J40-06 CONTINUOUS CONCRETE SLAB BRIDGE … J40-06 BRIDGE STANDARDS, IF PROPERLY USED, PROVIDE THE...

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BRIDGE STANDARDS

CONCRETE SLAB

J40-06 CONTINUOUS

Highway Division


INDEX FOR J40-06 STANDARDS:

J40-01-06J40-53-06

J40-52-06

J40-51-06

J40-50-06

J40-49-06

J40-48-06

J40-47-06

J40-46-06

J40-45-06

J40-44-06

J40-43-06

J40-42-06

J40-41-06

J40-40-06

J40-39-06

J40-38-06

J40-37-06

J40-36-06

J40-35-06

J40-34-06

J40-33-06

J40-32-06

J40-31-06

J40-30-06

J40-29-06

J40-28-06

J40-27-06

J40-26-06

J40-25-06

J40-24-06

J40-23-06

J40-22-06

J40-21-06

J40-20-06

J40-19-06

J40-18-06

J40-17-06

J40-16-06

J40-15-06

J40-14-06

J40-13-06

J40-12-06

J40-11-06

J40-10-06

J40-9-06

J40-8-06

J40-7-06

J40-6-06

J40-5-06

J40-4-06

J40-3-06

J40-2-06

J40-1-06

ABUTMENT BACKFILL DETAILS - 15°, 30°, & 45° SKEWS

ABUTMENT BACKFILL DETAILS - 0° SKEWS

WING ARMORING & MACADAM STONE DETAILS

SUBDRAIN DETAILS

OPEN BARRIER RAIL DETAILS

OPEN BARRIER RAIL DETAILS

BARRIER RAIL END SECTION

BARRIER RAIL DETAILS

BARRIER RAIL DETAILS

ABUTMENT DETAILS - STEEL PILING

ABUTMENT DETAILS 45° SKEW - STEEL PILING





ABUTMENT DETAILS - TIMBER PILING

ABUTMENT DETAILS 45° SKEW - TIMBER PILING








NON-MONOLITHIC PIER CAP DETAILS ALL BRIDGES



MONOLITHIC PIER CAP DETAILS ALL BRIDGES

MONOLITHIC PIER CAP DETAILS ALL BRIDGES

SUPERSTRUCTURE DETAILS ALL BRIDGES 45° SKEW




SUPERSTRUCTURE DETAILS ALL BRIDGES

SUPERSTRUCTURE DETAILS 150'-0 BRIDGE


















INDEX, GENERAL NOTES & GENERAL INFORMATION

INDEX AND GENERAL NOTES

CONCRETE IN ACCORDANCE WITH LRFD AASHTO SECTION 5, f'c = 3,500 PSI,

STRUCTURAL STEEL IN ACCORDANCE WITH LRFD AASHTO SECTION 6. ASTM A709

CONSTRUCTION: IOWA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS

FOR HIGHWAY AND BRIDGE CONSTRUCTION, SERIES 2012, PLUS

APPLICABLE GENERAL SUPPLEMENTAL SPECIFICATIONS, DEVELOPMENTAL

SPECIFICATIONS, SUPPLEMENTAL SPECIFICATIONS AND SPECIAL

PROVISIONS SHALL APPLY TO CONSTRUCTION WORK ON THIS PROJECT.

DESIGN STRESSES FOR THE FOLLOWING MATERIALS ARE IN ACCORDANCE

WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 3rd Ed, SERIES OF 2004.

REINFORCING STEEL IN ACCORDANCE WITH LRFD AASHTO SECTION 5, GRADE 60.

SPECIFICATIONS:

DESIGN STRESSES:

DESIGN: AASHTO LRFD, SERIES OF 2004 WITH INTERIM 2005.

DESIGN BASED ON PRE 2005 LRFD INTERMS.

CONTROL OF CRACKING BY DISTRIBUTION OF REINFORCEMENT FOR SLAB

SIX FOOT OF APPROACH SLAB DEAD & LIVE LOAD INCLUDED IN ABUTMENT LOADS.

LOAD DISTRIBUTION.

END SPAN LENGTH IS USED TO CALCULATE EQUIVALENT WIDTH IN LIVE

HL-93 LIVE LOAD PLUS 20 LBS. PER SQ. FT. FOR FUTURE WEARING SURFACE.

2n = 18 FOR COMPRESSION STEEL

n = 9 FOR TENSION STEEL

GRADE 36 OR GRADE 50 ( AASHTO M270 GRADE 36 OR GRADE 50`).

THESE BRIDGE PLANS LABEL ALL REINFORCING STEEL WITH ENGLISH NOTATION

(`5a1 IS † INCH DIAMETER BAR`). ENGLISH REINFORCING STEEL RECEIVED IN

THE FIELD MAY DISPLAY THE FOLLOWING "BAR DESIGNATION". THE "BAR

DESIGNATION" IS THE STAMPED IMPRESSION ON THE REINFORCING BARS, AND

IS EQUIVALENT TO THE BAR DIAMETER IN MILLIMETERS.

ENGLISH SIZE 3 4 5 6 `7 8 9 `10 11

BAR DESIGNATION 10 13 16 19 22 25 29 32 36

KEYWAY DIMENSIONS SHOWN ON THE PLANS ARE BASED ON NOMINAL DIMENSIONS UNLESS STATED

OTHERWISE. IN ADDITION, THE BEVEL USED ON THE KEYWAY SHALL BE LIMITED TO A MAXIMUM OF

10 DEGREES FROM VERTICAL.

GENERAL NOTES:THE J40-06 BRIDGE STANDARDS, IF PROPERLY USED, PROVIDE THE STRUCTURAL PLANS NECESSARY TO

THESE BRIDGES MAY BE BUILT ON A 0°, 15°, 30° OR 45° SKEW. THESE PLANS SHOW THE BRIDGES

SKEWED IN ONE DIRECTION, BUT ALL DIMENSIONS AND DETAILS WOULD BE THE SAME FOR THE

OPPOSITE SKEW.

FOR CLARITY, MOST SECTIONS SHOWN ON THE FOLLOWING SHEETS ARE DRAWN WITH BARRIER RAIL

ONLY. THESE SECTIONS WILL BE IDENTICAL FOR OPEN RAIL DESIGN WITH ANY MODIFICATIONS SHOWN

THESE BRIDGES ARE DESIGNED FOR HL93 LOADING PLUS 20 LBS. PER SQ. FT. OF ROADWAY FOR FUTURE

WEARING SURFACE. CONTROL OF CRACKING BY DISTRIBUTION OF REINFORCEMENT FOR SLAB DESIGN BASED

ON PRE LRFD 2005 INTERIMS.

AND A PROPER JOINT FOR EXPANSION SHALL BE PROVIDED BETWEEN THE BRIDGE AND THE APPROACH PAVING.

THE FLOOR SLAB AS SHOWN INCLUDES •" INTEGRAL WEARING SURFACE.

THE ABUTMENTS FOR THESE BRIDGES ARE BUILT INTEGRAL WITH THE SUPERSTRUCTURE. THEREFORE,

IT IS IMPORTANT THAT A PROPER JOINT FOR EXPANSION BE PROVIDED BETWEEN THE BRIDGE AND

APPROACH PAVING, WHEN APPROACH PAVING IS NEEDED.

THE PIERS AND ABUTMENTS FOR THESE STANDARDS HAVE BEEN DESIGNED FOR THE USE OF BOTH

FRICTION AND POINT BEARING PILES. IT IS NECESSARY THAT THE TYPE AND LENGTH FOR BOTH THE

ABUTMENT AND PIER PILES BE DESIGNATED ON THE FRONT SHEET OF THE PLANS.

ON SHEET J40-48-06 AND J40-49-06.

BELOW THE BOTTOM OF FOOTING. THE PREBORED HOLES SHALL BE IN ACCORDANCE WITH

SECTION 2501.03, Q OF THE STANDARD SPECIFICATIONS. THE ELEVATION OF THE BOTTOM

OF THE PREBORED HOLE SHALL BE SHOWN ON THE PLANS.

ANALYSIS WILL BE REQUIRED. WHEN PREBORING IS NOT REQUIRED FOR THE ABUTMENT

FOOTING AND ROCK IS ENCOUNTERED LESS THAN 10 FOOT BELOW THE BOTTOM OF

ABUTMENT FOOTING, A SPECIAL ANALYSIS WILL BE REQUIRED.

(3) IF ROCK IS ENCOUNTERED LESS THAN 5 FOOT BELOW THE PREBORED HOLES, A SPECIAL

(1) THESE BRIDGES ARE NOT TO BE USED WHEN POINT BEARING FOR THE ABUTMENT STEEL

`DRIVEN THROUGH OVERSIZED HOLES PREBORED TO A MINIMUM OF 10 FEET BELOW THE

(2) FOR THE 140 FOOT AND 150 FOOT LONG BRIDGES THE ABUTMENT PILING ARE TO BE

BOTTOM OF FOOTING.

PILING WOULD BE OBTAINED ON ROCK AT A DISTANCE LESS THAN 15 FEET FROM THE

THE ABUTMENT DESIGN UTILIZED ON THESE BRIDGES RESTRICTS THEIR USE IN THE FOLLOWING

MANNER:

CONSTRUCT THREE SPAN 40' ROADWAY CONTINUOUS CONCRETE SLAB BRIDGES WITH LENGTHS OF

70'-0, 80'-0, 90'-0, 100'-0, 110'-0, 120'-0, 130'-0, 140'-0 AND 150'-0.

10. LIGHTING LAYOUT IF NEEDED

`9. CONDUIT LAYOUT

`8. SLOPE PROTECTION LAYOUT IF NEEDED

`7. PILING DESIGN INFORMATION

`6. BOTTOM OF PIER CAP ELEVATIONS

`5. BOTTOM OF ABUTMENT FOOTING ELEVATIONS

`4. TOP OF SLAB ELEVATIONS LAYOUT

`3. SITUATION PLAN LAYOUT OF BRIDGE

`2. ESTIMATED QUANTITIES TOTALS INCLUDING CLASS 20 EXCAVATION FOR BRIDGE

`1. TITLE SHEET WITH ENGINEERS SEAL

FOR SECONDARY ROUTES THE ENGINEER MAY NOT REQUIRE ALL SHEETS TO BE PROVIDED:

HOWEVER, THE FOLLOWING ADDITIONAL INFORMATION IS REQUIRED FOR USE ON PRIMARY ROUTES.

THESE STANDARDS GIVE MOST OF THE INFORMATION NECESSARY TO BUILD THESE BRIDGES.

NOTE THAT WHEN APPROACH PAVEMENT IS TO BE PLACED, THE TEMPORARY PAVING BLOCKS SHALL BE REMOVED

ELEVATION. SCOUR ELEVATION SHALL BE SHOWN ON THE FRONT SHEET.

FOR PIERS SUBJECT TO SCOUR THE DESIGN BEARING SHALL BE OBTAINED BELOW SCOUR

THE IOWA DEPARTMENT OF TRANSPORTATION, OFFICE OF BRIDGES AND STRUCTURES WEB SITE.

FOR MORE INFORMATION ON SRL-1, SEE THE BRIDGE DESIGN MANUAL, LOCATED ON

STRUCTURAL RESISTANCE LEVEL-1 (SRL-1) REPLACES THE 50 TON STEEL PILE DESIGNATION.

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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 J40 STANDARDS HAVE BEEN DESIGNED

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Highway Division

STANDARD DESIGN - 40' ROADWAY, 3 SPAN BRIDGES

SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


1'-

2•

4Ž

J40-02-0670'-0 BRIDGE

SUPERSTRUCTURE DETAILS

‰

„

ˆ

„ˆ

= 14'-0

2 SPA. @ 7'-04 SPA. @ 5'-3 = 21'-0

FINAL GRADE LINE

| PIER

OR FALSEWORK SETTLEMENT.

DIMENSIONS DO NOT INCLUDE ANY ALLOWANCE FOR FORM DEFLECTION

FOR THE ANTICIPATED ULTIMATE DEAD LOAD DEFLECTION. THE ABOVE

THIS DIAGRAM SHOWS THE FORM CAMBER REQUIRED TO COMPENSATE

FALSEWORK IS REMOVED

IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT

SYMMETRICAL| ABUT. BRG.

FORM CAMBER DIAGRAM

52.16 52.21

1'-

2•

1'-

2‡

1'-

2•

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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'-9 23'-0

20'-6 22'-0 20'-6

15'-9

4'-0

4'-0

LAP TYP.

2'-8 MIN.

7a1

8a4

6b1 8b2

8b5

8a2

7a5

6b6

8a4

7a1

8b3

8b5

6b1

7a6

8a8

8b9

7a7

8b8

7a6

8b8

3'-6

LAP TYP.

4'-9 MIN.

21'-0

2'-3

3'-0

6'-0

8a9

6'-6 6'-0 12'-3

6'-6

8b2

2'-0

3'-0

23'-0

8a2

2'-0

12'-3

8b3

6'-0

LAP TYP.

4'-9 MIN.

6'-6 6'-6 6'-0

8b9

7b4 7b4

7a3

3'-6

LAP TYP.

3'-2 MIN.

18'-0 23'-62'-3

8a8

18'-0

6'-6 6'-6

16'-6

7a3

3'-0

3'-0

33

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…

6c BARS @ 1'-0 CENTERS

5d BARS @ 1'-0 CENTERS

4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…

(`40'-0 ROADWAY FOR BARRIER RAIL`)

20'-0

(`40'-6 ROADWAY FOR OPEN RAIL`)

20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE

HALF SECTION NEAR ABUTMENT HALF SECTION NEAR PIER

FOR BARRIER RAIL = SQ. FT.

SLAB CROSS-SECTIONAL AREA

FOR OPEN RAIL = SQ. FT.


5d BARS @ 1'-0 CENTERS (`2'-2 MIN. LAP`)

6c BARS @ 1'-0 CENTERS (`1'-10 MIN. LAP`)

5j1 BARS @ 1'-0 CENTERS

40'-0

TO CLEAR JOINT BY 1"

ROADWAY MAY BE SHIFTED

JOINT IS USED, BARS ON |

IF PERMISSIBLE LONGITUDINAL

GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB

LIMITS FOR OPEN RAILS

CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP

SHALL APPLY FOR BAR CHAIRS.

POURED. I.M. 451.01 REQUIREMENTS

ON BAR CHAIRS BEFORE CONCRETE IS

PLACE AND ADEQUATELY SUPPORTED

STEEL IS TO BE SECURELY WIRED IN

ABOVE BOTTOM OF SLAB. REINFORCING

TO BE PARALLEL TO AND 1•" CLEAR

LONGITUDINAL REINFORCING STEEL IS

CLEAR BELOW TOP OF SLAB. BOTTOM

STEEL IS TO BE PARALLEL TO AND 2•"

NOTE: TOP LONGITUDINAL REINFORCING

SPECIFICATIONS.

WITH ARTICLE 2403.03, P, 3 OF THE STANDARD

CONCRETE SEALER SHALL BE APPLIED IN ACCORDANCE

AND SHALL APPLY TO THE FULL LENGTH OF BRIDGE.

THE CONCRETE SEALER LIMITS ARE SHOWN IN THE DETAIL

OF RAIL, AND ON ALL SIDES OF THE OPEN RAIL POSTS.

THE OPEN RAIL ON THE TOP, TRAFFIC FACE SIDE, BOTTOM

SLAB. THE CONCRETE SEALER SHALL ALSO BE APPLIED TO

BRIDGE SLAB ON THE TOP, EDGE OF SLAB AND UNDER THE

CONCRETE SEALER SHALL BE APPLIED TO BOTH SIDES OF

@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-03-0670'-0 BRIDGE


70'

70'

1'-

7•

47,591

SLAB LONGITUDINAL BOTTOM





SLAB LONGITUDINAL BOTTOM, AT RAIL




SLAB LONGITUDINAL TOP






SLAB LONGITUDINAL TOP, AT RAIL


SLAB TRANSVERSE BOTTOM


SLAB TRANSVERSE ENDS, BOTTOM




SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP

SLAB TRANSVERSE ENDS, TOP




SLAB, TRANSVERSE AT ABUTMENT


SLAB, HAIRPINS, AT ABUTMENT

SLAB, DIAGONALS, AT ABUTMENT

PIER CAP HOOPS

PIER CAP ENDS

PIER CAP, BOTTOM LONGITUDINAL


PIER CAP, TOP LONGITUDINAL


TOP OF SLAB, TRANSVERSE, AT RAIL

WING, VERTICAL

WING, HORIZONTAL BACK FACE

WING, HORIZONTAL TRAFFIC FACE

7a1

8a2

7a3

8a4

7a5

7a6

7a7

8a8

8a9

6b1

8b2

8b3

7b4

8b5

6b6

8b8

8b9

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

67

67

-

-

-

-

67

67

-

-

-

-

18

18

92

92

72

4

8

8

4

4

132

40

24

24

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

67

67

-

-

-

-

67

67

-

-

-

-

18

18

92

92

72

4

8

8

4

4

132

40

24

24

1734

3538

2628

2881

1170

405

224

390

251

717

2583

3892

2365

1736

795

855

641

2441

2214

-

-

-

-

1718

1538

-

-

-

-

1302

1058

703

818

520

154

568

433

293

234

1171

185

167

169

42,491

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

58

59

12

11

11

11

58

59

12

11

11

11

18

18

92

92

72

4

8

8

4

4

122

40

24

24

1734

3538

2628

2881

1170

405

224

390

251

717

2583

3892

2365

1736

795

855

641

2040

1884

223

219

176

190

1437

1308

155

152

122

132

1418

1174

749

818

520

154

627

474

324

256

1082

185

167

169

42,960

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

48

51

20

20

18

17

48

51

20

20

18

17

18

18

92

92

108

4

8

8

4

4

116

40

24

24

1734

3538

2628

2881

1170

405

224

390

251

717

2583

3892

2365

1736

795

855

641

1689

1628

411

386

302

311

1190

1131

286

268

210

216

1667

1422

841

818

780

154

748

574

386

307

1029

185

167

169

44,080

1734

3538

2628

2881

1170

405

224

390

251

717

2583

3892

2365

1736

795

855

641

2357

2139

-

-

-

-

1660

1485

-

-

-

-

1266

1026

691

818

520

154

543

426

280

229

1171

185

167

169

16'-0

25'-0

24'-3

20'-9

22'-0

24'-9

27'-4

18'-3

23'-6

9'-0

18'-3

27'-6

22'-3

12'-6

20'-4

40'-0

30'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

6'-11

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

16'-0

25'-0

24'-3

20'-9

22'-0

24'-9

27'-4

18'-3

23'-6

9'-0

18'-3

27'-6

22'-3

12'-6

20'-4

40'-0

30'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

6'-11

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

16'-0

25'-0

24'-3

20'-9

22'-0

24'-9

27'-4

18'-3

23'-6

9'-0

18'-3

27'-6

22'-3

12'-6

20'-4

40'-0

30'-0

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

6'-11

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

16'-0

25'-0

24'-3

20'-9

22'-0

24'-9

27'-4

18'-3

23'-6

9'-0

18'-3

27'-6

22'-3

12'-6

20'-4

40'-0

30'-0

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

6'-11

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

42,091

7b4, 8b8, & 8b9

6b1, 8b3,

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REI

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QT

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CH

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D

WHIC

H

CH

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D

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TA

L

REI

NF.

QT

YS.

5100 5100 5100 5100

47,191

168.0

162.0

47,048

168.1

47,191

45,039

161.9

162.0

44,896

162.1

45,039

47,591

169.0

162.2

47,448

169.1

45,389

162.8

162.2

45,246

162.9

45,389

48,060

172.5

162.9

47,917

172.7

48,060

45,705

165.6

162.9

45,562

165.8

45,705

49,180

180.2

164.5

49,037

180.3

49,180

46,231

171.8

164.5

46,088

171.9

46,231

4957 4957 4957 4957

47,048 47,448 47,917 49,037

44,896 45,246 45,562 46,088

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.

BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.

SAME AS ABOVE EXCEPT ALL "h" BARS DELETED

SHAPE NO. LENGTH WEIGHT LENGTH WEIGHT LENGTH WEIGHT LENGTH

O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.

BILL OF REINFORCING STEEL FOR SUPERSTRUCTURE - BRIDGE

PIER CAPMONOLITHICWITH

PIER CAPNON-MONOLITHICWITH

SKEWWEIGHT

SKEW

ESTIMATED QUANTITIES FOR SUPERSTRUCTURE - BRIDGE

0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.

CONCRETE BARRIER OR OPEN RAIL

BARRIER RAIL

WITH

OPEN RAIL

WITH

WITH MONOLITHIC PIER CAP WITH NON-MONOLITHIC PIER CAP

NO. NO. NO.BAR

* INCLUDES 4 WINGS @ 0.68 C.Y. EACH; EXCLUDES RAIL CONCRETE.

3'-6•

*STRUCTURAL CONCRETE (`BRIDGE`)


PAY WEIGHT FOR SAME.

BY FURNISHING FULL LENGTH BARS WITH NO REDUCTION IN

AT THE CONTRACTOR'S OPTION, THIS LAP MAY BE ELIMINATED

THE TRANSVERSE REBARS ARE DETAILED WITH A SPLICE LAP.

ALL REINFORCING STEEL SHALL BE EPOXY COATED.

1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW

REINFORCING STEEL EPOXY COATED


NOTES:

BARRIER RAIL - SEE LIST ON RAIL SHEET J40-46-06

OPEN RAIL - SEE LIST ON RAIL SHEET J40-49-06

1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

3‚

4Ž

J40-04-0680'-0 BRIDGE


1'-

3‚

1'-

3‚

1'-

3†

54.86 54.91

„ ‰

ˆ

„

‚

= 15'-6

2 SPA. @ 7'-94 SPA. @ 6'-1• = 24'-6

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

RE

VIS

ED 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8



24'-6 31'-0

LINE A

LINE A

LINE B

LINE C

LINE B

LINE C

LINE D

LINE D

LINE E

LINE E

OF SLAB

BOTTOM

OF SLAB

TOP

RAIL

UNDER

OF SLAB

BOTTOM

RAIL

UNDER

OF SLAB

TOP

18'-0 25'-0 3'-3

22'-9 24'-6 22'-9

18'-0

5'-0

5'-0

LAP TYP.

2'-8 MIN.

8a1

7a4

6b1 9b2

8b5

8a2

7a5

6b6

7a4

8a1

9b3

8b5

6b1

7a6

8a8

8b10

7a77a6

4'-0

24'-6

2'-9

3'-3

7'-3

8a9

7'-3 14'-6

9b2

2'-0

3'-3

25'-03'-3

8a2

2'-0

14'-6

9b3

8b10

8a3

4'-0

LAP TYP.

3'-2 MIN.

20'-6 25'-62'-9

8a8

20'-6

7'-0 7'-0

8a3

17'-0

6b4

5'-011'-3 10'-0 10'-0 11'-3

6b4

5'-0

17'-0

6b86b8

LAP TYP.

6'-0 MIN.

5'-0 5'-0

9b9

9b9

18'-6

LAP TYP.

3'-6 MIN.

3 3


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-05-0680'-0 BRIDGE


80'

80'

1'-

8‚

























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



8a1

8a2

8a3

7a4

7a5

7a6

7a7

8a8

8a9

6b1

9b2

9b3

6b4

8b5

6b6

6b8

9b9

8b10

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

8

77

77

-

-

-

-

77

77

-

-

-

-

18

18

92

92

72

4

8

8

4

4

152

40

24

24

18'-3

27'-0

28'-0

23'-0

24'-6

28'-9

29'-4

20'-9

25'-6

19'-6

21'-9

32'-0

7'-6

21'-3

16'-4

25'-6

23'-6

34'-0

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

7'-1

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

5799

5464

49,248

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

8

77

77

-

-

-

-

77

77

-

-

-

-

18

18

92

92

72

4

8

8

4

4

152

40

24

24

18'-3

27'-0

28'-0

23'-0

24'-6

28'-9

29'-4

20'-9

25'-6

19'-6

21'-9

32'-0

7'-6

21'-3

16'-4

25'-6

23'-6

34'-0

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

7'-1

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

2583

3821

3963

2445

1303

471

240

444

273

1553

3920

5767

586

2951

638

307

640

727

2805

2545

-

-

-

-

1975

1767

-

-

-

-

1302

1058

703

818

532

154

568

433

293

234

1348

185

167

169

5799

5464

49,688

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

8

68

69

12

11

11

11

68

69

12

11

11

11

18

18

92

92

72

4

8

8

4

4

142

40

24

24

18'-3

27'-0

28'-0

23'-0

24'-6

28'-9

29'-4

20'-9

25'-6

19'-6

21'-9

32'-0

7'-6

21'-3

16'-4

25'-6

23'-6

34'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

7'-1

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

2583

3821

3963

2445

1303

471

240

444

273

1553

3920

5767

586

2951

638

307

640

727

2392

2203

223

219

176

190

1685

1530

155

152

122

132

1418

1174

749

818

532

154

627

474

324

256

1259

185

167

169

5799

5464

50,117

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

8

58

61

20

20

18

17

58

61

20

20

18

17

18

18

92

92

108

4

8

8

4

4

136

40

24

24

18'-3

27'-0

28'-0

23'-0

24'-6

28'-9

29'-4

20'-9

25'-6

19'-6

21'-9

32'-0

7'-6

21'-3

16'-4

25'-6

23'-6

34'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

7'-1

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

2583

3821

3963

2445

1303

471

240

444

273

1553

3920

5767

586

2951

638

307

640

727

2040

1947

411

386

302

311

1437

1352

286

268

210

216

1667

1422

841

818

798

154

748

574

386

307

1206

185

167

169

5799

5464

51,240

55,047

195.0

182.0

54,712

195.1

55,487

196.0

182.2

55,152

196.2

55,916

199.5

182.9

55,581

199.6

57,039

207.1

184.5

56,704

207.2

52,883

188.9

162.0

52,548

189.1

53,273

189.8

162.2

52,938

189.9

53,549

192.6

162.9

53,214

192.7

54,072

198.7

164.5

53,737

198.8

2583

3821

3963

2445

1303

471

240

444

273

1553

3920

5767

586

2951

638

307

640

727

2709

2458

-

-

-

-

1908

1707

-

-

-

-

1266

1026

691

818

532

154

543

426

280

229

1348

185

167

169

6b4, 6b8, & 8b10

6b1, 9b3,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

55,047

52,883

55,487

53,273

55,916

53,549

57,039

54,072

54,712 55,152 55,581 56,704

52,548 52,938 53,214 53,737

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

4‚

4Ž

J40-06-0690'-0 BRIDGE


1'-

4‚

1'-

4‚

1'-

4†

58.45 58.50

‰ ‚

„

‚

…

4 SPA. @ 6'-10• = 27'-6

= 17'-6

2 SPA. @ 8'-9

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

RE

VIS

ED 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


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

19'-9 27'-93'-3

25'-3

25'-3 28'-0 25'-3

25'-33'-3

27'-9 19'-9

5'-0

5'-0

15'-9

LAP TYP.

2'-8 MIN.

