3 EQ. SPA.
SKEW 0°,15°,30°
2 EQ. SPA.
1
12
2'-2 7 EQUAL PILE SPACES
TYP. HOOP
SPACING
1'-0
1'-0
5d1
2-6c1
4-6c1
6e1 4-6c1
2 EQ. SPA. SKEW 30°,45°
1 SPA. SKEW 0°,15°
1
12
2'-2 8 EQUAL PILE SPACES
TYP. HOOP
SPACING
1'-0
1'-0
5d1
2-6c1
4-6c1
4-6c16e1
70'-0 BRIDGE
| KEYWAY | PILE &
| PILE &
| KEYWAY
| PILE &
| KEYWAY
5d1
4 EQ. SPA. SKEW 45°
3 EQ. SPA. SKEW 30°
2 EQ. SPA. SKEW 0° & 15°
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
80'-0 BRIDGE
90'-0 & 100'-0 BRIDGES
110'-0 BRIDGE
& 150'-0 BRIDGES
120'-0, 130'-0, 140'-0
& | PILES
| PIER CAP
TYPE 3 TRESTLE BENT PILES
PILE ORIENTATION DETAIL FOR
RE
VIS
ED 12-08 -
RE
VIS
ED
PIL
ES
RE
QUIR
ED 90'-
0
AN
D 120'-
0
BRI
DG
ES. A
DD
ED
TY
PE 3 PIL
E
ORIE
NT
ATI
ON
DE
TAIL. E
XT
RA 5d1 B
AR
AD
DE
D
AT
PIE
R
CA
P
EN
D.
12-08
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1"x8x2'-0 BEVELED
3'-0 CTR. TO CTR.KEYWAY AT ABOUT1"x8x2'-0 BEVELED
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1"x8x2'-0 BEVELED
3'-0 CTR. TO CTR.
KEYWAY AT ABOUT
1"x8x2'-0 BEVELED
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°,15°,30°
2 EQ. SPA. SKEW 45°
1 SPA. SKEW 0°,15°,30°
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:16 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-26-06 11x17_pdf.pltcfg
J24-26-06
NO. LENGTHSHAPESKEW
BRIDGE LENGTH
0°
0°
15°
15°
30°
30°
45°
ALL
110'-0 BRIDGE100'-0 BRIDGE
BRIDGE LENGTH SKEW
ALL
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
45°
30°
15°
0°
45°
30°
15°
0°
PIER NOTES:
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
66
D=2•
6e15d1
BILL OF REINFORCING STEEL - ONE PIER
BENT BAR DETAILS ESTIMATED QUANTITIES - ONE PIER
ALL BRIDGES
PIER CAP DETAILS
NON-MONOLITHIC
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
2'-
6ƒ
SHEET 2 OF 2
STEEL (`LBS.`)
REINFORCING
PILING (`NO.`)
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
9'-7
11'-8
11'-8
11'-8
11'-8
33'-9
27'-6
24'-8
23'-10
(`CU. YDS.`)
CONCRETE
STRUCTURAL
6
23
23
16
16
10
10
10
10
6
23
23
16
16
10
10
10
10
86
280
280
195
195
507
413
370
358
6
29
20
20
20
10
10
10
10
6
29
20
20
20
10
10
10
10
86
353
244
244
244
507
413
370
358
86
353
244
244
244
507
413
370
358
8
873
779
651
639
12.0
10.0
9.0
8.7
8
873
779
651
639
12.0
10.0
9.0
8.7
10
946
743
700
688
12.0
10.0
9.0
8.7
6
27
22
17
17
10
10
10
10
86
329
268
207
207
507
413
370
358
6
26
20
20
20
10
10
10
10
86
317
244
244
244
507
413
370
358
86
280
280
195
195
507
413
370
358
6
26
18
18
18
10
10
10
10
86
317
219
219
219
507
413
370
358
6
29
20
20
20
10
10
10
10
86
353
244
244
244
507
413
370
358
6
29
20
20
20
10
10
10
10
86
353
244
244
244
507
413
370
358
6
922
767
663
651
12.0
10.0
9.0
8.7
7
910
743
700
688
12.0
10.0
9.0
8.7
9
910
718
675
663
12.0
10.0
9.0
8.7
10
946
743
700
688
12.0
10.0
9.0
8.7
10
946
743
700
688
12.0
10.0
9.0
8.7
10
946
743
700
688
12.0
10.0
9.0
8.7
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.
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 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
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
6 7 8 8 9 10 10 10 10
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 ALLWANCE (IM), AND PIER CAP WEIGHT IS BASED ON 45° SKEW. USE THIS PU FOR DETERMINING
