MICHIGAN DEPARTMENT OF...

MICHIGAN DEPARTMENT OF TRANSPORTATION

BRIDGE DESIGN GUIDES

Engineering Manual Preamble

This manual provides guidance to administrative, engineering, and technical staff. Engineering practice requires that professionals use a combination of technical skills and judgment in decision making. Engineering judgment is necessary to allow decisions to account for unique site-specific conditions and considerations to provide high quality products, within budget, and to protect the public health, safety, and welfare. This manual provides the general operational guidelines; however, it is understood that adaptation, adjustments, and deviations are sometimes necessary. Innovation is a key foundational element to advance the state of engineering practice and develop more effective and efficient engineering solutions and materials. As such, it is essential that our engineering manuals provide a vehicle to promote, pilot, or implement technologies or practices that provide efficiencies and quality products, while maintaining the safety, health, and welfare of the public. It is expected when making significant or impactful deviations from the technical information from these guidance materials, that reasonable consultations with experts, technical committees, and/or policy setting bodies occur prior to actions within the timeframes allowed. It is also expected that these consultations will eliminate any potential conflicts of interest, perceived or otherwise. MDOT Leadership is committed to a culture of innovation to optimize engineering solutions.

The National Society of Professional Engineers Code of Ethics for Engineering is founded on six fundamental canons. Those canons are provided below.

Engineers, in the fulfillment of their professional duties, shall:

1. Hold paramount the safety, health, and welfare of the public. 2. Perform Services only in areas of their competence. 3. Issue public statement only in an objective and truthful manner. 4. Act for each employer or client as faithful agents or trustees. 5. Avoid deceptive acts. 6. Conduct themselves honorably, reasonably, ethically and lawfully so as to

enhance the honor, reputation, and usefulness of the profession.

1. M

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PREFACE TO MICHIGAN DEPARTMENT OF TRANSPORTATION


These Guides have been developed to serve as an aid for designing and detailing bridges in Michigan. The intent is to provide consistency in office practice and interpretation of the current AASHTO Specifications. It is recognized that these Guides cannot always be up to date nor apply to all situations and that judgment must be used at times. The Guides contained herein are to be used for reference only. When using details on plans, designers and detailers shall confirm that dimensions and notes are appropriate for job specific situations. Every attempt will be made to keep these files current but it is the responsibility of the designer and/or detailer to insure that all details and notes are the most current and according to the appropriate specifications.

1.00.00

MICHIGAN DEPARTMENT OF TRANSPORTATION BRIDGE DESIGN GUIDES

TABLE OF CONTENTS

SECTION 1 - MISCELLANEOUS STANDARDS

1.00.01 - .05 Table of Contents

1.11.01 Decimal Parts of a Foot and Inch

1.21.01 Factors for Bridge Estimates

SECTION 3 - WATERWAY AND DRAINAGE

3.25.01 Drainage Details for Abutments in Cut

3.25.03 Drainage Details at Side Piers

SECTION 4 - APPROACHES

4.11.01 Vertical Curve Calculations

4.23.01 Median Treatment at Dual Structures with Separate Abutments

4.23.02 Median Treatment at Dual Structures with Continuous Abutments

SECTION 5 - SUBSTRUCTURE

5.16.01, .01A Cantilever Abutment Reinforcing

5.17.01 Slopewall Details

5.17.03 Retaining Wall Treatments

5.17.05 Return Wall Details - County Road over Trunklines

5.17.06 Wingwall Treatment - Trunkline over Trunkline, County Road or Railroad

5.17.07 Wingwall Treatment - Stream Crossing

5.18.01 Curtainwall Abutment

5.18.01A Curtainwall Abutment Reinforcing

5.20.01 Abutment Joints

5.20.02 Wall Expansion Joint Drain

5.21.01 Pier Nosing Detail

5.22.01 Base Wall Details for Pier Adjacent to Roadway

5.24.01 Base Wall Details for Pier Adjacent to Railroad

5.24.03 Railroad Side Clearances - Single Track Under

5.24.04 Railroad Side Clearances - Double Track Under

5.27.03 Pier Cap Details - Round Column Piers

5.27.04 Partial Metal Bulkhead for Pier Cap Construction Joint

5.27.05 Metal Bulkhead for Abutment Construction Joint

1.00.01

CONTENTS

SECTION 5 - SUBSTRUCTURE (cont)

5.45.01 Compacted Mound Under Footings

5.46.01 - .05A Structure Backfill and Embankment - Abutments

5.46.06 Structure Backfill and Foundation Excavation - Abutments

SECTION 6 - SUPERSTRUCTURE

6.05.01A - .03 Bridge Deck Cross Sections

6.06.01 - .04 Substructure Clearances

6.06.05 Clear Zone Distances (Lc)

6.06.05A Curve Correction Factors (Kcz)

6.11.01 Modified Parabolic Crown Offsets

6.11.02 Straight Line Superelevation

6.20.01 Typical Section thru Dependent Backwall

6.20.01A Replacement of Existing End Header

6.20.03 Typical Section thru Independent Backwall

6.20.03A Typical Section thru Independent Backwall with Sliding Slab

6.20.03B-C Independent Backwall Sliding Slab Details

6.20.04 Integral and Semi-Integral Abutment Backwall

6.20.04A Integral and Semi-Integral Abutment Partial Backwall Details

6.20.04B Integral and Semi-Integral Abutment Approach Slab Details

6.20.04C Integral and Semi-Integral Abutment Sleeper Slab Details

6.20.04D Integral Abutment - Single Row Of Piles (Section Thru Stub Abutment)

6.20.04E Integral Abutment - Single Row Of Piles (Pile Orientation)

6.20.04F Semi - Integral Abutment - Sliding Backwall (Section Thru Abutment)

6.23.01 Construction, Expansion and False Joint Details

6.28.06 Expansion Joint Cover Retrofit

6.29.05 Joint Details for Solid Parapet, Sidewalk, or Brush Block with Expansion Joint Device EJ3

6.29.06 Bridge Railing, 2 Tube

6.29.06A Bridge Railing, 2 Tube on Prestressed Box Beam Deck

6.29.08 Bridge Barrier Railing, Type 5

6.29.08A Bridge Barrier Railing, Type 5 (Mod.) for Railing Replacement

6.29.08B Bridge Barrier Railing, Type 5 Aesthetic

1.00.02

CONTENTS

SECTION 6 - SUPERSTRUCTURE (cont)

6.29.09 Bridge Barrier Railing, Type 4

6.29.09A, B, C Bridge Barrier Railing, Type 4 (Mod.) for Railing Replacement

6.29.09D Bridge Barrier Railing, Type 4 (Two-stage Deck)

6.29.09E Bridge Barrier Railing, Type 4 on Prestressed Box Beam Deck

6.29.09F Bridge Barrier Railing, Type 4 Aesthetic

6.29.10, .10A-E Bridge Railing, Aesthetic Parapet Tube Sections and Details

6.29.11 Joint Detail for Bridge Barrier Railing with Expansion Joint

6.29.13, .13A Barrier Railing Details at Light Standard

6.29.15 Barrier Railing Details at Dependent Backwall

6.29.16, .16A Barrier Railing Details at Independent Backwall

6.29.17, .17A-H Bridge Railing, 4 Tube Sections and Details

6.41.01 Standard Bridge Slabs (Load Factor Design)

6.41.02 Standard Bridge Slabs (Empirical Design)

6.42.03 Slab Haunch & Reinforcement Cover

6.42.03A Deep Haunch Details – Concrete Beams

6.60.01 Prestressed Concrete I Beam Details

6.60.02 Michigan 1800 Girder

6.60.03, .03A-C Bulb Tee Beam Details

6.60.11, .11A Pier Diaphragms for Prestressed Concrete Beams Continuous for Live Load

6.60.11B Pier for Prestressed Concrete Box Beams Continuous for Live Load

6.60.12 Diaphragms for Prestressed Concrete I Beams

6.60.12A Intermediate Steel Diaphragms for 28" Through 54" Prestressed Girders

6.60.12B Intermediate Steel Diaphragms for 70" & MI 1800 Prestressed Girders

6.60.13 Details at Abutments for Prestressed Concrete I Beams

6.65.02, .02A-B Prestressed Concrete Box Beam Properties

6.65.10, .11 Prestressed Concrete Box Beam Reinforcement Details 6.65.10A-E

6.65.12, .12A Prestressed Concrete Box Beam Details

6.65.13, .13A Prestressed Concrete Box Beam and Post - Tensioning Details

6.65.14, .14A-B Prestressed Concrete Beam Lifting Device Details

1.00.03

CONTENTS

SECTION 7 - STEEL REINFORCEMENT

7.11.01 Metric Reinforcing Bars

7.14.01, .01A Steel Reinforcement Laps and Development Lengths

7.14.02, .02A Lap and Development Lengths for Epoxy Coated Steel Reinforcement

7.14.03 Embedment for Hooked Bars, Grade 60 Steel

7.15.01, .02 Standard Reinforcing Bar Types

SECTION 8 - STRUCTURAL STEEL

8.06.02, .02A Welded Girder, Camber Diagram and Stiffener Details

8.06.03 Plate Girder Welding Details

8.07.01 Stud Shear Developer Details

8.11.03 Diaphragm and Connection Plate Details

8.11.04 End Diaphragm Connection Details 30º to 45º

8.11.05, .05A Lateral Bracing Details

8.11.06 End Cross Frames

8.11.07 Intermediate and Pier Cross Frames

8.11.08 Bolted Connections for Intermediate Diaphragms and Crossframes

8.14.02 Beam or Girder Suspender Design Table

8.15.01 Suspender Details for Cantilevered Plate Girders

8.15.01A Pin Detail

8.16.02 Suspender Details for Rolled Beams

8.21.01 CIP Pile Splices

8.21.02, .02A H Pile Splice Details

8.21.03 CIP Pile Point Details

8.26.01 Fastener Detailing Minimums

8.31.01 Guide for Selection of Bearing Types for Steel Structures

8.31.02 Offset Dimensions for Rocker Tilt

8.32.01, .02 Expansion Rockers - Steel Beams

8.32.03 - .06 Fixed Bearings - Steel Beams

8.32.07 Expansion Rocker with Provision for Uplift

8.42.01 Curved Steel Plate Bearing Details

8.43.01 Bearing Details for Prestressed Concrete I Beams

8.43.01A Bearing Details for Prestressed Concrete Box Beams

1.00.04

CONTENTS

SECTION 9 - UTILITY DATA

9.12.01 Weight of Utilities

9.21.01 Dimensions for 5" Steel Electrical Conduits

9.21.02 Structural Steel Diaphragm Details for 5" Steel Electrical Conduits

9.21.03 Dimensions for Telephone Company 4" Ducts

9.21.04 Structural Steel Diaphragm Details for Telephone Company Conduits

9.21.05 Backwall Details for Electrical and Telephone Conduits

9.22.01 Dimensions for 5" P.V.C. Electrical Conduits

9.22.02 - .07 Structural Steel Diaphragm Details for 5" P.V.C. Electrical Conduits

9.31.01 Nonmetallic Conduits in Sidewalk

9.33.01 Telephone Company Ducts in Sidewalks

9.40.01 Gas Main through Backwall

9.40.02 Structural Steel Diaphragm Details for Consumers Energy Company Gas Mains

9.40.03 Structural Steel Diaphragm for DTE Energy Gas Mains

9.50.01 Utility Charges

1.00.05

3. W

AT

ER

WA

Y &

DR

AIN

AG

E

3.25.01

VZ

BLT

SUPERSEDES:08/15/03

ABUTMENTS IN CUT

DRAINAGE DETAILS FOR

(SEE GUIDE 5.46.01).

FOUNDATION UNDERDRAINS SHOULD BE PROVIDED FOR PILE SUPPORTED ABUTMENTS ON FILLS

FOOTING ELEVATION AND BACKFILLED WITH STRUCTURE BACKFILL (CIP).