8a1

8a4

8a3

6b1 9b2

9b5

9b3

8a2

8a5

8a2

6b6

8a3

8a4

8a1

9b3

9b5

6b1

8a6

8a8

6b11

8a7

6b10

6b8

8a6

8a8

6b11

6b8

4'-6

LAP TYP.

3'-6 MIN.

27'-6

7'-0

5'-0 8'-3

7'-6 7'-6

8'-3 5'-0

7'-0

3'-6

15'-9

7'-6

3'-6

9b9

8a9

9b9

5'-6

6b4

10'-6

7'-6 15'-3

5'-6

6b4

10'-611'-9 11'-9

9b2

22'-6 21'-0 22'-6

12'-0 12'-0

LAP TYP.

4'-2 MIN.

4'-6

15'-3

LAP TYP.

3'-6 MIN.

2'-6

2'-6

10b12 10b12

3 3

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-07-0690'-0 BRIDGE


90'

90'

1'-

9‚



























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



8a1

8a2

8a3

8a4

8a5

8a6

8a7

8a8

8a9

6b1

9b2

9b3

6b4

9b5

6b6

6b8

9b9

6b10

6b11

10b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

4

8

8

87

87

-

-

-

-

87

87

-

-

-

-

18

18

92

92

72

4

8

8

4

4

172

40

24

24

6330

5950

55,677

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

4

8

8

87

87

-

-

-

-

87

87

-

-

-

-

18

18

92

92

72

4

8

8

4

4

172

40

24

24

2831

4281

4034

3541

1944

689

367

486

225

637

4100

6307

1016

4862

658

313

531

109

343

457

3169

2875

-

-

-

-

2231

1997

-

-

-

-

1302

1058

703

818

545

154

568

433

293

234

1525

185

167

169

6330

5950

56,157

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

4

8

8

78

79

12

11

11

11

78

79

12

11

11

11

18

18

92

92

72

4

8

8

4

4

162

40

24

24

2831

4281

4034

3541

1944

689

367

486

225

637

4100

6307

1016

4862

658

313

531

109

343

457

2744

2522

223

219

176

190

1933

1751

155

152

122

132

1418

1174

749

818

545

154

627

474

324

256

1437

185

167

169

6330

5950

56,547

53

53

53

52

26

8

4

8

4

53

53

53

52

52

26

8

8

4

8

8

68

71

20

20

18

17

68

71

20

20

18

17

18

18

92

92

108

4

8

8

4

4

156

40

24

24

2831

4281

4034

3541

1944

689

367

486

225

637

4100

6307

1016

4862

658

313

531

109

343

457

2392

2267

411

386

302

311

1685

1574

286

268

210

216

1667

1422

841

818

817

154

748

574

386

307

1384

185

167

169

6330

5950

57,678

62,007

226.9

202.0

61,627

227.1

62,487

227.9

202.2

62,107

228.1

62,877

231.3

202.9

62,497

231.5

64,008

238.8

204.5

63,628

239.0

59,830

220.8

202.0

59,450

221.0

60,260

221.7

202.2

59,880

221.8

60,497

224.4

202.9

60,117

224.6

61,022

230.4

204.5

60,642

230.6

2831

4281

4034

3541

1944

689

367

486

225

637

4100

6307

1016

4862

658

313

531

109

343

457

3060

2777

-

-

-

-

2156

1929

-

-

-

-

1266

1026

691

818

545

154

543

426

280

229

1525

185

167

169

20'-0

30'-3

28'-6

25'-6

28'-0

32'-3

34'-4

22'-9

21'-0

8'-0

22'-9

35'-0

13'-0

27'-6

16'-10

26'-0

19'-6

18'-0

28'-6

13'-3

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

7'-3

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

20'-0

30'-3

28'-6

25'-6

28'-0

32'-3

34'-4

22'-9

21'-0

8'-0

22'-9

35'-0

13'-0

27'-6

16'-10

26'-0

19'-6

18'-0

28'-6

13'-3

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

7'-3

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

20'-0

30'-3

28'-6

25'-6

28'-0

32'-3

34'-4

22'-9

21'-0

8'-0

22'-9

35'-0

13'-0

27'-6

16'-10

26'-0

19'-6

18'-0

28'-6

13'-3

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

7'-3

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

20'-0

30'-3

28'-6

25'-6

28'-0

32'-3

34'-4

22'-9

21'-0

8'-0

22'-9

35'-0

13'-0

27'-6

16'-10

26'-0

19'-6

18'-0

28'-6

13'-3

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

7'-3

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

6b4, 6b8, & 6b11

6b1, 9b3,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

62,007

59,830

62,487

60,260

62,877

60,497

64,008

61,022

61,627 62,107 62,497 63,628

59,450 59,880 60,117 60,642

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

5•

4Ž

J40-08-06100'-0 BRIDGE


1'-

5•

1'-

5•

1'-

5‡

62.95 63.00

‚ Š

„

Š

•

= 19'-6

2 SPA. @ 9'-94 SPA. @ 7'-7• = 30'-6

FINAL GRADE LINE

| PIER






IMMEDIATELY AFTER

POSITION OF SLAB

AS FORMED

TOP OF SLAB

| BRIDGE

ABOUT


FORM CAMBER DIAGRAM

RE

VIS

ED 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8



30'-6 39'-0

LINE A

LINE A

LINE B

LINE C

LINE B

LINE C

LINE D

LINE D

LINE E

LINE E

OF SLAB

BOTTOM

OF SLAB

TOP

RAIL

UNDER

OF SLAB

BOTTOM

RAIL

UNDER

OF SLAB

TOP

22'-0 30'-9 3'-9 27'-9

28'-6 32'-0 28'-6

27'-9 3'-9 30'-9 22'-0

6'-3

17'-921'-3 6'-3

14'-0

LAP TYP.

4'-9 MIN.

LAP TYP.

2'-8 MIN.

8a1

9a4

8a3

6b1

10b2

9b6

7b410b3

8a2

9a5

8a2

6b7

8a3

9a4

8a1

10b37b4

9b6

10b2

6b1

8a6

8a8

6b11

8a7

6b106b8

8a6

8a8

6b11

6b8

30'-6

8'-3

9'-0 9'-0

8'-3

3'-6

21'-3

14'-0

9'-0

3'-6

9b9

8a9

9b9

4'-6

6b5

11'-38'-9

9'-0 17'-9

8'-9

4'-6

6b5

11'-3

LAP TYP.

4'-2 MIN.

5'-0 5'-0

24'-9 22'-6 24'-9

10'-0 10'-0

11'-0 12'-6 12'-6 11'-0

LAP TYP.

3'-6 MIN.

LAP TYP.

3'-6 MIN.

2'-9

2'-9

10b12 10b12

3 3


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-09-06100'-0 BRIDGE


100'

100'

1'-

10‚




























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



8a1

8a2

8a3

9a4

9a5

8a6

8a7

8a8

8a9

6b1

10b2

10b3

7b4

6b5

9b6

6b7

6b8

9b9

6b10

6b11

10b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

4

8

4

53

53

53

53

52

52

26

8

8

4

8

8

97

97

-

-

-

-

97

97

-

-

-

-

18

18

92

92

60

4

8

8

4

4

192

40

24

24

22'-3

33'-6

31'-6

28'-9

32'-0

35'-9

37'-4

25'-0

22'-6

7'-0

26'-9

27'-6

16'-6

13'-9

22'-9

26'-10

25'-6

23'-6

21'-0

27'-6

19'-0

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

7'-5

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

6794

6461

64,305

53

53

53

52

26

8

4

8

4

53

53

53

53

52

52

26

8

8

4

8

8

97

97

-

-

-

-

97

97

-

-

-

-

18

18

92

92

60

4

8

8

4

4

192

40

24

24

22'-3

33'-6

31'-6

28'-9

32'-0

35'-9

37'-4

25'-0

22'-6

7'-0

26'-9

27'-6

16'-6

13'-9

22'-9

26'-10

25'-6

23'-6

21'-0

27'-6

19'-0

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

7'-5

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

3149

4741

4458

5083

2829

764

399

534

241

558

6101

6272

1788

1074

4023

1048

307

640

127

331

655

3534

3206

-

-

-

-

2488

2226

-

-

-

-

1302

1058

703

818

465

154

568

433

293

234

1703

185

167

169

6794

6461

64,828

53

53

53

52

26

8

4

8

4

53

53

53

53

52

52

26

8

8

4

8

8

88

89

12

11

11

11

88

89

12

11

11

11

18

18

92

92

80

4

8

8

4

4

182

40

24

24

22'-3

33'-6

31'-6

28'-9

32'-0

35'-9

37'-4

25'-0

22'-6

7'-0

26'-9

27'-6

16'-6

13'-9

22'-9

26'-10

25'-6

23'-6

21'-0

27'-6

19'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

7'-5

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

3149

4741

4458

5083

2829

764

399

534

241

558

6101

6272

1788

1074

4023

1048

307

640

127

331

655

3096

2841

223

219

176

190

2180

1973

155

152

122

132

1418

1174

749

818

619

154

627

474

324

256

1614

185

167

169

6794

6461

65,329

53

53

53

52

26

8

4

8

4

53

53

53

53

52

52

26

8

8

4

8

8

78

81

20

20

18

17

78

81

20

20

18

17

18

18

92

92

100

4

8

8

4

4

176

40

24

24

22'-3

33'-6

31'-6

28'-9

32'-0

35'-9

37'-4

25'-0

22'-6

7'-0

26'-9

27'-6

16'-6

13'-9

22'-9

26'-10

25'-6

23'-6

21'-0

27'-6

19'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

7'-5

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

3149

4741

4458

5083

2829

764

399

534

241

558

6101

6272

1788

1074

4023

1048

307

640

127

331

655

2744

2586

411

386

302

311

1933

1796

286

268

210

216

1667

1422

841

818

774

154

748

574

386

307

1561

185

167

169

6794

6461

66,344

71,099

264.7

222.0

70,766

264.9

71,622

265.7

222.2

71,289

265.9

69,002

258.7

222.0

68,669

258.8

69,669

262.2

222.9

69,336

262.3

3149

4741

4458

5083

2829

764

399

534

241

558

6101

6272

1788

1074

4023

1048

307

640

127

331

655

3412

3096

-

-

-

-

2403

2150

-

-

-

-

1266

1026

691

818

465

154

543

426

280

229

1703

185

167

169

72,123

269.1

222.9

71,790

269.3

73,138

276.4

224.5

72,805

276.6

69,475

259.5

222.2

69,142

259.6

70,195

268.0

224.5

69,862

268.2

6b5, 6b8, & 6b11

6b1, 7b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

71,099

69,002

71,622

69,475

72,123

69,669

73,138

70,195

70,766 71,289 71,790 72,805

68,669 69,142 69,336 69,862

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

6•

1'-

6•

1'-

6•

4Ž

J40-10-06110'-0 BRIDGE


66.55 66.60

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

•

RE

VIS

ED 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


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

24'-0 35'-03'-3 3'-9 30'-6

31'-6 41'-0 31'-6

30'-6 3'-9 35'-0 3'-3 24'-0

6'-3

19'-019'-4 6'-3

16'-0 10'-6

LAP TYP.

4'-9 MIN.

LAP TYP.

2'-8 MIN.

10'-6

8a1

9a4

8a3

8b1 10b2

10b5

7b410b3

9a2

8a5

9a2

6b6

8a3

9a4

8a1

10b37b4

10b5

10b2 8b1

9a6

8a8

6b11

9a7

6b106b8

9a6

8a8

6b11

6b8LAP TYP.

3'-6 MIN.

33'-6

9'-6

9'-3 9'-3

9'-6

1'-0

19'-4

16'-0

19'-0

9'-4

1'-0

10'-6 9'-4

10'-6

8a9

LAP TYP.

5'-4 MIN.

5'-6 5'-6

23'-6 24'-0 23'-6

10'-3 10'-3

12'-9 14'-6 14'-6 12'-9

LAP TYP.

3'-6 MIN.

10b9 10b9

10b12 10b12

3 3

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-11-06110'-0 BRIDGE


110'

110'

1'-

11•



























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



8a1

9a2

8a3

9a4

8a5

9a6

9a7

8a8

8a9

8b1

10b2

10b3

7b4

10b5

6b6

6b8

10b9

6b10

6b11

10b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

107

107

-

-

-

-

107

107

-

-

-

-

18

18

92

92

66

4

8

8

4

4

212

40

24

24

7261

6962

72,487

53

53

53

52

26

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

107

107

-

-

-

-

107

107

-

-

-

-

18

18

92

92

66

4

8

8

4

4

212

40

24

24

3432

6893

4847

5614

2847

1068

581

508

257

1840

6462

5835

2321

5930

1068

322

939

127

364

672

3898

3536

-

-

-

-

2744

2456

-

-

-

-

1302

1058

703

818

523

154

568

433

293

234

1880

185

167

169

7261

6962

73,048

53

53

53

52

26

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

98

99

12

11

11

11

98

99

12

11

11

11

18

18

92

92

88

4

8

8

4

4

202

40

24

24

3432

6893

4847

5614

2847

1068

581

508

257

1840

6462

5835

2321

5930

1068

322

939

127

364

672

3447

3160

223

219

176

190

2428

2195

155

152

122

132

1418

1174

749

818

697

154

627

474

324

256

1791

185

167

169

7261

6962

73,529

53

53

53

52

26

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

88

91

20

20

18

17

88

91

20

20

18

17

18

18

92

92

88

4

8

8

4

4

196

40

24

24

3432

6893

4847

5614

2847

1068

581

508

257

1840

6462

5835

2321

5930

1068

322

939

127

364

672

3096

2905

411

386

302

311

2180

2017

286

268

210

216

1667

1422

841

818

697

154

748

574

386

307

1738

185

167

169

7261

6962

74,388

79,748

302.3

242.0

79,449

302.5

80,790

306.6

242.9

80,491

306.8

81,649

313.8

244.5

81,350

314.0

78,258

299.7

242.9

77,959

299.9

78,783

305.4

244.5

78,484

305.6

3432

6893

4847

5614

2847

1068

581

508

257

1840

6462

5835

2321

5930

1068

322

939

127

364

672

3764

3416

-

-

-

-

2651

2372

-

-

-

-

1266

1026

691

818

523

154

543

426

280

229

1880

185

167

169

24'-3

38'-3

34'-3

31'-9

41'-0

39'-3

42'-8

23'-9

24'-0

13'-0

28'-4

25'-7

21'-5

26'-6

27'-4

26'-9

27'-3

21'-0

30'-3

19'-6

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

7'-7

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

24'-3

38'-3

34'-3

31'-9

41'-0

39'-3

42'-8

23'-9

24'-0

13'-0

28'-4

25'-7

21'-5

26'-6

27'-4

26'-9

27'-3

21'-0

30'-3

19'-6

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

7'-7

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

24'-3

38'-3

34'-3

31'-9

41'-0

39'-3

42'-8

23'-9

24'-0

13'-0

28'-4

25'-7

21'-5

26'-6

27'-4

26'-9

27'-3

21'-0

30'-3

19'-6

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

7'-7

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

24'-3

38'-3

34'-3

31'-9

41'-0

39'-3

42'-8

23'-9

24'-0

13'-0

28'-4

25'-7

21'-5

26'-6

27'-4

26'-9

27'-3

21'-0

30'-3

19'-6

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

7'-7

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

80,309

303.2

242.2

80,010

303.5

77,593

296.2

242.0

77,294

296.4

78,104

297.0

242.2

77,805

297.2

6b8, & 6b11

8b1, 7b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

79,748

77,593

80,309

78,104

80,790

78,258

81,649

78,783

79,449 80,010 80,491 81,350

77,294 77,805 77,959 78,484

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

8

1'-

8

1'-

8

4Ž

J40-12-06120'-0 BRIDGE


71.94 71.99

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

†

RE

VIS

ED 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8



36'-6 47'-0

LINE A

LINE A

LINE B

LINE C

LINE B

LINE C

LINE D

LINE D

LINE E

LINE E

OF SLAB

BOTTOM

OF SLAB

TOP

RAIL

UNDER

OF SLAB

BOTTOM

RAIL

UNDER

OF SLAB

TOP

26'-9 37'-93'-6 4'-9 34'-0

29'-0 36'-6 29'-0

34'-0 4'-9 37'-9 3'-6 26'-9

6'-6 6'-3

6'-620'-020'-6 6'-3

18'-3 12'-0

LAP TYP.

4'-9 MIN.

LAP TYP.

2'-8 MIN.

12'-0

9a1

8a4

9a3

7b1 10b2

11b5

7b410b3

9a2

9a5

9a2

6b6

9a3

8a4

9a1

10b37b4

11b5

10b2 7b1

9a6

8a9

6b11

9a79a8

6b106b8

9a79a6

8a9

6b11

6b8

6'-0 6'-0 6'-0 6'-0

LAP TYP.

3'-6 MIN.

36'-6

5'-3 5'-3

20'-6

18'-3

20'-0

9'-6

25'-3 10'-9 25'-6 10'-9 25'-3

11'-0 12'-0 12'-0 11'-0

13'-6 15'-6 15'-6 13'-6

LAP TYP.

5'-4 MIN.

9'-6

8a10

LAP TYP.

3'-6 MIN.

10b9 10b9

11b12 11b12

3 3


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-13-06120'-0 BRIDGE


120'

120'

2'-

1




























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



9a1

9a2

9a3

8a4

9a5

9a6

9a7

9a8

8a9

8a10

7b1

10b2

10b3

7b4

11b5

6b6

6b8

10b9

6b10

6b11

11b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

117

117

-

-

-

-

117

117

-

-

-

-

18

18

92

92

52

4

8

8

4

4

232

40

24

24

8061

7536

79,733

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

117

117

-

-

-

-

117

117

-

-

-

-

18

18

92

92

52

4

8

8

4

4

232

40

24

24

4866

7434

6983

4062

3227

982

327

622

545

273

975

6728

6101

2519

8358

1107

349

999

139

379

978

4262

3867

-

-

-

-

3000

2685

-

-

-

-

1302

1058

703

818

425

154

568

433

293

234

2057

185

167

169

8061

7536

80,333

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

108

109

12

11

11

11

108

109

12

11

11

11

18

18

92

92

78

4

8

8

4

4

222

40

24

24

4866

7434

6983

4062

3227

982

327

622

545

273

975

6728

6101

2519

8358

1107

349

999

139

379

978

3799

3480

223

219

176

190

2676

2416

155

152

122

132

1418

1174

749

818

638

154

627

474

324

256

1969

185

167

169

8061

7536

80,815

4866

7434

6983

4062

3227

982

327

622

545

273

975

6728

6101

2519

8358

1107

349

999

139

379

978

3447

3224

411

386

302

311

2428

2239

286

268

210

216

1667

1422

841

818

850

154

748

574

386

307

1915

185

167

169

8061

7536

81,884

87,794

350.3

262.0

87,269

350.5

88,394

351.2

262.2

87,869

351.5

88,876

354.5

262.9

88,357

354.7

89,945

361.6

264.5

89,420

361.8

85,737

344.3

262.0

85,212

344.5

86,287

345.0

262.2

85,762

345.2

86,403

347.6

262.9

85,878

347.8

86,926

353.2

264.5

86,401

353.4

27'-0

41'-3

38'-9

29'-3

36'-6

36'-1

12'-0

45'-8

25'-6

25'-6

9'-0

29'-6

26'-9

23'-3

30'-3

28'-4

29'-0

29'-0

23'-0

31'-6

23'-0

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

7'-10

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

27'-0

41'-3

38'-9

29'-3

36'-6

36'-1

12'-0

45'-8

25'-6

25'-6

9'-0

29'-6

26'-9

23'-3

30'-3

28'-4

29'-0

29'-0

23'-0

31'-6

23'-0

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

7'-10

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

27'-0

41'-3

38'-9

29'-3

36'-6

36'-1

12'-0

45'-8

25'-6

25'-6

9'-0

29'-6

26'-9

23'-3

30'-3

28'-4

29'-0

29'-0

23'-0

31'-6

23'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

7'-10

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

27'-0

41'-3

38'-9

29'-3

36'-6

36'-1

12'-0

45'-8

25'-6

25'-6

9'-0

29'-6

26'-9

23'-3

30'-3

28'-4

29'-0

29'-0

23'-0

31'-6

23'-0

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

7'-10

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

4866

7434

6983

4062

3227

982

327

622

545

273

975

6728

6101

2519

8358

1107

349

999

139

379

978

4116

3735

-

-

-

-

2899

2594

-

-

-

-

1266

1026

691

818

425

154

543

426

280

229

2057

185

167

169

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

98

101

20

20

18

17

98

101

20

20

18

17

18

18

92

92

104

4

8

8

4

4

216

40

24

24

6b8, & 6b11

7b1, 7b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

87,794

85,737

88,394

86,287

88,876

86,403

89,945

86,926

87,269 87,869 88,357 89,420

85,212 85,762 85,878 86,401

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

9‚

1'-

9‚

1'-

9‚

4Ž

J40-14-06130'-0 BRIDGE


76.44 76.49

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 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


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

28'-6 40'-64'-0 4'-9 36'-6

32'-6 41'-0 32'-6

36'-6 4'-9 40'-6 4'-0 28'-6

5'-3 7'-6

5'-317'-623'-0 7'-6

14'-6 11'-0

LAP TYP.

4'-9 MIN.

LAP TYP.

2'-8 MIN.

11'-0

9a1

9a4

9a3

6b1

11b2

10b5

7b411b3

9a2

10a5

9a2

6b6

9a3

9a4

9a1

11b37b4

10b5

11b2

6b1

9a6

8a9

7b11

9a79a8

6b106b8

9a79a6

8a9

7b11

6b8

6'-6 6'-6 6'-6 6'-6

LAP TYP.

3'-6 MIN.

39'-6

5'-0 5'-0

23'-0

14'-6

11'-3 17'-6

11'-3

LAP TYP.

5'-4 MIN.

31'-0 31'-011'-0 11'-029'-0

11'-3 12'-6 12'-6

15'-315'-3 17'-6 17'-6

11'-3

9a10

LAP TYP.

4'-9 MIN.

11b9 11b9

11b12 11b12

3 3

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-15-06130'-0 BRIDGE


130'

130'

2'-

2‚




























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



9a1

9a2

9a3

9a4

10a5

9a6

9a7

9a8

8a9

9a10

6b1

11b2

11b3

7b4

10b5

6b6

6b8

11b9

6b10

7b11

11b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

127

127

-

-

-

-

127

127

-

-

-

-

18

18

92

92

84

4

8

8

4

4

252

40

24

24

8573

8054

87,930

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

127

127

-

-

-

-

127

127

-

-

-

-

18

18

92

92

84

4

8

8

4

4

252

40

24

24

5181

8019

7434

5791

4587

1050

354

662

668

395

617

8096

8589

2573

5706

1341

364

1393

139

581

1010

4626

4197

-

-

-

-

3257

2915

-

-

-

-

1302

1058

703

818

709

154

568

433

293

234

2235

185

167

169

8573

8054

88,573

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

118

119

12

11

11

11

118

119

12

11

11

11

18

18

92

92

84

4

8

8

4

4

242

40

24

24

5181

8019

7434

5791

4587

1050

354

662

668

395

617

8096

8589

2573

5706

1341

364

1393

139

581

1010

4151

3799

223

219

176

190

2924

2638

155

152

122

132

1418

1174

749

818

709

154

627

474

324

256

2146

185

167

169

8573

8054

88,801

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

108

111

20

20

18

17

108

111

20

20

18

17

18

18

92

92

112

4

8

8

4

4

236

40

24

24

5181

8019

7434

5791

4587

1050

354

662

668

395

617

8096

8589

2573

5706

1341

364

1393

139

581

1010

3799

3543

411

386

302

311

2676

2461

286

268

210

216

1667

1422

841

818

945

154

748

574

386

307

2093

185

167

169

8573

8054

89,895

96,503

398.1

282.0

95,984

398.3

97,146

399.0

282.2

96,627

399.3

97,374

402.2

282.9

96,855

402.5

98,468

409.2

284.5

97,949

409.4

94,162

392.0

282.0

93,643

392.3

94,830

395.3

282.9

94,311

395.6

94,435

400.8

284.5

94,835

401.1

28'-9

44'-6

41'-3

32'-9

41'-0

38'-7

13'-0

48'-8

31'-3

29'-0

7'-9

28'-9

30'-6

23'-9

25'-6

34'-4

30'-3

32'-9

23'-0

35'-6

23'-9

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

8'-1

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

28'-9

44'-6

41'-3

32'-9

41'-0

38'-7

13'-0

48'-8

31'-3

29'-0

7'-9

28'-9

30'-6

23'-9

25'-6

34'-4

30'-3

32'-9

23'-0

35'-6

23'-9

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

8'-1

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

28'-9

44'-6

41'-3

32'-9

41'-0

38'-7

13'-0

48'-8

31'-3

29'-0

7'-9

28'-9

30'-6

23'-9

25'-6

34'-4

30'-3

32'-9

23'-0

35'-6

23'-9

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

8'-1

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

28'-9

44'-6

41'-3

32'-9

41'-0

38'-7

13'-0

48'-8

31'-3

29'-0

7'-9

28'-9

30'-6

23'-9

25'-6

34'-4

30'-3

32'-9

23'-0

35'-6

23'-9

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

8'-1

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

5181

8019

7434

5791

4587

1050

354

662

668

395

617

8096

8589

2573

5706

1341

364

1393

139

581

1010

4467

4054

-

-

-

-

3146

2815

-

-

-

-

1266

1026

691

818

709

154

543

426

280

229

2235

185

167

169

94,835

392.8

282.2

94,236

393.0

6b8, & 7b11

6b1, 7b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

96,503

94,162

97,146

94,835

97,374

94,830

98,468

95,354

95,984 96,627 96,855 97,949

93,643 94,236 94,311 94,835

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-

10•

1'-

10•

1'-

10•

4Ž

J40-16-06140'-0 BRIDGE


1'-

10‡

80.9980.94

•

„

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 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8



42'-6 55'-0

LINE A

LINE A

LINE B

LINE C

LINE B

LINE C

LINE D

LINE D

LINE E

LINE E

OF SLAB

BOTTOM

OF SLAB

TOP

RAIL

UNDER

OF SLAB

BOTTOM

RAIL

UNDER

OF SLAB

TOP

30'-3 44'-64'-0 4'-9 39'-0

35'-0 43'-0 35'-0

39'-0 4'-9 44'-6 4'-0 30'-3

5'-3 18'-6 7'-6

5'-318'-624'-3 7'-6

16'-0 13'-0

LAP TYP.

4'-9 MIN.

LAP TYP.

2'-8 MIN.

13'-0

9a1

10a4

9a3

6b1

11b2

11b5

7b411b3

10a2

9a5

10a2

6b6

9a3

10a4

9a1

11b37b4

11b5

11b2

6b1

9a6

9a9

7b11

9a79a8

6b106b8

9a7

10a10

9a6

9a9

7b11

6b8LAP TYP.

3'-6 MIN.

42'-6

7'-6

6'-0 6'-0

7'-6

24'-3

16'-0

6'-6 6'-6 6'-6 6'-6

LAP TYP.

5'-4 MIN.

34'-0 34'-011'-0 33'-0 11'-0

11'-6 12'-9 12'-9 11'-6

15'-9 18'-3 18'-3 15'-9

LAP TYP.