623 KIPS 683 KIPS 1054 KIPS 1138 KIPS 1232 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'-3
8 SPA. @
@ 4'-6
5 SPA.
ABOUT 4'-8
5 SPA. @
ABOUT 5'-2
5 SPA. @
ABOUT 6'-4
5 SPA. @
@ 3'-9
6 SPA.
ABOUT 3'-11
6 SPA. @
ABOUT 4'-4
6 SPA. @
ABOUT 5'-4
6 SPA. @
ABOUT 3'-3
7 SPA. @
ABOUT 3'-4
7 SPA. @
ABOUT 3'-9
7 SPA. @
ABOUT 4'-7
7 SPA. @
ABOUT 3'-3
7 SPA. @
ABOUT 3'-4
7 SPA. @
ABOUT 3'-9
7 SPA. @
ABOUT 4'-7
7 SPA. @
ABOUT 2'-10
8 SPA. @
ABOUT 2'-11
8 SPA. @
ABOUT 4'-0
8 SPA. @
@ 2'-6
9 SPA.
ABOUT 2'-7
9 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 3'-6
9 SPA. @
@ 2'-6
9 SPA.
ABOUT 2'-7
9 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 3'-6
9 SPA. @
@ 2'-6
9 SPA.
ABOUT 2'-7
9 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 3'-6
9 SPA. @
@ 2'-6
9 SPA.
ABOUT 2'-7
9 SPA. @
ABOUT 2'-11
9 SPA. @
ABOUT 3'-6
9 SPA. @
750 KIPS 822 KIPS 891 KIPS 973 KIPS
2 2
2 2 2 2
3 3 3 3 3
33332
2
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:18 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-27-06 11x17_pdf.pltcfg
4'-
01'-
61'-
6
1'-61'-6
4
1'-61'-6
4
J24-27-060° SKEW - TIMBER PILING
ABUTMENT DETAILS
| ROADWAY
1'-7 1'-7
TYP. 5s1 SPACING 1'-0
2 EQ. SPA.1'-0
BETWEEN PILES
6 PILE SPACES @ 4'-0 = 24'-0
12'-0 12'-0
TYP. 5s1 SPACING 1'-01'-0
BETWEEN PILES
TYP. 5s1 SPACING 1'-0
1'-0
BETWEEN PILES
2 EQ. SPA.
100'-0 & 110'-0 BRIDGES
WOOD PILINGPILE PLAN - 0° SKEW
140'-0 & 150'-0 BRIDGES
7 PILE SPACES @ 3'-5„ = 24'-0
9 PILE SPACES @ ABOUT 2'-8 = 24'-0
DETAIL "A"
„" RADIUS
PLAN VIEW
5s1
8r1
1'-0
BETWEEN PILES
120'-0 & 130'-0 BRIDGES
8 PILE SPACES @ 3'-0 = 24'-0
1'-0TYP. 5s1 SPACING
2 @ 6
6t1
| ROADWAY
6
24'-01'-7 1'-7
6t2 DOWELS
5s1 6t2
5s1
6t1 6e4
2'-0 2" X 8" X 2'-0 BEVELED KEYWAYS
@ ABOUT 4'-0 CTRS.
6e3
6t2
70'-0, 80'-0, & 90'-0 BRIDGES
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4, AND 8e1 ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
8r1
8e1& | PILES
| ABUT. BRG.
& 24-6e4 DIAGONALS IN SLAB
24-6e3 HAIRPINS IN SLAB
& 24-6t2 B.F. DOWELS &
23 SPA. @ 1'-0 = 23'-0, 24-6t1 F.F.
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 345
7
70'-0
366
7
80'-0
387
7
90'-0
414
8
100'-0
439
8
110'-0
468
9
120'-0
496
9
130'-0
~`587
10
140'-0
~`619
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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
4…
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
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 2:39:21 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-28-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-28-0615° SKEW - TIMBER PILING
ABUTMENT DETAILS
1'-7 1'-7
1'-0
SPA.
3 EQ.
TYP. 5s1
SPACING
BETWEEN PILES
12'-012'-0
1'-0
1'-0
1'-02 E
Q. SPA.
PILE PLAN - 15° SKEW WOOD PILING
120'-0 & 130'-0 BRIDGES
140'-0 & 150'-0 BRIDGES
9 PILE S
PACES @ ABOUT 2
'-9„ = 24'-10
‰
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
DETAIL "A"
„" RADIUS
24'-10
‰
24'-10
‰
24'-10
‰
6 PILE S
PACES @ ABOUT 4
'-1• = 2
4'-10‰
7 PILE S
PACES @ ABOUT 3
'-6† = 24'-10
‰
5s2
8r2
1'-02 E
Q. SPA.
1'-0
BETWEEN PILES
TYP. 5s1
SPACING
24'-10
‰
8 PILE S
PACES @ ABOUT 3
'-1‚ =
24'-10
‰
| ROADWAY
4'-
0
| ROADWAY
15°
PLAN VIEW
2'-5
2" X 8" X
2'-0 B
EVELED KEYWAYS
7
2 @ 6
5s2
5s1
6t1
6t2
5
6e3
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
& | PILES
| ABUT. BRG.
6t2
8e2
8e1 OR
6e4DOWELS
6t2
24-6t2
DOWELS BACK F
ACE OF F
OOTING
23 SPA. @
ABOUT 1'-0
• = 23'-10
‰
24'-10
‰
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4, AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
70'-0 & 80'-0 BRIDGES
90'-0, 100'-0, & 110'-0 BRIDGES
8r2
& 24-
6e4 DI
AGONALS IN
SLAB
24-6e3
HAIRPIN
S IN S
LAB
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
FRONT FACE O
F FOOTIN
G &
= 23'-
10‰, 24-
6t1 DOWELS
23 SPA. @
ABOUT 1'-0
•
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 348
7
70'-0
369
7
80'-0
390
8
90'-0
417
8
100'-0
442
8
110'-0
471
9
120'-0
499
9
130'-0
~`590
10
140'-0
~`622
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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
4…
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
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
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
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 2:39:24 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-29-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-29-0630° SKEW - TIMBER PILING
ABUTMENT DETAILS
DETAIL "A"
„" RADIUS
8r2
5s2
4'-
0
| ROADWAY
& | PILES
| ABUT. BRG.
30°
6t2 DOWELS
27'-8Œ
24-6t2 D
OWELS B
ACK FACE
OF FOOTI
NG
PLAN VIEW
1'-
8Ž
1'-
8Ž
@ ABOUT
4'-0 C
TRS.
6e3
6t1
6t2
23 S
PA. @ ABOUT
1'-2 = 2
6'-6
Œ
5
2 @ 6
5s2
5s1
6t2
6t1
9
1'-1
0‚
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4, AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6e4
8e28r2
2" X 8
" X
2'-0 B
EVELED KEYWAYS
FRONT FACE
OF FOOTI
NG &
26'-6Œ, 2
4-6t
1 DOWELS
23 S
PA. @ ABOUT
1'-2 =
& 24-6
e4 DIA
GONALS I
N SLAB
24-6
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 358
7
70'-0
379
7
80'-0
400
8
90'-0
427
8
100'-0
452
9
110'-0
481
9
120'-0
510
10
130'-0
~`601
11
140'-0
~`632
12
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
TIMBER PILES SHALL NOT BE DRIVEN TO MORE THAN 160 TONS.
BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.
TIMBER PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
PLACED ON TIMBER PILES.
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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
4…
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
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
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
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 2:39:26 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-30-06 11x17_pdf.pltcfg
J24-30-0630° SKEW - TIMBER PILING
ABUTMENT DETAILS
| ROADWAY
1'-7 1'-7
TYP. 5s1 S
PACING
BETWEEN PI
LES
1'-0
1'-0
TYP. s
1 SP
ACING
BETWEEN PI
LES
1'-0
1'-0
SPA.
WOOD PILING
PILE PLAN - 30° SKEW
TYP. s
1 SP
ACING
BETWEEN PI
LES
1'-0
27'-8Œ
27'-8Œ
2 EQ.
1'-0
3 EQ.
SPA.
12'-0 12'-0
27'-8Œ
6 PI
LE SP
ACES @
ABOUT 4'-7‹ =
27'-8Œ
8 PI
LE SP
ACES @
ABOUT 3'-5
Œ =
27'-8Œ
7 PI
LE SP
ACES @
ABOUT 3'-1
1• = 2
7'-8
Œ
BRIDGES
70'-0 & 80'-0
2 EQ. S
PA.
BRIDGES
110'-0 & 120'-0
BRIDGES
90'-0 & 100'-0
| ROADWAY
1'-7 1'-7
27'-8Œ
12'-0 12'-0
1'-0
BETWEEN PI
LES
TYP. 5s1 S
PACING
1'-0
130'-0 BRIDGE
27'-8Œ
10 PIL
E SP
ACES @
ABOUT 2'-9‚
= 27'-8Œ 1'
-0
BETWEEN PI
LES
TYP. 5s1 S
PACING
1'-0
140'-0 BRIDGE
9 PI
LE SP
ACES @
ABOUT 3'-0• =
27'-8Œ 2
EQ. S
PA.
150'-0 BRIDGE
27'-8Œ
11 PIL
E SP
ACES @
ABOUT 2'-6‚
= 27'-8Œ
BETWEEN PI
LES
TYP. 5s1 S
PACING
1'-0
1'-0
RE
VIS
ED 12-08 -
RE
VIS
ED
EN
TIR
E
SH
EE
T.
12-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:33 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-31-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-31-0645° SKEW - TIMBER PILING
ABUTMENT DETAILS
DETAIL "A"
„" RADIUS
8r2
5s2
ABUTMENT NOTES:
4'-
0
| ROADWAY
PLAN VIEW
1'-0
45°
& | PILES
| ABUT. BRG.
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6t2 DOWELS
1'-0
24-6t2 DO
WELS BACK FACE OF FO
OTIN
G
2'-
1‹
2'-
1‹
23 SPA.
@
ABO
UT 1'-5 = 32'-6Š
5
5s2
6t1
6t2
5s1
6t26e3
2 @ 6
@
ABO
UT 4'-0 CTRS.
6t133'-11
Š
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4, AND 8e ARE INCLUDED
2"
X 8"
X 2'-0 BEVELED KEY
WA
YS
6e4
8r2
8e2
1'-7
1'-7
& 24-6e4 DIA
GO
NALS IN SLAB
24-6e3 HAIR
PIN
S IN SLAB
FACE OF FO
OTIN
G
&
= 32'-6Š, 24-6t1
DO
WELS FRO
NT
23 SPS.
@
ABO
UT 1'-5
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
RE
VIS
ED 06-13 -
RE
VISI
ON
FO
R
LR
FD
PIL
E
DE
SI
GN.
06-13
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
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
6t1
8r
8r
8e
1'-
13'-
0
4…
4…
8r
BA
RS
1'-
3
6t2
6
6
2
EQ.
SP
A.
MI
N.
1'-
5
2'-
0
TO
P
OF
PIL
E
3'-0
3" CL.
ABUTMENT AT GUTTERLINE
SECTION NORMAL TO
3" C
L.
6e3
2•" C
L.
6e4 6c 5d
1•" C
L.
5s
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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
4…
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
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
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
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 2:39:34 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-32-06 11x17_pdf.pltcfg
J24-32-0645° SKEW - TIMBER PILING
ABUTMENT DETAILSWOOD PILING
PILE PLAN - 45° SKEW
1'-3
1'-3
SPA.
1'-0
1'-3
3 EQ.
1'-3
1'-3
1'-3
1'-0
SPA.
3 EQ.
1'-0
1'-7 1'-712'-0 12'-0
| ROADWAY
1'-7 1'-712'-0 12'-0
| ROADWAY
33'-11
Š
33'-11
Š
1'-0
1'-3
1'-3
SPA.
1'-0
1'-0
2 EQ.
33'-11
Š
BET
WEEN PIL
ES
TYP. 5s1
SPACIN
G
7 SPACES
@
ABO
UT 4'-10
‰ = 33'-11
Š
8 SPACES
@
ABO
UT 4'-2• = 33'-11
Š
9 SPACES
@
ABO
UT 3'-9‚ = 33'-11
Š
TYP. 5s1
SPACIN
G
TYP. 5s1
SPACIN
G
BET
WEEN PIL
ES
BET
WEEN PIL
ES
33'-11
Š
2 EQ.S
PA.
