J24-06 CONTINUOUS CONCRETE SLAB BRIDGE STANDARDS

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BRIDGE STANDARDS

CONCRETE SLAB

J24-06 CONTINUOUS

Highway Division


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 - TIMBER PILING

ABUTMENT DETAILS 45° 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 150'-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.

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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

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Highway Division

STANDARD DESIGN - 24' ROADWAY, 3 SPAN BRIDGES

SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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

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Highway Division


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


10†

1ƒ 7

3'-1010ƒ

3'-9•2'-0

70'-0 BRIDGE


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 ENDS, TOP

SLAB TRANSVERSE, TOP

SLAB TRANSVERSE ENDS, BOTTOM

SLAB TRANSVERSE, BOTTOM

SLAB LONGITUDINAL TOP, AT RAIL


SLAB LONGITUDINAL TOP






SLAB LONGITUDINAL BOTTOM, AT RAIL




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

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Highway Division


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


80'-0 BRIDGE


J24-04-06

„ ‰

ˆ

„

‚

= 15'-6

2 SPA. @ 7'-94 SPA. @ 6'-1• = 24'-6

1'-

3‚

34.53

1'-

3‚

1'-

3‚








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Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4



SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

3'-9•2'-0

D=3ƒ

80'-0 BRIDGE


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‚




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS



























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


90'-0 BRIDGE


J24-06-06

‰ ‚

„

‚

…

4 SPA. @ 6'-10• = 27'-6

= 17'-6

2 SPA. @ 8'-9

1'-

4‚

36.79

1'-

4‚

1'-

4‚








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4



SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

3'-9•2'-0

D=3ƒ

90'-0 BRIDGE


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‚




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS





























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


J24-08-06100'-0 BRIDGE


‚

Š

„

Š

•

= 19'-6

2 SPA. @ 9'-94 SPA. @ 7'-7• = 30'-6

1'-

5•

39.62

1'-

5•

1'-

5•








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4



SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

3'-9•2'-0

D=3ƒ

J24-09-06100'-0 BRIDGE


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‚




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS






























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


J24-10-06110'-0 BRIDGE


41.881'-

6•

1'-

6•

1'-

6•

… ‹

‰ ‚

•

= 21'-6

3 SPA. @ 7'-24 SPA. @ 8'-4• = 33'-6

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

•








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4


10†

1ƒ 7

3'-1010ƒ

3'-9•2'-0

J24-11-06110'-0 BRIDGE


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•




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS





























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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

D=3ƒ


J24-12-06120'-0 BRIDGE


45.281'-

8

1'-

8

1'-

8

‹ •

‰

‡

= 23'-6

3 SPA. @ 7'-104 SPA. @ 9'-1• = 36'-6

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

Š

†








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4


10†

1ƒ 7

3'-1010ƒ

3'-9•2'-0

J24-13-06120'-0 BRIDGE


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




WING, VERTICAL

TOP OF SLAB, TRANSVERSE., AT RAIL



PIER CAP ENDS

PIER CAP HOOPS






























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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

D=3ƒ


J24-14-06130'-0 BRIDGE


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






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


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.








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4



SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

3'-9•2'-0

D=3ƒ

J24-15-06130'-0 BRIDGE


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‚




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS






























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


J24-16-06140'-0 BRIDGE


50.941'-

10•

1'-

10•

1'-

10•

•

„

1‰

Š

= 27'-6

3 SPA. @ 9'-26 SPA. @ 7'-1 = 42'-6

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


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.








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4


10†

1ƒ 7

3'-1010ƒ

3'-9•2'-0

J24-17-06140'-0 BRIDGE


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•




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS






























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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

D=3ƒ


J24-18-06150'-0 BRIDGE


54.332'-

0

2'-

0

2'-

0

1•

= 29'-6

3 SPA. @ 9'-106 SPA. @ 7'-7 = 45'-6

FINAL GRADE LINE

| PIER





AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

1̂

Œ


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.








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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



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.


PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

1'-



UNLESS NOTED




24'-6

1'-

0

POST

JOINT UNDER

ROUGHENED

6"

GROOVE (`TYP.`)

5" ƒ" DOUBLE DRIP

1'-4 1'-4


10†

1ƒ 7

3'-1010ƒ

3'-9•2'-0

J24-19-06150'-0 BRIDGE


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




WING, VERTICAL




PIER CAP ENDS

PIER CAP HOOPS






























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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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.


O° 15° 30° 45°

SUB TOTAL - LBS.


WEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

REINFORCING STEEL

C.Y.

LBS.

LIN. FT.

ITEM


NO. NO. NO.BAR

D=6

1'-5

1'-5

27'-8•

15° SKEW

30° SKEW

45° SKEW

(TYP.)

ANGLE

SKEW

8e2

3'-6•


OPEN RAIL

24'-10„

33'-11‚

OPEN RAIL

AND OPEN RAIL



AND OPEN RAIL



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


#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

D=3ƒ


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


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


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


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


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


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


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`)


















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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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


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


| 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`)








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


DETAIL B

DETAIL A DETAIL B

55 SPA. @ 1'-0 = 55'-0; 56-6c1 (`BOTTOM SLAB`) & 56-5d1 (`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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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.