4'-9 MIN.

11b9 11b9

11b12 11b12

3 3


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-17-06140'-0 BRIDGE


140'

140'

2'-

3•

9057

8602

96,989

9057

8602

97,858

106,729

450.1

302.2

106,274

450.4

106,915

453.3

302.9

106,460

453.5

108,033

460.1

304.5

107,578

460.4

103,897

443.2

302.0

103,442

443.4

104,530

443.9

302.2

104,075

444.2

104,563

446.4

302.9

104,108

446.6

106,046

449.2

302.0

105,591

449.5

6'-9

6'-8

4'-5

8'-6

28'-8

36'-1

26'-10

35'-0

14'-5

8'-3

5'-11

6'-1

29'-7

34'-8

VARIES

VARIES

VARIES

VARIES

21'-3

23'-9

VARIES

VARIES

VARIES

VARIES

21'-3

23'-5

24'-3

38'-3

25'-6

34'-0

32'-9

26'-0

34'-4

29'-0

25'-6

31'-9

7'-9

33'-0

34'-3

52'-8

13'-0

41'-7

43'-0

35'-3

43'-9

48'-6

30'-6

169

167

185

2270

307

386

574

748

154

775

818

841

1422

1667

216

210

268

286

2682

2924

311

302

386

411

3863

4151

1031

626

154

1446

394

1341

8013

2763

8941

7322

617

568

932

717

354

1132

3802

7888

7884

11,061

5497

24

24

40

256

4

4

8

8

4

90

92

92

18

18

17

18

20

20

121

118

17

18

20

20

121

118

8

8

4

8

8

26

52

53

53

53

53

4

8

4

8

8

26

52

53

53

53

169

167

185

2323

256

324

474

627

154

517

818

749

1174

1418

132

122

152

155

2860

3171

190

176

219

223

4118

4502

1031

626

154

1446

394

1341

8013

2763

8941

7322

617

568

932

717

354

1132

3802

7888

7884

11,061

5497

6'-9

6'-8

4'-5

8'-6

23'-11

30'-4

22'-2

29'-4

14'-5

8'-3

5'-11

5'-5

24'-5

29'-6

VARIES

VARIES

VARIES

VARIES

21'-3

23'-9

VARIES

VARIES

VARIES

VARIES

21'-3

23'-5

24'-3

38'-3

25'-6

34'-0

32'-9

34'-4

29'-0

25'-6

31'-9

26'-0

7'-9

33'-0

34'-3

52'-8

13'-0

41'-7

43'-0

35'-3

43'-9

48'-6

30'-6

24

24

40

262

4

4

8

8

4

60

92

92

18

18

11

11

11

12

129

128

11

11

11

12

129

128

8

8

4

8

8

26

52

53

53

53

53

4

8

4

8

8

26

52

53

53

53

169

167

185

2412

234

293

433

568

154

517

818

703

1058

1302

-

-

-

-

3144

3513

-

-

-

-

4528

4991

1031

626

154

1446

394

1341

8013

2763

8941

7322

617

568

932

717

354

1132

3802

7888

7884

11,061

5497

6'-9

6'-8

4'-5

8'-6

21'-10

27'-5

20'-3

26'-7

14'-5

8'-3

5'-11

5'-1

22'-0

27'-1

-

-

-

-

22'-0

24'-7

-

-

-

-

22'-0

24'-3

24'-3

38'-3

25'-6

34'-0

32'-9

34'-4

29'-0

25'-6

31'-9

26'-0

7'-9

33'-0

34'-3

52'-8

13'-0

41'-7

43'-0

35'-3

43'-9

48'-6

30'-6

24

24

40

272

4

4

8

8

4

60

92

92

18

18

-

-

-

-

137

137

-

-

-

-

137

137

8

8

4

8

8

26

52

53

53

53

53

4

8

4

8

8

26

52

53

53

53

169

167

185

2412

229

280

426

543

154

517

818

691

1026

1266

-

-

-

-

3037

3394

-

-

-

-

4373

4819

1031

626

154

1446

394

1341

8013

2763

8941

7322

617

568

932

717

354

1132

3802

7888

7884

11,061

5497

6'-9

6'-8

4'-5

8'-6

21'-5

26'-2

19'-11

25'-5

14'-5

8'-3

5'-11

5'-0

21'-4

26'-4

-

-

-

-

21'-3

23'-9

-

-

-

-

21'-3

23'-5

24'-3

38'-3

25'-6

34'-0

32'-9

34'-4

29'-0

25'-6

31'-9

26'-0

7'-9

33'-0

34'-3

52'-8

13'-0

41'-7

43'-0

35'-3

43'-9

48'-6

30'-6

24

24

40

272

4

4

8

8

4

60

92

92

18

18

-

-

-

-

137

137

-

-

-

-

137

137

8

8

4

8

8

26

52

53

53

53

53

4

8

4

8

8

26

52

53

53

53

5n3

5n1

5m1

5j1

8h6

8h5

8h4

8h3

8h2

5h1

6e4

6e3

8e2

8e1

5d6

5d5

5d4

5d3

5d2

5d1

6c6

6c5

6c4

6c3

6c2

6c1

11b12

7b11

6b10

11b9

6b8

6b6

11b5

7b4

11b3

11b2

6b1

10a10

9a9

9a8

9a7

9a6

9a5

10a4

9a3

10a2

9a1



WING, VERTICAL






PIER CAP ENDS

PIER CAP HOOPS









SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP




























9057

8602

97,672

9057

8602

98,976

106,046

105,089

451.7

304.5

104,634

452.0

6b8, & 7b11

6b1, 7b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

103,897

106,729

104,530

106,915

104,563

108,033

105,089

105,591 106,274 106,460 107,578

103,442 104,075 104,108 104,634

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


2'-

0

2'-

0

2'-

0

4Ž

J40-18-06150'-0 BRIDGE


86.33 86.38

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 07-16

DA

TE

ON

SH

EE

T

CH

AN

GE

D

TO

CO

RR

EC

T

CL

ERIC

AL

ER

RO

R.

07-2016

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


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

32'-6 47'-64'-0 6'-0 42'-6

36'-0 45'-0 36'-0

42'-6 6'-0 47'-6 4'-0 32'-6

5'-3 12'-0 20'-9 21'-07'-6

5'-312'-020'-921'-0 7'-6

16'-6 13'-6

LAP TYP.

6'-2 MIN.

LAP TYP.

2'-8 MIN.

16'-613'-6

10a1

9a4

10a3

6b1

11b2

11b5

8b411b3

10a2

9a5

10a2

6b6

10a3

9a4

10a1

11b38b4

11b5

11b2

6b1

9a6

10a9

7b11

9a79a8

6b106b8

9a7

10a10

9a6

10a9

7b11

6b8

37'-3 35'-0 37'-38'-3 12'-0 8'-312'-0

12'-0 13'-6 12'-013'-6

16'-6 19'-0 19'-0 16'-6

LAP TYP.

3'-6 MIN.

7'-0 7'-0

6'-6 6'-6

LAP TYP.

5'-4 MIN.

6'-6 6'-6

LAP TYP.

4'-9 MIN.

11b9 11b9

11b12 11b12

3 3

2'-1

LI

NE

D

LI

NE

E

1'-

0

LINE D

LINE E

LINE A

LINE B

LINE C

3 EQ. SPA.

2'-1

1'-

0

78 SPACES @ 0'-6 = 39'-0

…



4‹

1'-4

LEVEL

1'-7

4‹

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

PARABOLIC

3'-0

CROWN ORDINATES

2.0% SLOPE

…


20'-0


20'-3

POST

JOINT UNDER

ROUGHENED

GUTTER LINE









40'-0





GROOVE (`TYP.`)

5" ƒ" DRIP

6

GROOVE (`TYP.`)

ƒ" DOUBLE DRIP

10•

1'-4

1'-0

OPEN RAIL

SEALER

CONCRETE

LIMITS OF

TOP OF SLAB


CONCRETE SEALER

*`5

`RAIL OPTION ONLY.

`GROOVES FOR OPEN

*`NOTE: DOUBLE DRIP












SPECIFICATIONS.










@ 2'-0 CENTERS

INDENTATION

1"x8x0'-8


10† 2'-0 3'-9•

1ƒ 7

3'-1010ƒ

J40-19-06

150'

150'

150'-0 BRIDGE


2'-

5




























SLAB TRANSVERSE TOP

SLAB TRANSVERSE TOP









PIER CAP HOOPS

PIER CAP ENDS






WING, VERTICAL



53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

147

147

-

-

-

-

147

147

-

-

-

-

18

18

92

92

60

4

8

8

4

4

292

40

24

24

10a1

10a2

10a3

9a4

9a5

9a6

9a7

9a8

10a9

10a10

6b1

11b2

11b3

8b4

11b5

6b6

6b8

11b9

6b10

7b11

11b12

6c1

6c2

6c3

6c4

6c5

6c6

5d1

5d2

5d3

5d4

5d5

5d6

8e1

8e2

6e3

6e4

5h1

8h2

8h3

8h4

8h5

8h6

5j1

5m1

5n1

5n3

9605

9161

106,891

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

147

147

-

-

-

-

147

147

-

-

-

-

18

18

92

92

60

4

8

8

4

4

292

40

24

24

7469

11,746

11,061

6409

3978

1213

354

771

1291

603

617

9223

8026

4694

8289

1458

421

1509

169

667

1084

5355

4858

-

-

-

-

3770

3374

-

-

-

-

1302

1058

703

818

532

154

568

433

293

234

2589

185

167

169

9605

9161

107,614

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

138

139

12

11

11

11

139

139

12

11

11

11

18

18

92

92

60

4

8

8

4

4

282

40

24

24

7469

11,746

11,061

6409

3978

1213

354

771

1291

603

617

9223

8026

4694

8289

1458

421

1509

169

667

1084

4854

4437

223

219

176

190

3444

3081

155

152

122

132

1418

1174

749

818

532

154

627

474

324

256

2501

185

167

169

9605

9161

107,785

53

53

53

52

26

8

8

4

8

4

53

53

53

53

52

26

8

8

4

8

8

128

131

20

20

18

17

128

131

20

20

18

17

18

18

92

92

90

4

8

8

4

4

276

40

24

24

7469

11,746

11,061

6409

3978

1213

354

771

1291

603

617

9223

8026

4694

8289

1458

421

1509

169

667

1084

4502

4182

411

386

302

311

3171

2904

286

268

210

216

1667

1422

841

818

798

154

748

574

386

307

2447

185

167

169

9605

9161

108,884

116,496

508.6

322.0

116,052

508.8

117,219

509.5

322.2

116,775

509.8

118,489

519.2

324.5

118,045

519.5

114,332

502.5

322.0

113,888

502.8

115,005

503.2

322.2

114,561

503.5

115,522

510.8

324.5

115,078

511.1

7469

11,746

11,061

6409

3978

1213

354

771

1291

603

617

9223

8026

4694

8289

1458

421

1509

169

667

1084

5171

4692

-

-

-

-

3642

3259

-

-

-

-

1266

1026

691

818

532

154

543

426

280

229

2589

185

167

169

32'-9

51'-6

48'-6

36'-3

45'-0

44'-7

13'-0

56'-8

37'-6

35'-0

7'-9

32'-9

28'-6

33'-2

30'-0

37'-4

35'-0

35'-6

28'-0

40'-9

25'-6

23'-5

21'-3

-

-

-

-

23'-9

21'-3

-

-

-

-

26'-4

21'-4

5'-0

5'-11

8'-6

14'-5

25'-5

19'-11

26'-2

21'-5

8'-6

4'-5

6'-8

6'-9

32'-9

51'-6

48'-6

36'-3

45'-0

44'-7

13'-0

56'-8

37'-6

35'-0

7'-9

32'-9

28'-6

33'-2

30'-0

37'-4

35'-0

35'-6

28'-0

40'-9

25'-6

24'-3

22'-0

-

-

-

-

24'-7

22'-0

-

-

-

-

27'-1

22'-0

5'-1

5'-11

8'-6

14'-5

26'-7

20'-3

27'-5

21'-10

8'-6

4'-5

6'-8

6'-9

32'-9

51'-6

48'-6

36'-3

45'-0

44'-7

13'-0

56'-8

37'-6

35'-0

7'-9

32'-9

28'-6

33'-2

30'-0

37'-4

35'-0

35'-6

28'-0

40'-9

25'-6

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

29'-6

24'-5

5'-5

5'-11

8'-6

14'-5

29'-4

22'-2

30'-4

23'-11

8'-6

4'-5

6'-8

6'-9

32'-9

51'-6

48'-6

36'-3

45'-0

44'-7

13'-0

56'-8

37'-6

35'-0

7'-9

32'-9

28'-6

33'-2

30'-0

37'-4

35'-0

35'-6

28'-0

40'-9

25'-6

23'-5

21'-3

VARIES

VARIES

VARIES

VARIES

23'-9

21'-3

VARIES

VARIES

VARIES

VARIES

34'-8

29'-7

6'-1

5'-11

8'-6

14'-5

35'-0

26'-10

36'-1

28'-8

8'-6

4'-5

6'-8

6'-9

117,390

512.5

322.9

116,946

512.8

115,023

505.6

322.9

114,579

505.9

6b8, & 7b11

6b1, 8b4,

RE

VIS

ED 07-09 -

OP

EN

RAIL

REI

NF.

QT

YS.

CH

AN

GE

D

WHIC

H

CH

AN

GE

D

TO

TA

L

REI

NF.

QT

YS.

114,332

117,219

115,005

117,390

115,023

118,489

115,522

116,496

116,052 116,775 116,946 118,045

113,888 114,561 114,579 115,078

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


BENT BAR DETAILS

D=2•

6 6

0° SKEW

15° SKEW

30° SKEW

2'-6

2'-7

2'-10†

1'-

3

2'-8

5h1

3'-10ƒ

2'-

6ƒ

8h2

6e3

D=4•

5'-3

45° SKEW

LOCATION

TOTAL - LBS.

TOTAL - LBS.



O° 15° 30° 45°

BARRIER RAILWITH

BARRIER RAILWITH

OPEN RAILWITH

OPEN RAILWITH

SUB TOTAL - LBS.




SKEWWEIGHT

SKEW


0° 15° 30° 45° 0° 15° 30° 45°

C.Y.

LBS.

LIN. FT.

ITEM

C.Y.

LBS.


BARRIER RAIL

WITH

OPEN RAIL

WITH


NO. NO. NO.BAR


3'-6•








1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

(TYP.)

ANGLE

SKEW

8e2

28'-245° SKEW



NOTES:



1'-6 2'-0ƒ

2'-

0ƒ

1'-6

2'-11

6e4

D=4•

2'-

3

- (2'-3)

TOTAL LENGTH

D=

#9 D= 9

#8 D= 6

#7 D= 5‚

#6 D= 4•

FOR :

5n3

D=6D=6

D=3ƒ


1'-61'-6

1'-

6

1'-

11

MI

N.

2'-

3

MI

N.

1'-

7

4'-0

3 3

6

1‡

9•

2

4•2@7•

1'-0 2'-0 1'-0

3

1‡

9•

2

4•2@7•

1'-0 2'-0 1'-0

3

1‡

9•

2

4•2@7•

1'-0 2'-0 1'-0

3

2

2 2

1‡

9•

2

4•2@7•

1'-0 2'-0 1'-0 1'-1

3

2

1'-6 1'-64'-0 4'-0

4'-0 4'-0

1'-6† 1'-6†

1'-8Ž 1'-8Ž 2'-1‹ 2'-1‹

7'-0 END SECTION7'-0 END SECTION

7'-0 END SECTION 7'-0 END SECTION

1'-61'-6

1'-61'-6

J40-20-06ALL BRIDGES


DETAIL "A"

„" RADIUS

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

2•" C

L.

| ROADWAY

TOP SLAB AT

NOTE: REINFORCING LAYOUT IN PART PLANS 0°, 15°, 30° & 45° SKEWS ARE FOR BARRIER RAIL ONLY. SEE SHEET J40-48-06 FOR OPEN RAIL.

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH

OF #2 BAR, 21" DIA.,

EACH PILE. 7 TURNS

SPIRAL AT TOP OF

SEE DETAIL "A"

1'-1

6

6 CL.

1•"

(`BRIDGE LENGTHS 120'-150'`)

(`BRIDGE LENGTHS 70'-110'`)

4…

BAR

b SLAB

BAR

a SLAB

RE

VIS

ED 06-12 - I.M.

RE

QUIR

EM

EN

T

AD

DE

D

TO

BA

R

CH

AIR

NO

TE.

06-12

6t1 DOWELS

5s1

END TO END OF BARRIER RAIL

|-| PIERS

|-| ABUTMENT BEARINGS

| ABUT. BRG. - | PIER

STANDARD BARRIER RAIL SHEET.

RAIL REINFORCING SEE

FOR DETAILS OF RAIL AND

~6c

| ABUT. BRG. - | PIER

1'-

0

5h1

ƒ FILLET

8h5

8h3

8h5

PIER CAP

MONOLITHIC

PART LONGITUDINAL SECTION NEAR GUTTER LINE

5d BARS @ 1'-0 CTR.

1'-0 CTR.

6c BARS @

5j1 BARS @ 1'-0 CTR.

BAR CHAIR NOTE:

SUPERSTRUCTURE NOTES:

8r8r

ABUTMENTS.

TO BACKFILLING BEHIND

WITH EXPANDING FOAM PRIOR

NOTE: PLUG 3"½ PVC PIPE

PIPE (`TYP.`)

3"½ PVC

44

83

4'-

9

SP

A.

2

EQ.

SP

A.

2

EQ.

5m1

4'-

9S

PA.

2

EQ.

48

SP

A.

2

EQ.

34

5m1

PIPE (`TYP.`)

3"½ PVC

~6c

6t1

5s1

A

A

5n1 (`BACK FACE`)

5n3 (`TRAFFIC FACE`)2'-10

SECTION A-A

2ƒ CL.

~6c4

~6d2

5n35n1

~4t1

~5c5-10

5m1

5c5-10

PIPE (`TYP.`)

3"½ PVC

6c4

BA

RS

CONCRETE

BE ROUGHENED

JOINT TO

CONSTRUCTION

(`TYP.`)

5n1 (`BACK FACE`)

5n3 (`TRAFFIC FACE`)

= 3'-6 - 5m1

4 SPA. @ 10•

8r

6e3

RAIL BAR LIST.

& 4t1 BARS ARE INCLUDED IN BARRIER

IN SUPERSTRUCTURE BAR LIST. 5c, 6c, 6d

NOTE: 5m1 & 5n1 BARS ARE INCLUDED

IN THE SUPERSTRUCTURE QUANTITIES.

6c3, 6c4, 5c5-10, 6d2 & 4t1 ARE INCLUDED

RAIL END SECTION. REINFORCING BARS

THESE PLANS FOR DETAILS OF BARRIER

~ NOTE: SEE END SECTION DETAILS IN

5n EMBED.

INCLUDED IN THE PRICE BID FOR STRUCTURAL CONCRETE.

COST OF FURNISHING AND PLACING 3"½ PVC PIPE IN EACH WING IS

BRIDGE CONTRACTOR AT NO EXTRA COST TO THE STATE.

OF PROTECTION APPROVED BY THE ENGINEER SHALL BE PROVIDED BY THE

OR BACKWALL FROM CONSTRUCTION EQUIPMENT, AN APPROPRIATE METHOD

IF NECESSARY TO PREVENT DAMAGE TO THE END OF THE BRIDGE DECK

AND END OF BRIDGE.

COMPRESSIBLE JOINT MATERIAL MUST BE USED BETWEEN PAVEMENT

NOTE THAT WHEN PORTLAND CEMENT APPROACH PAVEMENT IS PLACED,

BARRIER RAILS.

FALSEWORK SHALL BE REMOVED PRIOR TO CONSTRUCTION OF THE

AND FACILITIES TO ACCOMPLISH THE REQUIRED RESULT. SLAB

THAT THE CONTRACTOR POSSESSES THE NECESSARY EQUIPMENT

WITH A STATEMENT OF THE PROPOSED METHOD AND EVIDENCE

CONCRETE SHALL BE SUBMITTED FOR APPROVAL TOGETHER

CONSTRUCTION JOINTS. PROCEDURES FOR PLACING SLAB

THE CONCRETE SLAB IS TO BE PLACED WITH A MINIMUM OF

ALL REINFORCING SHALL BE GRADE 60.

IN PLACE. SEE "BAR CHAIR NOTE".

OR SHOWN. ALL REINFORCING STEEL IS TO BE SECURELY WIRED

REINFORCING BAR SHALL BE 2 INCHES UNLESS OTHERWISE NOTED

THE MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR

THE SLAB AS SHOWN INCLUDES A • INCH INTEGRAL WEARING SURFACE.

SURFACE.

OF 20 POUNDS PER SQUARE FOOT OF ROADWAY FOR FUTURE WEARING

THIS BRIDGE IS DESIGNED FOR HL-93 LOADING PLUS AN ALLOWANCE

=`2'-6

5 SPA. @ 6

= 2'-7•

6 SPA. @ 5‚

3 @ 6 2`@`7•

6c3

6c4 6c4

=`2'-6

5 SPA. @ 6

= 2'-7•

6 SPA. @ 5‚

3 @ 6 2`@`7•

6c4 6c4

=`2'-6

5 SPA. @ 6

= 2'-7•

6 SPA. @ 5‚

3 @ 6 2`@`7•

6c4 6c4

PART PLAN 30° SKEW PART PLAN 45° SKEW

PART PLAN 0° SKEW PART PLAN 15° SKEW

1'-6

1'-6

1'-1

1'-6

1'-6

1'-1

1'-6

1'-6

1'-1

5n3

5n1

5n3

5n1

5n3

5n1

=`2'-6

5 SPA. @ 6

= 2'-7•

6 SPA. @ 5‚

3 @ 6 2`@`7•

6c3

6c4

5n1

1'-6 1'-6

6c4

5n3

RAIL END SECTION

END OF BARRIER

F.F. ABUT.

RAIL END SECTION

END OF BARRIER

F.F. ABUT.

5m1 5m1

5m1

F.F. ABUT.

RAIL END SECTION

END OF BARRIER

5m1

F.F. ABUT.

RAIL END SECTION

END OF BARRIER

WING

END OF

WING

END OF

WING

END OF

WING

END OF

(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)

(`RAILING NOT SHOWN`) (`RAILING NOT SHOWN`)

6c36c3

5c5 - 5c10 5c5 - 5c10

5c5 - 5c105c5 - 5c10

BARS

6c3 &`6c4

BARS

6c3 &`6c4

BARS

6c3 &`6c4

BARS

6c3 &`6c4

6c4 BARS 6c4 BARS

6c4 BARS6c4 BARS

CHAIRS, AND SLAB BOLSTERS.

I.M. 451.01 REQUIREMENTS SHALL APPLY FOR BAR CHAIRS, BAR HIGH

ROWS OF BAR HIGH CHAIRS OR SLAB BOLSTERS SPACED 4'-0 APART.

3'-0 CENTERS LONGITUDINALLY AND TRANSVERSELY, OR BY CONTINUOUS

BE SUPPORTED BY INDIVIDUAL BAR CHAIRS SPACED AT NOT MORE THAN

AND TRANSVERSELY. THE BOTTOM MAT OF REINFORCING STEEL IS TO

BAR CHAIRS SPACED AT NOT MORE THAN 3'-0 CENTERS LONGITUDINALLY

TOP MAT OF REINFORCING STEEL IS TO BE SUPPORTED BY INDIVIDUAL

b SLAB BAR

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

1•" C

L.

2•" C

L.

| ROADWAY

TOP SLAB AT1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

BAR

a SLAB

b SLAB BAR

6e36t1

8r

8r

8e

1'-

13'-

0

3'-0

4…

4…

8r

BA

RS

1'-

3

6t2

6e4

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E

ABUTMENT AT GUTTERLINE

SECTION NORMAL TO

3" CL.

3" C

L.

6c 5d

1•" C

L.

2•" C

L.

5s

1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

BAR

a SLAB

b SLAB BAR


"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (BOTTOM SLAB) & "C" - 5d1 (`TOP SLAB`)

"D" "E" "F"

2'-0 2'-0

OUT TO OUT OF SLAB = |-| ABUTMENT BEARINGS + 3'-0

"C" - 6c2 (BOTTOM SLAB) & "C" - 5d2 (TOP SLAB)

1'-1

NOTCH

PAVING

21'-

1…

1'-

3…

J40-21-06

150' BRIDGE

140' BRIDGE

130' BRIDGE

120' BRIDGE

110' BRIDGE

100' BRIDGE

90' BRIDGE

80' BRIDGE

70' BRIDGE

"B"BRIDGE "D" "E" "F""A" "C"

9796

8786

7776

6766

96'-0

86'-0

76'-0

66'-0

106

116

126

136

146

106'-0

116'-0

126'-0

136'-0

146'-0

107

117

127

137

147

CONSTRUCTION JOINTS

PERMISSIBLE TRANSVERSE

5j1

(`21'-3`)

6c2 & 5d2

BOTH GUTTERS`)

5d1 BARS (`TYP

BETWEEN TOP SLAB

5j1 BARS CENTERED

43'-

2

OU

T

TO

OU

T

OF

SL

AB

1'-

7

GU

TT

ER

LI

NE

|

RO

AD

WA

Y

40'-

0

RO

AD

WA

Y

21'-

721'-

7

8e11'-

7

5j1

8e1

5j1

| ABUT. BRG. | PIER | ABUT. BRG.| PIER

2'-6 (`TYP`)

60'-0

56'-0

52'-0

48'-0

44'-0

40'-0

36'-0

32'-0

28'-0

60'-0

56'-0

52'-0

48'-0

44'-0

40'-0

36'-0

32'-0

28'-0

JOINT

LONGITUDINAL CONSTR.

JOINT

TRANSVERSE CONSTR.

8e28e2

0° TRANSV. REINF. DIMENSION TABLE

2x6 KEYWAY

NOMINAL BEVELED

2x6 KEYWAY

NOMINAL BEVELED

REINFORCING BARS

HEADER DRILLED FOR

REINFORCING BARS

HEADER DRILLED FOR

TRANSVERSE REINFORCING STEEL LAYOUT

0° SKEW

5d1 (23'-9)

6c1 (23'-5)

1'-6

ALL BRIDGES


0° SKEW

33'-0

31'-0

29'-0

27'-0

25'-0

23'-0

21'-0

19'-0

17'-0

DETAIL A

DETAIL A

RE

VIS

ED 07-09 -

CH

AN

GE

D

TH

E

DR

AI

N

AN

GL

ES

DE

TAILS

ON

SE

CTI

ON

A-

A.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-6ƒ

LE

NG

TH

OF

3•

6

1"

LEG FOR NAILING TO FORMS

HOLES IN EACH OUTSTANDING

OF DRAIN WITH 2-‚"½

WELDED TO BOTH SIDES

L1‚ X 1‚ X „ X 0'-3

SL

AB

THIC

KN

ES

S

MO

RE

TH

AN

DR

AI

N

= 5"

SPAN WEIGHT, LBS. SPAN WEIGHT, LBS.