1'-0
BET
WEEN PIL
ES
TYP. 5s1
SPACIN
G
1'-0
11 S
PACES
@
ABO
UT 3'-1
= 33'-11
Š
BRIDGES
& 90'-0
70'-0, 80'-0,
BRIDGES
100'-0 & 110'-0
BRIDGES
120'-0 & 130'-0
BRIDGES
140'-0 & 150'-0
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 379
8
70'-0
401
8
80'-0
421
8
90'-0
448
9
100'-0
474
9
110'-0
504
10
120'-0
532
10
130'-0
~`623
12
140'-0
~`655
12
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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:36 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-33-06 11x17_pdf.pltcfg
J24-33-06TIMBER PILING
ABUTMENT DETAILS
BRIDGE LENGTH
UNITLOCATION
REINFORCING STEEL
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
UNIT
REINFORCING STEEL
UNIT
REINFORCING STEEL
QUANTITYUNIT
NO.
REINFORCING STEEL
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
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`)
D=6
1'-5
1'-5
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8r2
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
24'-10„
27'-8•
33'-11‚
FT.PREBORE HOLES
FT.PREBORE HOLES
FT.PREBORE HOLES
FT.PREBORE HOLES
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
WOOD PILES (TREATED)
6t2
4'-
1
1'-6
D=4•
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
BILL OF REINFORCING STEEL - ONE ABUTMENT - 0° SKEW70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
BILL OF REINFORCING STEEL - ONE ABUTMENT - 15° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 30° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 45° SKEW
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK
LOCATIONMARK
1348 1301 1301 1334 13341303 1303
1388 1364 1364 1364 1409 1409 1351 1351
1446 1422 1422 1467 1467 1512 1441 1474
1623 1623 1680 1680 1633 1633 1722 1722REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
#2
6t2
6t1
5s1
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
1'-10
38'-6
5'-7
5'-0
11'-0
26'-10
21
7
30
30
22
7
27
45
252
225
252
502
21
7
30
30
22
7
21
7
30
30
22
7
24
8
30
30
25
7
24
8
30
30
25
7
27
9
30
30
20
7
27
9
30
30
20
7
1303
27
45
252
225
252
502
27
45
252
225
252
502
35
58
252
225
229
502
35
58
252
225
229
502
39
64
252
225
252
502
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
27'-8
21
7
30
30
4
24
7
27
45
252
225
47
275
517
24
8
30
30
4
21
7
27
9
30
30
4
24
7
30
10
30
30
4
18
7
1388
31
51
252
225
47
241
517
35
58
252
225
47
275
517
35
58
252
225
47
275
517
39
64
252
225
47
207
517
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
30'-7
30
10
30
30
4
27
7
33
11
30
30
4
20
7
46
77
252
225
50
252
572
1446
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
36'-9
24
8
30
30
4
28
7
24
8
30
30
4
28
7
24
8
30
30
4
28
7
27
9
30
30
4
32
7
27
9
30
30
4
32
7
30
10
30
30
4
27
7
30
10
30
30
4
27
7
36
12
30
30
4
33
7
1623
31
51
252
225
56
321
687
31
51
252
225
56
321
687
31
51
252
225
56
321
687
35
58
252
225
56
367
687
35
58
252
225
56
367
687
39
64
252
225
56
310
687
39
64
252
225
56
310
687
46
77
252
225
56
379
687
90'-0
1364
8
-
100'-0
8
-
110'-0
1364
8
-
80'-0
1446
7
-
90'-0
1422
8
-
100'-0
8
-
110'-0
1467
9
-
120'-0
1467
9
-
130'-0
1512
10
-
140'-0
1441
11
110
150'-0
1474
12
120
BENT BAR DETAILS
30
10
30
30
22
7
30
10
30
30
22
7
1348
31
51
252
225
287
502
31
51
252
225
287
502
39
64
252
225
252
502
30
10
30
30
4
18
7
31
51
252
225
47
241
517
39
64
252
225
47
207
517
21
7
30
30
4
24
7
27
45
252
225
50
275
572
36
12
30
30
4
33
7
46
77
252
225
56
379
687
-
7
1303
8.6
70'-0
QUANTITY
-
7
1303
8.6
80'-0
80'-0
1388
7
-
ESTIMATED QUANTITIES - ONE ABUT. - 0° SKEW
150'-0
1351
10
100
140'-0
1351
10
100
130'-0
1409
9
-
120'-0
1409
9
-
-
7
1303
8.6
90'-0
-
8
1348
8.6
100'-0
-
8
1348
8.6
110'-0
-
9
1301
8.5
120'-0
-
9
1301
8.5
130'-0
100
10
1334
8.4
140'-0
100
10
1334
8.4
150'-0
-
7
1388
8.9
70'-0
8.9 8.9 8.9 8.9 8.8 8.8 8.7 8.7
-
7
1446
10.0
70'-0
10.0 10.0 10.0 9.9 9.9 9.8 9.8 9.7
-
8
1623
12.3
70'-0
-
8
1623
12.3
80'-0
-
8
1623
12.3
90'-0
-
9
1680
12.3
100'-0
-
9
1680
12.3
110'-0
-
10
1633
12.2
120'-0
-
10
1633
12.2
130'-0
120
12
1722
12.1
140'-0
120
12
1722
12.1
150'-0
RE
VIS
ED 07-09 -
CO
NC
RE
TE
QU
AN
TITIT
ES
CH
AN
GE
D.
36
12
30
30
4
22
7
42
71
252
225
50
229
572
31
51
252
225
47
241
517
27
9
30
30
4
24
7
24
8
30
30
4
21
7
24
8
30
30
4
21
7
27
45
252
225
47
275
517
21
7
30
30
4
24
7
21
7
30
30
4
24
7
27
45
252
225
50
275
572
24
8
30
30
4
21
7
31
51
252
225
50
241
572
24
8
30
30
4
21
7
31
51
252
225
50
241
572
27
9
30
30
4
24
7
35
58
252
225
50
275
572
27
9
30
30
4
24
7
35
58
252
225
50
275
572
39
64
252
225
50
310
572
1422
1364
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
8/23/2016 2:39:38 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-34-06 11x17_pdf.pltcfg
4'-
01'-
61'-
6
1'-61'-6
4
1'-61'-6
4
J24-34-06
DETAIL "A"
„" RADIUS
0° SKEW - STEEL PILING
ABUTMENT DETAILS
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
4 PILE SPACES @ 6'-0 = 24'-0
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
STEEL PILING
PILE PLAN - 0° SKEW
SPA.