WHEN DRAINAGE WILL PERMIT, THE FOUNDATION UNDERDRAIN SHOULD BE PLACED AT THE BOTTOM OF

NOTES:

FOR STRUCTURES CONSTRUCTED IN IMPERVIOUS SOIL

DETAIL OF DRAINAGE AND BACKFILL AT ABUTMENTS

BID ITEMS:

DETAIL FOR DRAINAGE INTO DITCH

APPROACHING TRAFFIC.

LOCATE ON OPPOSITE SIDE FROM

SCREEN WITH HARDWARE CLOTH.

(SEE STANDARD PLAN R-80-SERIES)

CONCRETE RING

FOUNDATION UNDERDRAIN

1% SLOPE

FITTINGS

3’-0"

MI

N.

STRUCTURE BACKFILL

EXCAVATED

OF SAME MATERIAL

COMPACTED BACKFILL

SLOPE PROTECTION

EXCAVATED

OF SAME MATERIAL

COMPACTED BACKFILL1’-6"

(TYP)

LIMITS

EXCAVATION

FOUNDATION

STRUCTURE BACKFILL

DRAIN FOUNDATION UNDERDRAIN INTO A DITCH, ROADWAY UNDERDRAIN, OR A SEWER

4" FOUNDATION UNDERDRAIN

6"

4" MIN.

1’-0" PREFERRED

** DR MARKER POST ............................ EA

* UNDERDRAIN, OUTLET ENDING, 4 INCH ......... EA

UNDERDRAIN OUTLET, 4 INCH ................. FT

UNDERDRAIN, FDN, 4 INCH ................... FT

** USE WHEN FOUNDATION UNDERDRAIN DOES NOT OUTLET INTO A ROADWAY UNDERDRAIN OR A SEWER.

* NOT REQUIRED WHEN CONNECTING TO A SEWER.

ISSUED: 02/14/11

BUREAU OF HIGHWAY DEVELOPMENT

MICHIGAN DEPARTMENT OF TRANSPORTATIONDRAWN BY:

APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

3.25.03

VZ

BLT

SUPERSEDES:08/15/03

FOOTING ELEVATION AND BACKFILLED WITH STRUCTURE BACKFILL (CIP).

WHEN DRAINAGE WILL PERMIT, THE FOUNDATION UNDERDRAIN SHOULD BE PLACED AT THE BOTTOM OF

NOTES:

BID ITEMS:

STRUCTURE BACKFILL

EXCAVATED

OF SAME MATERIAL

COMPACTED BACKFILL

EXCAVATED

OF SAME MATERIAL

COMPACTED BACKFILL

1’-6"

(TYP)


6"

UNDERDRAIN OUTLET, 4 INCH ................. FT

UNDERDRAIN, FDN, 4 INCH ................... FT

DRAINAGE DETAILS SHOWN ARE NOT APPLIABLE TO PIERS IN SIDE SLOPES.

DRAIN FOUNDATION UNDERDRAIN INTO A ROADWAY UNDERDRAIN OR A SEWER.

DRAINAGE DETAILS AT SIDE PIERS

FOR STRUCTURES CONSTRUCTED IN IMPERVIOUS SOIL

DETAIL OF DRAINAGE AND BACKFILL AT SIDE PIERS

2"! WEEP HOLE

CONCRETE END HEADER

SLOPE PAVING, CONCRETE

1 ON 2

FOUNDATION EXCAVATION LIMITS

SAND SUBBASE

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

4. A

PP

RO

AC

HE

S

4.23.02

VZ

BLT

SUPERSEDES:11/27/01

PLAN

LONGITUDINAL APPROACH SECTION

ELEVATION

TOP OF BERM

TOP OF BERM

1 ON

2

PLAN

ED

GE

OF

PA

VE

ME

NT

REF. LINE

SH

OU

LD

ER

HI

NG

E

LI

NE

REF. LINE

\

RO

AD

WA

Y

\

RO

AD

WA

Y

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GE

OF

PA

VE

ME

NT

OBJ

EC

T

PR

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ON

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RB

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TY

P)

BRI

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AP

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1

ON

2

SH

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HI

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WITH CONTINUOUS ABUTMENTS

MEDIAN TREATMENT AT DUAL STRUCTURES

ISSUED: 02/14/11

5’



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

5. S

UB

ST

RU

CT

UR

E

5.20.02

VZ

BLT

NOTES:

AS "UNDERDRAIN, FDN, 4 INCH."

THE FOUNDATION UNDERDRAIN SHALL BE PAID FOR SEPARATELY

AS DETAILED.

ATTACHING THE POLYMER CORE AND GEOTEXTILE LINER

THE ITEM "WALL DRAIN" INCLUDES FURNISHING AND

NOTE TO DETAILER:

SHOULD NOT BE PLACED ON STRUCTURES CROSSING WATERWAYS.

RETAINING WALLS AND FULL HEIGHT ABUTMENTS BUT

WALL DRAINS SHOULD BE USED AT EXPANSION JOINTS IN

WALL EXPANSION JOINT DRAIN

WALL ELEVATION WALL SECTION

SECTION A-A

BY THE MANUFACTURER

SEAL AS RECOMMENDED

1’-6" POLYMER CORE

BY THE MANUFACTURER

SEAL AS RECOMMENDED

1’-6"

WA

LL

THI

CK

NE

SS

KE

Y

AP

PR

OX.

1/

3

MA

X.

OR TOP OF FILL

TOP OF PAVEMENT

AA

STANDARD SPECIFICATION 910.05.

GEOCOMPOSITE DRAIN SHALL MEET THE REQUIREMENTS OF

6"

2" BOND WITH THE WALL

BEYOND CORE TO CREATE A

GEOTEXTILE LINER EXTENDS


3"

EXCEPT AS NOTED)

FILLER (TYP.

1" JOINT

�" JOINT FILLER

�" MOLDING

WALL DRAIN



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:02/14/11

ISSUED: 06/25/12

CHECKED BY:

5.21.01

BLT

VZ SUPERSEDES:11/27/01

ISSUED: / /

2’-9"

MI

N.

"R"

9""00

’0

0°

35

1" (

TYP.)

SEE DETAIL A

ICE BREAKER

2’-4�" MIN.

\ PIER

PIER NOSING DETAIL6"

�"

SP

AC

ES

@

1’-

6" (

MA

X.)

4�

"

VA

RI

ES

�"

TOP OF PROPOSED

PIER FOOTING

1" x 9" >

�" STIFFENER >

(TYP.)

�" THICK x 3" HIGH x 8" LONG

ANCHOR BAR (TYP.)

ELEVATION

2�

"2�

"

5"

3"

�" THICK x 3" HIGH x 8" LONG

ANCHOR BAR (TYP.)

�" STIFFENER >

GROOVE WELD

2�"! HOLE IN

STIFFENER >

�"TYP.

�"

TYP. AT

ANCHOR BAR

DETAIL A

PROPOSED ICE BREAKERS SHALL BE SET IN PLACE BEFORE POURING

CONCRETE. MAKE A SMOOTH TRANSITION FROM FACE OF ICE BREAKER

TO FACE OF WALL. ICE BREAKER SHALL BE MADE OF ASTM APPROVED

STEEL AND HOT DIP GALVANIZED ACCORDING TO AASHTO M232.

4"

"R"

0.866 "R"

PI

ER

WI

DT

H

ER BAREA BARS (TYP.)

PIER NOSING DETAIL

TGF



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 11/28/11

CHECKED BY:

5.22.01

BLT

VZ

(MI

N.)

(M

AX.)

5’-

0" (

MI

N.)

7’-

6" (

MI

N.)

PIER COLUMN

EA06 BARS

(MIN.)

4’-

0" (

MI

N.)

3’-

6" (

MI

N.)

GROUND OR

SHOULDER

ELEVATION

3" x 8" KEY

AO6 BARS (MIN.) @ 1’-6" MAX. SPACING

4" 2’-

6"

A06 BARS (MIN.)

@ 1’-6" MAX. SPACING

3"

1’-

6"

1�" BEVEL (TYP)

SP

ACI

NG

1’-

6"

MA

X.

EA

06

BA

RS

@

3"3"

3�"

EA06 BARS (MIN.)

@ 1’-6" MAX. SPACING

ED06 BARS @ 1’-6"

MAX. SPACINGTOP OF BASE WALL

SUPERSEDES: / /

PIER ADJACENT TO ROADWAY

BASE WALL DETAILS FOR

NOTES:

EXTEND BASE WALL TO END OF FOOTING WHEN GUARDRAIL ATTACHMENT IS ANTICIPATED.

FOR ADDITIONAL REQUIREMENTS SEE BRIDGE MANUAL CHAPTER 7.

SECTION OF BASE WALL

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

1 ON

2 1 ON 6

NATURAL GROUND

STRUCTURE, CIP"

** LIMITS OF "BACKFILL,

(USE WITH PILE SUPPORTED FOOTING)

** LIMITS OF "EMBANKMENT CIP"

CIP" (USE WITH SPREAD FOOTING)

** LIMITS OF "EMBANKMENT, STRUCTURE,

NORMAL SECTION

ABUTMENTS ON FILL

STRUCTURE BACKFILL AND EMBANKMENT

5.46.01

SPECIAL SECTION IF REQUESTED BY CONSTRUCTION

1 ON

2

1 ON 4

NATURAL GROUND

(USE WITH PILE SUPPORTED FOOTING)

** LIMITS OF "EMBANKMENT CIP"

CIP" (USE WITH SPREAD FOOTING)

** LIMITS OF "EMBANKMENT, STRUCTURE,

30'<IS 75' OR LESS.

BETWEEN WINGWALLS

WHEN DISTANCE

20'- APPLICABLE

BETWEEN WINGWALLS IS 75'.

APPLICABLE WHEN DISTANCE1

ON 6

1 ON

6 CIP"

STRUCTURE,

"BACKFILL,

** LIMITS OF

FOR CURTAINWALLS.

FILL TREATMENT SIMILAR

NOTE:

1'-6"

OPEN GRADED DRAINAGE COURSE

AGGREGATE BASE OR

WHEN REQUIRED BY CASE I LOADING).

AND ADJACENT DECK SLAB POURED. (USE ONLY

BRIDGE SEAT UNTIL BEAMS HAVE BEEN ERECTED

BACKFILL SHALL NOT BE PLACED ABOVE THE

WHEN REQUIRED BY CASE I LOADING).

AND ADJACENT DECK SLAB POURED. (USE ONLY

BRIDGE SEAT UNTIL BEAMS HAVE BEEN ERECTED

BACKFILL SHALL NOT BE PLACED ABOVE THE

DRAINAGE COURSE

OR OPEN GRADED

AGGREGATE BASE

30'

GEOTEXTILE SEPARATOR (SEE NOTES)

USE WHEN THE BRIDGE IS BUILT AFTER THE EMBANKMENT IS PLACED

USE WHEN THE BRIDGE IS BUILT PRIOR TO THE APPROACH EMBANKMENT BEING PLACED

* 12" MIN

36" MAX

(SEE NOTES)

GEOTEXTILE SEPARATOR

* 12" MIN

36" MAX

STRUCTURE, CIP"

** LIMITS OF "BACKFILL,

** QUANTITIES ARE INCLUDED IN BRIDGE QUANTITIES.

APPROACH SLAB IF NO SLEEPER SLAB IS USED.

OF 12" BELOW SLEEPER SLAB. PLACE BELOW

EXCEPT WHEN NECESSARY TO PROVIDE A MINIMUM

NOT TO EXTEND BELOW THE TOP OF ABUTMENT WALL

BOTTOM OF SLEEPER SLAB FOR A DEPTH OF 36" MAX.,

* OGDC OR AGGREGATE BASE SHALL EXTEND FROM

DETAILS AND QUANTITIES FOR FOUNDATION DRAINS.