110'-0

100'-0

90'-0

80'-0

70'-O

150'-0

140'-0

130'-0

120'-0

WEIGHT OF ONE FLOOR DRAIN

SECTION A-A

R=1'-

0

DRAIN

CONCRETE AT

IN THE SLAB

1" DEPRESSION

70'-0

100'-0

110'-0

120'-0

80'-0

| ROADWAY

| PIERS

(`USE FOR BARRIER RAIL ONLY, NOT REQUIRED FOR OPEN RAIL`)

FOR THE WELDED DRAIN SHOWN.

WITH ‚" WALL THICKNESS MAY BE SUBSTITUTED

NOTE: 4" X 8" OUTSIDE DIMENSION ROLLED TUBE

PART PLAN

FLOOR DRAIN DETAILS

FLOOR DRAIN LOCATION

90'-0

130'-0

140'-0

150'-0

39

37

35

33

32

48

45

43

41

(`WELDED`)

PLATE

‚ STEEL

3'-

0

APPLIED TO BOTTOM OF SLAB.

LIMITS OF CONCRETE SEALER

3'-0

CONCRETE SEALER LIMITS

‚

8'-6 (`TYP.`)

8'-6 (`TYP.`)

8'-6 (`TYP.`)

7'-6 (`TYP.`)

7'-6 (`TYP.`)

6'-6 (`TYP.`)

6'-6 (`TYP.`)

5'-6 (`TYP.`)

5'-6 (`TYP.`)

IN PRICE BID FOR "STRUCTURAL CONCRETE". 4 DRAINS REQUIRED.

NOTE: DRAINS ARE TO BE GALVANIZED. INCLUDE COST OF DRAINS

A A


"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (BOTTOM SLAB) & "C" - 5d1 (`TOP SLAB`) 2'-0

"D" "E" "F"

OUT TO OUT OF SLAB = | - | ABUTMENT BEARINGS + 3'-1‚

15°

2'-0

"C" - 6c2 (BOTTOM SLAB) & "C" - 5d2 (`TOP SLAB`)

NOTCHPAVIN

G

1'-

1…

1'-

7

1'-

3Š

1•

1'-1

1'-0•

J40-22-06

43'-

2

OU

T

TO

OU

T

OF

SL

AB

1'-

7

GU

TT

ER

LI

NE

|

RO

AD

WA

Y

40'-

0

RO

AD

WA

Y

21'-

721'-

7

1'-

7

8e1CONSTRUCTION JOINTS


1'-

7

(̀T

YP.̀)

8e2

| ABUT. BRG. | PIER | PIER | ABUT. BRG.

150' BRIDGE

140' BRIDGE

130' BRIDGE

120' BRIDGE

110' BRIDGE

100' BRIDGE

90' BRIDGE

80' BRIDGE

70' BRIDGE

"B"BRIDGE "D" "E" "F""A" "C"

9796

8786

7776

6766

96'-0

86'-0

76'-0

66'-0

106

116

126

136

146

106'-0

116'-0

126'-0

136'-0

146'-0

107

117

127

137

147

15° TRANSV. REINF. DIMENSION TABLE

60'-0†

56'-0†

52'-0†

48'-0†

44'-0†

40'-0†

36'-0†

32'-0†

28'-0†

33'-0

31'-0

29'-0

27'-0

25'-0

23'-0

21'-0

19'-0

17'-0

60'-0†

56'-0†

52'-0†

48'-0†

44'-0†

40'-0†

36'-0†

32'-0†

28'-0†

8e1


15° SKEW

8e2

3'-9•

1'-6†

5'-4Š5'-4Š

JOINT


JOINT

TRANSVERSE CONSTR.

2x6 KEYWAY

NOMINAL BEVELED

2x6 KEYWAY

NOMINAL BEVELED

REINFORCING BARS

HEADER DRILLED FOR

REINFORCING BARS

HEADER DRILLED FOR

15° SKEW

ALL BRIDGES


5j1

BOTH GUTTERS`)

5d1 BARS (`TYP

BETWEEN TOP SLAB

5j1 BARS CENTERED

(`22'-0`)

6c2 & 5d2

2'-6 (`TYP.`)

5j1

5d1 (24'-7)

6c1 (24'-3)

5j1

DETAIL A

DETAIL AR

EVIS

ED 07-09 -

CH

AN

GE

D

TH

E

DR

AI

N

AN

GL

ES

DE

TAILS

ON

SE

CTI

ON

A-

A.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-6ƒ

LE

NG

TH

OF

3•

6

1"





L1‚ X 1‚ X „ X 0'-3

SL

AB

THIC

KN

ES

S

MO

RE

TH

AN

DR

AI

N

= 5"


110'-0

100'-0

90'-0

80'-0

70'-O

150'-0

140'-0

130'-0

120'-0


SECTION A-A

R=1'-

0

DRAIN

CONCRETE AT

IN THE SLAB

1" DEPRESSION

70'-0

100'-0

110'-0

120'-0

80'-0

| ROADWAY

| PIERS





PART PLAN

FLOOR DRAIN DETAILS


90'-0

130'-0

140'-0

150'-0

39

37

35

33

32

48

45

43

41

(`WELDED`)

PLATE

‚ STEEL

3'-

0



3'-0


‚

8'-6 (`TYP.`)

8'-6 (`TYP.`)

8'-6 (`TYP.`)

7'-6 (`TYP.`)

7'-6 (`TYP.`)

6'-6 (`TYP.`)

6'-6 (`TYP.`)

5'-6 (`TYP.`)

5'-6 (`TYP.`)



A A


2'-3…1'-0

2'-8Ž1'-0

2'-8Ž

1'-0

"G" "H"

2'-3…

1'-0

"I"

21'-

7

21'-

7

GU

TT

ER

LI

NE

1'-

71'-

740'-

0

RO

AD

WA

Y

6'-9…4'-8‚

11'-6Œ 11'-6Œ

43'-

2

OU

T

TO

OU

T

OF

SL

AB

(`TYP.`) (`TYP.`)

1'-0•

NOTCHPAVI

NG

1'-

7

1'-1

21'-

1…

1'-

3…



5j1

BOTH GUTTERS`)

5d1 BARS (`TYP.

BETWEEN TOP SLAB

5j1 BARS CENTERED

| ABUT. BRG. | ABUT. BRG.5j1

8e2

8e2

| PIER | PIER

(̀T

YP.̀)

1'-

7

CONSTRUCTION JOINTS


150' BRIDGE

140' BRIDGE

130' BRIDGE

120' BRIDGE

110' BRIDGE

100' BRIDGE

90' BRIDGE

80' BRIDGE

70' BRIDGE

"B"BRIDGE "E"

59

"G" "H" "I""A" "C" "D" "F"

58

69

79

89

30° TRANSV. REINFORCING DIMENSION TABLE

8887 88

7877

6867 68

5857

78

87'-0 88'-0

77'-0

67'-0

57'-0

78'-0

68'-0

58'-0

107

117

127

137

97'-0

107'-0

117'-0

127'-0

137'-0

108

118

128

138

108

118

128

138

98'-0

108'-0

118'-0

128'-0

138'-0

109

119

129

139 33'-0

31'-0

29'-0

27'-0

25'-0

23'-0

21'-0

19'-0

17'-0

59'-8•

55'-8•

51'-8•

47'-8•

43'-8•

39'-8•

35'-8•

31'-8•

27'-8•

97

12-5d3 (`TOP SLAB`)

12-6c3 (`BOTT. SLAB`)

11 SPA. @ 1'-0 = 11'-0

(`21'-3`)

6c2 & 5d2


30° SKEW

8e BARS IN CONFLICT AREAS.

5d BARS ARE TO PASS UNDER

NOTE:

(`21'-3`)

6c2 & 5d2

(`20'-1`)

6c6 & 5d6

8e1

(`21'-10`)

& 5d4

6c4

JOINT


JOINT

TRANSVERSE CONSTR.

2x6 KEYWAY

NOMINAL BEVELED

2x6 KEYWAY

NOMINAL BEVELED

REINFORCING BARS

HEADER DRILLED FORREINFORCING BARS

HEADER DRILLED FOR

30° SKEW

8e1

"D" SPA. @ 1'-0 = "E" ; "F" - 6c2 (`BOTTOM SLAB`) & "F" - 5d2 (`TOP SLAB`)

60'-9

56'-9

52'-9

48'-9

44'-9

40'-9

36'-9

32'-9

28'-9

"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (`BOTTOM SLAB`) & "C" - 5d1 (`TOP SLAB`)

(`4'-7`)

& 5d4

6c4

(`21'-10`)

& 5d3

6c3

(`2'-0`)

& 5d5

6c5

(`19'-3`)

& 5d5

6c5

5d1 (`23'-9`)

6c1 (`23'-5`)

5d1 (`23'-9`)

6c1 (`23'-5`)

(`2'-10`)

& 5d3

6c3

11-5d5 (`TOP SLAB`)


10 SPA. @ 1'-0 = 10'-0

11-5d4 (`TOP SLAB`)


10 SPA. @ 1'-0 = 10'-0

(`2'-10`)

& 5d6

6c6

11-5d6 (`TOP SLAB`)


10 SPA. @ 1'-0 = 10'-0

98 99

DETAIL A

DETAIL A

98

RE

VIS

ED 07-09 -

CH

AN

GE

D

TH

E

DR

AI

N

AN

GL

ES

DE

TAILS

ON

SE

CTI

ON

A-

A.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-6ƒ

LE

NG

TH

OF

3•

6

1"





L1‚ X 1‚ X „ X 0'-3

SL

AB

THIC

KN

ES

S

MO

RE

TH

AN

DR

AI

N

= 5"


110'-0

100'-0

90'-0

80'-0

70'-O

150'-0

140'-0

130'-0

120'-0


SECTION A-A

R=1'-

0

DRAIN

CONCRETE AT

IN THE SLAB

1" DEPRESSION

70'-0

100'-0

110'-0

120'-0

80'-0

| ROADWAY

| PIERS





PART PLAN

FLOOR DRAIN DETAILS


90'-0

130'-0

140'-0

150'-0

39

37

35

33

32

48

45

43

41

(`WELDED`)

PLATE

‚ STEEL

3'-

0



3'-0


‚

8'-6 (`TYP.`)

8'-6 (`TYP.`)

8'-6 (`TYP.`)

7'-6 (`TYP.`)

7'-6 (`TYP.`)

6'-6 (`TYP.`)

6'-6 (`TYP.`)

5'-6 (`TYP.`)

5'-6 (`TYP.`)



A A


1'-3„

NOTCH

PA

VIN

G

1'-

7

2…

1'-

1…

1'-

3ƒ

1'-1

4'-7•1'-0 1'-0

2'-7•

4'-7• 4'-7•

1'-01'-0

GU

TT

ER

LI

NE

"G" "H" "I"

1'-

7

21'-

7

40'-

0

RO

AD

WA

Y

21'-

7

1'-

7

3 S

PA.

@ 5'-

55'-

4

3 SPA. @ 5'-5

(`TYP.`)

20-5d4 (`TOP SLAB`)


20-5d3 (`TOP SLAB`)


8'-1•

(TYP)

C

RO

AD

WA

YL

20'-0 20'-0

5'-1•

(TYP)

OUT TO OUT OF SLAB = | - | ABUTMENT BEARING + 4'-3

"D" SPA. @ 1'-0 = "E" ; "F" - 6c2 (`BOTTOM SLAB`) & "F" - 5d2 (`TOP SLAB`)

"A" SPA. @ 1'-0 = "B" ; "C" - 6c1 (`BOTTOM SLAB`) & "C" - 5d1 (`TOP SLAB`)

43'-

2

OU

T

TO

OU

T

OF

SL

AB

@ 1'-0 = 19'-0

19 SPA. @ 1'-0 = 19'-0

19 SPA



150' BRIDGE

140' BRIDGE

130' BRIDGE

120' BRIDGE

110' BRIDGE

100' BRIDGE

90' BRIDGE

80' BRIDGE

70' BRIDGE

"B"BRIDGE "E"

51

"G" "H" "I""A" "C" "D" "F"

50

61

71

81

45° TRANSV. REINFORCING DIMENSION TABLE

7877 80

6867

5857 60

4847

70

77'-0 80'-0

67'-0

57'-0

47'-0

70'-0

60'-0

50'-0

107

117

127

87'-0

97'-0

107'-0

117'-0

127'-0

108

118

128

100

110

120

130

90'-0

100'-0

110'-0

120'-0

130'-0

101

111

121

131

87 88 9190

33'-0

31'-0

29'-0

27'-0

25'-0

23'-0

21'-0

19'-0

17'-0

JOINT


JOINT

TRANSVERSE CONSTR.

2x6 KEYWAY

NOMINAL BEVELED

2x6 KEYWAY

NOMINAL BEVELED

REINFORCING BARS

HEADER DRILLED FORREINFORCING BARS

HEADER DRILLED FOR

45° SKEW

59'-7

55'-7

51'-7

47'-7

43'-7

39'-7

35'-7

31'-7

27'-7

61'-8

57'-8

53'-8

49'-8

45'-8

41'-8

37'-8

33'-8

29'-8

97 98

DETAIL A

| ABUT. BRG.

8e1

1'-

7

5j1

BOTH GUTTERS`)

5d1 BARS (`TYP.

BETWEEN TOP SLAB

5j1 BARS CENTERED

8e2

5j1

(̀T

YP.̀)

1'-

7

| PIER | PIER

(̀T

YP.̀)

CONSTRUCTION JOINTS


(`4'-2)

& 5d6

6c6

(`21'-3`)

6c2& 5d2

(`21'-3`)

6c2 & 5d2

(`22'-4`)

& 5d4

6c4

5j1

(̀T

YP)

(̀T

YP)

18-5d5 (`TOP SLAB`)


17 SPA. @ 1'-0 = 17'-0

(`19'-8`)

& 5d5

6c5

(`2'-8`)

& 5d5

6c5

(`23'-2)

& 5d3

6c3

(`4'-2`)

& 5d3

6c3

8e2

CONSTRUCTION JOINTS

ALTERNATE LOCATION OF TRANSVERSE

8e1

(20'-2)

& 5d6

6c6

17-5d6 (`TOP SLAB`)


16 SPA. @ 1'-0 = 16'-0

5d1 (`23'-9`)

6c1 (`23'-5`)

5d1 (`23'-9`)

6c1 (`23'-5`)

2'-8• (`TYP.`)

NOTE: 5d BARS ARE TO PASS UNDER 8e BARS IN CONFLICT AREAS.


45° SKEW

| ABUT. BRG.

(3'-4)

& 5d4

6c4

DETAIL A

RE

VIS

ED 07-09 -

CH

AN

GE

D

TH

E

DR

AI

N

AN

GL

ES

DE

TAILS

ON

SE

CTI

ON

A-

A.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-6ƒ

LE

NG

TH

OF

3•

6

1"





L1‚ X 1‚ X „ X 0'-3

SL

AB

THIC

KN

ES

S

MO

RE

TH

AN

DR

AI

N

= 5"


110'-0

100'-0

90'-0

80'-0

70'-O

150'-0

140'-0

130'-0

120'-0


SECTION A-A

R=1'-

0

DRAIN

CONCRETE AT

IN THE SLAB

1" DEPRESSION

70'-0

100'-0

110'-0

120'-0

80'-0

| ROADWAY

| PIERS





PART PLAN

FLOOR DRAIN DETAILS


90'-0

130'-0

140'-0

150'-0

39

37

35

33

32

48

45

43

41

(`WELDED`)

PLATE

‚ STEEL

3'-

0



3'-0


‚

8'-6 (`TYP.`)

8'-6 (`TYP.`)

8'-6 (`TYP.`)

7'-6 (`TYP.`)

7'-6 (`TYP.`)

6'-6 (`TYP.`)

6'-6 (`TYP.`)

5'-6 (`TYP.`)

5'-6 (`TYP.`)



A A



MONOLITHIC PIER CAP DETAILS

PIER NOTES:

3'-

0

1'-

6

1'-

6

3'-

0

1'-

6

3'-0

1'-6

1'-6

1'-

6

2'-2

2'-2

2'-2

| PILES

R=1'-6

| CAP

15°

| CAP

R=1'-6

30°

| PILES

R=1'-6

45°

| ROADWAY

EDGE OF SLAB

45° SKEW

30° SKEW

15° SKEW

2'-4

2'-4

2'-4

2

2

2

44'-2‡ END T

O END O

F PIER C

AP

48'-11•

END TO

END OF

PIER

CAP

21'-7

5h1

8h2

5h1

8h2

5h1

8h2 39'-10

Š |

TO | EXTERIO

R PILES.

SEE TABLE T

HIS SHEET F

OR PILE S

PA.

44'-5• | TO

| EXTERI

OR PI

LES. S

EE TABLE

THIS

SHEET FOR

PILE

SPA.

| PILES

3'-

0

1'-

61'-

6

2'-2

| PILES

R=1'-6

0° SKEW

HALF SECTION BELOW SLAB

2'-4

2

CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.

NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 70'-0 BRIDGE.

5h1

8h238'-6 TO | EXTERIOR PILES. SEE TABLE THIS SHEET FOR PILE SPA.

42'-10 END TO END OF PIER CAP

21'-7

| CAP

| CAP - TYPICAL

SYMMETRICAL ABOUT

8h3 & 8h4

54'-5

… | T

O | EXTERIO

R PIL

ES. S

EE T

ABLE T

HIS SHEET FOR PIL

E SPA.

59'-4 END T

O END OF PIE

R CAP

8h3 & 8h4

8h3 & 8h4

EDGE OF SLAB

| CAP & ROADWAY

8h3 & 8h4

& | PILES

| PIER CAP

TYPE 3 TRESTLE BENT PILES

PILE ORIENTATION DETAIL FOR

FOR 20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.

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

ALL REINFORCING STEEL IS TO BE GRADE 60.

TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.

IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE ADJUSTED

THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.

MONOLITHIC PIER CAPS.

CAP STEEL AS DETAILED ON P10L STANDARD PILE DRAWING IS REQUIRED FOR

INFORMATION.

SCOURABLE LAYERS. REFER TO GENERAL PLAN NOTES FOR ADDITIONAL

SHEET. ADDITIONAL DRIVING CAPACITY MAY BE REQUIRED THROUGH

PILE BEARING REQUIRED FOR EACH BRIDGE LENGTH AS SHOWN ON THIS

PRACTICABLE, BUT IN NO CASE TO A BEARING VALUE LESS THAN THE

THE PIER PILES ARE TO BE DRIVEN TO FULL PENETRATION, IF

REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.

THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR

IN SUPERSTRUCTURE ESTIMATE OF QUANTITIES.

ALL MONOLITHIC PIER CAP REINFORCING AND CONCRETE IS INCLUDED

BRIDGE LENGTH 70'-0 90'-0 110'-080'-0 120'-0100'-0 130'-0 140'-0 150'-0

SPACES @ 0°

TYP. PILE

SPACES @ 15°

TYP. PILE

SPACES @ 30°

TYP. PILE

SPACES @ 45°

TYP. PILE

FOR PIER (KIPS)

DESIGN LOAD

PU, STRENGTH 1

PILES

TYP. NO. OF1

4

10 10 10 11 12 14 15 16 16

TYPICAL NUMBERS OF PILES AND SPACINGS AND FACTORED PIER LOADS

1

2

3

4

MAXIMUM P10L PILE SIZE AT THIS SPACING IS 14 INCHES.


NUMBER OF PILES AND PILE LENGTH.

STRENGTH 1 PIER DESIGN LOAD INCLUDES DYNAMIC LOAD ALLOWANCE (IM), AND PIER CAP WEIGHT IS BASED ON 45° SKEW. USE THIS PU FOR DETERMINING

812 KIPS 900 KIPS 1001 KIPS 1109 KIPS 1215 KIPS 1341 KIPS 1465 KIPS 1595 KIPS 1739 KIPS

OR MORE, AND PILES 16 INCHES IN SIZE MUST BE SPACED 3'-4 OR MORE.

AND ADJUSTED AS NEEDED. PILES 10 INCHES AND 12 INCHES IN SIZE MUST BE SPACED 2'-6 OR MORE, PILES 14 INCHES IN SIZE MUST BE SPACED 2'-11

NUMBER OF PILES IS DIFFERENT THAN IN THE TABLE FOR THE BRIDGE LENGTH, THE NUMBER OF 5h1 BARS AND OTHER QUANTITIES NEED TO BE CHECKED

THIS TYPICAL NUMBER OF PLES MAY NEED TO BE MODIFIED DEPENDING ON SELECTED P10L PILE TYPE AND SIZE, HEIGHT, AND RESISTANCE. IF THE

@ 3'-6

11 SPA.

ABOUT 4'-3

9 SPA. @

ABOUT 4'-5

9 SPA. @

ABOUT 4'-11

9 SPA. @

ABOUT 6'-1

9 SPA. @

ABOUT 4'-3

9 SPA. @

ABOUT 4'-3

9 SPA. @

ABOUT 4'-5

9 SPA. @

ABOUT 4'-11

9 SPA. @

ABOUT 6'-1

9 SPA. @

ABOUT 4'-5

9 SPA. @

ABOUT 4'-11

9 SPA. @

ABOUT 6'-1

9 SPA. @

ABOUT 3'-10

10 SPA. @

ABOUT 4'-0

10 SPA. @

ABOUT 4'-5

10 SPA. @

ABOUT 5'-5

10 SPA. @

ABOUT 3'-7

11 SPA. @

ABOUT 4'-1

11 SPA. @

ABOUT 4'-11

11 SPA. @

ABOUT 2'-8

15 SPA. @

ABOUT 3'-0

15 SPA. @

ABOUT 2'-8

15 SPA. @

ABOUT 3'-0

15 SPA. @

ABOUT 2'-11

13 SPA. @

ABOUT 3'-0

13 SPA. @

ABOUT 3'-5

13 SPA. @

ABOUT 4'-2

13 SPA. @

ABOUT 2'-9

14 SPA. @

ABOUT 2'-10

14 SPA. @

ABOUT 3'-2

14 SPA. @

ABOUT 3'-11

14 SPA. @

ABOUT 2'-7

15 SPA. @

ABOUT 2'-7

15 SPA. @

ABOUT 3'-8

15 SPA. @

ABOUT 3'-8

15 SPA. @

2

2

2 2 2

3 3 3

3 3 3

05-14

CO

RR

EC

TI

ON 05-14 -

CH

AN

GE

D

TH

E

BA

R

LA

BE

L F

RO

M

5d1 T

O 5h1 I

N

EN

CIR

CL

ED

NO

TE 1.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


J40-26-06

1'-

0

ƒ" FILLET

5h1

5d BARS

6c BARS

| PIER

1'-6 1'-6 INTO PIER CAP.

BE EMBEDDED 1'-0

PIER PILE IS TO

NOTE:

TYPICAL CAP SECTION

ALL BRIDGES

MONOLITHIC PIER CAP DETAILS

1

12

CAP STEEL

2'-2

1'-

0

1'-

0

SHOWING STIRRUP SPACING AND NUMBER OF PILING

NOTE: BOTTOM OF CAP ELEVATIONS WILL BE REQUIRED AT THE

TYP. HOOP

SPACING

1'-0

1'-0

| OF ROADWAY AND AT EACH EXTERIOR PILE.

2 11 EQUAL PILE SPACES

8h25h1

HALF SECTION NEAR PIER

1'-7 | ROADWAY

SYMMETRICAL ABOUT

20'-0

21'-7

70'-0, 80'-0 & 90'-0 BRIDGES

1

12

CAP STEEL2'-2

1'-

0

1'-

0

TYP. HOOP

SPACING

1'-0

1'-0


5h1

8h2

100'-0 BRIDGE

1

12

CAP STEEL

2'-2

1'-

0

1'-

0

TYP. HOOP

SPACING

1'-0 1'-0

2

8h2

5h1

1'-7 | ROADWAY

SYMMETRICAL ABOUT

20'-0

21'-7

120'-0 BRIDGE

1

12

CAP STEEL

2'-2

1'-

0

1'-

0

TYP. HOOP

SPACING

1'-0

2

8h25h1

13 EQUAL PILE SPACES


1

12

2'-2

1'-

0

1'-

0

TYP. HOOP

SPACING

1'-0

1'-0


8h25h1

2-8h5 & 8h6

CAP STEEL

5 EQ. SPA. SKEW 45°

3 EQ. SPA. SKEW 0°, 15°, 30°



2 EQ. SPA. SKEW 0°, 15°

2-8h5 & 8h6

& 8h4

4-8h3

& 8h4

4-8h3

3 EQ. SPA. SKEW 30°, 45°

2 EQ. SPA. SKEW 0°, 15°

2-8h5 & 8h6

& 8h4

4-8h3

1

12130'-0 BRIDGE

2-8h5 & 8h6

4-8h3 & 8h4



1 SPA. SKEW 0°, 15°

1'-0


1 SPA. SKEW 0°, 15°, 30°

2-8h5 & 8h6

4-8h3 & 8h4

140'-0 & 150'-0 BRIDGES

8h5 & 8h6

110'-0 BRIDGE

8h3 & 8h41'-

0

8h2

2'-22 14 EQUAL PILE SPACES

1'-

0

4-8h3 & 8h4

5h1

TYP. HOOP

SPACING

1'-0 1'-0


2 EQ. SPA. SKEW 0°, 15°, 30°

CAP STEEL 2-8h5 & 8h6

RE

VIS

ED 11-08 -

RE

VIS

ED

PIL

ES

RE

QUIR

ED

FO

R 120'-

0

AN

D 130'-

0

BRI

DG

ES.

11-08

SHEET P10L

SEE PILE DETAIL

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09



PIER CAP DETAILS

NON-MONOLITHIC

PART PLAN

| PIER CAP

EDGE OF SLAB

HA

UN

CH

VA

RIE

S

OF CAP

WIDTH AND LENGTH

TAR PAPER FULL

1'-6 1'-6

3'-0

1'-

0

3'-

0

GR

AD

E

TO

BO

TT

OM

OF

| PIER CAP

1'-

6T

OP

OF

PIL

E

CA

P - S

EE

TA

BL

E

3Š

3Š

3Š

PART SECT A-A

B

B

TYP. SECTION

3Š 2'-5…

5d1

JOINT MATERIAL

4 X … STRIP OF PREFORMED

ƒ" FILLET

MATERIAL

…" JOINT

6•

@ |

OF

RO

AD

WA

Y

1‡

@

EN

D

OF

CA

P

CAP FOR SQUARE AND SKEWED BRIDGES.