3 EQ.
8r1
5s1
SPA.
4 EQ.
| ROADWAY
1'-7
1'-0
BETWEEN PILES
TYP. 5s1 SPACING
1'-0
3 PILE SPACES @ 8'-0 = 24'-0
12'-0 12'-0 1'-7
6 EQ. SPA.
5 PILE SPACES @ ABOUT 4'-9† = 24'-0
140'-0 & 150'-0 BRIDGES
2 @ 6
6t1
| ROADWAY
6
PLAN VIEW
24'-01'-7 1'-7
6t2 DOWELS
5s1 6t2
5s1
6t1 6e4
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
BRIDGES
100'-0, 110'-0, 120'-0 & 130'-0
90'-0 BRIDGES
70'-0, 80'-0, &
8e1
8r1
& 24-6e4 DIAGONALS IN SLAB
24-6e3 HAIRPINS IN SLAB
& 24-6t2 B.F. DOWELS &
23 SPS. @ 1'-0 = 23'-0, 24-6t1 F.F.
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 345
4
70'-0
366
4
80'-0
387
4
90'-0
414
5
100'-0
439
5
110'-0
468
5
120'-0
496
5
130'-0
~`587
6
140'-0
~`619
6
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.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
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 - 24' 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
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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 AT
4…
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-1
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH
*
*
SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
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 2:39:41 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-35-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-35-0615° SKEW - STEEL PILING
ABUTMENT DETAILS
DETAIL "A"
„" RADIUS
| ROADWAY
1'-7 1'-7
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
12'-0 12'-0
TYP. 5s1
SPACING
BETWEEN PILES
1'-0
1'-0
STEEL PILING
PILE PLAN - 15° SKEW
24'-10
‰
4 PILE S
PACES @ ABOUT 6
'-2Œ
= 24'-
10‰
24'-10
‰
5 PILE S
PACES @ ABOUT 4
'-11† = 24'-10
‰
5s2
8r2
SPA.3 E
Q.
SPA.5 E
Q.
120'-0 & 130'-0 BRIDGES70'-0, 80'-0, 90'-0, 100'-0, 110'-0
140'-0 & 150'-0 BRIDGES
4'-
0
| ROADWAY
15°
PLAN VIEW
2'-5
2" X 8" X
2'-0 B
EVELED KEYWAYS
7
2 @ 6
5s2
5s1
6t1
6t2
5
6e3
6t1
@ ABOUT 4'-0 CTRS.
1'-
6†
1'-
6†
& | PILES
| ABUT. BRG.
6t2
6e4 DOWELS
6t2
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
8e2
24'-10
‰
24-6t2
DOWELS BACK F
ACE OF F
OOTING
23 SPA. @
ABOUT 1'-0
• = 23'-10
‰
8r2
FRONT FACE O
F FOOTIN
G
= 23'-
10‰, 24-
6t1 DOWELS
23 SPA. @
ABOUT 1'-0
•
& 24-
6e4 DI
AGONALS IN
SLAB
& 24-
6e3 HAIR
PINS I
N SLAB
IN SLAB
DIAGONALS
& 6e4
6e3 HAIRPINS
6t1 DOWELS,
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 348
5
70'-0
369
5
80'-0
390
5
90'-0
417
5
100'-0
442
5
110'-0
471
5
120'-0
499
5
130'-0
~`590
6
140'-0
~`622
6
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
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
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 - 24' 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
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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 AT
4…
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-1
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH
*
*
SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
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
8/23/2016 2:39:43 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-36-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-36-0630° SKEW - STEEL PILING
ABUTMENT DETAILS
DETAIL "A"
„" RADIUS
| ROADWAY
1'-7 1'-7
1'-0
1'-0
BETWEEN PI
LES
12'-0 12'-0
TYP 5s
1 SP
ACING
STEEL PILINGPILE PLAN - 30° SKEW
27'-8Œ
& 150'-0 BRIDGES140'-0
8r2
5s2
5 PI
LE SP
ACES @
ABOUT 5'-6•
= 27'-8Œ
1'-0
1'-0
BETWEEN PI
LES
TYP 5s
1 SP
ACING
SPA.
4 EQ.
27'-8Œ
4 PI
LE SP
ACES @
ABOUT 6'-1
1„ = 2
7'-8
Œ
5 EQ.
SPA.
& 130'-0 BRIDGES
100'-0, 110'-0, 120'-0
70'-0, 80'-0, 90'-0,
PLAN VIEW
4'-
0
| ROADWAY
& | PILES
| ABUT. BRG.
30°
6t2 DOWELS
27'-8Œ
24-6t2 D
OWELS B
ACK FACE
OF FOOTI
NG
1'-
8Ž
1'-
8Ž
@ ABOUT
4'-0 C
TRS.
6e3
6t1
6t2
23 S
PA. @ ABOUT
1'-2 = 2
6'-6
Œ
5
2 @ 6
5s2
5s1
6t2
6t1
9
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
1'-1
0‚
8e28r2
2" X 8
" X
2'-0 B
EVELED KEYWAYS
6e4
IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
& 24-6
e4 DIA
GONALS I
N SLAB
24-6
e3 H
AIRPI
NS IN S
LAB
FRONT FACE
OF FOOTI
NG &
= 26'-6Œ, 2
4-6t
1 DOWELS
23 S
PA. @ ABOUT
1'-2
ABUTMENT NOTES:
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 358
5
70'-0
379
5
80'-0
400
5
90'-0
427
5
100'-0
452
5
110'-0
481
5
120'-0
510
5
130'-0
~`601
6
140'-0
~`632
6
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.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
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 - 24' 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
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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 AT
4…
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-1
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH
*
*
SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
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
8/23/2016 2:39:46 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-37-06 11x17_pdf.pltcfg
1'-61'-6
4
1'-61'-6
4
J24-37-0645° SKEW - STEEL PILING
ABUTMENT DETAILS
DETAIL "A"
„" RADIUS
8r2
5s2
4'-
0
| ROADWAY
PLAN VIEW
1'-0
45°
& | PILES
| ABUT. BRG.