WHEN "EMBANKMENT CIP" IS USED, PLANS SHOULD SHOW

NOTES:

DRAINAGE COURSE.

USE GEOTEXTILE SEPARATOR ONLY WITH OPEN GRADED

SEE GUIDE 3.25.01 FOR PLACEMENT DETAILS.

AGGREGATE BASE IS TO BE COMPACTED TO 98%.


MICHIGAN DEPARTMENT OF TRANSPORTATIONDRAWN BY: BLT

APPROVED BY: DAJ

CHECKED BY: VZ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:11/27/01

ISSUED: 02/18/14

6. S

UP

ER

ST

RU

CT

UR

E

6.05.01A

VZ

BLT

NEW CONSTRUCTION/RECONSTRUCTION

BRIDGE CROSS SECTIONS

SHOULDER + 2'(OTHERS)

RIGHT

RIGHT

RIGHT

LEFT

LEFT

LEFT

TRAFFIC LANES AUX.LANEAUX.LANE

2 LANES ONE-WAY DIVIDED ROADWAY

3 OR MORE LANES ONE-WAY DIVIDED ROADWAY

AUXILIARY LANES - DIVIDED ROADWAY

3 OR MORE 12'-0" LANES

2% 2%

(NON FREEWAY)

2 OR MORE LANES TWO-WAY

2% 2%

2% 2%

2% 2%

2 OR MORE 12'-0" LANES

12'-0" 12'-0"

SHOULDER + 2' SHOULDER + 2'

SHOULDER + 2' SHOULDER + 2'

* *

*

* *

SHOULDER + 2'

****

SHOULDER + 2' (3 OR MORE LANES)

8'-0" (2 LANES)

(OTHERS)

8'-0"

14'-10" (FREEWAYS)

(FREEWAYS)

14'-10"

REQUIRED, BUT PREFERRED.

ACROSS THE BRIDGE. THE ADDITIONAL 2' IS NOT

DECK REPLACEMENTS CARRY ONLY THE SHOULDERS

THE HINGE POINT.

NOT INCLUDING THE LAST 1' OF AGGREGATE TO

INCLUDING PAVED AND AGGREGATE SHOULDER BUT

NON INTERSTATE SHOULDER = FULL SHOULDER

INTERSTATE SHOULDER = PAVED PORTION OF SHOULDER.

IS ON STRUCTURE ADD 2' TO SHOULDER OR TRANSITION.

WHEN RAMP SHOULDER OR TRANSITION TO RAMP SHOULDER

TRANSITION TO RAMP SHOULDER WIDTH ALONG RAMP.

** EXTEND THIS SHOULDER WIDTH TO RAMP GORE, THEN

ADT VEH/DAY 400

4'

400-2000

6' 8'

2000

MIN. APPROACH SHLDR.

GUIDE 6.05.02.

IF A PEDESTRIAN FACILITY IS REQUIRED, SEE

NOTES:

BUT NOT BE LESS THAN VALUE FROM TABLE BELOW:

SHOULDERS SHALL MATCH APPROACH SHOULDER WIDTHS

14'-10" ON 2 LANE FREEWAYS. NON FREEWAY STRUCTURE

SHOULDER WIDTH IS 12' ON ALL STRUCTURES, EXCEPT

AND RAMP APPROACH SHOULDER MINIMUMS. MAXIMUM

* SEE ROAD DESIGN MANUAL APPENDIX 6A FOR FREEWAY

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.05.02

VZ

BLT

TRUNKLINE, COUNTY & CITY BRIDGES

BRIDGE CROSS SECTIONS

FOR CURBED APPROACHES

PARAPET TUBE

AESTHETIC

BRIDGE RAILING

PEDESTRIAN FACILITY REQUIRED

MAXIMUM POSTED SPEED 40 MPH

4 TUBE

BRIDGE RAILING

OR

FENCE (TYP. OVER FREEWAYS)

10' CURVED TOP CHAIN LINK

(TYP. OVER RIVERS)

6" CONCRETE BRUSH BLOCK

4' CHAIN LINK FENCE WITH

PEDESTRIAN FACILITY REQUIRED

POSTED SPEEDS GREATER THAN 40 MPH

NO PEDESTRIAN FACILITY REQUIRED

ANY POSTED SPEED

AND 8' (TOTAL) MAX. ON RIGHT.

BRIDGE RAIL. USE 4' (TOTAL) MAX ON LEFT

SHOULDER AS THE LATERAL CLEARANCE TO THE

A CONTINUATION OF A RAMP, MATCH THE RAMP

WHERE AN AUXILIARY LANE ON THE STRUCTURE IS

SHOULDER + 2'SHOULDER + 2' LANE WIDTH x NO. OF LANES

********

BARRIER (TYP.)

CONCRETE

LANE WIDTH x NO. OF LANES

SHOULDER + 2'SHOULDER + 2' LANE WIDTH x NO. OF LANES

********

MIN.

4'-0"

PREFERRED

** 5'-0"

2'SIDEWALK 2' SIDEWALK

MIN.

* 5'-2"

MIN.

* 5'-2"

PEDESTRIAN FACILITY SHOWNSHARED USE FACILITY SHOWN

* 5'-2" TO TOE OF CURB, 5'-0" TO BEVEL POINT.

USED TROUGHOUT.

EVERY 200' OR LESS OR A 5'-0" SIDEWALK SHALL BE

(INCLUSIVE OF THE SIDEWALK), SHALL BE PRESENT

APPROACHES) A PASSING SPACE, 5'-0" x 5'-0"

FOR A LENGTH OF 200' OR MORE (INCLUDING

** WHEN A SIDEWALK WIDTH OF LESS THAN 5'-0" EXISTS

***

VARIABLE

DEVELOPMENT OF BICYCLE FACILITIES".

*** FOR WIDTH REFER TO AASHTO "GUIDE FOR THE

(42" MIN. HEIGHT RAILING REQUIRED)

CONCRETE BARRIER SHOWN

BRIDGE RAILING 4 TUBE SHOWN

54" PREFERRED

42" MIN. HEIGHT RAILING REQUIRED,

SEE BRIDGE DESIGN GUIDE 6.05.01

FOR TRUNKLINE BRIDGES WITHOUT PEDESTRIAN FACILITY

FOR COUNTY & CITY BRIDGES ONLY

********

MDOT JURISDICTIONAL FACILITY/ROADWAY.

2' ADDITIONAL OFFSET APPLIES TO BRIDGES OVER

GEOMETRIC DESIGN OF HIGHWAYS AND STREETS".

MANUAL CHAPTER 7 AND AASHTO "A POLICY ON

APPROACH SHOULDER WIDTHS SEE BRIDGE DESIGN

**** 2'-0" MIN. FOR CURB APPROACH. FOR MINIMUM

BUREAU OF DEVELOPMENT


APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:03/17/14

ISSUED: 08/21/17

CHECKED BY:

6.05.03

VZ

BLT

SUPERSEDES:02/14/11

12’-0" 12’-0" 8’-0"

TWO LANE RAMP SECTION

CROSS SECTIONS

BRIDGE RAMP AND U-TURN

**** SEE GEOMETRIC DESIGN GUIDES VII-400 SERIES

** USE 2% FOR 4R PROJECTS. MAINTAIN CURRENT SLOPE AND SECTION FOR 3R PROJECTS.

*** SLOPE STRUCTURE IN DIRECTION OF CURVE.

U-TURN SECTION

20’-0" MIN. ****

*** 2%

36’-0"

CONST. \

ROTATION

POINT OF

P.G. &

4’-0"

2%

16’-0" 8’-0"

28’-0"

CONST. \

ROTATION

POINT OF

P.G. &

2%

SINGLE LANE RAMP SECTION

12’-0" 7’-0"

SINGLE LANE SLIP RAMP SECTION

** 2%

2’-0" MIN.

4’-0" MAX.

21’-0" - 23’-0"

(A SLIP RAMP IS AN ANGULAR CONNECTION BETWEEN AN EXPRESSWAY AND A PARALLEL FRONTAGE ROAD)

* SLOPE

2%

4’-0"

* SLOPE

2%

ISSUED: / /

(SINGLE DIRECTION CROWN SHOWN)

*

* MATCH BRIDGE SHOULDER SLOPE AND DIRECTION WITH ADJACENT THRU LANE.

NOTES:

* TRANSITION SHOULDER SLOPE ON APPROACH TO MATCH APPROACH ROAD SHOULDER SLOPE.

DAJ



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 12/22/11

CHECKED BY:

6.06.02

VZ

BLT

SUPERSEDES:08/15/03

ALL DIMENSIONS ARE AT RIGHT ANGLES TO ROADWAY

NOTES:

THE ABUTMENT IS WITHIN THE CLEAR ZONE. SEE STANDARD PLAN R-105-SERIES.

APPROACH SLOPE FACING TRAFFIC MUST BE GRADED TO 1 ON 6 WHEN THE TOE OF THE SLOPE IN FRONT OF

DITCH SECTION THROUGH STRUCTURE AS CALLED FOR ON EXPRESSWAY SECTION.

CARRIED THROUGH STRUCTURE AREA BY USE OF CULVERTS. FOR EXPRESSWAYS IN DEEP CUT, CARRY SAME

SECTIONS ARE APPLICABLE GENERALLY FOR STRUCTURES WITH APPROACHES ON FILL OR WHEN DRAINAGE IS

*

+

GUARDRAIL PROTECTION OF PIER OR SLOPE.

IF DISTANCE TO PIER OR TOE OF 1 ON 2 SLOPE IS LESS THAN THE CLEAR ZONE DISTANCE PROVIDE

BE PROVIDED.

OF CURVE PER BRIDGE DESIGN GUIDE 6.06.05A OR GUARDRAIL PROTECTION OF SLOPE OR PIER SHOULD

RADIUS OF 2860’ OR LESS, DISTANCE TO TOE OF 1 ON 2 SLOPE SHOULD BE INCREASED ON OUTSIDE

THE MIDDLE OF RANGE AT THE APPROPRIATE DESIGN ADT. WHERE ROADWAY IS ON A CURVE WITH A

MINIMUM DIMENSION IS THE CLEAR ZONE DISTANCE GIVEN IN BRIDGE DESIGN GUIDE 6.06.05. USE

**

THRU LANES. SEE SECTION 7.01 OF THE ROAD DESIGN MANUAL.

AT AUXILIARY LANE TAPER SEE BRIDGE DESIGN GUIDE 6.06.01 AND CALCULATE CLEAR ZONE BASED ON

90° CROSSING OR MODERATELY SKEWED

SHL.

1 ON 4

1 ON 2

4’<

LANES

THRU

LANES

THRU

AUXILIARY LANES

AUXILIARY LANESSHARPLY SKEWED

SHL.

1 ON 4

1 ON

2

2.5’

5’

1 ON

2

4’<

RAMP RAMP90° CROSSING OR MODERATELY SKEWED SHARPLY SKEWED

1 ON 6

RAMP

1 ON 4

1 ON 2

2.5’

5’

SHL.

1 ON 41 ON 6

RAMP

1 ON 4

4’<

1 ON 2

AUX.

1 ON 4

1 ON

2

2.5’

5’LANES

THRU

SHL.

AUX.

1 ON 6

SHL.

1 ON 4

1 ON

2

4’<

AUX.

1 ON 6

1 ON 61 ON 4

1 ON 2

2.5’

5’LANES

THRU

SHL.

AUX.

1 ON 6

* + * +

* + * +

RECOMMENDED

35’ MIN.

RECOMMENDED

35’ MIN.

RECOMMENDED

30’ MIN.

RECOMMENDED

30’ MIN.