JOINT MATERIAL IS TO GO ALL THE WAY AROUND PIER

JOINT MATERIAL AT ENDS OF PIER CAP. NOTE THAT

SHOWING TREATMENT OF 4 X … STRIP OF PREFORMED

1

12

2'-2

1

12

2'-2

| ROADWAY

SYMMETRICAL ABOUT

TYP. HOOP

SPACING

1'-0

1'-0

TYP. HOOP

SPACING

1'-0

1'-0


9 EQUAL PILE SPACES

1

12

2'-2

TYP. HOOP

SPACING

1'-0

1'-0


21'-5

6e1

5d1

1

12

2'-2

TYP. HOOP

SPACING

1'-0

1'-0


TYP. HALF ELEVATION PIER CAP

1

12

2'-2

TYP. HOOP

SPACING

1'-0

1'-0

100'-0 BRIDGE

21'-5

120'-0 BRIDGE

(`LOOKING PARALLEL TO | ROADWAY`)

& 6c2

4-6c1

& 6c2

4-6c1

6e1

& 6c2

4-6c1

& 6c2

2-6c1

& 6c2

2-6c1

& 6c2

4-6c1

5d1

& 6c2

4-6c1

6e1

& 6c2

2-6c1

5d1


6e1

& 6c2

4-6c1

& 6c2

2-6c1

& 6c2

4-6c1 5d1

90'-0 BRIDGE

110'-0 BRIDGE

70'-0 & 80'-0 BRIDGES



1 SPA. SKEW 0°,15°

& 6c2

4-6c1

6e1

& 6c2

2-6c1

& 6c2

4-6c1 5d1

1

12

2'-2

TYP. HOOP

SPACING

1'-0

1'-0


& 6c2

4-6c1

6e1

& 6c2

2-6c1

& 6c2

4-6c1 5d1

| ROADWAY

SYMMETRICAL ABOUT


1 SPA. SKEW 0°,15°, 30°

& 6c2

6c1


3 EQ. SPA. SKEW 0°,15°, 30°



2 EQ. SPA. SKEW 0°, 15°

3 EQ. SPA. SKEW 30°, 45°

2 EQ. SPA. SKEW 0°,15°

5'-6•

5'-5‰

5'-3•

5'-2•

5'-1‰

5'-0‰

4'-10•

4'-9•

4'-9‰

CAP DIMENSION

BOTTOM OF

GRADE TO

150'-0 BRIDGE

140'-0 BRIDGE

130'-0 BRIDGE

120'-0 BRIDGE

110'-0 BRIDGE

100'-0 BRIDGE

90'-0 BRIDGE

80'-0 BRIDGE

70'-0 BRIDGE

& 6c2

4-6c1


2 EQ. SPA. SKEW 0°,15°, 30°

PART SECT B-B

JOINT MATERIAL

PREFORMED

4 X … STRIP OF

A

A

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

RE

VIS

ED 11-08 -

RE

VIS

ED

PIL

ES

RE

QUIR

ED

FO

R 130'-

0

BRI

DG

E. A

DD

ED

EX

TR

A 5d1 B

AR

S

TO

EN

D

OF

CA

P.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006



PIER CAP DETAILS

NON-MONOLITHIC

2'-2

2'-2

| CAP

R=1'-6

30°

45°

| ROADWAY

EDGE OF SLAB

| CAP - TYPICAL

SYMMETRICAL ABOUT

| KEYWAY

| PILE &

| KEYWAY

| PILE &

2'-4

2'-4

2

2

| CAP

21'-7

5d1

6e1

59'-4 END T

O END OF PIE

R CAP

3'-0 CTR. TO CTR.

KEYWAY AT ABOUT

1 x 8 x 2'-0 BEVELED

5d1

48'-11•

END TO

END OF

PIER

CAP

6e1

54'-5

… | T

O | EXTERIO

R PIL

ES. S

EE T

ABLE FOR PIL

E SPA.

3'-O CTR. TO CTR.

KEYWAY AT ABOUT


2'-2

2'-2

| CAP

R=1'-6

15° SKEW

0° SKEW

| KEYWAY

| PILE &

| KEYWAY

| PILE &

2'-4

2'-4

2

2

44'-2‡ END T

O END O

F PIER C

AP

| CAP

15°

CAP DIMENSIONS ARE TYPICAL FOR ALL BRIDGES.

NOTE: NUMBER OF PILES AND STIRRUPS SHOWN ARE FOR A 70'-0 BRIDGE.

TYP. HALF PLAN VIEW

5d1

3'-0 CTR. TO CTR.

KEYWAY AT ABOUT


6e1

5d1

3'-0 CTR. TO CTR.

KEYWAY AT ABOUT


6e1

42'-10 END TO END OF PIER CAP

39'-10

Š |

TO | EXTERIO

R PILES.

SEE TABLE F

OR PILE S

PA.

R=1'-6

| ROADWAY21'-7

2'-10 LAP (`MIN.`)

LAP SPLICE

6c1 & 6c2

2'-10 LAP (`MIN.`)

LAP SPLICE

6c1 & 6c2

44'-5• | TO

| EXTERI

OR PI

LES.

SEE TABLE

FOR PI

LE SP

A.

2'-10 LAP (`MIN.`)

LAP SPLICE

6c1 & 6c2

2'-10 LAP (`MIN.`)

LAP SPLICE

6c1 & 6c2

45° SKEW

30° SKEW

R=1'-6

| CAP

EDGE OF SLAB

38'-6 | TO | EXTERIOR PILES. SEE TABLE FOR PILE SPA.

& | PILES

| PIER CAP

TYPE 3 TRESTLE BENT PILES

PILE ORIENTATION DETAIL FOR

RE

VIS

ED 11-08 -

AD

DE

D

TY

PE 3 PIL

E

ORIE

NT

ATI

ON

DE

TAIL. A

DD

ED

EX

TR

A 5d1 B

AR

S

TO

EN

D

OF

CA

P.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


J40-29-06

NO. LENGTHSHAPESKEW

BRIDGE LENGTH

0°

0°

15°

15°

30°

30°

45°

ALL

110'-0 BRIDGE100'-0 BRIDGE

BRIDGE LENGTH SKEW

ALLPILING (NO.)

2'-

8

2'-8

NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER

45°

4

70'-0 80'-0 90'-0 100'-0 110'-0

MARK

6c1

5d1

6e1

WEIGHT

70'-0 BRIDGE 80'-0 BRIDGE 90'-0 BRIDGE

NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT

120'-0 BRIDGE

NO. LENGTH WEIGHT

130'-0 BRIDGE

NO. LENGTH WEIGHT

140'-0 BRIDGE

NO. LENGTH WEIGHT

150'-0 BRIDGE

NO. LENGTH WEIGHT

120'-0 130'-0 140'-0 150'-0

2'-10

3'-

11

6

6

D=2•

6e15d1

BENT BAR DETAILS ESTIMATED QUANTITIES - ONE PIER

2'-

6ƒ

PIER NOTES:

ALL BRIDGES

PIER CAP DETAILS

NON-MONOLITHIC

0°

15°

30°

45°

6c2

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

9'-7

11'-8

11'-8

11'-8

11'-8

28'-2

23'-0

20'-7

19'-11

31'-2

26'-0

23'-8

23'-0

BILL OF EPOXY REINFORCING STEEL - ONE PIER

COATED (LBS.)

STEEL EPOXY

REINFORCING

(CU. YDS.)

CONCRETE

STRUCTURAL

45°

30°

15°

0°

45°

30°

15°

0°

86

572

390

390

390

424

346

310

300

469

391

356

346

20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.

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


TO ACCOUNT FOR THE CONCRETE DISPLACED BY THE PILING.

IF TYPE 1 OR TYPE 2 IS USED, THE CONCRETE QUANTITIES MAY BE ADJUSTED

THE CONCRETE QUANTITIES ARE BASED ON THE USE OF TYPE 3 PILING.

REQUIRED FOR EACH BRIDGE LENGTH AS SHOWN ON THIS SHEET.

BUT IN NO CASE TO A BEARING VALUE LESS THAN THE PILE BEARING

THE PIER PILES ARE TO BE DRIVEN TO FULL PENETRATION, IF PRACTICABLE,

REINFORCING BAR IS TO BE 2 INCHES UNLESS OTHERWISE NOTED OR SHOWN.


BE REQUIRED AT THE | OF ROADWAY AND AT EACH EXTERIOR PILE.

COMPENSATE FOR GRADE. THEREFORE BOTTOM OF CAP ELEVATIONS WILL

FOR SKEWED BRIDGES BOTTOM OF PIER CAP IS TO BE SLOPED TO

6

56

38

38

38

10

10

10

10

10

10

10

10

86

682

463

463

463

424

346

310

300

469

391

356

346

6

56

38

38

38

10

10

10

10

10

10

10

10

86

682

463

463

463

424

346

310

300

469

391

356

346

6

52

42

32

32

10

10

10

10

10

10

10

10

86

633

512

390

390

424

346

310

300

469

391

356

346

6

46

46

35

35

10

10

10

10

10

10

10

10

86

560

560

426

426

424

346

310

300

469

391

356

346

6

50

38

38

38

10

10

10

10

10

10

10

10

86

609

463

463

463

424

346

310

300

469

391

356

346

6

54

41

28

28

10

10

10

10

10

10

10

10

86

658

499

341

341

424

346

310

300

469

391

356

346

6

47

32

32

32

10

10

10

10

10

10

10

10

86

572

390

390

390

424

346

310

300

469

391

356

346

6

47

32

32

32

10

10

10

10

10

10

10

10

6

47

32

32

32

10

10

10

10

10

10

10

10

86

572

390

390

390

424

346

310

300

469

391

356

346

10

1661

1286

1215

1195

19.6

16.2

14.6

14.1

10

1661

1286

1215

1195

19.6

16.2

14.6

14.1

11

1612

1335

1142

1122

19.6

16.2

14.6

14.1

12

1539

1383

1178

1158

19.6

16.2

14.6

14.1

13

1588

1286

1215

1195

19.6

16.2

14.6

14.1

14

1637

1322

1093

1073

19.6

16.2

14.6

14.1

16

1551

1213

1142

1122

19.6

16.2

14.6

14.1

16

1551

1213

1142

1122

19.6

16.2

14.6

14.1

16

1551

1213

1142

1122

19.6

16.2

14.6

14.1

BRIDGE LENGTH 70'-0 90'-0 110'-080'-0 120'-0100'-0 130'-0 140'-0 150'-0

SPACES @ 0°

TYP. PILE

SPACES @ 15°

TYP. PILE

SPACES @ 30°

TYP. PILE

SPACES @ 45°

TYP. PILE

FOR PIER (KIPS)

DESIGN LOAD

PU, STRENGTH 1

PILES

TYP. NO. OF1

4

10 10 11 12 13 14 16 16 16

TYPICAL NUMBERS OF PILES AND SPACINGS AND FACTORED PIER LOADS

1

2

3

4



NUMBER OF PILES AND PILE LENGTH.

STRENGTH 1 PIER DESIGN LOAD INCLUDES DYNAMIC LOAD ALLOWANCE (IM), AND PIER CAP WEIGHT IS BASED ON 45° SKEW. USE THIS PU FOR DETERMINING

890 KIPS 978 KIPS 1079 KIPS 1187 KIPS 1293 KIPS 1419 KIPS 1543 KIPS 1672 KIPS 1817 KIPS

OR MORE, AND PILES 16 INCHES IN SIZE MUST BE SPACED 3'-4 OR MORE.

AND ADJUSTED AS NEEDED. PILES 10 INCHES AND 12 INCHES IN SIZE MUST BE SPACED 2'-6 OR MORE, PILES 14 INCHES IN SIZE MUST BE SPACED 2'-11

NUMBER OF PILES IS DIFFERENT THAN IN THE TABLE FOR THE BRIDGE LENGTH, THE NUMBER OF 5d1 BARS AND OTHER QUANTITIES NEED TO BE CHECKED

THIS TYPICAL NUMBER OF PLES MAY NEED TO BE MODIFIED DEPENDING ON SELECTED P10L PILE TYPE AND SIZE, HEIGHT, AND RESISTANCE. IF THE

3'-6

11 SPA. @

ABOUT 3'-0

13 SPA. @

ABOUT 3'-1

13 SPA. @

ABOUT 3'-5

13 SPA. @

ABOUT 2'-7

15 SPA. @

ABOUT 2'-7

15 SPA. @

ABOUT 3'-2

12 SPA. @

ABOUT 3'-10

10 SPA. @

ABOUT 3'-7

11 SPA. @

ABOUT 4'-1

11 SPA. @

ABOUT 4'-11

11 SPA. @

ABOUT 4'-6

12 SPA. @

ABOUT 3'-8

12 SPA. @

ABOUT 3'-4

12 SPA. @

ABOUT 4'-2

13 SPA. @

ABOUT 3'-8

15 SPA. @

ABOUT 3'-0

15 SPA. @

ABOUT 2'-8

15 SPA. @

ABOUT 2'-7

15 SPA. @

ABOUT 3'-8

15 SPA. @

ABOUT 3'-0

15 SPA. @

ABOUT 2'-8

15 SPA. @

ABOUT 3'-8

15 SPA. @

ABOUT 3'-0

15 SPA. @

ABOUT 2'-8

15 SPA. @

ABOUT 4'-3

9 SPA. @

ABOUT 4'-5

9 SPA. @

ABOUT 4'-11

9 SPA. @

ABOUT 6'-1

9 SPA. @

ABOUT 4'-3

9 SPA. @

ABOUT 4'-5

9 SPA. @

ABOUT 4'-11

9 SPA. @

ABOUT 6'-1

9 SPA. @

ABOUT 4'-0

10 SPA. @

ABOUT 4'-5

10 SPA. @

ABOUT 5'-5

10 SPA. @

2 2

2

2 2 2

3 3 3

3 3 3

RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


4'-

01'-

61'-

6

1'-61'-6

1'-61'-6

J40-30-06

ABUTMENT NOTES:

DETAIL "A"

„" RADIUS

5s1

0° SKEW - TIMBER PILING

ABUTMENT DETAILS

2 @ 6

6t1

| ROADWAY

6

PLAN VIEW

40'-01'-7 1'-7

6t2 DOWELS

5s1 6t2

8r1 OR 8r2

5s1

6t1 6e4

OR 8e2

8e1

2'-0 2" X 8" X 2'-0 BEVELED KEYWAYS

@ ABOUT 4'-0 CTRS.

6e3

6t2

| ABUT. BRG. & | PILES

SUPERSTRUCTURE QUANTITIES.

6e3, 6e4, AND 8e ARE INCLUDED WITH

NOT SHOWN.

NOTE: WING REINFORCING AND RAIL

& 40-6e4 DIAGONALS IN SLAB

& 40-6e3 HAIRPINS IN SLAB

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH

NUMBER OF PILES AND ABUTMENT DESIGN LOADS

PU, STRENGTH 1 DESIGN LOAD - KIPS 483

10

70'-0

515

10

80'-0

546

11

90'-0

585

11

100'-0

623

12

110'-0

666

13

120'-0

708

13

130'-0

~`830

15

140'-0

~`879

16

150'-0

NOTE: PU, STRENGTH 1 DESIGN LOAD (KIPS) IS NOT THE VALUE USED IN THE FIELD FOR DRIVING PILES.

~`INCLUDES DYNAMIC LOAD ALLOWANCE


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

RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

40-6t1 F.F. & 40-6t2 B.F. DOWELS

39 SPA. @ 1'-0 = 39'-0

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

1'-1

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

3'-0

3" CL.

3" C

L.

TO ABUTMENT AT |

SECTION NORMAL

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

| ROADWAY

TOP SLAB AT

SEE DETAIL "A"

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

b SLAB BAR

BAR

a SLAB

6t1

8r

8r

8e

1'-

1

1'-1

3'-

0

4…

4…

8r

BA

RS

1'-

3

6t2

6

62

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E

3'-0

3" CL.


SECTION NORMAL TO

3" C

L.

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

5s

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

b SLAB BAR

BAR

a SLAB

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL

PUNCHED TO HOLD SPIRAL.

3" PITCH WITH 3-‡x‡x„ SPACERS

7 TURNS OF #2 BAR 21" DIAMETER,

SPIRAL AT TOP OF EACH PILE.


J40-31-06

| ROADWAY

1'-7 1'-7

TYP. 5s1 SPACING 1'-0

2 EQ. SPA.1'-0

BETWEEN PILES


1'-0

BETWEEN PILES

3 EQ. SPA.

20'-0 20'-0

70'-0 & 80'-0 BRIDGES


ABUTMENT DETAILS

10 PILE SPACES @ 4'-0 = 40'-0


BETWEEN PILES


1'-0

BETWEEN PILES

2 EQ. SPA.

WOOD PILINGPILE PLAN - 0° SKEW

12 PILE SPACES @ 3'-4 = 40'-0

1'-0

| ROADWAY

1'-7 1'-720'-0 20'-0

9 PILE SPACES @ ABOUT 4'-5 = 40'-0


2 EQ. SPA.1'-0

BETWEEN PILES


BETWEEN PILES

1'-0

140'-0 BRIDGE

150'-0 BRIDGE


15 PILE SPACES @ 2'-8 = 40'-011 PILE SPACES @ ABOUT 3'-8 = 40'-0

110'-0 BRIDGE

120'-0 & 130'-0 BRIDGES

90'-0 & 100'-0 BRIDGES

RE

VIS

ED 11-08 -

RE

VIS

ED

NU

MB

ER

OF

PIL

ES

FO

R 70'-

0, 90'-

0,

AN

D 120'-

0

BRI

DG

ES.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


1'-61'-6

1'-61'-6

J40-32-06

DETAIL "A"

„" RADIUS

ABUTMENT NOTES:

5s2


ABUTMENT DETAILS

BE REQUIRED AT EACH EXTERIOR PILE.

BOTTOM OF FOOTING ELEVATIONS WILL

ON THIS SKEWED ABUTMENT. THEREFORE

BE SLOPED TO COMPENSATE FOR GRADE

NOTE: THE BOTTOM OF FOOTING IS TO

4'-

0

| ROADWAY15°

PLAN VIEW

1'-0

40-6t2

DOWELS BACK F

ACE OF F

OOTING

2" X 8" X

2'-0 B

EVELED KEYWAYS

7

39 SPA. @

ABOUT 1'-0

• = 40'-4

•, 40-

6t1 DOWELS

2 @ 6

5s2

5s1

6t1

6t2

5

39 SPA. @

ABOUT 1'-0

• = 40'-4

•

41'-4•

6e3

6t1

@ ABOUT 4'-0 CTRS.

1'-

6†

1'-

6†

& | PILES

| ABUT. BRG.

6t2

8e2

8e1 OR

8r1 OR 8r26e4

DOWELS

6t2

WITH SUPERSTRUCTURE QUANTITIES.

6e3, 6e4 AND 8e ARE INCLUDED

AND RAIL NOT SHOWN.

NOTE: WING REINFORCING

& 40-

6e4 DI

AGONALS IN

SLAB

FRONT FACE O

F FOOTIN

G & 40-

6e3 HAIR

PINS I

N SLAB

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH



10

70'-0

520

10

80'-0

550

11

90'-0

590

11

100'-0

627

12

110'-0

671

13

120'-0

713

13

130'-0

~`835

15

140'-0

~`884

16

150'-0











ARE PLACED ON TIMBER PILES.

DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS

THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.

THE CONCRETE AND REINFORCING STEEL FOR

RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL





6t1

8r

8r

8e

1'-

1

1'-1

3'-

0

4…

4…

8r

BA

RS

1'-

3

6t2

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E

3'-0

3" CL.


SECTION NORMAL TO

3" C

L.

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

5s

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

b SLAB BAR

BAR

a SLAB

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

1'-1

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

3'-0

3" CL.

3" C

L.

TO ABUTMENT AT |

SECTION NORMAL

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

| ROADWAY

TOP SLAB AT

SEE DETAIL "A"

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

b SLAB BAR

BAR

a SLAB


J40-33-0615° SKEW - TIMBER PILING

ABUTMENT DETAILS

| ROADWAY

1'-7 1'-720'-020'-0

1'-0

3 EQ.

SPA.1'-0

BETWEEN PILES

TYP. 5s1

SPACING

1'-0

3 EQ.

SPA.1'-0

BETWEEN PILES

TYP. 5s1

SPACING

| ROADWAY

1'-7 1'-7

1'-0

20'-020'-0

1'-0

BETWEEN PILES

TYP. 5s1

SPACING

1'-0

1'-0

BETWEEN PILES

TYP. 5s1

SPACING

41'-4•

41'-4•

41'-4•

41'-4•

1'-0

2 EQ.

SPA.1'-0

BETWEEN PILES

TYP. 5s1

SPACING

41'-4• 1'-0

1'-0

BETWEEN PILES

TYP. 5s1

SPACING

41'-4•

140'-0 BRIDGE

150'-0 BRIDGE

PILE PLAN - 15° SKEW WOOD PILING

9 PILE S

PACES @ ABOUT 4

'-7 =

41'-4•

10 PIL

E SPACES

@ ABOUT 4'-2 =

41'-4•

11 PILE S

PACES @ ABOUT 3

'-9 =

41'-4•

2 EQ. S

PA.

14 PIL

E SPACES

@ ABOUT 2'-11 =

41'-4•

15 PIL

E SPACES

@ ABOUT 2'-9 =

41'-4•

12 PIL

E SPACES

@ ABOUT 3'-5 =

41'-4•

90'-0 & 100'-0 BRIDGES

110'-0 BRIDGE

120'-0 & 130'-0 BRIDGES70'-0 & 80'-0 BRIDGES

RE

VIS

ED 11-08 -

RE

VIS

ED

NU

MB

ER

OF

PIL

ES

FO

R 70'-

0

BRI

DG

E.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


1'-61'-6

1'-61'-6


ABUTMENT DETAILS

ABUTMENT NOTES:

DETAIL "A"

„" RADIUS

5s2






4'-

0

| ROADWAY

& | PILES

| ABUT. BRG.

30°

6t2 DOWELS

1'-0

46'-2‚

40-6t2 D

OWELS B

ACK FACE

OF FOOTI

NG

PLAN VIEW

1'-

8Ž

1'-

8Ž

2 X

8 X

2'0

BEVELED KEYWAYS

@ ABOUT

4'-0 C

TRS.

6e3

6t1

6t2

39 S

PA. @ ABOUT

1'-2 = 4

5'-0‚

5

2 @ 6

5s2

5s1

6t2

6t1

9

OR 8e2

8e1

39 S

PA. @ ABOUT

1'-2 = 4

5'-0‚, 40-

6t1

DOWELS

8r1 OR 8r2



AND RAIL NOT SHOWN.


6e4

& 40-6

e4 DIA

GONALS I

N SLAB

FRONT FACE

OF FOOTI

NG &

40-6

e3 H

AIRPI

NS IN S

LAB

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH



10

70'-0

536

11

80'-0

566

11

90'-0

606

12

100'-0

644

12

110'-0

687

13

120'-0

729

14

130'-0

~`852

16

140'-0

~`901

17

150'-0



20 LBS. PER SQ. FT. FUTURE WEARING SURFACE.

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











RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

1'-1

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

3'-0

3" CL.

3" C

L.

TO ABUTMENT AT |

SECTION NORMAL

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

| ROADWAY

TOP SLAB AT

SEE DETAIL "A"

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

b SLAB BAR

BAR

a SLAB

6t1

8r

8r

8e

1'-

1

1'-1

3'-

0

4…

4…

8r

BA

RS

1'-

3

6t2

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E

3'-0

3" CL.


SECTION NORMAL TO

3" C

L.

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

5s

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

b SLAB BAR

BAR

a SLAB

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL







ABUTMENT DETAILSWOOD PILING

PILE PLAN - 30° SKEW

| ROADWAY

1'-7 1'-7

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-046

'-2‚ 4

EQ.

SPA.

20'-0 20'-0

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-0

46'-2‚

3 EQ.

SPA.

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-0

46'-2‚

3 EQ.

SPA.

110'-0 BRIDGES

100'-0 &

| ROADWAY

1'-7 1'-7

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-046

'-2‚

2 EQ.

SPA.

20'-0 20'-0

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-0

46'-2‚

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-046

'-2‚

130'-0 BRIDGE

2 EQ. S

PA.

9 PI

LE SP

ACES @

ABOUT 5'-2 = 4

6'-2‚

10 PIL

E SP

ACES @

ABOUT 4'-7 = 4

6'-2‚

11 PIL

E SP

ACES @

ABOUT 4'-2 = 4

6'-2‚

12 PIL

E SP

ACES @

ABOUT 3'-1

0 =

46'-2‚

13 PIL

E SP

ACES @

ABOUT 3'-7 = 4

6'-2‚

15 PIL

E SP

ACES @

ABOUT 3'-1 = 4

6'-2‚

120'-0 BRIDGE70'-0 BRIDGE

BRIDGES

80'-0 & 90'-0

| ROADWAY

1'-7 1'-720'-0 20'-0

140'-0 BRIDGE

TYP. 5s1 S

PACING

BETWEEN PI

LES

1'-0

1'-046

'-2‚

150'-0 BRIDGE

16 PIL

E SP

ACES @

ABOUT 2'-1

0† = 4

6'-2‚

RE

VIS

ED 11-08 -

RE

VIS

ED

NU

MB

ER

OF

PIL

ES

FO

R 80'-

0

AN

D 150'-

0

BRI

DG

ES.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


1'-61'-6

1'-61'-6

J40-36-06

ABUTMENT NOTES:

DETAIL "A"

„" RADIUS


ABUTMENT DETAILS

5s2






4'-

0

| ROADWAY

PLAN VIEW

1'-0

45°

& | PILES

| ABUT. BRG.

AND RAIL NOT SHOWN.


6t2 DOWELS

2'-2

40-6t2 DO

WELS BACK FACE OF FO

OTIN

G

56'-6Ž

2'-

1‹

2'-

1‹

39 SPA.

@

ABO

UT 1'-5 = 55'-1Ž, 40-6t1

DO

WELS FRO

NT

39 SPA.

@

ABO

UT 1'-5 = 55'-1Ž

5

5s2

6t1

6t2

5s1

6t26e3

2 @ 6

2 X 8 X 2'-0 BEVELED KEY

WA

YS

@

ABO

UT 4'-0 CTRS.

6t1

8e2

8e1 OR

OR 8r2

8r1



6e4

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

& 40-6e4 DIA

GO

NALS IN SLAB

FACE OF FO

OTIN

G

& 40-6e3 HAIR

PIN

S IN SLAB













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

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL





6t1

8r

8r

8e

1'-

1

1'-1

3'-

0

4…

4…

8r

BA

RS

1'-

3

6t2

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E

3'-0

3" CL.


SECTION NORMAL TO

3" C

L.

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

5s

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

b SLAB BAR

BAR

a SLAB

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

1'-1

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

3'-0

3" CL.

3" C

L.

TO ABUTMENT AT |

SECTION NORMAL

6e3

2•" C

L.

6e4 6c 5d

1•" C

L.

| ROADWAY

TOP SLAB AT

SEE DETAIL "A"

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

b SLAB BAR

BAR

a SLAB



ABUTMENT DETAILS

1'-3

1'-3

56'-6Ž

TYP. 5s1

SPACIN

G

SPA.

1'-0

1'-0

1'-3

4 EQ.

TYP. 5s1

SPACIN

G

SPA.

1'-0

1'-0

1'-3

1'-3

3 EQ.

1'-3

TYP. 5s1

SPACIN

G

1'-0

SPA.

4 EQ.

1'-0

1'-7 1'-720'-0 20'-0

| ROADWAY

56'-6Ž

56'-6Ž

1'-3

1'-3

56'-6Ž

TYP. 5s1

SPACIN

G

SPA.