AND RAIL NOT SHOWN.
NOTE: WING REINFORCING
6t2 DOWELS
1'-0
24-6t2 DO
WELS BACK FACE OF FO
OTIN
G
2'-
1‹
2'-
1‹
23 SPA.
@
ABO
UT 1'-5 = 32'-6Š
5
5s2
6t1
6t2
5s1
6t26e3
2 @ 6
@
ABO
UT 4'-0 CTRS.
6t1
WITH SUPERSTRUCTURE QUANTITIES.
6e3, 6e4 AND 8e ARE INCLUDED
6e4
8e2
33'-11
Š
8r2
2"
X 8"
X 2'-0 BEVELED KEY
WA
YS
1'-7
1'-7
& 24-6e4 DIA
GO
NALS IN SLAB
24-6e3 HAIR
PIN
S IN SLAB
FRO
NT FACE OF FO
OTIN
G
&
= 32'-6Š, 24-6t1
DO
WELS
23 SPS.
@
ABO
UT 1'-5 IN SLAB
& 6e4 DIAGONALS
6e3 HAIRPINS
6t1 DOWELS,
ABUTMENT NOTES:
FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.
ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE
ALL REINFORCING STEEL IS TO BE GRADE 60.
IN DESIGN PLANS.
PRACTICABLE BUT IN NO CASE TO A BEARING VALUE LESS THAN SHOWN
STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF
REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.
THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR
BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.
PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'
DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE
WITH THE SUPERSTRUCTURE.
THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED
ALL PILING HP10x42.
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 - 24' 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
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
PAVING BLOCK
TEMPORARY
5x1
*
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH*
1'-1SEE DETAIL "A"
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
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 AT
4…
TO HOLD SPIRAL
SPACERS PUNCHED
3 - L‡`x`‡`x`„
3" PITCH, WITH
OF #2 BAR, 21" DIA.,
EACH PILE. 7 TURNS
SPIRAL AT TOP OF
1'-1
PAVING BLOCK
TEMPORARY
5x1
PAVING BLOCK
TEMPORARY
BEFORE PLACING
WITH TAR PAPER
LINE NOTCH
*
*
SEE DETAIL "A"
b SLAB BAR
BAR
a SLAB
REAR ELEVATION
BOTTOM OF SLAB
12'-012'-0
| ROADWAY
1'-
1
1'-
1
AB
UT.
BR
G.
6'-
1
@ |
6t2 6e3
5s1
6e3
1'-7 1'-7
3'-
0
JOINT
CONSTRUCTION
1'-
1̂
OP
EN
RAIL
24'-0
4'-
9
PUNCHED TO HOLD SPIRAL.
3" PITCH WITH 3-‡x‡x„ SPACERS
7 TURNS OF #2 BAR 21" DIAMETER,
SPIRAL AT TOP OF EACH PILE.
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
8/23/2016 2:39:48 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-38-06 11x17_pdf.pltcfg
J24-38-0645° SKEW - STEEL PILING
ABUTMENT DETAILS
| ROADWAY
1'-7 1'-7
1'-3
1'-3
1'-0
1'-0
TYP. 5s1
SPACIN
G
BET
WEEN PIL
ES.
12'-012'-0
STEEL PILING
PILE PLAN - 45° SKEW
33'-11
Š
5 SPA.
@
ABO
UT 6'-9‹ = 33'-11
Š
1'-3
1'-3
1'-0
1'-0
TYP. 5s1
SPACIN
G
BET
WEEN PIL
ES.
33'-11
Š
6 SPA.
@
ABO
UT 5'-7‡ = 33'-11
Š
5 EQ. SPA.
NOTE: ALL PILING HP10X42
TO THE | OF THE ROADWAY AS SHOWN.
ALL PILES ARE TO BE ORIENTED WITH WEBS PERPENDICULAR
NOTE:
150'-0 BRIDGE
BRIDGES
130'-0, & 140'-0
100'-0, 110'-0, 120'-0,
70'-0, 80'-0, 90'-0,
PILING - NUMBER
BRIDGE LENGTH
NUMBER OF PILES AND ABUTMENT DESIGN LOADS
PU, STRENGTH 1 DESIGN LOAD - KIPS 379
6
70'-0
401
6
80'-0
421
6
90'-0
448
6
100'-0
474
6
110'-0
504
6
120'-0
532
6
130'-0
~`623
6
140'-0
~`655
7
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
SPA.
4 EQ.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:49 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-39-06 11x17_pdf.pltcfg
J24-39-06STEEL PILING
ABUTMENT DETAILS
BRIDGE LENGTH
UNITLOCATION
REINFORCING STEEL
ESTIMATED QUANTITIES - ONE ABUT. - 0° SKEW
UNIT
REINFORCING STEEL
UNIT
REINFORCING STEEL
QUANTITYUNIT
NO.
REINFORCING STEEL
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`)
NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.
BENT BAR DETAILS
D=6
1'-5
1'-5
15° SKEW
30° SKEW
45° SKEW
(TYP.)
ANGLE
SKEW
8r2
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
24'-10„
27'-8•
33'-11‚
STEEL PILING HP 10X42
STEEL PILING HP 10X42
STEEL PILING HP 10X42
STEEL PILING HP 10X42
FT.PREBORE HOLES
PREBORE HOLES FT.