23’23’23’23’

** **

****

RURAL STATE TRUNKLINES

SUBSTRUCTURE CLEARANCES

23’ MIN. 23’ MIN.

23’ MIN.23’ MIN.

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

CLEAR ZONE DISTANCES (Lc)

SUPERSEDES:08/15/03

6.06.05



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 11/21/13

CHECKED BY:

DESIGN SPEED

DESIGN ADT

FILL SLOPES CUT SLOPES

1:6 OR

FLATTER

1:5 TO 1:4

1:3 1:3 1:4 TO 1:5

1:6 OR

FLATTER

40 mph or

less

under 750 7 - 10 7 - 10 ** 7 - 10 7 - 10 7 - 10

750 - 1500 10 - 12 12 - 14 ** 10 - 12 12 - 14 12 - 14

1500 - 6000 12 - 14 14 - 16 ** 12 - 14 14 - 16 14 - 16

over 6000 14 - 16 16 - 18 ** 14 - 16 16 - 18 16 - 18

45-50 mph

under 750 10 - 12 12 - 14 ** 8 - 10 8 - 10 10 - 12

750 - 1500 12 - 14 16 - 20 ** 10 - 12 12 - 14 14 - 16

1500 - 6000 16 - 18 20 - 26 ** 12 - 14 14 - 16 16 - 18

over 6000 18 - 20 24 - 28 ** 14 - 16 18 - 20 20 - 22

55 mph

under 750 12 - 14 14 - 18 ** 8 - 10 10 - 12 10 - 12

750 - 1500 16 - 18 20 - 24 ** 10 - 12 14 - 16 16 - 18

1500 - 6000 20 - 22 24 - 30 ** 14 - 16 16 - 18 20 - 22

over 6000 22 - 24 26 - 32* ** 16 - 18 20 - 22 22 - 24

60 mph

under 750 16 - 18 20 - 24 ** 10 - 12 12 - 14 14 - 16

750 - 1500 20 - 24 26 - 32* ** 12 - 14 16 - 18 20 - 22

1500 - 6000 26 - 30 32 - 40* ** 14 - 18 18 - 22 24 - 26

over 6000 30 - 32* 36 - 44* ** 20 - 22 24 - 26 26 - 28

65-70 mph

under 750 18 - 20 20 - 26 ** 10 - 12 14 - 16 14 - 16

750 - 1500 24 - 26 28 - 36* ** 12 - 16 18 - 20 20 - 22

1500 - 6000 28 - 32* 34 - 42* ** 16 - 20 22 - 24 26 - 28

over 6000 30 - 34* 38 - 46* ** 22 - 24 26 - 30 28 - 30 * Where a site specific investigation indicates a high probability of continuing crashes, or such

occurrences are indicated by crash history, the designer may provide clear zone distances greater than 30 feet as indicated. Clear zones may be limited to 30 feet for practicality and to provide a consistent roadway template if previous experience with similar projects or designs indicates satisfactory performance.

** Since recovery is less likely on the unshielded, traversable 1:3 slopes, fixed objects should not be

present in the vicinity of the toe of these slopes.

VZ

BLT

SUPERSEDES:11/21/13

6.06.05A

CURVE CORRECTION FACTORS (Kcz)



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 11/23/15

CHECKED BY:

thelenb

bdg60605A

6.11.02

VZ

BLT

SUPERSEDES:05/04/06

STRAIGHT LINE SUPERELEVATION

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

STR

AIG

HT

LIN

E SU

PER

ELEV

ATI

ON

Free

way

s

Urb

an

Free

way

s an

dU

rban

Ram

ps

30 m

ph

35 m

ph

40 m

ph

45 m

ph

50 m

ph

55 m

ph

60 m

ph

65 m

ph

70 m

ph

75 m

ph

60 m

ph

RA

DIU

S

Feet

e ∆%

E

∆%

e

∆%

e ∆%

e

∆%

e ∆%

e

∆%

e ∆%

e

∆%

e ∆%

e

∆%

20

000

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

N.C

. --

1700

0 N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

30

N.C

. --

1400

0 N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

32

2.0

0.31

2.

0 0.

30

N.C

. --

1200

0 N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

36

2.0

0.32

2.

0 0.

31

2.0

0.30

2.

0 0.

36

VOLUME 3

1000

0 N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

38

2.0

0.36

2.

0 0.

32

2.0

0.31

2.

0 0.

30

2.0

0.36

8000

N

.C.

-- N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

40

2.0

0.38

2.

0 0.

36

2.0

0.32

2.

0 0.

31

2.0

0.30

2.

0 0.

36

6000

N

.C.

-- N

.C.

-- N

.C.

-- 2.

0 0.

40

2.0

0.40

2.

0 0.

38

2.0

0.36

2.

0 0.

32

2.0

0.31

2.

5 0.

31

2.0

0.36

5000

N

.C.

-- N

.C.

-- 2.

0 0.

40

2.0

0.40

2.

0 0.

40

2.0

0.38

2.

0 0.

36

2.0

0.32

2.

5 0.

32

3.0

0.32

2.

0 0.

36

4000

N

.C.

-- 2.

0 0.

45

2.0

0.40

2.

0 0.

40

2.0

0.40

2.

0 0.

38

2.0

0.36

2.

5 0.

33

3.1

0.33

3.

8 0.

34

2.0

0.36

3500

N

.C.

-- 2.

0 0.

45

2.0

0.40

2.

0 0.

40

2.0

0.40

2.

0 0.

38

2.3

0.37

2.

8 0.

34

3.5

0.34

4.

3 0.

35

2.0

0.36

3000

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.0

0.40

2.

0 0.

40

2.1

0.38

2.

7 0.

38

3.3

0.36

4.

1 0.

36

5.0

0.36

2.

4 0.

37

2500

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.0

0.40

2.

0 0.

40

2.5

0.39

3.

2 0.

39

4.0

0.37

4.

9 0.

38

6.0

0.38

2.

8 0.

38

2050

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.0

0.40

2.

4 0.

41

3.1

0.40

3.

9 0.

40

4.8

0.40

6.

0 0.

40

3.4

0.39

1800

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.1

0.41

2.

8 0.

42

3.5

0.41

4.

4 0.

42

5.5

0.42

3.

9 0.

40

1675

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.3

0.41

3.

0 0.

42

3.8

0.42

4.

8 0.

42

5.9

0.43

4.

2 0.

41

1425

2.

0 0.

50

2.0

0.45

2.

0 0.

40

2.7

0.42

3.

5 0.

44

4.5

0.44

5.

6 0.

44

5.0

0.43

1350

2.

0 0.

50

2.0

0.45

2.

2 0.

41

2.9

0.43

3.

7 0.

44

4.7

0.44

5.

9 0.

45

1150

2.

0 0.

50

2.0

0.45

2.

5 0.

42

3.4

0.45

4.

3 0.

46

5.5

0.46

1075

2.

0 0.

50

2.0

0.45

2.

7 0.

43

3.6

0.46

4.

7 0.

47

5.9

0.47

850

2.0

0.50

2.

4 0.

47

3.4

0.46

4.

5 0.

49

5.9

0.50

820

2.0

0.50

2.

5 0.

47

3.5

0.47

4.

7 0.

49

800

2.0

0.50

2.

6 0.

47

3.6

0.47

4.

8 0.

50

720

2.0

0.50

2.

8 0.

49

4.0

0.49

5.

4 0.

52

650

2.1

0.51

3.

1 0.

50

4.5

0.51

5.

9 0.

54

600

2.3

0.51

3.

4 0.

51

4.8

0.53

500

2.8

0.53

4.

1 0.

54

5.8

0.57

450

3.1

0.54

4.

5 0.

56

400

3.5

0.56

5.

1 0.

58

345

4.0

0.58

5.

9 0.

62

300

4.6

0.61

232

6.0

0.66

∆% m

ax

0.

66

0.

62

0.

58

0.

54

0.

50

0.

47

0.

45

0.

43

0.

40

0.

38

0.

45

Rm

in

232

340

485

643

833

1061

13

33

1657

20

42

2500

14

12

3.04.03 (revised 2006) Superelevation Using a Straight Line Method

MICHIGAN DESIGN MANUAL ROAD DESIGN

Use

7%

sup

erel

evat

ion

for l

oop

ram

ps (s

ee S

tand

ard

Pla

n R

-107

-Ser

ies)

. H

owev

er, s

peci

al c

onsi

dera

tion

shou

ld b

e gi

ven

to c

urve

s w

hich

app

roac

h a

ram

p te

rmin

al (s

topp

ing

cond

ition

). If

rela

tive

grad

ient

( ∆%

) val

ues

from

the

tabl

es c

anno

t be

obta

ined

for t

he d

esig

n ra

dius

, use

∆%

max

for t

he c

orre

spon

ding

des

ign

spee

d.

For r

adii

less

than

thos

e ta

bula

ted

(but

not

less

than

Rm

in) u

se e

max

and

∆%

max

. M

axim

um s

uper

elev

atio

n fo

r urb

an fr

eew

ays

and

urba

n ra

mps

(with

60

mph

des

ign

spee

d) is

5%

, oth

erw

ise

e max

= 6

%.

6.20.03A

VZ

BLT

INDEPENDENT BACKWALL WITH SLIDING SLAB

TYPICAL SECTION THRU

4"

1'-

6"

3•"

VA

RIE

S

3"

(S

TE

EL

BE

AM

SIM

IL

AR

)

RE

F L

IN

E

1'-0"

EMBED

MIN.

@ 1'-

6"

EA

06

BA

RS

9"

SLAB

1" MIN

HAUNCH

@ 1'-

6"

EB

06

BA

RS

VARIES

EX

PA

NS

IO

N J

OIN

T D

EV

IC

E

\ B

EA

RIN

G

EA

03 B

AR

S

ST

RU

CT

UR

E, C

IP

LIM

IT

S O

F B

AC

KF

IL

L,

CO

NC

PA

VE

ME

NT

HM

A P

AV

EM

EN

T/

E3 J

OIN

T (

CO

NC

ON

LY

)

PR

ES

TR

ES

SE

D B

EA

M

SH

AP

E F

OR

HM

A A

PP

RO

AC

H.

CO

NC

RE

TE

AP

PR

OA

CH

. U

SE

"L

"

US

E I

NV

ER

TE

D "

T" S

HA

PE

FO

R

6.2

0.0

4C

FO

R D

ET

AIL

S)

(S

EE

BR

ID

GE

DE

SIG

N G

UID

E

SL

EE

PE

R S

LA

B

BY

SL

AB

DE

SIG

N

ST

EE

L A

S R

EQ

UIR

ED

(MIN.)

1'-6" MAX. (ES)

EA06 BARS @(S

EE

NO

TE

S)

FD

N,

4 I

NC

H

UN

DE

RD

RA

IN

1'-

6"

@ 3

'-0" S

PA

(T

YP

)

1" !

WE

EP

HO

LE

S

(S

EE

NO

TE

S)

GE

OT

EX

TIL

E S

EP

AR

AT

OR

US

E G

EO

TE

XT

IL

E S

EP

AR

AT

OR

ON

LY

WIT

H O

PE

N G

RA

DE

D D

RA

IN

AG

E C

OU

RS

E.

AN

D T

OP

OF

BA

CK

WA

LL

TO

AL

LO

W F

OR

BR

ID

GE

EX

PA

NS

IO

N.

DE

SIG

N I

NT

ER

FA

CE

BE

TW

EE

N B

OT

TO

M O

F S

LA

B F

AS

CIA

(A

ND

/OR

HA

UN

CH

ES

)

BR

IDG

E A

PP

RO

AC

H C

UR

B A

ND

GU

TT

ER

.

CO

NS

ID

ER

CO

NT

IN

UIN

G R

AIL

IN

G T

O S

LE

EP

ER

SL

AB

AN

D T

HE

N B

EG

IN

NIN

G

36" MAX.