1'-0

1'-0

1'-3

2 EQ.

TYP. 5s1

SPACIN

G

1'-0

1'-0

1'-3

1'-3

1'-3

TYP. 5s1

SPACIN

G

1'-0

SPA.

3 EQ.

1'-0

1'-7 1'-720'-0 20'-0

| ROADWAY

56'-6Ž

56'-6Ž

10 SPA.

@

ABO

UT 5'-8 = 56'-6Ž

BET

WEEN PIL

ES

11 S

PA.

@

ABO

UT 5'-2 = 56'-6Ž

BET

WEEN PIL

ES

12 SPA.

@

ABO

UT 4'-9 = 56'-6Ž

BET

WEEN PIL

ES

BET

WEEN PIL

ES

BET

WEEN PIL

ES

BET

WEEN PIL

ES

13 SPA.

@

ABO

UT 4'-4 = 56'-6Ž

14 SPA.

@

ABO

UT 4'-0 = 56'-6Ž

16 SPA.

@

ABO

UT 3'-6 = 56'-6Ž

2 EQ. SPA.

WOOD PILING


BRIDGE

90'-0

BRIDGES

110'-0

100'-0 &

BRIDGES

80'-0

70'-0 & BRIDGE

120'-0

BRIDGE

130'-0

BRIDGES

150'-0

140'-0 &

PILING - NUMBER

BRIDGE LENGTH



11

70'-0

570

11

80'-0

601

12

90'-0

641

13

100'-0

679

13

110'-0

765

15

130'-0

~`888

17

140'-0

~`938

17

150'-0



723

14

3120'-0

RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


J40-38-06

LOCATION SHAPEMARK NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT

BILL OF REINFORCING STEEL - ONE ABUTMENT - 0° SKEW70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0

SHAPE NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT

70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0


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

BRIDGE LENGTH

UNITLOCATION

ESTIMATED QUANTITIES - ONE ABUT. - 0° SKEW

UNIT

UNIT

QUANTITYUNIT

NO.

C.Y.

LBS.

NO.

C.Y.

LBS.

NO.

C.Y.

LBS.

NO.

C.Y.

LBS.



QUANTITY

QUANTITY

QUANTITY

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH

LOCATION

BRIDGE LENGTH

BENT BAR DETAILS


STRUCTURAL CONCRETE ( BRIDGE`)




TIMBER PILING

ABUTMENT DETAILS

NO. NO. NO. NO. NO.LENGTH NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLOCATIONMARK

LOCATIONMARK

PREBORE HOLES FT.

PREBORE HOLES FT.

PREBORE HOLES FT.

PREBORE HOLES FT.





REINFORCING STEEL EPOXY COATED - TOTAL (`LBS.`)




WOOD PILES (TREATED)




#2

6t2

6t1

5s1

8r2

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

21'-4

26'-4

30

10

46

46

40

7

7

30

10

46

46

40

7

7

2184

39

64

386

345

459

399

492

33

11

46

46

34

7

7

2126

43

71

386

345

390

399

492

33

11

46

46

34

7

7

2126

43

71

386

345

390

399

492

36

12

46

46

37

7

7

2171

47

77

386

345

425

399

492

39

13

46

46

40

7

7

2215

50

84

386

345

459

399

492

39

13

46

46

40

7

7

2215

50

84

386

345

459

399

492

45

15

46

46

32

7

7

2143

58

96

386

345

367

399

492

48

16

46

46

34

7

7

2177

62

103

386

345

390

399

492

#2

6t2

6t1

5s2

5s1

8r2

8r1


PILE SPIRAL







1'-10

38'-6

5'-7

5'-0

11'-3

11'-0

22'-1

27'-2

30

10

46

46

4

36

7

7

2215

39

64

386

345

47

413

413

508

30

10

46

46

4

36

7

7

2215

39

64

386

345

47

413

413

508

33

11

46

46

4

40

7

7

2272

43

71

386

345

47

459

413

508

33

11

46

46

4

40

7

7

2272

43

71

386

345

47

459

413

508

36

12

46

46

4

33

7

7

2202

47

77

386

345

47

379

413

508

39

13

46

46

4

36

7

7

2246

50

84

386

345

47

413

413

508

39

13

46

46

4

36

7

7

2246

50

84

386

345

47

413

413

508

45

15

46

46

4

28

7

7

2174

58

96

386

345

47

321

413

508

48

16

46

46

4

30

7

7

2208

62

103

386

345

47

344

413

508

#2

6t2

6t1

5s2

5s1

8r2

8r1


PILE SPIRAL







1'-10

38'-6

5'-7

5'-0

11'-11

11'-0

24'-5

29'-6

30

10

46

46

4

45

7

7

2407

39

64

386

345

50

516

456

551

33

11

46

46

4

40

7

7

2361

43

71

386

345

50

459

456

551

33

11

46

46

4

40

7

7

2361

43

71

386

345

50

459

456

551

36

12

46

46

4

44

7

7

2417

47

77

386

345

50

505

456

551

36

12

46

46

4

44

7

7

2417

47

77

386

345

50

505

456

551

39

13

46

46

4

36

7

7

2335

50

84

386

345

50

413

456

551

42

14

46

46

4

39

7

7

2379

54

90

386

345

50

447

456

551

48

16

46

46

4

30

7

7

2297

62

103

386

345

50

344

456

551

2330

66

109

386

345

50

367

456

551

#2

6t2

6t1

5s2

5s1

8r2

8r1


PILE SPIRAL







1'-10

38'-6

5'-7

5'-0

13'-6

11'-0

29'-7

34'-8

33

11

46

46

4

50

7

7

2676

43

71

386

345

56

574

553

648

33

11

46

46

4

50

7

7

2676

43

71

386

345

56

574

553

648

36

12

46

46

4

55

7

7

2743

47

77

386

345

56

631

553

648

39

13

46

46

4

48

7

7

2673

50

84

386

345

56

551

553

648

39

13

46

46

4

48

7

7

2673

50

84

386

345

56

551

553

648

42

14

46

46

4

52

7

7

2729

54

90

386

345

56

597

553

648

45

15

46

46

4

42

7

7

2624

58

96

386

345

56

482

553

648

51

17

46

46

4

48

7

7

2714

66

109

386

345

56

551

553

648

51

17

46

46

4

48

7

7

2714

66

109

386

345

56

551

553

648

-

10

2184

13.8

70'-0

-

10

2184

13.8

80'-0

-

11

2126

13.8

90'-0

-

11

2126

13.8

100'-0

-

12

2171

13.7

110'-0

-

13

2215

13.6

120'-0

-

13

2215

13.6

130'-0

150

15

2143

13.5

140'-0

160

16

2177

13.5

150'-0

-

10

2215

14.3

70'-0

-

10

2215

14.3

80'-0

-

11

2272

14.3

90'-0

-

11

2272

14.3

100'-0

-

12

2202

14.2

110'-0

-

13

2246

14.1

120'-0

-

13

2246

14.1

130'-0

150

15

2174

14.0

140'-0

160

16

2208

14.0

150'-0

-

10

2407

16.0

70'-0

-

11

2361

16.0

80'-0

-

11

2361

16.0

90'-0

-

12

2417

15.9

100'-0

-

12

2417

15.9

110'-0

-

13

2335

15.8

120'-0

-

14

2379

15.8

130'-0

160

16

2297

15.7

140'-0

170

17

2330

15.6

150'-0

-

11

2676

19.7

70'-0

-

11

2676

19.7

80'-0

-

12

2743

19.7

90'-0

-

13

2673

19.6

100'-0

-

13

2673

19.6

110'-0

-

14

2729

19.6

120'-0

-

15

2624

19.5

130'-0

170

17

2714

19.4

140'-0

170

17

2714

19.4

150'-0

NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.

D=2•

6

2'-

6

15° SKEW

30° SKEW

45° SKEW

2'-7‚

2'-11•

3'-9

6

2'-6

5s1 & 5s2

5s1

5s2

5s2

5s2

1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

8r1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

8r2

28'-245° SKEW

(`TYP.`)

ANGLE

SKEW

(`TYP.`)

ANGLE

SKEW

6t2

4'-

1

1'-6

D=4•

2184

39

64

386

345

459

399

492

51

17

46

46

4

32

7

7

NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.

D=6

D=6

RE

VIS

ED 07-09 -

CO

NC

RE

TE

QU

AN

TITIE

S

CH

AN

GE

D.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


4'-

01'-

61'-

6

1'-61'-6

1'-61'-6

J40-39-06

ABUTMENT NOTES:

5s1

DETAIL "A"

„" RADIUS

0° SKEW - STEEL PILING

ABUTMENT DETAILS

| ROADWAY

1'-7

1'-0

BETWEEN PILES

TYP. 5s1 SPACING

1'-0

6 EQ. SPA.

5 PILE SPACES @ 8'-0 = 40'-0

20'-0 20'-0 1'-7

1'-0

BETWEEN PILES

TYP. 5s1 SPACING

1'-0

6 PILE SPACES @ 6'-8 = 40'-0

1'-0

BETWEEN PILES

TYP. 5s1 SPACING

1'-0

EQ. SPA.

5

EQ. SPA.

4

STEEL PILING


100'-0 BRIDGES

70'-0, 80'-0, 90'-0,

130'-0 BRIDGES

110'-0, 120'-0,

140'-0 BRIDGE

1'-0

BETWEEN PILES

TYP. 5s1 SPACING

1'-0

150'-0 BRIDGE

SPA.

3 EQ.


8 PILE SPACES @ 5'-0 = 40'-0

2 @ 6

6t1

| ROADWAY

6

PLAN VIEW

40'-01'-7 1'-7

6t2 DOWELS

5s1 6t2

8r1 OR 8r2

5s1

6t1 6e4

OR 8e2

8e1

2'-0 2" X 8" X 2'-0 BEVELED KEYWAYS

@ ABOUT 4'-0 CTRS.

6e3

6t2

& | PILES

| ABUT. BRG.



AND RAIL NOT SHOWN.


& 40-6e4 DIAGONALS IN SLAB

& 40-6e3 HAIRPINS IN SLAB

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH



6

70'-0

515

6

80'-0

546

6

90'-0

585

6

100'-0

623

7

110'-0

666

7

120'-0

708

7

130'-0

~`830

8

140'-0

~`879

9

150'-0


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



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 ARE HP 10 X 42.

RE

VIS

ED 06-13 -

RE

VISI

ON

FO

R

LR

FD

PIL

E

DE

SI

GN.

06-13

40-6t1 F.F. & 40-6t2 B.F. DOWELS

39 SPA. @ 1'-0 = 39'-0

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09

6e36t1

8r

8r

8e

1'-

13'-

0

3'-0

4…

4…

8r

BA

RS

1'-

3

6t2

6e4

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E


SECTION NORMAL TO

3" CL.

3" C

L.

6c 5d

1•" C

L.

2•" C

L.

5s

1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

BAR

a SLAB

b SLAB BAR

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

1•" C

L.

2•" C

L.

| ROADWAY

TOP SLAB AT1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

BAR

a SLAB

b SLAB BAR

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL






1'-61'-6

1'-61'-6

J40-40-0615° SKEW - STEEL PILING

ABUTMENT DETAILS

| ROADWAY

1'-7 1'-720'-0 20'-0

41'-4•

DETAIL "A"

„" RADIUS

5s2

ABUTMENT NOTES:

BETWEEN PILES

TYP. 5s1

SPACING

1'-05 E

Q. SPA.

1'-0

6 PILE S

PACES @ ABOUT 6

'-11 =

41'-4•

TYP. 5s1

SPACING

BETWEEN PILES

1'-0

1'-0

7 PILE S

PACES @ ABOUT 5

'-11 =

41'-4•

SPA.4 E

Q.41'-4•






STEEL PILING


TYP. 5s1

SPACING

BETWEEN PILES

1'-0

1'-0

8 PILE S

PACES @ ABOUT 5

'-2 =

41'-4•

SPA.4 E

Q.41'-4•

140'-0 & 150'-0 BRIDGES

110'-0, 120'-0 BRIDGES

70'-0, 80'-0, 90'-0, 100'-0,

130'-0 BRIDGE

4'-

0

| ROADWAY15°

PLAN VIEW

1'-0

40-6t2

DOWELS BACK F

ACE OF F

OOTING

2" X 8" X

2'-0 B

EVELED KEYWAYS

7

39 SPA. @

ABOUT 1'-0

• = 40'-4

•, 40-

6t1 DOWELS

2 @ 6

5s2

5s1

6t1

6t2

5

39 SPA. @

ABOUT 1'-0

• = 40'-4

•

41'-4•

6e3

6t1

@ ABOUT 4'-0 CTRS.

1'-

6†

1'-

6†

& | PILES

| ABUT. BRG.

6t2

8e2

8e1 OR

8r1 OR 8r26e4

DOWELS

6t2



AND RAIL NOT SHOWN.


& 40-

6e4 DI

AGONALS IN

SLAB

FRONT FACE O

F FOOTIN

G & 40-

6e3 HAIR

PINS I

N SLAB

IN SLAB

DIAGONALS

& 6e4

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH



7

70'-0

520

7

80'-0

550

7

90'-0

590

7

100'-0

627

7

110'-0

671

7

120'-0

713

8

130'-0

~`835

9

140'-0

~`884

9

150'-0



20 LBS. PER SQ.FT. FUTURE WEARING SURFACE.

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


IN DESIGN PLANS.











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

07-09

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL





1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

1•" C

L.

2•" C

L.

| ROADWAY

TOP SLAB AT1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

BAR

a SLAB

b SLAB BAR

6e36t1

8r

8r

8e

1'-

13'-

0

3'-0

4…

4…

8r

BA

RS

1'-

3

6t2

6e4

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E


SECTION NORMAL TO

3" CL.

3" C

L.

6c 5d

1•" C

L.

2•" C

L.

5s

1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

BAR

a SLAB

b SLAB BAR


1'-61'-6

1'-61'-6


ABUTMENT DETAILS

PLAN VIEW

ABUTMENT NOTES:

DETAIL "A"

„" RADIUS

1'-0

1'-0

BETWEEN PI

LES

6 EQ. S

PA.

TYP 5s

1 SP

ACING

| ROADWAY

1'-7 1'-720'-0 20'-0

STEEL PILINGPILE PLAN - 30° SKEW

1'-0

BETWEEN PI

LES

TYP 5s

1 SP

ACING

5 EQ. S

PA.

1'-0

5s2

6 PI

LE SP

ACES @

ABOUT 7'-8 = 4

6'-2‚

7 PI

LE SP

ACES @

ABOUT 6'-7 = 4

6'-2‚

BRIDGES

100'-0, 110'-0 & 120'-0

70'-0, 80'-0, 90'-0,






1'-0

BETWEEN PI

LES

TYP 5s

1 SP

ACING

4 EQ. S

PA.

1'-0

8 PI

LE SP

ACES @

ABOUT 5'-9 = 4

6'-2‚

140'-0 & 150'-0 BRIDGES

130'-0 BRIDGE

4'-

0

| ROADWAY

& | PILES

| ABUT. BRG.

30°

6t2 DOWELS

1'-0

46'-2‚

40-6t2 D

OWELS B

ACK FACE

OF FOOTI

NG

1'-

8Ž

1'-

8Ž

2 X

8 X

2'0

BEVELED KEYWAYS

@ ABOUT

4'-0 C

TRS.

6e3

6t1

6t2

39 S

PA. @ ABOUT

1'-2 = 4

5'-0‚

5

2 @ 6

5s2

5s1

6t2

6t1

9

OR 8e2

8e1

39 S

PA. @ ABOUT

1'-2 = 4

5'-0‚, 40-

6t1

DOWELS

8r1 OR 8r2



AND RAIL NOT SHOWN.


6e4

& 40-6

e4 DIA

GONALS I

N SLAB

FRONT FACE

OF FOOTI

NG &

40-6

e3 H

AIRPI

NS IN S

LAB

IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,

PILING - NUMBER

BRIDGE LENGTH



7

70'-0

536

7

80'-0

566

7

90'-0

606

7

100'-0

644

7

110'-0

687

7

120'-0

729

8

130'-0

~`852

9

140'-0

~`901

9

150'-0



WEARING SURFACE.

ABUTMENT PILING WAS DESIGNED FOR HL-93 LOADING WITH AN ALLOWANCE FOR 20 LBS. PER SQ. FT. FUTURE


BEARING VALUE LESS THAN SHOWN IN DESIGN PLANS.

STEEL ABUTMENT PILES SHALL BE DRIVEN TO FULL PENETRATION IF PRACTICABLE BUT IN NO CASE TO A

INCHES UNLESS OTHERWISE NOTED OR SHOWN.

THE MINIMUM CLEAR DISTANCE FROM THE FACE OF THE CONCRETE TO NEAR REINFORCING BAR IS TO BE 2

ENCOUNTERED CLOSER THAN 12' BELOW ABUTMENT FOOTING, SPECIAL ANALYSIS MAY BE REQUIRED.

DETAILS ON THIS SHEET ARE TO BE USED ONLY WHEN ABUTMENTS ARE PLACED ON STEEL PILES. IF ROCK IS

THE CONCRETE AND REINFORCING STEEL FOR THE WINGS IS INCLUDED WITH THE SUPERSTRUCTURE.


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

1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

BAR

a SLAB

b SLAB BAR

1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

1•" C

L.

2•" C

L.

| ROADWAY

TOP SLAB AT1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

BAR

a SLAB

b SLAB BAR40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL






1'-61'-6 1'-61'-6


ABUTMENT DETAILS

ABUTMENT NOTES:

DETAIL "A"

„" RADIUS

5s2






4'-

0

| ROADWAY

PLAN VIEW

1'-0

45°

& | PILES

| ABUT. BRG.

AND RAIL NOT SHOWN.


6t2 DOWELS

2'-2

40-6t2 DO

WELS BACK FACE OF FO

OTIN

G

56'-6Ž

2'-

1‹

2'-

1‹

39 SPA.

@

ABO

UT 1'-5 = 55'-1Ž, 40-6t1

DO

WELS FRO

NT

39 SPA.

@

ABO

UT 1'-5 = 55'-1Ž

5

5s2

6t1

6t2

5s1

6t26e3

2 @ 6

2 X 8 X 2'-0 BEVELED KEY

WA

YS

@

ABO

UT 4'-0 CTRS.

6t1

8e2

8e1 OR

OR 8r2

8r1



6e4

& 40-6e4 DIA

GO

NALS IN SLAB

FACE OF FO

OTIN

G

& 40-6e3 HAIR

PIN

S IN SLAB IN SLAB

& 6e4 DIAGONALS

6e3 HAIRPINS

6t1 DOWELS,




IN DESIGN PLANS.











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

40'-0 ROADWAY

BOTTOM OF SLAB

20'-020'-0

| ROADWAY

REAR ELEVATION

1'-

1

1'-

1

AB

UT.

BR

G.

6'-

1

@ |

6t2 6e3

5s1

6e3

1'-7 1'-7

3'-

0

8r1 OR 8r2

JOINT

CONSTRUCTION

4'-

9

11

Œ

BA

RRIE

R

RAIL

11

‰

OP

EN

RAIL





1'-

3

5s1

6t1

8r

4…

8r

BA

RS

2

EQ.

SP

A.

2'-

0

TO

P

OF

PIL

E6

6

8e

1'-

1

8r

3'-

0

6t2

AT |

2'-

0

TY

P.

TO ABUTMENT AT |

SECTION NORMAL

3'-0

3" CL.

3" C

L.

5d 6c

6e3

6e4

1•" C

L.

2•" C

L.

| ROADWAY

TOP SLAB AT1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

4…

BAR

a SLAB

b SLAB BAR

6e36t1

8r

8r

8e

1'-

13'-

0

3'-0

4…

4…

8r

BA

RS

1'-

3

6t2

6e4

6

6

2

EQ.

SP

A.

MI

N.

1'-

5

2'-

0

TO

P

OF

PIL

E


SECTION NORMAL TO

3" CL.

3" C

L.

6c 5d

1•" C

L.

2•" C

L.

5s

1'-1

SEE DETAIL "A"

TO HOLD SPIRAL

SPACERS PUNCHED

3 - L‡`x`‡`x`„

3" PITCH, WITH


EACH PILE. 7 TURNS

SPIRAL AT TOP OF

AT RAIL

TOP SLAB

BAR

a SLAB

b SLAB BAR



ABUTMENT DETAILS

1'-3

1'-3

56'-6Ž

1'-3

1'-3

1'-7 1'-720'-0 20'-0

| ROADWAY

1'-0

TYP. 5s1

SPACIN

G

1'-0

1'-0

1'-0

56'-6Ž

TYP. 5s1

SPACIN

G

6 EQ. SPA.

5 EQ. SPA.

BET

WEEN PIL

ES

BET

WEEN PIL

ES

9 SPA.

@

ABO

UT 6'-3 = 56'-6Ž

8 SPA.

@

ABO

UT 7'-1

= 56'-6Ž

TO THE | OF THE ROADWAY AS SHOWN.

ALL PILES ARE TO BE ORIENTED WITH WEBS PERPENDICULAR

NOTE:

1'-7 1'-720'-0 20'-0

| ROADWAY

PILE PLAN - 45° SKEW STEEL PILING

BRIDGES

110'-0, 120'-0, 130'-0, & 140'-0

70'-0, 80'-0, 90'-0, 100'-0,

150'-0 BRIDGE

PILING - NUMBER

BRIDGE LENGTH



9

70'-0

570

9

80'-0

601

9

90'-0

641

9

100'-0

679

9

110'-0

723

9

120'-0

765

9

130'-0

~`888

9

140'-0

~`938

10

150'-0



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


J40-44-06STEEL PILING

ABUTMENT DETAILS


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


70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0

LOCATION SHAPEMARK

70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0


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

BRIDGE LENGTH

UNITLOCATION


UNIT

UNIT

QUANTITYUNIT

NO.

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






NO. NO. NO. NO. NO. NO. NO. NO. NO.WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHT WEIGHTLENGTH

NOTE: DIMENSIONS ARE OUT TO OUT. D = PIN DIAMETER.

BENT BAR DETAILS

D=2•

6

2'-

6

15° SKEW

30° SKEW

45° SKEW

2'-7‚

2'-11•

3'-9

6

2'-6

5s1 & 5s2

5s1

5s2

5s2

5s2

1'-5

24'-11

25'-8

28'-1

0° SKEW

15° SKEW

30° SKEW

8r1

33'-3 45° SKEW

1'-5

19'-11

20'-7

23'-0

0° SKEW

15° SKEW

30° SKEW

8r2

28'-245° SKEW

STEEL PILING HP 10 X 42




(`TYP.`)

ANGLE

SKEW

(`TYP.`)

ANGLE

SKEW

FT.PREBORE HOLES

PREBORE HOLES FT.

PREBORE HOLES FT.

PREBORE HOLES FT.









#2

6t2

6t1

5s1

8r2

8r1


PILE SPIRAL






1'-10

38'-6

5'-7

5'-0

11'-0

21'-4

26'-4

18

6

46

46

39

7

7

2132

24

39

386

345

447

399

492

18

6

46

46

39

7

7

2132

24

39

386

345

447

399

492

18

6

46

46

39

7

7

2132

24

39

386

345

447

399

492

18

6

46

46

39

7

7

2132

24

39

386

345

447

399

492

21

7

46

46

40

7

7

21

7

46

46

40

7

7

2153

27

45

386

345

459

399

492

21

7

46

46

40

7

7

2153

27

45

386

345

459

399

492

24

8

46

46

39

7

7

2151

31

51

386

345

447

399

492

27

9

46

46

36

7

7

2128

35

58

386

345

413

399

492

#2

6t2

6t1

5s2

5s1

8r2

8r1


PILE SPIRAL







1'-10

38'-6

5'-7

5'-0

11'-3

11'-0

22'-1

27'-2

2184

27

45

386

345

47

413

413

508

21

7

46

46

4

36

7

7

21

7

46

46

4

36

7

7

2184

27

45

386

345

47

413

413

508

21

7

46

46

4

36

7

7

2184

27

45

386

345

47

413

413

508

21

7

46

46

4

36

7

7

2184

27

45

386

345

47

413

413

508

21

7

46

46

4

36

7

7

2184

27

45

386

345

47

413

413

508

21

7

46

46

4

36

7

7

2184

27

45

386

345

47

413

413

508

24

8

46

46

4

35

7

7

2183

31

51

386

345

47

402

413

508

27

9

46

46

4

40

7

7

2251

35

58

386

345

47

459

413

508

27

9

46

46

4

40

7

7

2251

35

58

386

345

47

459

413

508

#2

6t2

6t1

5s2

5s1

8r2

8r1

#2

6t2

6t1

5s2

5s1

8r2

8r1


PILE SPIRAL








PILE SPIRAL







1'-10

38'-6

5'-7

5'-0

11'-11

11'-0

24'-5

29'-6

2342

27

45

386

345

50

482

456

551

21

7

46

46

4

42

7

7

21

7

46

46

4

42

7

7

2342

27

45

386

345

50

482

456

551

21

7

46

46

4

42

7

7

2342

27

45

386

345

50

482

456

551

21

7

46

46

4

42

7

7

2342

27

45

386

345

50

482

456

551

21

7

46

46

4

42

7

7

2342

27

45

386

345

50

482

456

551

21

7

46

46

4

42

7

7

2342

27

45

386

345

50

482

456

551

24

8

46

46

4

42

7

7

2352

31

51

386

345

50

482

456

551

27

9

46

46

4

40

7

7

2340

35

58

386

345

50

459

456

551

27

9

46

46

4

40

7

7

2340

35

58

386

345

50

459

456

551

1'-10

38'-6

5'-7

5'-0

13'-6

11'-0

29'-7

34'-8

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

27

9

46

46

4

56

7

7

2723

35

58

386

345

56

642

553

648

30

10

46

46

4

54

7

7

2711

39

64

386

345

56

620

553

648

-

6

2132

14.4

70'-0

-

6

2132

14.4

80'-0

-

6

2132

14.4

90'-0

-

6

2132

14.4

100'-0

-

7

2153

14.4

110'-0

-

7

2153

14.4

120'-0

-

7

2153

14.4

130'-0

80

8

2151

14.4

140'-0

90

9

2128

14.4

150'-0

-

7

2184

14.9

70'-0

-

7

2184

14.9

90'-0

-

7

2184

14.9

100'-0

-

7

2184

14.9

110'-0

-

7

2184

14.9

120'-0

-

8

2183

14.9

130'-0

90

9

2251

14.9

140'-0

90

9

2251

14.9

150'-0

-

7

2342

16.6

70'-0

-

7

2184

14.9

80'-0

-

7

2342

16.6

90'-0

-

7

2342

16.6

100'-0

-

7

2342

16.6

110'-0

-

7

2342

16.6

120'-0

-

8

2352

16.6

130'-0

90

9

2340

16.6

140'-0

90

9

2340

16.6

150'-0

-

9

2723

20.4

70'-0

-

9

2723

20.4

80'-0

-

9

2723

20.4

90'-0

-

9

2723

20.4

100'-0

-

9

2723

20.4

110'-0

-

9

2723

20.4

120'-0

-

9

2723

20.4

130'-0

90

9

2723

20.4

140'-0

6t2

4'-

1

1'-6

D=4•

-

7

2342

16.6

80'-0

2153

27

45

386

345

459

399

492

NOTE: THE PILE SPIRALS AND SPIRAL SPACERS ARE TO BE NON-COATED REINFORCING BUT MAY BE EPOXY COATED AT THE CONTRACTORS OPTION AND EXPENSE.