PREBORE HOLES FT.
PREBORE HOLES FT.
6t2
4'-
1
1'-6
D=4•
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
BILL OF REINFORCING STEEL - ONE ABUTMENT - 0° SKEW70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
SHAPE
70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0
BILL OF REINFORCING STEEL - ONE ABUTMENT - 15° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 30° SKEW
BILL OF REINFORCING STEEL - ONE ABUTMENT - 45° SKEW
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
BRIDGE LENGTH
NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK
LOCATIONMARK
1305 1305 1305 1316 13161307 1307 1305
1367 1367 1367 1367 1367 1367 1332 1332
1425 1425 1425 1425 1425 1425 1448 1448
1626 1626 1626 1626 1626 1626 1626 1636REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
REINFORCING STEEL - TOTAL (LBS.)
#2
6t2
6t1
5s1
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
1'-10
38'-6
5'-7
5'-0
11'-0
26'-10
12
4
30
30
25
7
15
26
252
225
287
502
19
32
252
225
275
502
12
4
30
30
25
7
12
4
30
30
25
7
15
5
30
30
24
7
15
5
30
30
24
7
15
5
30
30
24
7
15
5
30
30
24
7
18
6
30
30
24
7
18
6
30
30
24
7
1307
15
26
252
225
287
502
15
26
252
225
287
502
19
32
252
225
275
502
19
32
252
225
275
502
19
32
252
225
275
502
23
39
252
225
275
502
23
39
252
225
275
502
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
11'-3
11'-0
27'-8
15
5
30
30
4
24
7
19
32
252
225
47
275
517
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
18
6
30
30
4
20
7
18
6
30
30
4
20
7
1367
19
32
252
225
47
275
517
19
32
252
225
47
275
517
19
32
252
225
47
275
517
19
32
252
225
47
275
517
19
32
252
225
47
275
517
19
32
252
225
47
275
517
23
39
252
225
47
229
517
23
39
252
225
47
229
517
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
11'-11
11'-0
30'-7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
15
5
30
30
4
24
7
18
6
30
30
4
25
7
18
6
30
30
4
25
7
19
32
252
225
50
275
572
19
32
252
225
50
275
572
19
32
252
225
50
275
572
19
32
252
225
50
275
572
19
32
252
225
50
275
572
19
32
252
225
50
275
572
23
39
252
225
50
287
572
23
39
252
225
50
287
572
19
32
252
225
50
275
572
1425
#2
6t2
6t1
5s2
5s1
8r2
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
1'-10
38'-6
5'-7
5'-0
13'-6
11'-0
36'-9
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
18
6
30
30
4
30
7
21
7
30
30
4
30
7
1626
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
23
39
252
225
56
344
687
27
45
252
225
56
344
687
-
6
1626
12.8
130'-0
-
4
1307
9.1
70'-0
-
4
1307
9.1
80'-0
-
4
1307
9.1
90'-0
-
5
1305
9.1
100'-0
-
5
1305
9.1
110'-0
-
5
1305
9.1
120'-0
-
5
1305
9.1
130'-0
60
6
1316
9.1
140'-0
60
6
1316
9.1
150'-0
-
5
1367
9.4
70'-0
-
5
1367
9.4
80'-0
-
5
1367
9.4
90'-0
-
5
1367
9.4
100'-0
-
5
1367
9.4
110'-0
-
5
1367
9.4
120'-0
-
5
1367
9.4
130'-0
60
6
1332
9.4
140'-0
60
6
1332
9.4
150'-0
-
5
1425
10.5
70'-0
60
6
1448
10.5
140'-0
-
5
1425
10.5
80'-0
-
5
1425
10.5
90'-0
-
5
1425
10.5
100'-0
-
5
1425
10.5
110'-0
-
5
1425
10.5
120'-0
-
5
1425
10.5
130'-0
60
6
1448
10.5
150'-0
-
6
1626
12.8
80'-0
-
6
1626
12.8
90'-0
-
6
1626
12.8
100'-0
-
6
1626
12.8
120'-0
60
6
1626
12.8
140'-0
70
7
1636
12.8
150'-0
RE
VIS
ED 07-09 -
CO
NC
RE
TE
QU
AN
TITIE
S
CH
AN
GE
D.
-
6
1626
12.8
110'-0
-
6
1626
12.8
70'-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 - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
8/23/2016 2:39:51 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-40-06 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'-6
3`@`6
= 1'-3
2`@`7•
J24-40-06
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
(`TL-4`)
OPEN RAIL DETAILS
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
7†
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
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
1'-
10
RE
VIS
ED 12-08 -
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.
12-08
JOINT DETAILS AT END SECTION
(`TYP.`)
BEVELED KEYWAY
1" x 4 x 1'-0
OPTIONAL JOINT
(TYP. EACH POST)TOP AND SIDESCHAMFER RAIL ƒ"
15° SKEW = 2'-0
0° SKEW = 2'-0
15° SKEW = 2'-0
0° SKEW = 2'-0
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:52 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-41-06 11x17_pdf.pltcfg
10ƒ
2'-2•
3
1'-7•1ƒ
2'-0
J24-41-06(`TL-4`)
OPEN RAIL DETAILS
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 32 32 32 32 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
240
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
OPEN RAIL NOTES:
CONCRETE OPEN RAIL QUANTITIES
THE COST OF THE RAILING.
WORK TO DO THE INSTALLATION IS CONSIDERED INCIDENTAL TO
JUNCTION BOXES AND FITTINGS INCLUDING LABOR AND ANY ADDITIONAL
IF CONDUIT IS REQUIRED IN THIS PLAN THE RIGID STEEL CONDUIT,
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
CONCRETE OPEN RAILING, TL-4
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
4
D=2
4t1
3•
3‰
6•
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
| 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 OPEN RAIL CONCRETE IS TO BE CLASS C.