* 12" MIN.

NO

TE

S:

RE

SP

EC

T T

O B

AC

KW

AL

L.

AT

EN

D O

F B

EA

M T

O A

LL

OW

FO

R E

XP

AN

SIO

N O

F D

EC

K S

LA

B/B

EA

M W

IT

H

ME

TA

L S

TA

Y I

N P

LA

CE

FO

RM

S A

T I

ND

EP

EN

DE

NT

BA

CK

WA

LL

S S

HA

LL

ST

OP

NO

T E

XC

EE

D 1

0 P

SI.

CO

MP

AC

TO

RS

. C

ON

TA

CT

PR

ES

SU

RE

OF

CO

MP

AC

TIO

N E

QU

IP

ME

NT

SH

AL

L

OF

TH

E S

LE

EP

ER

SL

AB

AF

TE

R I

T I

S B

UIL

T.

U

SE

ON

LY

HA

ND

/PL

AT

E

EQ

UIP

ME

NT

TO

CO

MP

AC

T T

HE

SU

BG

RA

DE

, S

UB

BA

SE

, A

ND

BA

SE

WIT

HIN

10

'

DO

NO

T U

SE

WH

EE

LE

D,

RO

LL

ER

BA

SE

D O

R M

AC

HIN

E M

OU

NT

ED

CO

MP

AC

TIO

N

PL

AN

NO

TE

:

9"

EA

06 B

AR

S T

OP

& B

OT

TO

M

SP

AC

ES

@ 1

'-0

" M

AX

.

8'-

0" M

IN

.

5'-

0" M

IN

.

EA

06 B

AR

S

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AD

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AIN

AG

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OU

RS

E

EJW

P O

R J

WP

TOP OF ABUTMENT

9" MIN. BELOW



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:07/18/16

ISSUED: 12/19/16

CHECKED BY:

VZ

BLT

NOTES:

OF SUPERSTRUCTURE CONCRETE.

APPROACH SLABS SHOULD BE CAST AT NIGHT WITH NIGHT TIME CASTING

2'-0" MIN. LAP

PLAN OF APPROACH

WITH BOTTOM MAT LONGITUDINAL REINFORCEMENT.

BOTTOM MAT TRANSVERSE REINFORCEMENT AND TO THE BRIDGE DECK

ATTACH APPROACH CURB AND GUTTER TO THE APPROACH SLAB WITH

LINE.

POUR APPROACH SLABS FROM EXPANSION LOCATION TOWARD REFERENCE

FOR STEEL BEAM BRIDGES.

IS LESS THAN 50' FOR CONCRETE BEAM BRIDGES AND LESS THAN 25'

THE LENGTH OF BRIDGE CONTRIBUTING TO EXPANSION AT AN ABUTMENT

USE APPROACH SLAB DETAILS ON STANDARD PLAN R-45-SERIES WHEN

NOT EXCEED 10 PSI.

COMPACTORS. CONTACT PRESSURE OF COMPACTION EQUIPMENT SHALL

OF THE SLEEPER SLAB AFTER IT IS BUILT. USE ONLY HAND/PLATE

EQUIPMENT TO COMPACT THE SUBGRADE, SUBBASE, AND BASE WITHIN 10'

DO NOT USE WHEELED, ROLLER BASED OR MACHINE MOUNTED COMPACTION

PLAN NOTE:

SLAB DETAILS

INDEPENDENT BACKWALL SLIDING

6.20.03B

IN DECK

EA BARS

(TOP & BOTTOM)

EA06 BARS SPA @ 1"-0" MAX.

SKEW ANGLE GREATER THAN 30°

90°

SEE BRIDGE DESIGN GUIDE 6.20.04C

SLEEPER SLAB

SKEW ANGLE

6'-6"

MIN.

*

BRIDGE CONSTRUCTION \

REF LINE

REF PT

OR SAWED JOINT IN SLAB

OPTIONAL CONSTRUCTION JOINT

(MEASURED ALONG \) AS PROJECT AND GEOMETRIC LIMITATIONS ALLOW.

THE DESIGNER SHOULD MAKE THE APPROACH SLAB AS NEAR TO 20'

* FOR DESIGN SPEEDS GREATER THAN 45 MPH (POSTED 40 MPH), V

SEE STANDARD PLAN R-32-SERIES **

8" TRANSITION FOR TYPE 4 OR TYPE 5 RAILING

NO TRANSITION WITH VERTICAL RAILING OR ENDWALL **

BEGINNING BRIDGE APPROACH CURB & GUTTER.

** CONSIDER EXTENDING BARRIER TO SLEEPER SLAB THEN

IN DECK

EA BARS

BRIDGE APPROACH GUTTER


1'-0" AT ENDS)

(STAGGER ALTERNATE BARS

TOP & BOTTOM MAT EA06 BARS

FAN 5 EA051000 BARS BETWEEN

TO GUTTER

2'-0" MIN. LAP



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 10/19/15

CHECKED BY:

VZ

BLT

NOTES:



PLAN OF APPROACH

LINE.

POUR APPROACH SLABS FROM EXPANSION LOCATION TOWARD REFERENCE

NOT EXCEED 10 PSI.





PLAN NOTE:

SLAB DETAILS

INDEPENDENT BACKWALL SLIDING

6.20.03C

REF LINE

REF PT

(TOP & BOTTOM)

EA06 BARS SPA @ 1"-0" MAX.

SKEW ANGLE 30° OR LESS

SKEW ANGLE

*

BRIDGE CONSTRUCTION \

OR SAWED JOINT IN SLAB


MIN.

6'-6

"

(MEASURED ALONG \) AS PROJECT AND GEOMETRIC LIMITATIONS ALLOW.

THE DESIGNER SHOULD MAKE THE APPROACH SLAB AS NEAR TO 20'

* FOR DESIGN SPEEDS GREATER THAN 45 MPH (POSTED 40 MPH), V

IN DECK

EA BARS


IN DECK

EA BARS

SEE BRIDGE DESIGN GUIDE 6.20.04C

SLEEPER SLAB

(TYP)

EDGE OF STUB/END OF SLAB

EXTEND BRIDGE RAILING TO

2'-0" MIN. LAP

BOTTOM MAT ONLY




APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 10/19/15

CHECKED BY:

6.20.04

VZ

BLT

ISSUED: / /

ABUTMENT BACKWALLINTEGRAL AND SEMI-INTEGRAL

THE BRIDGE SEAT.

*** THE JOINT IS NOT OPTIONAL, BUT REQUIRED IF CASE I (SEE BRIDGE MANUAL 7.03.01) REQUIRES NOT BACKFILLING ABOVE

D = BACKWALL THICKNESS. SEE GUIDE 6.20.01 FOR DEFINITION.

** USE FOR INTEGRAL ABUTMENT BRIDGES ONLY.

(EA050400 BARS).

CONTINUE BOTTOM MAT OF REINFORCEMENT THROUGH CONSTRUCTION JOINT. ADD EXTRA REINFORCEMENT OVER BEAM

CONCRETE BRIDGES LESS THAN 400' IN LENGTH.

INTEGRAL AND SEMI-INTERGRAL ABUTMENT BRIDGES SHALL BE CONSIDERED FOR STEEL BRIDGES LESS THAN 300' AND

NOTES:

WHERE OPTIONAL CONSTRUCTION JOINTS ARE USED, THERE WILL BE NO PAYMENT FOR THE REQUIRED JOINT WATERPROOFING.

PLAN NOTES:S

LA

B

HA

UN

CH

"D"

(T

RA

NS.

REI

NF.)

CL

EA

R

CO

VE

R

DECK REINFORCEMENT)

BACKWALL PRIOR TO PLACING

USED, CAST LOWER PORTION OF

(IF CONSTRUCTION JOINT IS


EA04 BARS

(TOP & BOTT)EA06 BARS (TOP & BOTT)

APPROACH SLAB (BOTT ONLY)

DECK REINF INTO

REF. LINE A OR B

SL

AB

THI

CK

NE

SS

MA

TC

H

RO

AD

AP

PR

OA

CH

WATERPROOFING

EXPANSION JOINT

BEAM BEARING \ **

EA08 BARS ALONG

(MIN.)

EA BARS

VA

RI

ES

EA08 BAR

EA08 BAR

VA

RI

ES

(1

SP

A.

MI

N.)

TH

RU

BE

AM

WE

B

EA0

8

BA

RS

(1

SP

A.

MI

N.)

TH

RU

BE

AM

WE

B

EA08

BA

RS

VA

RI

ES

CO

NC

RE

TE

PCI

BE

AM

S

ST

EE

L

BE

AM

S

(TOP & BOTT)

EA06 BARS

6" "D" - 6"

1ƒ"

2'-0" MIN. LAP

9"

MI

N.

EA0

8

BA

RS (

NS)

@ 1'-0"

MA

X.

3•" 3‚"

EM04 BARS SPA. @ 1'-6" (MAX.)

4"

4"

9"

1•

"

3"

5"

FILLER

1" JOINT

1•" BEVEL

1'-10"

2'-0" (MIN.)

(MANDATORY)

2" BEVEL

3"

2'-0"

APPROACH SLAB THICKNESS WILL MATCH THE ROAD APPROACH THICKNESS (9" MIN.)

3"

MI

N.

* SEE NOTE

SEMI-INTEGRAL ABUTMENTS SHOULD BE USED AT STREAM CROSSINGS.

APPROVAL) ***

(WITH ENGINEER

IN SLAB

SAWED JOINT

OR OPTIONAL

JOINT

CONSTRUCTION

SUPERSEDES:07/18/16

AND CURE, NIGHT CASTING (STRUCTURE NO.)").

WITH POLYURETHANE OR POLYURETHANE HYBRID JOINT SEALANT. (INCLUDED IN THE BID ITEM "SUPERSTRUCTURE CONC, FORM, FINISH,

USED, THE JOINT IS TO BE SAWED WITHIN 24 HOURS OF PLACING THE CURING AND IS TO BE FILLED TO •" BELOW TOP OF CONCRETE

WIDE (MINIMUM) IN THE TOP OF SLAB AT TRANSVERSE CONSTRUCTION JOINTS OVER THE BACKWALL. IF A CONSTRUCTION JOINT IS NOT

* IF A CONSTRUCTION JOINT IS NOT USED, THE CONTRACTOR IS TO PROVIDE A SAWED JOINT [1/3 DECK SLAB THICKNESS]" DEEP BY ‚"



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

ISSUED: 12/26/17

CHECKED BY:

2"

6.20.04B

VZ

BLT

EMPIRICAL APPROACH SLAB DETAILS

INTEGRAL AND SEMI-INTEGRAL ABUTMENT

3"

PAVEMENT

APPROACH

(CONCRETE ONLY)

E3 JOINT

9"

MI

N.

3"

(T

YP)

NIGHT CASTING"

"SUPERSTRUCTURE CONC,

INCLUDED IN BID ITEM

TROWEL FINISH.

BOND BREAKER ON STEEL

0.025" POLYETHYLENE

2'-0" MIN. LAP

20'-0"

EA06 BARS SPA @ 1"-0" MAX. (TOP & BOTTOM)

REF LINE A OR B

(TOP & BOTTOM)

EA BARS

(TOP & BOTTOM)

EA06 BARS

BACKWALL

1'-10" MIN.

APPROACH SECTION

APPROACH PAVEMENT THICKNESS (9" MIN.)

SLAB THICKNESS WILL MATCH THE ROAD

NOTES:



USE "L" SHAPE FOR HMA APPROACH.

USE INVERTED "T" SHAPE FOR CONCRETE APPROACH.

(SEE BRIDGE DESIGN GUIDE 6.20.04C FOR DETAILS)

SLEEPER SLAB

WITH BOTTOM MAT LONGITUDINAL REINFORCEMENT.