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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°


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



2 EQ. SPA. SKEW 0°,15°

90'-0 BRIDGE

130'-0, 140'-0 & 150'-0 BRIDGES


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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


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


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


TYP. HOOP

SPACING

1'-0

1'-0

5d1

2-6c1

4-6c1

4-6c16e1

70'-0 BRIDGE

| KEYWAY | PILE &

| PILE &

| KEYWAY

| PILE &

| KEYWAY

5d1



2 EQ. SPA. SKEW 0° & 15°


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


1 SPA. SKEW 0°,15°,30°


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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


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.


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



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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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.

~ÌNCLUDES 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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

ABUTMENT NOTES:


ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE


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



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.


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


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


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.


1'-61'-6

4

1'-61'-6

4


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

‰


6e3, 6e4, AND 8e ARE INCLUDED

AND RAIL NOT SHOWN.


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



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



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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

ABUTMENT NOTES:













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.


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


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


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






1'-61'-6

4

1'-61'-6

4


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‚



AND RAIL NOT SHOWN.


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



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



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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

ABUTMENT NOTES:













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.


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


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


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







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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


1'-61'-6

4

1'-61'-6

4


ABUTMENT DETAILS

DETAIL "A"

„" RADIUS

8r2

5s2

ABUTMENT NOTES:

4'-

0

| ROADWAY

PLAN VIEW

1'-0

45°

& | PILES

| ABUT. BRG.

AND RAIL NOT SHOWN.


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



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









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


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.


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


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


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







ABUTMENT DETAILSWOOD PILING


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



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



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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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


QUANTITY

QUANTITY

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH


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)




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


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



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.)



#2

6t2

6t1

5s1

8r1

SPIRAL SPACERS, L‡x‡x„x 0.70

PILE SPIRAL

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


PILE SPIRAL






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


PILE SPIRAL






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


PILE SPIRAL






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

-


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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


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.



AND RAIL NOT SHOWN.


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



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






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



BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.

PLACED ON STEEL PILES. IF ROCK IS ENCOUNTERED CLOSER THAN 12'




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


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


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


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


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






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


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


6e3, 6e4 AND 8e ARE INCLUDED

AND RAIL NOT SHOWN.


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



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


~ÌNCLUDES DYNAMIC LOAD ALLOWANCEFOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.



IN DESIGN PLANS.










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


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


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


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


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











1'-61'-6

4

1'-61'-6

4


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



AND RAIL NOT SHOWN.


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



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






IN DESIGN PLANS.










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


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


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


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


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











1'-61'-6

4

1'-61'-6

4


ABUTMENT DETAILS

DETAIL "A"

„" RADIUS

8r2

5s2

4'-

0

| ROADWAY

PLAN VIEW

1'-0

45°

& | PILES

| ABUT. BRG.

AND RAIL NOT SHOWN.


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



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:




IN DESIGN PLANS.










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


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


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


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


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












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


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



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



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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


J24-39-06STEEL PILING

ABUTMENT DETAILS

BRIDGE LENGTH

UNITLOCATION

REINFORCING STEEL


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.



QUANTITY

QUANTITY

QUANTITY

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH






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




FT.PREBORE HOLES

PREBORE HOLES FT.

PREBORE HOLES FT.

PREBORE HOLES FT.

6t2

4'-

1

1'-6

D=4•


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


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




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.)




#2

6t2

6t1

5s1

8r1


PILE SPIRAL





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


PILE SPIRAL






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


PILE SPIRAL






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


PILE SPIRAL






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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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


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 (ÈND POST`)

4j2 (ÌNTERIOR 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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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(ÌNCLUDE 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




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

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OF 6d1

&

6d2

BA

RS

CH

AN

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AN

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EC

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WEI

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CH

AN

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LA

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DG

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GI

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Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 200607-09


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


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


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

~ ~ ~ ~ ~ ~ ~

~~~~~~

~

~ ~

~

~

~

~

~ ~

.

.

.

.. .

.

..

..

.

...

..

.

..

..

.

..

.

. .

..

.

.

..

.

.

..

.

..

.

.

..

.

~~ ~

~ ~

.

..

.

.

. .. .

.


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

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ED 09-14 -

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E

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NIC

AL

DA

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NF

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MA

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ON

TA

BL

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WA

S

RE

MO

VE

D

AN

D

A

NO

TE

AD

DE

D

TO

RE

FE

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TO

TH

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ST

AN

DA

RD

S

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ATI

ON

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MA

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BRI

DG

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AP

PR

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AV

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EN

T

ST

AN

DA

RD

TO "B

R" (W

AS "R

K-20").

LA

TE

ST

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VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE


~ ~ ~ ~ ~ ~ ~

~~~~~~

~

~ ~

~

~

~

~

~ ~

.

.

.

.. .

.

..

..

.

...

..

.

..

..

.

..

.

. .

..

.

.

..

.

.

..

.

..

.

.

..

.

~~ ~

~ ~

.

..

.

.

. .. .

.

LA

TE

ST

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VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


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

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Documents

J24-06 CONTINUOUS CONCRETE SLAB BRIDGE STANDARDS