INCLUDED WITH THE SUPERSTRUCTURE REINFORCING STEEL.
ALL OPEN RAIL REINFORCING STEEL IS TO BE
THESE PLANS AND CURRENT SPECIFICATIONS.
AND LABOR REQUIRED TO CONSTRUCT THE RAIL IN ACCORDANCE WITH
MATERIAL, EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT
RAILING, TL-4" SHALL BE FULL COMPENSATION FOR FURNISHING ALL
CONTRACT PRICE PER LINEAL FOOT. PRICE BID FOR "CONCRETE OPEN
FEET OF OPEN RAIL INSTALLED WILL BE PAID FOR AT THE
BASIS MEASURED FROM END TO END OF RAIL. THE NUMBER OF LINEAL
THE CONCRETE OPEN RAIL IS TO BE BID ON A LINEAL FOOT
INCIDENTAL TO OTHER CONSTRUCTION.
COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE CONSIDERED
REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.
MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR
REINFORCING STEEL-TWO OPEN RAILS
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
FAINT LINES ON PLANS INDICATE THE EXISTING STRUCTURE.
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.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 200607-09
8/23/2016 2:39:54 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-42-06 11x17_pdf.pltcfg
SUBDRAIN DETAILS J24-42-06
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%
OUTLET
SUBDRAIN
SHEET J24-43-06
SEE DETAILS ON
RE
VIS
ED 12-08 -
RE
MO
VE
D
GR
AN
UL
AR
BA
CKFIL
L
DE
TAILS.
12-08
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
8/23/2016 2:39:55 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-43-06 11x17_pdf.pltcfg
J24-43-06
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
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.
WOOD PRESERVATIVE TREATMENT FOR THE TIMBER EDGING SHALL MEET THE
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:
DETAILS
WING ARMORING
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
6'-0 LENGTH OF PIPE WITH A REMOVABLE RODENT GUARD.
OF THE STANDARD SPECIFICATIONS. THE SUBDRAIN OUTLET SHALL CONSIST OF A
SUBDRAINS SHALL BE 4" IN DIAMETER AND IN ACCORDANCE WITH ARTICLE 4143.01, B,
THE BRIDGE CONTRACTOR IS TO INSTALL SUBDRAINS BEHIND THE ABUTMENT. THE
ALL SUBDRAINS AND SUBDRAIN OUTLETS REQUIRED FOR THIS STRUCTURE.
SEE J24-42-06 AND "SITUATION PLAN" SHEETS FOR DETAILS OF PLACING
OF THE STANDARD SPECIFICATIONS.
LAP PIECE ON TOP AND STAPLED FOR CONTINUITY.
SHALL BE A MINIMUM OF ONE FOOT IN LENGTH, SHINGLE FASHION WITH UP SLOPE
THE STANDARD SPECIFICATIONS. IF THE ENGINEERING FABRIC IS LAPPED THE LAPS
REQUIREMENTS FOR GUARDRAIL POSTS, SAWED FOUR SIDES, IN ACCORDANCE
WITH SECTION 4161 OF THE STANDARD SPECIFICATIONS.
STANDARD SPECIFICATIONS, COARSE MATERIAL ( NO CHOKE STONE IS ALLOWED`).
THE MACADAM STONE SHALL BE IN ACCORDANCE WITH ARTICLE 4122.02, OF THE
UNDERLAYED WITH ENGINEERING FABRIC IN ACCORDANCE WITH ARTICLE 4196.01, B, 3,
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
THE ENGINEERING FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE 4196.01, B, 3, OF
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
09-14
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.
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
NOVEMBER, 2006
~ ~ ~ ~ ~ ~ ~
~~~~~~
~
~ ~
~
~
~
~
~ ~
.
.
.
.. .
.
..
..
.
...
..
.
..
..
.
..
.
. .
..
.
.
..
.
.
..
.
..
.
.
..
.
~~ ~
~ ~
.
..
.
.
. .. .
.
8/23/2016 2:39:57 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-44-06 11x17_pdf.pltcfg
J24-44-06THIS 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
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,
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
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
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
09-2016
RE
VIS
ED 09-14 -
TH
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DA
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TO
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ST
AN
DA
RD
S
SP
ECIFIC
ATI
ON
S
FO
R
THIS I
NF
OR
MA
TI
ON.
RE
VIS
ED 09-2016 -
CH
AN
GE
D
TH
E
BRI
DG
E
AP
PR
OA
CH P
AV
EM
EN
T
ST
AN
DA
RD
TO "B
R" (W
AS "R
K-20").
LA
TE
ST
RE
VISI
ON
DA
TE
AP
PR
OV
ED
BY
BRI
DG
E
EN
GI
NE
ER
Highway Division
STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES
SLAB BRIDGES
CONTINUOUS CONCRETE
8/23/2016 2:39:58 PM bkloss W:\Highway\Bridge\MethodsSection\CADD Concept Drafts\J24-06.dgn J24-45-06 11x17_pdf.pltcfg
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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 - 24' 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
J24-45-06FOR 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
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
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
"BR" BRIDGE APPROACH PAVEMENT STANDARD
MODIFIED SUBBASE, SEE APPLICABLE
09-2016
RE
VIS
ED 09-14 -
TH
E
TE
CH
NIC
AL
DA
TA I
NF
OR
MA
TI
ON
TA
BL
E
WA
S
RE
MO
VE
D
AN
D
A
NO
TE
AD
DE
D
TO
RE
FE
R
TO
TH
E
ST
AN
DA
RD
S
SP
ECIFIC
ATI
ON
S
FO
R
THIS I
NF
OR
MA
TI
ON.
RE
VIS
ED 09-2016 -
CH
AN
GE
D
TH
E
BRI
DG
E
AP
PR
OA
CH P
AV
EM
EN
T
ST
AN
DA
RD
TO "B
R" (W
AS "R
K-20").