BOTTOM MAT TRANSVERSE REINFORCEMENT AND TO THE BRIDGE DECK

ATTACH APPROACH CURB AND GUTTER TO THE APPROACH SLAB WITH

LINE.

POUR APPROACH SLABS FROM EXPANSION LOCATION TOWARD REFERENCE FOR STEEL BEAM BRIDGES.

IS LESS THAN 50' FOR CONCRETE BEAM BRIDGES AND LESS THAN 25'

THE LENGTH OF BRIDGE CONTRIBUTING TO EXPANSION AT AN ABUTMENT

USE APPROACH SLAB DETAILS ON STANDARD PLAN R-45-SERIES WHEN

DEVICE

EXPANSION JOINT

1'-6"

4 INCH

UNDERDRAIN, FDN,

9"

MI

N.

UNDERDRAIN, FDN, 4 INCH (SEE NOTES)

USE GEOTEXTILE SEPARATOR ONLY WITH OPEN GRADED DRAINAGE COURSE.

(SEE NOTES)

GEOTEXTILE SEPARATOR

36" MAX.

* 12" MIN.

USE SLEEPER SLAB WITH ALL APPROACH SLABS INCLUDING HMA ROADWAY.

OR JWP

EJWP

NOT EXCEED 10 PSI.





PLAN NOTE:

PROVIDE A MINIMUM OF 12" BELOW SLEEPER SLAB.

ABUTMENT WALL EXCEPT WHEN NECESSARY TO

MAX., NOT TO EXTEND BELOW THE TOP OF

BOTTOM OF SLEEPER SLAB FOR A DEPTH OF 36"

* OGDC OR AGGREGATE BASE SHALL EXTEND FROM

COURSE IS USED INSTEAD OF AGGREGATE BASE.

OMIT UNDERDRAIN UNDER SLEEPER SLAB IF OPEN GRADED DRAINAGE

FOR "AGGREGATE BASE DENSITY, BRIDGE APPROACH" TO THE PROJECT.

AGGREGATE BASE IS TO BE COMPACTED TO 98%. ADD SPECIAL PROVISION

GR

AD

ED

DR

AI

NA

GE

CO

UR

SE

AG

GR

EG

AT

E

BA

SE

OR

OP

EN

5'-0" MIN.

**

1 ON 1

OPEN GRADED DRAINAGE COURSE.

** SEE GUIDE 5.46.01 FOR TERMINATION LIMITS OF AGGREGATE BASE OR


IN DECK

EA BARS

20'-0" APPROACH SLAB

REF PT A

REF LINE A

(TOP & BOTTOM)EA06

BARS SPA @ 1"-0"

MAX.

120° MAX.

60° MIN.

IN DECK

EA BARS2'-0" MIN. LAP

NO TRANSITION WITH VERTICAL RAILING OR ENDWALL


SEE STANDARD PLAN R-32-SERIES

8" TRANSITION FOR TYPE 4 OR TYPE 5 RAILING

PLAN OF APPROACH



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:02/18/14

ISSUED: 10/19/15

CHECKED BY:

6.20.04C

VZ

BLT

SLEEPER SLAB DETAILS

INTEGRAL AND SEMI-INTEGRAL ABUTMENT

5'-0"

1'-6" 2'-0" 1'-6"

3"

3"= 1'-6"

2 SPA @ 9"

(TOP)

EAO4 BARS

(EXPANSION JOINT SIDE ONLY)

SPACED AT 3'-6" MAX.

1" DIA. WEEP HOLES

UNDERDRAIN, FDN, 4 INCH

10"

E3 JOINT

3"

EAO4 BARS (TOP & BOTTOM)

6 SPA @ 9"(<) = 4'-6"

TYPICAL SECTION THRU SLEEPER SLAB WITH CONCRETE APPROACH

3'-6"

2'-0" 1'-6"

3"= 1'-6"

2 SPA @ 9"

EM04 BARS SPACED AT 8" MAX.

UNDERDRAIN, FDN, 4 INCH

3"

TYPICAL SECTION THRU SLEEPER SLAB WITH HMA APPROACH

SPACED AT 3'-6" MAX.

1" DIA. WEEP HOLES

3"

3"

6"

12"

MI

N.

9"T

3"

4 SPA @ 9" = 3'-0"

EAO4 BARS

EAO4 BARS

3"

8"

1'-8"

T

+

8"

3'-2"

EM04 BAR

L = 10'-0" + 2(T)

T = APPROACH SLAB THICKNESS

EXPANSION JOINT DEVICE.

OF DEBRIS PRIOR TO PLACING

WEEP HOLES ARE OPEN AND FREE

CONTRACTOR SHALL ENSURE THAT

PLAN NOTE:

ISSUED: / /

12"

MI

N.

9"T

AT 8" MAX.

ED04 BARS SPACED

AT 1'-0" MAX.

EA04 BARS SPACED

T = APPROACH SLAB THICKNESS

SUPERSEDES:11/28/11

EXPANSION JOINT DEVICE




APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 02/18/14

CHECKED BY:

DRAINAGE COURSE IS USED INSTEAD OF AGGREGATE BASE.

OMIT UNDERDRAIN UNDER SLEEPER SLAB IF OPEN GRADED

NOTES:

6.28.06

VZ

BLT

� " BEVEL

HAUNCH

G"

F"

LEVEL

\ FASCIA BEAM

CROWN

ROADWAY

BEGIN

�" BEVEL

RAILING CLEARANCE LINE

1"

1" R

�" MOLDING

2"

CURB LINE

FASCIA

SIDEWALK

JOINT DEVICE

EXPANSION

SPACED @ 16" C. TO C. MAX.

3"

(TYP)

2"

VARIES

RUBBER COVERED STEEL PLATE

GALVANIZED STEEL PLATE OR

STAINLESS STEEL ANCHORS

GALVANIZED OR

ANCHORS WITH A MINIMUM DIAMETER OF �".

PROVIDE STAINLESS STEEL OR GALVANIZED CONCRETE

THE HIGH SIDE OF LONGITUDINAL SIDEWALK GRADE,

INSTALL PLATES SO THAT THE ANCHORS ARE SET ON

CONSTRUCTION.

SECTION 7.16 OF THE STANDARD SPECIFICATIONS FOR

REPAIR DAMAGE TO GALVANIZED SURFACES ACCORDING TO

WITH A CLEANER AS RECOMMENDED BY THE MANUFACTURE.

CLEAN EXPOSED ELASTOMERIC COVER SYSTEM SURFACES

( RUBBER COVERED STEEL

GALVANIZED STEEL OR

COVER PLATE


STAINLESS STEEL ANCHORS

GALVANIZED OR

6" MIN.5" MIN.

3"

MIN.

SECTION THROUGH EXPANSION JOINT(DEVICE TYPE VARIES)

PLAN VIEW


EXPANSION JOINT COVER RETROFIT

(TYP)

1 ON 2

VARIES

LEVEL AREA VARIES

SL

AB

OR OTHER OBJECTS IN SIDEWALKS.

SPACE ANCHORS TO AVOID CONDUITS, CLAY TILE VOIDS

PLAN NOTES:

ISSUED: / /

THICKNESS OF �" AND BLAST CLEANED).

OF �") OR RUBBER COVERED STEEL PLATES (MINIMUM

PROVIDE GALVANIZED STEEL PLATES (MINIMUM THICKNESS

NOTES:



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:02/14/11

ISSUED: 12/22/11

CHECKED BY:

6.29.05

VZ

BLT

SUPERSEDES:05/04/06

OR BRUSH BLOCK WITH EXP. JT. DEVICE EJ3

JOINT DETAILS FOR SOLID PARAPET, SIDEWALK

SI

DE

WA

LK

BR

US

H

BL

OC

K

PLAN

FASCIA ELEVATION

SL

AB

CU

RB

FACE OF CURB

!

45°

3" 3"

OPENING SIZE AS REQUIRED

BY EXPANSION JOINT DEVICE

SEE EJ3 STANDARD SHEET FOR EXPANSION JOINT DEVICE DETAILS.

SO

LI

D

PA

RA

PE

TP

AR

AP

ET

1’-

0"

45°

RAILING POST

OUTLINE OF

1�" BEVEL

1�" BEVEL

1�" BEVEL

2�

"

1�" BEVEL

�" BEVEL

2�

"

2�

"

3"

OR

2�

"

2"

MIN.

2"

MIN.

OMIT 2�" OR 3" BEVELS

WHEN 70° ! 110°

45°

SEE EJ3 SHEET

(COVER PLATE REQUIRED OVER SIDEWALK)

\ EXPANSION JOINT DEVICE EJ3

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.06

VZ

BLT

3’-9"

THE HAUNCH BECOMES EXCESSIVE.

MAY BE REQUIRED IN THE AREA OVER THE BEAM FLANGE IF

DETAIL ON THE INTERIOR SIDE. ADDITIONAL REINFORCEMENT

ON THE FASCIA SIDE OF THE BEAM SIMILAR TO THE HAUNCH

IF "F" BECOMES GREATER THAN 12" USE A HAUNCH DETAIL

BARS WITH PREFIX "E" ARE TO BE EPOXY COATED.

SLAB THICKNESS AT CURB PLUS HAUNCH (1").

FASCIA BEAM DROP REQUIRED TO MAINTAIN MINIMUM

FASCIA BEAM FLANGE PLUS �" PLUS AMOUNT OF

"F" CONSTANT EQUALS SLAB THICKNESS PLUS THICKEST

NOTE:

B-21-SERIES.

FOR ADDITIONAL DETAILS OF RAILING, SEE STANDARD PLAN

4�" MINIMUM WILL APPLY TO CURVED GIRDERS ONLY.

APPROXIMATELY 1’-0" FROM THE ET BAR. HOWEVER,

TO CARRY THE SCREED RAIL WHICH WILL BE

* IT IS PREFERRED TO POSITION THE FASCIA BEAM

6"

6"

ED060409 BAR

1’-1"

10�"

1’-0�

"

1’-

0�

"

ET040411 BAR

10�"

**** 2" HIGH x 4" LONG (<). FORMING NOT REQUIRED.

AT 9".

*** AT EACH POST PLACE 7 - ED060409 BARS SPACED

9" EACH SIDE OF \ RAILING POST.

(1’-6" MAX.). PLACE ADDITIONAL ET040411 BARS

** SPACE AT ALTERNATE TRANSVERSE SLAB BARS

BRIDGE RAILING, 2 TUBE

11/27/01

1’-7"

3"

1"

HAUNCH

3"

7"

"F"

W8 x 24

LEVEL

BARS

EA04

SLAB THICKNESS (9")

*** ED060409** ET040411

5" 7" EA05 BARS

(TYP.)

HSS 5" x 5" x �"

10�" 5�"

1�"

3�"

7�"

�" BEVEL

* 2’-0" TO 2’-6"

* 4�" MIN.

STD. �" MOLDING

START CROWN OF ROADWAY

�" BEVEL (TYP.)

MICHIGAN 1800 BEAM

6" MIN. FOR

(

WATER STOP ****

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.06A

VZ

BLT

SUPERSEDES:11/27/01

ISSUED: / /


EA03 BARS

BARS

EA04

LEVEL

W8 x 24

ET040408 BAR

PRESTRESSED BOX BEAM DECK


SL

AB

EM

BE

D.

MI

N.

EM

BE

D.


FOR ADDITIONAL DETAILS OF RAILING, SEE STANDARD PLAN B-21-SERIES.

WATER STOP **

ET040408 *

T

1'-1"

10•"

11"

11"

10•"

1'-7"

6"

6"

** 2" HIGH x 4" LONG (<). FORMING NOT REQUIRED.

4"

5" 7"

ANCHOR STUD (TYP)

‡" ! x 1'-11•"

6"

8"

MI

N.