100

10

2711

20.4

150'-0

D=6

D=6

RE

VIS

ED 07-09 -

CO

NC

RE

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QU

AN

TITIE

S

CH

AN

GE

D.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


J40-45-06BARRIER RAIL DETAILS

PART ELEVATION VIEW

TOP AND SIDES

JOINT SEALER ON

(TYPICAL)

‚" MIN.

COATING

BREAKING

BOND

COATING.

OF BOND BREAKING

INDICATES AREA

HATCHED AREA

PART PLAN VIEW

BARRIER RAIL JOINT DETAILS

*

ROADWAY WIDTH

5g2

POI

NT

S

OF

IN

TE

RS

EC

TI

ON

*

*

5g1

5f1

4

EQ

UA

L S

PA. - 5f

1 S

PA

CI

NG

1'-7

2

2'-

9†

3

3

2•

…

TY

P.

5

5

7

9•

10

2'-

0

R=10"

R=1•"3

3

1"

2'-

10

PART SECTION A-A

INACCURACIES.

DUE TO CONSTRUCTION

THIS DIMENSION MAY VARY

VALUE FOR THIS DIMENSION.

DENOTES THE MAXIMUM

ƒ"

70'-0BRIDGE LENGTH

0° 15° 30° 45°

80'-0 90'-0 100'-0 110'-0

E

C

OR

NU

MB

ER

DI

ME

NSI

ON

SKEW

TABLE OF BARRIER RAIL DIMENSIONS AND NUMBERS

120'-0 130'-0 140'-0 150'-0

A (FT.-IN.)

B (FT.-IN.)

D (FT.-IN.)

F (IN.) 6

67

66'-0

66

67'-0

81'-0

0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45° 0° 15° 30° 45°

8ƒ

67

66'-0

66

67'-5•

81'-5•

7•

68

67'-0

67

68'-3

82'-3

6

77

76'-0

76

77'-0

91'-0

7•

78

77'-0

77

78'-3

92'-3

6

87

86'-0

86

87'-0

101'-0

7•

88

87'-0

87

88'-3

102'-3

6

107

106'-0

106

107'-0

121'-0

6†

107

106'-0

106

107'-1‚

121'-1‚

7•

108

107'-0

107

108'-3

122'-3

6

117

116'-0

116

117'-0

131'-0

7•

118

117'-0

117

118'-3

132'-3

6

127

126'-0

126

127'-0

141'-0

7•

128

127'-0

127

128'-3

142'-3

6

137

136'-0

136

137'-0

151'-0

8ƒ

137

136'-0

136

137'-5•

151'-5•

7•

138

137'-0

137

138'-3

152'-3

6

147

146'-0

146

147'-0

161'-0

8ƒ

147

146'-0

146

147'-5•

161'-5•

7•

148

147'-0

147

148'-3

162'-3

6†

77

76'-0

76

77'-1‚

91'-1‚

8ƒ

77

76'-0

76

77'-5•

91'-5•

6†

87

86'-0

86

87'-1‚

101'-1‚

8ƒ

87

86'-0

86

87'-5•

101'-5•

6

97

96'-0

96

97'-0

111'-0

6†

97

96'-0

96

97'-1‚

111'-1‚

8ƒ

97

96'-0

96

97'-5•

111'-5•

7•

98

97'-0

97

98'-3

112'-3

8ƒ

117

116'-0

116

117'-5•

131'-5•

6†

137

136'-0

136

137'-1‚

151'-1‚

6†

147

146'-0

146

147'-1‚

161'-1‚

6†

67

66'-0

66

67'-1‚

81'-1‚

8ƒ

107

106'-0

106

107'-5•

121'-5•

6†

117

116'-0

116

117'-1‚

131'-1‚

6†

127

126'-0

126

127'-1‚

141'-1‚

8ƒ

127

126'-0

126

127'-5•

141'-5•

MIN. LAP MAX. 6

7'-0 END SECTION

5f1 5g1

5g2

A

A

ELEVATION OF BARRIER RAIL

2'-2

CONSTRUCTION JOINT

TYPICAL PERMISSIBLE

JOINT

CONSTRUCTION

JOINT

CONSTRUCTION

INTERSECTION

LINES OF

END SECTION DETAILS

SEE BARRIER RAIL

END SECTION DETAILS

SEE BARRIER RAIL

7'-0 END SECTION

F

"B" STANDARD BARRIER RAIL SECTION

F"C" SPACES AT 1'-0 = "D" ; "E" - 5g1 & 5g2

BARRIER RAIL NOTES:

"A" END TO END OF BARRIER RAIL (`BID LENGTH`)

RE

VIS

ED 07-09 -

AR

TIC

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NU

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FO

R

BR

CO

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RE

TE

CH

AN

GE

D.

07-2016

RE

VIS

ED 07-2016 -

RE

MO

VE

D

BA

RRIE

R

RAIL

NO

TE

ST

ATI

NG "A

LL

BA

RRIE

R

RAIL

REI

NF

OR

CI

NG

ST

EE

L IS

TO

BE I

NC

LU

DE

D

WIT

H

TH

E

SU

PE

RS

TR

UC

TU

RE

REI

NF

OR

CI

NG

ST

EE

L."

(CAST-IN-PLACE OR SLIPFORMED METHOD).

CONCRETE IS NOT PERMITTED FOR CONCRETE BARRIER RAILS

CAST-IN-PLACE BARRIER RAILS SHALL USE CLASS C MIX. CLASS D

WITH ARTICLE 2513.03, A, 2, OF THE STANDARD SPECIFICATION.

WILL REQUIRE THE USE OF A CLASS BR CONCRETE IN ACCORDANCE

CONCRETE BARRIER RAILS PLACED USING THE SLIPFORM METHOD

ALL BARRIER RAIL REINFORCING SHALL BE EPOXY COATED.

BARRIER RAIL = 2.84 SQUARE FEET.

CROSS SECTIONAL AREA OF THE STANDARD SECTION OF THE

THEORETICAL | GRADE.

TOP OF THE BARRIER RAIL IS TO BE PARALLEL TO THE

CERTIFICATION IS REQUIRED.

CAULKING SEALER MARKETED FOR OUTDOOR USE. NO TESTING OR

THE JOINT SEALER SHALL BE LIGHT GRAY NONSAG LATEX

THE COST OF THE RAILING.

WORK TO DO THE INSTALLATION IS CONSIDERED INCIDENTAL TO

JUNCTION BOXES AND FITTINGS INCLUDING LABOR AND ANY ADDITIONAL

IF CONDUIT IS REQUIRED IN THIS PLAN THE RIGID STEEL CONDUIT,

PLANS AND CURRENT SPECIFICATIONS.

LABOR REQUIRED TO ERECT THE RAIL IN ACCORDANCE WITH THESE

EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT AND

SHALL BE FULL COMPENSATION FOR FURNISHING ALL MATERIAL,

ON PLAN QUANTITIES. PRICE BID FOR "CONCRETE BARRIER RAILING"

WILL BE PAID FOR AT THE CONTRACT PRICE PER LINEAL FOOT BASED

BASIS. THE NUMBER OF LINEAL FEET OF BARRIER RAIL INSTALLED

THE CONCRETE BARRIER RAIL IS TO BE BID ON A LINEAL FOOT

CONSIDERED INCIDENTAL TO OTHER CONSTRUCTION.

COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE

WITH AN APPROVED BOND BREAKER.

CONSTRUCTION JOINT CONTACT SURFACES ARE TO BE COATED

BETWEEN VERTICAL BARS AT A MINIMUM SPACING OF 20 FEET.

THE PERMISSIBLE CONSTRUCTION JOINTS ARE TO BE PLACED


MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


J40-46-06BARRIER RAIL DETAILS

END SECTION

CONCRETE BARRIER RAIL QUANTITIES

CONCRETE PLACEMENT SUMMARY

UNIT

L.F.CONCRETE BARRIER RAILING

BRIDGE LENGTH

0° SKEW




15° SKEW

30° SKEW

45° SKEW

70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0

STANDARD SECTION *

BRIDGE LENGTH 70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0

150'-0

150'-0

14.4

2.6

17.0

16.5

2.6

19.1

18.6

2.6

21.2

20.7

2.6

23.3

22.8

2.6

25.4

24.9

2.6

27.5

27.0

2.6

29.6

29.1

2.6

31.7

31.2

2.6

33.8

162.0

162.2

162.9

182.0

182.2

182.9

202.0

202.2

202.9

222.0

222.2

222.9

242.0

242.2

242.9

262.0

262.2

262.9

282.0

282.2

282.9

302.0

302.2

302.9

322.0

322.2

322.9

LENGTH"a"

6'-11

BRIDGE

70'

80'

90'

100'

110'

120'

130'

6'-10

7'-11

1'-2

1'-2ƒ

1'-3ƒ

1'-5

1'-6

1'-7•

1'-8ƒ5g1

5g2

1'-0

D=4ƒ

D=3ƒ

D=3ƒ

8‚ 1…

2'-

7

2'-

4

2'-

0ƒ

6‚

5Š

7

5•

5• 3ƒ

5‚

7‚

77‚

6‹

8‰

5g2 BARS

BENT BAR DETAILS

"a""a" + 1'-

3

1'-

10„

"D"= PIN DIAMETER.

NOTE: ALL DIMENSIONS ARE OUT TO OUT.

7'-1

7'-4

7'-6

7'-9

140'

150'

8'-2

8'-51'-11•

1'-10

164.5 184.5 204.5 224.5 244.5 264.5 284.5 304.5 324.5

SECTION BAR LOCATION SHAPE NO. LENGTH WEIGHT

VERTICAL

VERTICAL

LONGITUDINAL

5g1

5g2

5f1

(INCLUDE WITH SUPERSTRUCTURE REINFORCING)

5'-11

NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT

70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0BRIDGE LENGTH

NO. LENGTH WEIGHT

150'-0

SE

CTI

ON

ST

AN

DA

RD 136

36 35'-1

5'-11 963

54

5'-11

54

5'-11

54

5'-11

54

7'-9

5'-11

72

5'-11

72

8'-2

5'-11

72

5'-11

72

TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.) TOTAL (LBS.)

156

156

27'-5

176

176 7'-1

30'-9

196

196 7'-4

34'-1

216

216 7'-6

37'-5

236

236

31'-2

256

256

276

276

36'-2

296

296 8'-5

38'-8

136

6'-10 6'-11 7'-11969

33'-8

839

REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.

EPOXY REINFORCING STEEL-TWO BARRIER RAILS

1827

2598

2904

1832

1703

2351

2716

1832

1580

2114

2528

1832

1456

1908

2340

1832

1333

1690

2107

1832

1210

1499

1920

1832

1086

1300

1732

1832

1125

1544

1832

1317

1832

2 X B @ 0.1052 CU. YDS. PER FT.

4 @ 0.65 CU. YDS.

TOTAL (CU. YDS.)

BASED ON 45° SKEW BID LENGTHS.

CONCRETE QUANTITIES SHOWN ARE

* SEE J40-45-06 FOR DIMENSION "B".

4 END SECTIONS @ 458 LBS.

4957 5464 5950 6461 6962 7536 8054 8602 9161

RE

VIS

ED 07-09 -

WEI

GH

T

OF

EN

D

SE

CTI

ON

S

CH

AN

GE

D

AN

D IS

RE

FL

EC

TE

D I

N

TO

TA

L

WEI

GH

T.

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


J40-47-06BARRIER RAIL END SECTION

RE

VIS

ED 07-09 -

CH

AN

GE

D

SH

AP

E

OF 5c5-5c10

BA

RS.

2'-

10

4'-02'-01'-03

72'-

0

81'-8

1'-

10

3Ž

3Ž

7†

7†

5 TO 7

SLOPE

VERTICAL

7'-0 END SECTION

2'-

10

PART PLAN VIEW

1'-

7

1'-

7

2•

5

2'-01'-0 4'-0

1•

82

7•

PART ELEVATION VIEW

PART VIEW F-F

PART VIEW E-E

2• TO 24

OF WALL

SLOPE FACE

GUTTER LINE

| 1"½ HOLES

| 1"½ HOLES

WING

TOP OF

JOINT

CONSTRUCTION

BE INCLUDED IN PRICE BID FOR CONCRETE BARRIER RAILING.

PROVIDE 5 HOLES FORMED WITH 1"½ PLASTIC CONDUIT. COST TO

INTERSECTION

LINES OF

SECTION D-D.

SECTION B-B, SECTION C-C AND

CORNERS FOR VIEW A-A,

USED WHEN CONSTRUCTING THE

ARE TYPICAL AND SHALL BE

THE 10" RADIUS AND 1•" RADIUS

NOTE:

RAIL IS ROUGHENED CONCRETE.

TOP OF WING AND BARRIER

CONSTRUCTION JOINT BETWEEN

NOTE:

10

2'-

9†

2'-

10

2'-

07

3

VIEW A-A SECTION B-B SECTION D-D

2• 58

10

2

…

10

2'-

9†

2'-

10

2'-

07

3

SECTION C-C

2• 5

1'-

11

MI

N.

…

6c26c1

6c3 6c4

6c1

5d3

5c5-10

6c4

5c5-10

6c1

5d3

R=10"

R=1•"

6d1 6d2

1•

10 7•

1•

2

6d2

6d2

| 1"½ HOLES

10

10

4t1

POI

NT

S

OF I

NT

ER

SE

CTI

ON

POI

NT

S

OF I

NT

ER

SE

CTI

ON

3

7'-0 END SECTION

A B C D

FDC

BA

F

7'-0 END SECTION

2'-

10

81'-8

6c1

5c5-10

4t1

4t1

6c2

6c3

EE

6 @ 5‚= 2'-7•

3 @ 6=1'-6

1'-0• 1'-5•

1"½

HOLES

6d2

6d1

5d3

5c5-5c10

SPACING

6d

3‡

3‡

1'-

6

LEVEL OF 6d2 IN WING FOOTING.

4t1 PLACEMENT- 2 BARS EACH

NOTE:

3Ž

3Ž

6d2

1'-

62'-

3

MI

N.

29•

| 1"½ HOLES 6d2

6d1

JOINT

CONSTRUCTION

6d16d2

WI

NG

AB

UT.

3Ž

3Ž

8 8

4•

3‡2 @ 7•

2 @ 7•

= 1'-3

= 1'-3

2…

3•

2…

3•

8‚

8‚

WING

ABUT.

TOP OF

7'-0 END SECTION STANDARD RAIL

4'-0 ABUTMENT WING 3 @ 6

= 1'-6

66

6c4 6c4

6c4

SHEET FOR PLACEMENT.

STEEL. SEE WING ABUTMENT

ABUTMENT WING REINFORCING

TOP OF WING ARE THE

DASHED LINES BELOW THE

NOTE:

1'-1

1'-

1•

2•

BAR LOCATION SHAPE NO. LENGTH

6c1

6d1

6d2

VERTICAL VARIES

TOTAL WEIGHT (LBS.)

CONCRETE PLACEMENT SUMMARY SECTION TOTAL

BENT BAR DETAILS

D=4•

6

D=4•

EPOXY REINFORCING STEEL - ONE END SECTION

5c5-10

5d3

D = PIN DIAMETER.

NOTE: ALL DIMENSIONS ARE OUT TO OUT.

4

D=4•

6c2

6c3 VERTICAL

(INCLUDE WITH BARRIER RAIL REINFORCING)

0.65 CU. YD.

2'-

6

HORIZONTAL

HORIZONTAL

HORIZONTAL

BARRIER RAIL ONE END SECTION

10ƒ

11

2

D=3ƒ

4t1

4t1 VARIES

BAR "X"

5c6

5c7

5c8

5c9

5c10

5c5

0'-10‚

1'-0‚

6c2 & 6c3

6d2

6'-8

12

4

4

6

6

8

1

4 5

23

VERTICAL

WEIGHT

17

25

5'-10

81

4

458

0'-8•

3'-

96c4

6c1

6c1 & 6c4

6c4 VERTICAL 12 8'-0

4'-1

2'-10

5'-6 99

6'-9

60

1'-4

1'-2

0'-6•

VERTICAL

3'-9

0'-

11

&1̀'-

2•

2

EA.

2'-

6

6̀c2

3'-

9 6c3

ABUTMENT WING TIE BARS

(`TYP.``)

JOINT

CONSTR.

2'-

3

MI

N. (̀

TY

P.̀)

2'-

3

MI

N. (̀

TY

P.̀)

4•

3

4•

D=3ƒ

7

"X"

5c5-5c10

2'-

2

1'-3ˆ

1'-9

‰144

ABUTMENT SHEET.

ARE SHOWN ON THE WING

DETAILS FOR PLACEMENT

ABUTMENT WING. THE

TO BE PLACED WITH THE

2`-`6d2 AND 4t1 BARS ARE

THE 6c4, 6c3, 5c5-10,

NOTE:

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


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'-3

2`@`7•

= 1'-6

3`@`6

J40-48-06

JOINT

ROUGHENED6j1

PART SECTION D-D

1"

2

21'-0

4j3

1'-3

1• CLR.

6h1

(`TYP.`)

END SECTION END SECTION

1'-6 1'-0

4j2 TIES

4j3 TIES

EQ. SPA. @ 6"(`}`)

(`TYP. BETWEEN POSTS`)

6j1 (`TYP.`)

7'-0 7'-0

RAIL PANEL (`TYP.`)

2-4j3 TIES EACH END OF

3 4•

4t1

2'-

10

1'-

107

†7†

1'-88

3Ž

3Ž

1'-0

| 1"½ HOLES

2

2'-

8

1'-0

C

C

6d2

3 SPA. @ 3

1'-64j3 TIES

| END POST

| END POST

PART PLAN VIEW

ƒ"

PART ELEVATION VIEW

COATING

BREAKING

BOND

| INTERIOR POST (`TYP.`)

6h1 (`TYP.`)

4j4 (`END POST`)

4j2 (`INTERIOR POST`)

45° SKEW = 2'-2

30° SKEW = 2'-0

45° SKEW = 2'-2

30° SKEW = 2'-0

CONST. JT.

CONST. JT.

"A" = END TO END OPEN RAIL (`BID LENGTH`)

"B" = END TO END OF SLAB OPEN RAIL SECTION

TOP AND SIDES

JOINT SEALER ON

MIN. SPLICE

3'-6

81'-0

67'-0

81'-5•

67'-5•

82'-3

68'-3

91'-0

77'-0

92'-3

78'-3

101'-0

87'-0

102'-3

88'-3

121'-0

107'-0

121'-1‚

107'-1‚

122'-3

108'-3

131'-0

117'-0

132'-3

118'-3

141'-0

127'-0

142'-3

128'-3

151'-0

137'-0

151'-5•

137'-5•

152'-3

138'-3

161'-0

147'-0

161'-5•

147'-5•

162'-3

148'-3

91'-1‚

77'-1‚

91'-5•

77'-5•

101'-1‚

87'-1‚

101'-5•

87'-5•

111'-0

97'-0

111'-1‚

97'-1‚

111'-5•

97'-5•

112'-3

98'-3

131'-5•

117'-5•

151'-1‚

137'-1‚

161'-1‚

147'-1‚

81'-1‚

67'-1‚

121'-5•

107'-5•

131'-1‚

117'-1‚

141'-5•

127'-5•

141'-1‚

127'-1‚

70'-0|-| ABUT. BRG

0° 15° 30°

90'-0 100'-0 110'-0 120'-0 130'-0

0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30° 0° 15° 30°SKEW

A (`FT.-IN.`)

B (`FT.-IN.`)

OR

NU

MB

ER

DI

ME

NSI

ON

TABLE OF OPEN RAIL DIMENSIONS AND NUMBERS

80'-0 140'-0

0° 15° 30°

150'-0

0° 15° 30°45° 45° 45°45°45°45°45°45°45°

"C" POST SPACES @ "D"

D (`FT.-IN.`) 7'-9

8 8 8 8

7'-10• 7'-10• 7'-11‰ 7'-11‡

10 10 10 10 11 11 11 11

7'-3† 7'-3ƒ 7'-4‰ 7'-4• 7'-6Œ 7'-6• 7'-7ˆ 7'-7Œ

12 12 12 12 13 13 13 13 15 15 15 15

7'-9„ 7'-9‹ 7'-9• 7'-11ˆ 7'-11‰ 7'-11• 7'-11• 7'-6… 7'-6• 7'-6ƒ 7'-7„

16 16 16 16 17 17 17 17 18 18 18 18

7'-8‚ 7'-8Š 7'-8† 7'-8• 7'-9‡ 7'-9• 7'-10‰ 7'-10• 7'-11Š 7'-11… 7'-11† 7'-11•

C

1'-0

2'-

0

1•

CL

R.

4j2 6j1

2(̀

TY

P.̀)

6j1 (`TYP.`)

INTERIOR POST DETAILS

3

EQ.

SP

A.

1'-0

1•

CL

R.

4j4 6j1

2

END POST DETAILS

(̀T

YP.̀)

6j1 (`TYP.`)

3'-

0

4

EQ.

SP

A.

2'-

8

OPEN RAIL`)

(`REQUIRED AT ENDS OF

ELEVATION OF OPEN RAIL LAYOUT BID FOR CONCRETE OPEN RAILING.

CONDUIT. COST TO BE INCLUDED IN PRICE

PROVIDE 5 HOLES FORMED WITH 1"½ PLASTIC

(`TL-4`)

OPEN RAIL DETAILS

VA

RI

AB

LE

6d2

VIEW A-A

8

6d2

1'-

6

6c2

6d1

6c3

6d1

SECTION B-B

10

6d2

4c4

6d2

2'-

3

MI

N.

2

2

1'-

62'-

3

MI

N. (T

YP)

3

WING

ABUT.

TOP OF

1• 1•

1"½ HOLES

D

D

A B C

A B C

PART PLAN VIEW

1•

5

= 2'-7•

6 SPA. @ 5‚

=`2'-6

5 SPA. @ 6

6d1 6d2

6 6

= 2'-7•

6 @ 5‚

PART PLAN SECTION

6d1 BACK FACE

6d2 FRONT FACE

(`TYP.`)

‚" MIN.

COATING

OF BOND BREAKING

INDICATES AREA

HATCHED AREA

EDGE OF POST

| POST

6d2

SECTION C-C

1'-1

6d2

6

6c1

4t1

(TYP.)

JOINT

CONSTR.

1•

3‡

3Ž

3Ž

6‚

73‚

4c5

2'-

10

SLAB

BRIDGE

TOP OF

6c4

6c1,

6d1

6c1

6c2

6c3

DETAIL RAIL CHAMFER

GAP (`ƒ" MAX.`)

PERMISSIBLE

1'-

01'-

8

1'-

01'-

8

RE

VIS

ED 11-08 -

CH

AN

GE

D

EN

D

SE

CTI

ON

SH

AP

E

AN

D

REI

NF

OR

CE

ME

NT. R

AIL

DE

PT

H

CH

AN

GE

D

TO 1'-

8.

JOINT DETAILS AT END SECTION

11-08

(TYP. EACH POST)TOP AND SIDESCHAMFER RAIL ƒ"

(`TYP.`)

BEVELED KEYWAY

1" x 4 x 1'-0

OPTIONAL JOINT

15° SKEW = 2'-0

0° SKEW = 2'-0

15° SKEW = 2'-0

0° SKEW = 2'-0

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


10ƒ

2'-0 2'-2•

3

1'-7•1ƒ

10† 1'-7‚

J40-49-06

BAR LOCATION SHAPE NO. LENGTH WEIGHT

TOTAL (`LBS.`)

6h1 LONGITUDINAL OPEN RAIL

6j1 VERTICAL DOWELS OPEN RAIL

4j2

4j3 HOOPS OPEN RAIL

4t1 WING FOOTING TIE BARS

4'-6

4'-8

5'-5

VARIES

4j4 HOOPS END POSTS

HOOPS INTERIOR POSTS

6'-5

NO. LENGTH WEIGHT

70'-0 80'-0 90'-0 100'-0 120'-0 130'-0 140'-0 150'-0110'-0

NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT NO. LENGTH WEIGHT

16 21

24 36 36 36 36 48 48 48 6035'-9 28'-4 31'-8 35'-0 38'-4 32'-2 34'-8 37'-2 32'-5

152

112

1027

349

4'-7

32

767

137

4494'-8

5'-5

4'-8

4994'-8

5'-5

549

5'-5

599

5'-5

698

5'-5

748

5'-5

798

5'-5

848

5'-5

184

144

200

160

4'-9

4'-8 4'-8 4'-8

5'-1

4'-8

5'-2

4'-8

5'-3

4'-8

216

176

232

192

264

224

280

240

296

256

312

272

212

32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137 32 6'-5 137

244 290 316 342 394 420 446 472

VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21 VARIES16 21

REINFORCING QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.

883

1289 1532 1712

1267 1402 1541 1684 1950 2138 2297 2460

12371143 1426 1520 1614

1893

17081049

2073 2319 2499 29212680

5100 5799 6330 6794 7261 8061 8573 9057(`INCLUDE WITH SUPERSTRUCTURE REINFORCING`)

70'-0 110'-0 120'-0 130'-0

END SECTION 4 @ 0.687 CU. YDS.

CONCRETE PLACEMENT QUANTITIES NOTE: THESE VALUES TO BE USED FOR ALL SKEWS.

TOTAL CU. YDS.

80'-0 90'-0 100'-0 140'-0 150'-0

BENT BAR DETAILS

UNIT

L.F.0° SKEW

L.F.

L.F.

L.F.

15° SKEW

30° SKEW

45° SKEW

BRIDGE LENGTH 70'-0 80'-0 90'-0 100'-0 110'-0 120'-0 130'-0 140'-0 150'-0

162.0

162.2

162.9

182.0

182.2

182.9

202.0

202.2

202.9

222.0

222.2

222.9

242.0

242.2

242.9

262.0

262.2

262.9

282.0

282.2

282.9

302.0

302.2

302.9

322.0

322.2

322.9

164.5 184.5 204.5 224.5 244.5 264.5 284.5 304.5 324.5

*STANDARD SECTION CU. YDS.

* CONCRETE QUANTITIES SHOWN ARE BASED ON 45° SKEW BID LENGTHS.

2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8

BRIDGE LENGTH

BRIDGE LENGTH

EPOXY REINFORCING STEEL-TWO OPEN RAILS

OPEN RAIL NOTES:

CONCRETE OPEN RAIL QUANTITIES

CONCRETE OPEN RAILING, TL-4



CONCRETE OPEN RAILING, TL-4(`TL-4`)

OPEN RAIL DETAILS

4'-10 4'-11

6j1 BARS

LENGTH"a"BRIDGE

70' 3'-6 4'-6

80'

90'

100'

110'

120'

130'

140'

150'

3'-7

3'-8

3'-9

3'-10

3'-11

4'-1

4'-2

4'-3

4'-7

4'-8

4'-9

4'-10

4'-11

5'-1

5'-2

5'-3

D=2

4t1

0'-

11

&1̀'-

2•

8

EA.

D=4•

6c2 & 6c3

2'-

6

6̀c2

3'-

9 6c3 4

D=2

4c4 & 4c5

1'-

0 D=4•

6j1

"a"

9

4•

4•

D=2

4j2, 4j3, 4j4

9

1'-0

4j2

4j4

4j3

1'-

2•

4j2

4j4

4j3

2'-

1

1'-

4

6d2

6d1 HORIZONTAL

HORIZONTAL 32 324

24 2406'-8

6d2

D = PIN DIAMETER

ARE OUT TO OUT.

NOTE: ALL DIMENSIONS

6'-9

6c2

6c1

16

96

4c4

6c3

20

16 4'-1

4c5

VERTICAL

VERTICAL

VERTICAL

16

4'-11

2'-10

2'-10

709

68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

32 324

24 2406'-8

6'-9

16

20

16 4'-1

16

2'-10 68

98

VERTICAL HOOPS

VERTICAL HOOPS 3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

2'-10

3'-1

38

33

9605

96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709 96 4'-11 709

1'-

2

6

9

4c4

4c5

D=4•

12.2 14.0 15.7 17.4 19.1 21.0 22.7 24.4 26.0

15.0 16.8 18.5 20.2 21.9 23.8 25.5 27.2 28.8

4•

D=2

3

4•

RE

VIS

ED 07-09 -

NU

MB

ER

OF 6d1

&

6d2

BA

RS

CH

AN

GE

D

AN

D IS

RE

FL

EC

TE

D I

N

TH

E

WEI

GH

T

CH

AN

GE

S.

THE COST OF THE RAILING.

WORK TO DO THE INSTALLATION IS CONSIDERED INCIDENTAL TO

JUNCTION BOXES AND FITTINGS INCLUDING LABOR AND ANY ADDITIONAL

IF CONDUIT IS REQUIRED IN THIS PLAN THE RIGID STEEL CONDUIT,

| GRADE.

TOP OF THE OPEN RAIL IS TO BE PARALLEL TO THEORETICAL

CERTIFICATION IS REQUIRED.

CAULKING SEALER MARKETED FOR OUTDOOR USE. NO TESTING OR

THE JOINT SEALER SHALL BE LIGHT GRAY NONSAG LATEX


ALL OPEN RAIL CONCRETE IS TO BE CLASS C.

THESE PLANS AND CURRENT SPECIFICATIONS.

AND LABOR REQUIRED TO CONSTRUCT THE RAIL IN ACCORDANCE WITH

MATERIAL, EXCLUDING REINFORCING STEEL, AND ALL OF THE EQUIPMENT

RAILING, TL-4" SHALL BE FULL COMPENSATION FOR FURNISHING ALL

CONTRACT PRICE PER LINEAL FOOT. PRICE BID FOR "CONCRETE OPEN

FEET OF OPEN RAIL INSTALLED WILL BE PAID FOR AT THE

BASIS MEASURED FROM END TO END OF RAIL. THE NUMBER OF LINEAL

THE CONCRETE OPEN RAIL IS TO BE BID ON A LINEAL FOOT

INCIDENTAL TO OTHER CONSTRUCTION.

COST OF THE JOINT SEALER AND BOND BREAKER SHALL BE CONSIDERED


MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR

07-2016

RE

VIS

ED 07-2016 -

RE

MO

VE

D

OP

EN

RAIL

NO

TE

ST

ATI

NG "A

LL

OP

EN

RAIL

REI

NF

OR

CI

NG

ST

EE

L IS

TO

BE I

NC

LU

DE

D

WIT

H

TH

E

SU

PE

RS

TR

UC

TU

RE

REI

NF

OR

CI

NG

ST

EE

L."

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

07-09


SUBDRAIN DETAILS J40-50-06

OUTLET DETAILS

MIN.DRILLED HOLES

FOR ATTACHMENT

PIN

TOP VIEW FRONT VIEW

GUARD DETAILS

REMOVABLE RODENT

ONE OF THE TWO FOLLOWING WAYS.

PIPE IS USED, THE PIPES SHOULD BE COUPLED IN

OUTLET WITH AN APPROPRIATE COUPLER. IF METAL

CORRUGATED DOUBLE-WALLED PE OR PVC PIPE

6"½ CORRUGATED METAL PIPE OUTLET, OR 4"½

SEAL THE ENTIRE OPENING WITH GROUT.

THE 6"½ METAL OUTLET PIPE, THEN FULLY

2. INSERT 1'-0 OF THE 4"½ SUBDRAIN INTO

OF 1'-0 INTO CMP.

( COUPLER MUST BE INSERTED A MINIMUM

1. USE AN INSIDE FIT REDUCER COUPLER

MATERIALS I.M. 443.01

GUARD. SEE

REMOVABLE RODENT

TUBING)

CORRUGATED

(POLYETHYLENE

SUBDRAIN

4"½ PERFORATED

6'-0

2

ABUTMENT FACE

FORESLOPE

OF SUBDRAIN OUTLET

TYPICAL SECTION

( IF REQUIRED )

SLOPE PROTECTION

SITUATION PLAN

TOE OF SLOPE | BRIDGE

PROTECTION LAYOUT 0° SKEW PROTECTION LAYOUT SKEWED

REFER TO SITUATION PLAN FOR NORTH ARROW.

SUBDRAIN

OUTLET

SUBDRAIN

OUTLET

SUBDRAIN

OUTLET

4"½ PERFORATED

SUBDRAIN TO BE

SLOPED DOWNWARD

FROM THE | OF

ROADWAY AND

UNDERNEATH THE

SLOPE PROTECTION

AND OUTLET AS

INDICATED. RATE

OF SLOPE SHALL

NOT BE FLATTER

THAN 2%

SHEET J40-51-06

SEE DETAILS ON

OUTLET

SUBDRAIN

RE

VIS

ED 11-08 -

RE

MO

VE

D

GR

AN

UL

AR

BA

CKFIL

L

DE

TAILS.

11-08

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006


MIN. MIN.

NO

MI

NA

L

22

3'-0} MAX.

4

6 6

EDGING DETAILS

4" x 6" TREATED TIMBER

SURFACE OF TREATED TIMBER.

VERTICALLY TO •" (}) BELOW TOP

OR REBAR. DRIVE PIN OR REBAR

| †"½ HOLES FOR •"½ x 1'-6 STEEL PIN

J40-51-06DETAILS

WING ARMORING

SUBDRAIN NOTES:

THE BRIDGE BERM FORESLOPE SHALL BE COMPACTED AND SHAPED AS SHOWN ON

THE MACADAM STONE SHALL BE DEPOSITED, SPREAD, CONSOLIDATED AND SHAPED BY

MECHANICAL OR HAND METHODS THAT WILL PROVIDE UNIFORM DEPTH AND DENSITY AND

PROVIDE UNIFORM SURFACE APPEARANCE.

FORESLOPE SHALL BE FIRM WHEN THE ENGINEERING FABRIC AND MACADAM STONE

ARE PLACED.

THESE PLANS, THE SITUATION PLAN AND AS DIRECTED BY THE ENGINEER. THE BERM

ARMORING AS SHOWN ON THESE PLANS.

COSTS OF ALL MATERIAL AND LABOR TO CONSTRUCT THE WING

TO THE BID ITEM "STRUCTURAL CONCRETE (BRIDGE)" AND SHALL INCLUDE

PAYMENT FOR THE BRIDGE WING ARMORING SHALL BE INCIDENTAL

MACADAM STONE WING ARMORING NOTES:

BID FOR "STRUCTURAL CONCRETE (BRIDGE)". NO EXTRA PAYMENT WILL BE MADE.

BACKFILL, POROUS BACKFILL, AND SUBDRAIN OUTLET IS TO BE INCLUDED IN THE PRICE

THE COST OF FURNISHING AND PLACING SUBDRAIN (INCLUDING EXCAVATION), GRANULAR

DUE TO FIELD ADJUSTMENTS OF THE GRADING LAYOUT.

REQUIRED LENGTHS AND GENERAL LOCATIONS OF SUBDRAINS ARE SUBJECT TO CHANGE

GRADING LAYOUT OF BRIDGE BERMS. THE DIMENSIONS SHOWN ARE FOR ESTIMATING ONLY.

THE DIMENSIONS SHOWN FOR THE PROPOSED SUBDRAINS ARE BASED ON THE PROPOSED

SHALL CONSIST OF A 6'-0 LENGTH OF PIPE WITH A REMOVABLE RODENT GUARD.

4143.01, B, OF THE STANDARD SPECIFICATIONS. THE SUBDRAIN OUTLET

SUBDRAINS SHALL BE 4" IN DIAMETER AND BE IN ACCORDANCE WITH ARTICLE

THE BRIDGE CONTRACTOR IS TO INSTALL SUBDRAINS BEHIND THE ABUTMENT. THE

ALL SUBDRAINS AND SUBDRAIN OUTLETS REQUIRED FOR THIS STRUCTURE.

SEE J40-50-06 AND "SITUATION PLAN" SHEETS FOR DETAILS OF PLACING

4196.01, B, 3, OF THE STANDARD SPECIFICATIONS.

UNDERLAYED WITH ENGINEERING FABRIC AND BE IN ACCORDANCE WITH ARTICLE

NOTED IN THE PLANS. THE MACADAM STONE AT THESE LOCATIONS SHALL BE

FOOTING. THIS IS TYPICAL AT EACH CORNER OF THE BRIDGE UNLESS OTHERWISE

MACADAM STONE SHALL BE PLACED ALONG THE SIDE OF THE WING AND ABUTMENT

ON TOP AND STAPLED FOR CONTINUITY.

BE A MINIMUM OF ONE FOOT IN LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE

STANDARD SPECIFICATIONS. IF THE ENGINEERING FABRIC IS LAPPED THE LAPS SHALL

THE ENGINEERING FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE 4196.01, B, 3, OF THE

STANDARD SPECIFICATIONS FOR COARSE MATERIAL ( NO CHOKE STONE IS ALLOWED`).

THE MACADAM STONE SHALL BE IN ACCORDANCE WITH ARTICLE 4122.02, OF THE

WITH SECTION 4161, OF THE STANDARD SPECIFICATIONS.

REQUIREMENTS FOR GUARDRAIL POSTS, SAWED FOUR SIDES, AND BE IN ACCORDANCE

WOOD PRESERVATIVE TREATMENT FOR THE TIMBER EDGING SHALL MEET THE

TOP VIEW OF WING ARMORING

3'-

0

FOOTING

FACE OF ABUTMENT

OUTLET

SUBDRAIN

SUBDRAIN

TIMBER EDGING

4" x 6" TREATED

( 6" THICKNESS`)

MACADAM STONE

IN THIS PLAN FOR SUBDRAIN LENGTH

REFER TO "SUBDRAIN DETAILS" SHEET

PROFILE VIEW OF WING ARMORING

WINGWALL SUBDRAIN

SLOPE PROTECTION

ABUTMENT FOOTING

BARRIER RAIL

ENGINEERING FABRIC

( 6" THICKNESS`)

MACADAM STONE

A

A

SURFACE

GRADING

2'-0

SECTION A-A

6

REBAR

PIN OR

WINGWALL

4% SLOPE

FABRIC

ENGINEERING

3'-0

( 6" THICKNESS`)

MACADAM STONE

UNDERMINING

BURIED 6" TO PREVENT

ENDS ARE TO BE

ENGINEERING FABRIC

RE

VIS

ED 09-14 -

TH

E

AR

EA

OF

MA

CA

DA

M

ST

ON

E

WA

S

EX

TE

ND

ED 2'-

0 I

N

FR

ON

T

OF

TH

E

BRI

DG

E

WI

NG.

09-14

LA

TE

ST

RE

VISI

ON

DA

TE

AP

PR

OV

ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE

NOVEMBER, 2006

~ ~ ~ ~ ~ ~ ~

~~~~~~

~

~ ~

~

~

~

~

~ ~

.

.

.

.. .

.

..

..

.

...

..

.

..

..

.

..

.

. .

..

.

.

..

.

.

..

.

..

.

.

..

.

~~ ~

~ ~

.

..

.

.

. .. .

.


THIS STRUCTURE.

SHOWN ON THIS SHEET WHICH ARE PERTINENT TO

SEE SUBDRAIN DETAILS SHEET FOR DETAILS NOT

NOTE:

DETAILS

ABUTMENT BACKFILL

| ABUT. BRG.

2'-2

2'-2

OF ABUTMENT

BACK FACE

EXCAVATION

OF TRENCH FOR

LIMIT OF BOTTOM

TOE OF SLOPE &

GEOTEXTILE FABRIC

TOP SLOPE OF

GEOTEXTILE FABRIC

TOP SLOPE OF

LI

MIT

S

OF

TO

P

SL

OP

E

OF

GE

OT

EX

TIL

E

FA

BRIC

AL

ON

G

AB

UT

ME

NT

LI

MIT

S

OF

BO

TT

OM

OF

TR

EN

CH

AL

ON

G

AB

UT

ME

NT

ROADWAY

| APPROACH

4"½ SUBDRAIN

BRIDGE APPROACH PAVEMENT

A A

ABUTMENT WING

ABUTMENT WING

2'-2

(TYP.)

1'-

6

1'-

6

OF GEOTEXTILE FABRIC

SHADED AREA SHOWS LIMITS

NOTE:

ABUTMENT PLAN

DECEMBER, 2008

ABUTMENT BACKFILL PROCESS:

FOR 0° SKEWS

J40-52-06

TO FACE OF ABUTMENT FOOTING AND WINGS.

NOTE: GEOTEXTILE FABRIC WILL BE ATTACHED

`TO 2% SUBDRAIN SLOPE.

*`DIMENSION VARIES DUE

SECTION A-A

ELEV.

SUBGRADE

1

2•

2'-2

1'-

0

4"½`SUBDRAIN

1

1

4% SLOPE

1"} MIN.`*

FA

BRIC

LI

MIT

S

FABRIC LIMITS

GEOTEXTILE

GE

OT

EX

TIL

E

2'-

0

BACKFILL

POROUS

3'-0 BERM

2'-

0

FOOTING

ABUTMENT 3'-0

2'-

0

EXCAVATION

FOR CLASS 20

PAY LIMITFOOTING

ABUTMENT

FRONT FACE

BACKFILL DETAILS

BETWEEN WINGS

FLOODABLE BACKFILL

CONSTRUCTION.

STARTING ABUTMENT

THIS LINE BEFORE

TO BE COMPLETED TO

(GRADING SURFACES) ARE

APPROACH FILLS,

AT ONE END OF THE ABUTMENT.

SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM HIGH END WHEN OUTLETTING

OUTLETTING BOTH SIDES OF THE ABUTMENT.

SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM | APPROACH ROADWAY WHEN

NOTE:

STAPLED FOR CONTINUITY.

LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE ON TOP AND

FABRIC IS LAPPED THE LAPS SHALL BE A MINIMUM OF ONE FOOT IN

4196.01, B, 6 OF THE STANDARD SPECIFICATIONS. IF THE ENGINEERING

THE GEOTEXTILE FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE

INCLUDED IN THE CONTRACT UNIT PRICE BID FOR STRUCTURAL CONCRETE.

BACKFILL, AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS SHALL BE

THE COST OF WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE

MEASURED SEPARATELY FOR PAYMENT.

AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS WILL NOT BE

WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE BACKFILL,

UNTIL THE REQUIRED FULL THICKNESS OF THE ABUTMENT BACKFILL HAS BEEN COMPLETED.

FLOODABLE BACKFILL LIFT PLACEMENT, FLOODING, AND COMPACTION SHALL PROGRESS

FOR 5 MINUTES WITHIN EACH INCREMENT.

DIAMETER HOSE SHOULD BE SPRAYED IN SUCCESSIVE 6-FOOT TO 8-FOOT INCREMENTS

FABRIC. TO ENSURE UNIFORM SURFACE FLOODING, WATER RUNNING FULL IN A 2-INCH

THE SUBDRAIN AND PROGRESS TO THE LOW POINT WHERE THE SUBDRAIN EXITS THE

START SURFACE FLOODING FOR EACH FLOODABLE BACKFILL LIFT AT THE HIGH POINT OF

THAN 2 FEET OF THICKNESS.

COMPACTION TO ENSURE FULL CONSOLIDATION. LIMIT THE LOOSE LIFTS TO NO MORE

BE PLACED IN INDIVIDUAL LIFTS, SURFACE FLOODED, AND COMPACTED WITH VIBRATORY

IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. THE FLOODABLE BACKFILL SHALL

FLOODING, AND VIBRATORY COMPACTION. THE FLOODABLE BACKFILL MATERIAL SHALL BE

THE REMAINING WORK INVOLVES BACKFILLING WITH FLOODABLE BACKFILL, SURFACE

POROUS BACKFILL IS THEN PLACED AND LEVELED, NO COMPACTION IS REQUIRED.

THE ABUTMENT WING WALL.

THE FABRIC AT THE POINT WHERE THE SUBDRAIN EXITS THE FABRIC NEAR THE END OF

FABRIC AT THE TOE OF THE REAR EXCAVATION SLOPE. A SLOT WILL NEED TO BE CUT IN

WHEN THE FABRIC IS IN PLACE, THE SUBDRAIN SHALL BE INSTALLED DIRECTLY ON THE

AGAINST THE EXCAVATION FACE SHALL BE PINNED.

AND SECURED TO THE CONCRETE WITH SHALLOW CONCRETE NAILS. THE FABRIC PLACED

THE FABRIC SHALL BE ATTACHED TO THE ABUTMENT BY USING LATH FOLDED IN THE FABRIC

FABRIC PLACED SHALL OVERLAP APPROXIMATELY 1 FOOT AND SHALL BE PINNED IN PLACE.

PLACEMENT AS SHOWN IN THE "BACKFILL DETAILS" ON THIS SHEET. THE STRIPS OF THE

APPROXIMATELY 1 TO 2 FOOT HIGHER THAN THE HEIGHT OF THE POROUS BACKFILL

BACKWALL, ABUTMENT WING WALLS, AND EXCAVATION FACE TO A HEIGHT THAT WILL BE

IN THE BASE OF THE EXCAVATION AND EXTENDED VERTICALLY UP THE ABUTMENT

ACCORDANCE WITH THE DETAILS SHOWN. THE FABRIC IS INTENDED TO BE INSTALLED

AFTER THE SUBGRADE HAS BEEN SHAPED, THE GEOTEXTILE FABRIC SHALL BE INSTALLED IN

INSTALLATION OF THE GEOTEXTILE AND BACKFILL MATERIAL.

OF THE SUBDRAIN OUTLET. THIS EXCAVATION SHAPING IS TO BE DONE PRIOR TO BEGINNING

4% SLOPE AWAY FROM THE ABUTMENT FOOTING AND A 2% CROSS SLOPE IN THE DIRECTION

THE BASE OF THE EXCAVATION SUBGRADE BEHIND THE ABUTMENT IS TO BE GRADED WITH A

07-2016

"BR" BRIDGE APPROACH PAVEMENT STANDARD

MODIFIED SUBBASE, SEE APPLICABLE

RE

VIS

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LA

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VISI

ON

DA

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AP

PR

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ED

BY

BRI

DG

E

EN

GI

NE

ER

Highway Division


SLAB BRIDGES

CONTINUOUS CONCRETE


~ ~ ~ ~ ~ ~ ~

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LA

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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

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AB

UT

ME

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MIT

S

OF

BO

TT

OM

OF

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AL

ON

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AB

UT

ME

NT

BRIDGE APPROACH PAVEMENT

ABUTMENT WING

ABUTMENT WING

ROADWAY

| APPROACH

| ABUT. BRG.

OF ABUTMENT

BACK FACE

EXCAVATION

OF TRENCH FOR

LIMIT OF BOTTOM

TOE OF SLOPE &

GEOTEXTILE FABRIC

TOP SLOPE OF

GEOTEXTILE FABRIC

TOP SLOPE OF

4"½ SUBDRAIN

2'-2

A

A

(TYP.)

1'-

6

1'-

6

OF GEOTEXTILE FABRIC

SHADED AREA SHOWS LIMITS

NOTE:

DETAILS

ABUTMENT BACKFILL

J40-53-06FOR 15°, 30°, & 45° SKEWS

"W" DIMENSIONSKEW DIMENSION

15°

30°

45°

2'-6

2'-2‡

3'-0ƒ

TO FACE OF ABUTMENT FOOTING AND WINGS.

NOTE: GEOTEXTILE FABRIC WILL BE ATTACHED

`TO 2% SUBDRAIN SLOPE.

*`DIMENSION VARIES DUE

SECTION A-A

ELEV.

SUBGRADE

1

2•

2'-2

1'-

0

4"½`SUBDRAIN

1

1

4% SLOPE

1"} MIN.`*

FA

BRIC

LI

MIT

S

FABRIC LIMITS

GEOTEXTILE

GE

OT

EX

TIL

E

2'-

0

BACKFILL

POROUS

3'-0 BERM

2'-

0

FOOTING

ABUTMENT 3'-0

2'-

0

EXCAVATION

FOR CLASS 20

PAY LIMITFOOTING

ABUTMENT

FRONT FACE

BACKFILL DETAILS

BETWEEN WINGS

FLOODABLE BACKFILL

CONSTRUCTION.

STARTING ABUTMENT

THIS LINE BEFORE

TO BE COMPLETED TO

(GRADING SURFACES) ARE

APPROACH FILLS,

DECEMBER, 2008

AT ONE END OF THE ABUTMENT.

SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM HIGH END WHEN OUTLETTING

OUTLETTING BOTH SIDES OF THE ABUTMENT.

SUBDRAIN SHALL SLOPE DOWNWARD 2% FROM | APPROACH ROADWAY WHEN

NOTE:

STAPLED FOR CONTINUITY.

LENGTH, SHINGLE FASHION WITH UP SLOPE LAP PIECE ON TOP AND

FABRIC IS LAPPED THE LAPS SHALL BE A MINIMUM OF ONE FOOT IN

4196.01, B, 6 OF THE STANDARD SPECIFICATIONS. IF THE ENGINEERING

THE GEOTEXTILE FABRIC SHALL BE IN ACCORDANCE WITH ARTICLE

INCLUDED IN THE CONTRACT UNIT PRICE BID FOR STRUCTURAL CONCRETE.

BACKFILL, AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS SHALL BE

THE COST OF WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE

MEASURED SEPARATELY FOR PAYMENT.

AND GEOTEXTILE FABRIC FURNISHED AT THE BRIDGE ABUTMENTS WILL NOT BE

WATER REQUIRED FOR FLOODING, SUBDRAINS, POROUS BACKFILL, FLOODABLE BACKFILL,

UNTIL THE REQUIRED FULL THICKNESS OF THE ABUTMENT BACKFILL HAS BEEN COMPLETED.

FLOODABLE BACKFILL LIFT PLACEMENT, FLOODING, AND COMPACTION SHALL PROGRESS

FOR 5 MINUTES WITHIN EACH INCREMENT.

DIAMETER HOSE SHOULD BE SPRAYED IN SUCCESSIVE 6-FOOT TO 8-FOOT INCREMENTS

FABRIC. TO ENSURE UNIFORM SURFACE FLOODING, WATER RUNNING FULL IN A 2-INCH

THE SUBDRAIN AND PROGRESS TO THE LOW POINT WHERE THE SUBDRAIN EXITS THE

START SURFACE FLOODING FOR EACH FLOODABLE BACKFILL LIFT AT THE HIGH POINT OF

THAN 2 FEET OF THICKNESS.

COMPACTION TO ENSURE FULL CONSOLIDATION. LIMIT THE LOOSE LIFTS TO NO MORE

BE PLACED IN INDIVIDUAL LIFTS, SURFACE FLOODED, AND COMPACTED WITH VIBRATORY

IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. THE FLOODABLE BACKFILL SHALL

FLOODING, AND VIBRATORY COMPACTION. THE FLOODABLE BACKFILL MATERIAL SHALL BE

THE REMAINING WORK INVOLVES BACKFILLING WITH FLOODABLE BACKFILL, SURFACE

POROUS BACKFILL IS THEN PLACED AND LEVELED, NO COMPACTION IS REQUIRED.

THE ABUTMENT WING WALL.

THE FABRIC AT THE POINT WHERE THE SUBDRAIN EXITS THE FABRIC NEAR THE END OF

FABRIC AT THE TOE OF THE REAR EXCAVATION SLOPE. A SLOT WILL NEED TO BE CUT IN

WHEN THE FABRIC IS IN PLACE, THE SUBDRAIN SHALL BE INSTALLED DIRECTLY ON THE

AGAINST THE EXCAVATION FACE SHALL BE PINNED.

AND SECURED TO THE CONCRETE WITH SHALLOW CONCRETE NAILS. THE FABRIC PLACED

THE FABRIC SHALL BE ATTACHED TO THE ABUTMENT BY USING LATH FOLDED IN THE FABRIC

FABRIC PLACED SHALL OVERLAP APPROXIMATELY 1 FOOT AND SHALL BE PINNED IN PLACE.

PLACEMENT AS SHOWN IN THE "BACKFILL DETAILS" ON THIS SHEET. THE STRIPS OF THE

APPROXIMATELY 1 TO 2 FOOT HIGHER THAN THE HEIGHT OF THE POROUS BACKFILL

BACKWALL, ABUTMENT WING WALLS, AND EXCAVATION FACE TO A HEIGHT THAT WILL BE

IN THE BASE OF THE EXCAVATION AND EXTENDED VERTICALLY UP THE ABUTMENT

ACCORDANCE WITH THE DETAILS SHOWN. THE FABRIC IS INTENDED TO BE INSTALLED

AFTER THE SUBGRADE HAS BEEN SHAPED, THE GEOTEXTILE FABRIC SHALL BE INSTALLED IN

INSTALLATION OF THE GEOTEXTILE AND BACKFILL MATERIAL.

OF THE SUBDRAIN OUTLET. THIS EXCAVATION SHAPING IS TO BE DONE PRIOR TO BEGINNING

4% SLOPE AWAY FROM THE ABUTMENT FOOTING AND A 2% CROSS SLOPE IN THE DIRECTION

THE BASE OF THE EXCAVATION SUBGRADE BEHIND THE ABUTMENT IS TO BE GRADED WITH A

RE

VIS

ED 09-14 -

TH

E

TE

CH

NIC

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SP

ECIFIC

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ON

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THIS I

NF

OR

MA

TI

ON.

RE

VIS

ED 07-2016 -

CH

AN

GE

D

TH

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BRI

DG

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AP

PR

OA

CH P

AV

EM

EN

T

ST

AN

DA

RD

TO "B

R" (W

AS "R

K).

"BR" BRIDGE APPROACH PAVEMENT STANDARD

MODIFIED SUBBASE, SEE APPLICABLE

07-2016

J40-06 CONTINUOUS CONCRETE SLAB BRIDGE … J40-06 BRIDGE STANDARDS, IF PROPERLY USED, PROVIDE THE...

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Transcript of J40-06 CONTINUOUS CONCRETE SLAB BRIDGE … J40-06 BRIDGE STANDARDS, IF PROPERLY USED, PROVIDE THE...