ƒ" BEVEL1"

5•"10•"3"

3"

7"

2•" < ‚"

EB04 BAR

(TYP)

HSS 5" x 5" x Š"

6" SPACING

EB04 BARS @

10•" MAX. SPACING

EA03 BARS @

1•"

3ƒ"

9" EACH SIDE OF \ RAILING POST.

* SPACE AT ALTERNATE TRANSVERSE SLAB BARS. PLACE ADDITIONAL ET040408 BARS

PLACE LONGITUDINAL STEEL PARALLEL TO BRIDGE \ IN ALL CASES.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH, PLACE TRANSVERSE STEEL TO REF. LINE.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH, PLACE TRANSVERSE STEEL TO BRIDGE \.

FOR ANGLE OF CROSSING 70° TO 90°, PLACE TRANSVERSE STEEL PARALLEL TO REF. LINE.

NOTES:

3•

"

4'-11•" (4' WIDE BOX BEAM)




APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 05/23/16

CHECKED BY:

6.29.08

VZ

BLT







B-20-SERIES.


11/27/01

THE BARRIER.

DO NOT PLACE MORE THAN ONE 3" ! UTILITY CONDUIT IN

WILL APPLY TO CURVED GIRDERS ONLY.

8" FROM THE EZ BAR. HOWEVER, 4�" MINIMUM

TO CARRY THE SCREED RAIL WHICH WILL BE 6" TO


SECTIONS.

SECTIONS. VERTICAL - LOW SIDE OF SUPERELEVATED

SECTION AND HIGH SIDE OF SUPERELEVATED

** PERPENDICULAR TO PLANE OF SLAB - NORMAL CROWN

*** 2" HIGH x 4" LONG (<). FORMING NOT REQUIRED.

BRIDGE BARRIER RAILING, TYPE 5

1’-

9"

10"

3"

2’-

10"

2"

"F"

1’-

1"

1’-

4"

3"

1’-5"

8" 2" 7"

3"

1’-

7"

EP040602

3"

WEIGHT = 392 LBS/LFT

*

**

3"

8" SPA. MAX.

EP040602 @

10�"

2’-5�

"

2’-

3�

"

1�

"

1�"

2�"

3�"

(TYP.)

�" BEVEL

1�"

4�" MIN.

(TYP.)

�" BEVEL

8" SPA. MAX.

EZ04 BAR @

10"

R.

2’-4"

1’-

1"

EA

04

BA

RS

9"

T+1"

EZ04 BAR

1’-3�"

6�"

T-1�" (6" MIN.)

3�"6�"

* 2’-0" TO 2’-6"

MICHIGAN 1800 BEAM

6" MIN. FOR

(

CONDUIT

UTILITY

HAUNCH

SLAB THICKNESS (T")

} MOLDING

STD. �"

CURB PLUS HAUNCH (1").

REQUIRED TO MAINTAIN MINIMUM SLAB THICKNESS AT

FLANGE PLUS �" PLUS AMOUNT OF FASCIA BEAM DROP

"F" EQUALS SLAB THICKNESS PLUS THICKEST FASCIA BEAM

NOTE:

*** WATER STOP

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.08A

VZ

BLT ISSUED: / /


11/27/01

EP040602

FOR RAILING REPLACEMENT

BRIDGE BARRIER RAILING, TYPE 5 (MOD.)

EZ040307

EA04

BA

RS

DO NOT PLACE UTILITY CONDUITS IN THE BARRIER.

STANDARD PLAN B-20-SERIES.

FOR ADDITIONAL DETAILS OF BARRIER RAILING, SEE

VERTICAL - LOW SIDE OF SUPERELEVATED SECTIONS.

SECTION AND HIGH SIDE OF SUPERELEVATED SECTIONS.

* PERPENDICULAR TO PLANE OF SLAB - NORMAL CROWN

BARRIER

* TOE OF PROPOSED

"ADHESIVE ANCHORING OF VERTICAL BAR."

TO RETAIN THE ADHESIVE SHALL BE INCLUDED IN THE BID ITEM

IF DAMAGE OCCURS IN DRILLING HOLES, THE FORMING REQUIRED

EG040610

3ƒ" 9‚"

1'-

3‚

"

1'-3ƒ"

1'-

1"

8‚

"

1•

"

R

6‚"

3"

2'-

5ƒ

"

2'-

3ƒ

"

3ƒ"

2'-4"

1•"

R

6‚"

2ƒ"

1'-6"

1•

"

R

10"

1'-0‚"

1'-

5‡

"8‚

"

7"3"

4"

7"

2'-

1"

1†"

6•"

5"

8" 7"2"

1'-5"

3"

1'-4"

3"

1•"1'-1"

2"

EG04 BAR

ADHESIVE ANCHORING

6" DEEP HOLE FOR

7"

EZ04 BAR

ADHESIVE ANCHORING

6" DEEP HOLE FOR

2…"

EACH SIDE OF EZ04 BAR.

PLACE EP04 BAR (4" MAX.)

BARS AT 8" MAX. SPACING.

ALTERNATE EG04 AND EZ04

10"

R

1'-9"

2'-10"

10"

3"

3"

9„"



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 12/26/17

6.29.08B

SUPERSEDES: / /

AESTHETIC


BRIDGE RAILING, AESTHETIC, TYPE 5, DET 1

PAY ITEM


PAY ITEM

BRIDGE RAILING, AESTHETIC, TYPE 5, DET 2, MODIFIED

PAY ITEM


PAY ITEM

SLIP FORMING BRIDGE RAILING, AESTHETIC, TYPE 5, DET __ IS NOT ALLOWED.

CONTRACT DOCUMENTS FOR REQUIREMENTS FOR TEXTURING CONCRETE.

ANCHOR BOLTS AND A 14" x 26" x �" PLATE TO ATTACH THE GUARDRAIL TO THE BARRIER. REFER TO THE

IS ADJUSTED AS PER PLAN, TO ACCOMMODATE CONCRETE TEXTURING ON THE BACK OF THE BARRIER. USE LONGER

CONSTRUCT RAILINGS IN THE SAME MANNER AS STANDARD BRIDGE BARRIER RAILING, TYPE 5, EXCEPT THE WIDTH

1’-5"

VA

RI

ES

4"

MI

N

VA

RI

ES

8" 2" 7"

1’-9"

2’-10"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)

10" R

1’-5"

VA

RI

ES

4"

MI

N

VA

RI

ES

8" 2" 7"

1’-9"

2’-10"

10"

3"

VA

RI

ES

10" R

VARIES

�" BEVEL (TYP)

3"

TREATMENT

AESTHETIC

1’-5"

VA

RI

ES

4"

MI

N

VA

RI

ES

8" 2" 7"

1’-9"

2’-10"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)

10" R

1’-5"

VA

RI

ES

4"

MI

N

VA

RI

ES

8" 2" 7"

1’-9"

2’-10"

10"

3"

VA

RI

ES

10" R

VARIES

�" BEVEL (TYP)

3"

TREATMENT

AESTHETIC

SLIP FORMING BRIDGE RAILING, AESTHETIC, TYPE 5, DET __ , MODIFIED IS NOT ALLOWED.

REQUIREMENTS FOR TEXTURING CONCRETE.

A 14" x 26" x �" PLATE TO ATTACH THE GUARDRAIL TO THE BARRIER. REFER TO THE CONTRACT DOCUMENTS FOR

ON THE BACK OF THE BARRIER. ADHESIVE ANCHORING IS PAID FOR SEPARATELY. USE LONGER ANCHOR BOLTS AND

IS ADHESIVE ANCHORED IN THE DECK AND THE WIDTH IS ADJUSTED AS PER PLAN, TO ACCOMMODATE CONCRETE TEXTURING

CONSTRUCT RAILINGS IN THE SAME MANNER AS STANDARD BRIDGE BARRIER RAILING, TYPE 5, EXCEPT REINFORCEMENT

3"

TREATMENT

AESTHETIC

3"

TREATMENT

AESTHETIC

ISSUED: 02/14/11

VZ

BLT



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.09

VZ

BLT








B-17-SERIES.


11/27/01


WEIGHT = 475 LBS/LFT

SPA. @ 8" MAX.

*

**

EP040702

EZ04 BAR

2’-10"

1’-5�"

(TYP.)

�" BEVEL





SECTIONS.




7"

10"

3"

2’-

3"

3"

1’-

0"

1’-

1"

10" R. 3

’-

4"

3"

2"

10"

"F"

3"

8"

1’-6"

3"

1’-

2"

EA

04

BA

RS

6�"

EP040702

T+1"

3"

CONDUIT

UTILITY

3�"

1’-8�

"

10�"

2’-11�

"

2’-

9�

"

3�"

1�

"

1�"

3�"

1�"

} MOLDING

STD. �"

4�" MIN.

T-1�" (6" MIN.)

*** WATER STOP

6�"

SPA. @ 8" MAX.

EZ04 BAR

(TYP.)

�" BEVEL

HAUNCH

SLAB THICKNESS (T")

THE BARRIER.


* 2’-0" TO 2’-6"

MICHIGAN 1800 BEAM

6" MIN. FOR

(

CURB PLUS HAUNCH (1").

REQUIRED TO MAINTAIN MINIMUM SLAB THICKNESS AT

FLANGE PLUS �" PLUS AMOUNT OF FASCIA BEAM DROP

"F" EQUALS SLAB THICKNESS PLUS THICKEST FASCIA BEAM

NOTE:

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.09A

VZ

BLT

ISSUED: / /

11/27/01

FOR RAILING REPLACEMENT

BRIDGE BARRIER RAILING, TYPE 4 (MOD.)

EZ040310

EA04

BA

RS

TOP OF EXISTING SLAB

REM PORTIONS.")

"STRUCTURES, REHABILITATION,

(INCLUDED IN BID ITEM

EXISTING COPPER WATERSTOP

REMOVE EXPOSED PORTION OF

EXISTING WALK (REMOVE)

EXISTING CURB LINE

* TOE OF PROPOSED BARRIER

DETAIL A

EP040702

DETAIL A

(OPTIONAL)

CONTRACTOR'S EXPENSE.

NEEDED SHALL BE AT

ADDITIONAL OVERLAY MATERIAL

PRIOR TO PLACEMENT OF BARRIER.

CONTRACTOR MAY PLACE OVERLAY

EG040710

ANCHORING OF VERTICAL BAR."

THE BID ITEM FOR "ADHESIVE

RETAIN ADHESIVE IS INCLUDED IN

HOLE, THE FORMING REQUIRED TO

IF DAMAGE OCCURS IN DRILLING

HAND CHIPPING IN FRONT OF BARRIER IS NOT REQUIRED WHEN PROJECT INCLUDES CONCRETE OVERLAY.

** PLAN QUANTITIES SHOULD SHOW PATCHING MIXTURE TO BE "PATCHING MORTAR OR CONCRETE."


* PERPENDICULAR TO PLANE OF SLAB - NORMAL CROWN SECTIONS AND HIGH SIDE OF SUPERELEVATED SECTIONS.

TYPICAL SECTION THRU BARRIER

4%

1"

1'-0‚"

8‚

"10"

1'-11‡

"

2'-0"

6•"

2†"

1•

"

R

2'-7"

7"3"

4"

7"

5"

6‚"10"

8‚

"1'-2‚

"

1'-5•"

3ƒ"

1'-4•

"

1•

"

R

1•"

R

3ƒ"

6‚"3ƒ"

2'-11ƒ

"

2'-9ƒ

"

2'-10"

3"

7" 2…"

EZ04 BARS

EG04 BARS

FOR ANCHORAGE OF:

6" DEEP HOLE

3"

10"

10"

R

1'-6"

8" 7"3"

3"

ƒ" BEVEL (TYP.)

1'-1"

1'-0"

10"

3'-4"

CONDUIT

UTILITY

3"!

2"

3"

1•"

2'-3"

3"

PLACE EP04 BAR 4" EACH SIDE OF EZ04 BAR.

ALTERNATE EG04 AND EZ04 BARS AT 8" MAX. SPACING.

OVERLAY PROVIDES 1•" COVER.

CUT EXISTING BARS SO PATCH OR

PLACE CONCRETE PATCHING MIXTURE. **

"STRUCTURES, REHABILITATION, REM PORTIONS.")

THICKNESS PATCHING MIXTURE (INCLUDED IN THE BID ITEM

HAND CHIP AS REQUIRED TO OBTAIN 1•" MIN.

10„"

DO NOT PLACE MORE THAN ONE 3"! UTILITY CONDUIT IN THE BARRIER.



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 12/26/17

6.29.09D

VZ

BLT







B-20-SERIES.


11/27/01

THE BARRIER.






SECTIONS.





(TWO-STAGE DECK)


MINIMUM THICKNESS AT CURB PLUS HAUNCH (1").

AMOUNT OF FASCIA BEAM DROP REQUIRED TO MAINTAIN

PLUS THICKEST FASCIA BEAM FLANGE, PLUS �", PLUS

"F" EQUALS SLAB THICKNESS, MINUS SECOND STAGE,

NOTE:

1’-0"

HA

UN

CH

3"

2"

1’-6"

@ 8" MAX. SPA.

2"

DETAIL A-OPTIONAL

**

*

2’-0" TO 2’-6"

*

DETAIL A

SEE

UTILITY

CONDUIT

EP040702

2’-10"

EP040702

10�"

4�" MIN.

1�" CONCRETE OVERLAY

MICHIGAN 1800 BEAM)

(6" MIN. FOR

MAX. SPA.

EZ04 @ 8"

10"

1’-1"

3"

3" 7"

2’-3"

10"

10"R

"F"

3’-4"

8"

3"

3"

10"

1’-

2"

EA

04

BA

RS

3"

T

EZ04 BAR

3�"

1’-8�

"

1’-5�"

T-�

"

2’-

11�

"

2’-

9�

"

1�

"

3�"

1�"

3�"

6�"

6�"

1�"

�" BEVEL

T-2�" (6" MIN.)

STD. �" } MLDG.

*** WATER STOP

(TYP.)

�" BEVEL

SHALL BE AT CONTRACTOR’S EXPENSE.

ADDITIONAL OVERLAY MATERIAL NEEDED

PRIOR TO PLACEMENT OF BARRIER.

CONTRACTOR MAY PLACE OVERLAY

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

6.29.09E

ON PRESTRESSED BOX BEAM DECK


EB06 BAR

EZ040501

EP040702

1'-9ƒ

"

2•

"

< ‚

"

@ 10•" MAX. SPA.

EA03 BARS

3"

10"

2'-3"

3'-4"

@ 8" MAX. SPA.

EP040702

(TYP.)

ƒ" BEVEL

3"

FOR ADDITIONAL DETAILS OF BARRIER RAILING, SEE STANDARD PLAN B-17-SERIES.

*

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH PLACE TRANSVERSE STEEL TO REF. LINE.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH PLACE TRANSVERSE STEEL TO BRIDGE \.

FOR ANGLE OF CROSSING 70° TO 90° PLACE TRANSVERSE STEEL PARALLEL TO REF. LINE.

2" HIGH x 4" LONG (<). FORMING NOT REQUIRED.

ƒ" BEVEL (TYP.)

7"3"

1'-

0"

1'-1"

10" R.

2"

10"

3"

8"

1'-6"

3"

*

6"

6"

EA03 BAR

EA

04

BA

RS

SL

AB

CONDUIT

UTILITY

BOX BEAMS

PRESTRESSED

@ 6" SPA.

EA04 BARS

1•"

1•"

@ 8" MAX. SPA.

EZ040501

5"

5"

10"

1'-2"

2'-10"

3"

3ƒ"

1'-5‚"

8‚

"

2'-11ƒ

"

2'-9ƒ

"

1•

"

1•

"

3ƒ

"

3ƒ"

6‚"

6‚"


PERPENDICULAR TO PLANE OF SLAB - NORMAL CROWN SECTION AND HIGH SIDE OF SUPERELEVATED SECTIONS.


NOTES:


**

DO NOT PLACE MORE THAN ONE 3" ! UTILITY CONDUIT IN THE BARRIER.

BARRIER.

BARS UNDER

BETWEEN EA04

PLACE EB06 BARS

3•

"



WATER STOP **



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:11/27/01

ISSUED: 05/23/16

CHECKED BY:

6.29.09F

SUPERSEDES: / /

AESTHETIC


1’-6"

VA

RI

ES

4"

MI

N

VA

RI

ES

10" R

8" 3" 7"

2’-3"

3’-4"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)1’-6"

VA

RI

ES

4"

MI

N

VA

RI

ES

10" R

8" 3" 7"

2’-3"

3’-4"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)

3"

TREATMENT

AESTHETIC

1’-6"

VA

RI

ES

4"

MI

N

VA

RI

ES

10" R

8" 3" 7"

2’-3"

3’-4"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)1’-6"

VA

RI

ES

4"

MI

N

VA

RI

ES

10" R

8" 3" 7"

2’-3"

3’-4"

10"

3"

VARIES

VA

RI

ES

�" BEVEL (TYP)

3"

TREATMENT

AESTHETIC


PAY ITEM


PAY ITEM


PAY ITEM


PAY ITEM

SLIP FORMING BRIDGE RAILING, AESTHETIC, TYPE 4, DET __ IS NOT ALLOWED.

CONTRACT DOCUMENTS FOR REQUIREMENTS FOR TEXTURING CONCRETE.

ANCHOR BOLTS AND A 14" x 26" x �" PLATE TO ATTACH THE GUARDRAIL TO THE BARRIER. REFER TO THE

IS ADJUSTED AS PER PLAN, TO ACCOMMODATE CONCRETE TEXTURING ON THE BACK OF THE BARRIER. USE LONGER

CONSTRUCT RAILINGS IN THE SAME MANNER AS STANDARD BRIDGE BARRIER RAILING, TYPE 4, EXCEPT THE WIDTH

SLIP FORMING BRIDGE RAILING, AESTHETIC, TYPE 4, DET __ , MODIFIED IS NOT ALLOWED.

REQUIREMENTS FOR TEXTURING CONCRETE.

A 14" x 26" x �" PLATE TO ATTACH THE GUARDRAIL TO THE BARRIER. REFER TO THE CONTRACT DOCUMENTS FOR

ON THE BACK OF THE BARRIER. ADHESIVE ANCHORING IS PAID FOR SEPARATELY. USE LONGER ANCHOR BOLTS AND

IS ADHESIVE ANCHORED IN THE DECK AND THE WIDTH IS ADJUSTED AS PER PLAN, TO ACCOMMODATE CONCRETE TEXTURING

CONSTRUCT RAILINGS IN THE SAME MANNER AS STANDARD BRIDGE BARRIER RAILING, TYPE 4, EXCEPT REINFORCEMENT

3"

TREATMENT

AESTHETIC

3"

TREATMENT

AESTHETIC

ISSUED: 02/14/11

VZ

BLT



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

SUPERSEDES:08/15/03

6.29.10

AESTHETIC PARAPET TUBE

BRIDGE RAILING,

R = \ BEAM TO SLAB FASCIA DISTANCE

FLUSH MOUNT BRIDGE RAILING

F

LEVEL

STOP

*** WATER

** ED06 BAR

+ EA04 TOP

+ EA05 BOTTOM

WEIGHT = 320 LBS/FT

R + 2’-2"

6"

6"

7"

2’-6"

2’-2"

1’-2"

1’-2"

EL040707

+** ED06 @ 9"7"

1’-0"

�" BEVEL (TYP.)

STD.�" MOLDING

(6) EA#4 LONGITUDINAL BARS

2"

3"

3"

2�"

2�"

3’-6"

2’-0"

1’-4"

10" x 8� " x � " A36 BASE PLATE

IN CONCRETE PARAPET

HEX NUT (TYP.) EMBEDDED 10�"

1 FLAT WASHER, 1 LOCK WASHER AND

�"! ANCHOR STUDS, EACH WITH

3� " x 3� " x � " PLATE

7"

(2) 2� " x 7� " x � " A36 PLATES

�

HSS 2" x 2" x �" (TYP.)

HSS 4" x 3" x � "

2�

" 6" EACH SIDE OF \ RAILING POST.

PLACE ADDITIONAL EL#4 BARS

EL#4 BARS @ 8" C-C

* 1’-6" TO 2’-6"

BARRIER

\ BEAM TO FACE OF

SPA @ 10" MAX.

+ EA04 LONGIT.(TOP)

BARRIER

\ BEAM TO FACE OF

SPA @ 10" (MAX.)

BARS (BOTTOM)

+ EA05 LONGITUDINAL

HSS 4" x 4" x � ", A500 GRADE B

�" ELASTOMERIC BOUND FABRIC PAD

MICHIGAN 1800 BEAM)

(6" MIN. FOR

* 4� " MIN.

9"

=1’-6"

2

SP

A

@

ROADWAY

CROWN OF

START

WITH PREFIX "E" ARE TO BE EPOXY COATED.

THE ED06 BAR DETAILED ON THIS SHEET.BARS

BE HOOKED (FOR THIS RAILING ONLY) SIMILAR TO

TRANSVERSE BRIDGE SLAB REINFORCEMENT SHALL

STANDARD BRIDGE SLAB REINFORCEMENT. ALL TOP

+ PLACE EA04, EA05 AND ED06 BARS IN ADDITION TO

*** 2" HIGH x 4" WIDE (<). FORMING NOT REQUIRED.

APPLY TO CURVED BRIDGES ONLY.

FROM THE EL BAR. HOWEVER 4�" MINIMUM WILL

CARRY THE SCREED RAIL WHICH WILL BE 6" TO 8"

* IT IS PREFERRED TO POSITION THE FASCIA BEAM TO

NOTES:

BEAM FLANGE IF THE HAUNCH BECOMES EXCESSIVE.

REINFORCEMENT MAY BE REQUIRED IN THE AREA OVER THE

THE HAUNCH DETAIL ON THE INTERIOR SIDE. ADDITIONAL

DETAIL ON THE FASCIA SIDE OF THE BEAM SIMILAR TO

IF "F" BECOMES GREATER THAN 12" USE A HAUNCH

DO NOT PLACE UTILITY CONDUITS IN THE BARRIER.

PLAN B-25-SERIES AND GUIDES 6.29.10A & 6.29.10B.

FOR ADDITIONAL DETAILS ON RAILING, SEE STANDARD

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.29.10B

VZ

BLT

END WALL SECTIONS

BRIDGE RAILING, AESTHETIC PARAPET TUBE

EA04

BA

RS

EA04

BA

RS

1'-6"

BAR

EL06

EL04 BAR

* SIDEWALK FASCIA

SLAB FASCIA

EA04

BA

RS

1'-6"

(N

S)

(2)-

EA

04

07

06

(N

S)

(2)-

EA

04

04

09

EL06 BAR

SLAB FASCIA

SECTION AT END WALL

(TUBE CONNECTION AREA)

SECTION AT END WALL

(FULL CONCRETE AREA)

1'-0" 2•"

9"3" ƒ" BEVEL (TYP)7"

1'-8•

"

5"

9"

9•

"4"

2•"7"2•"

3"

LEVEL UNDER RAILING

2•"

ƒ" BEVEL (TYP)

5"

9"

9•

"

3'-8•

"

2…"2…" 7‚"

3"

* SIDEWALK FASCIA

LEVEL UNDER RAILING

3'-8•

"

1'-0"

WATER STOP **

WATER STOP **

USE WHEN RAILING IS MOUNTED FLUSH TO THE SLAB.


THE "EL" BARS SHALL BE CAST IN THE SLAB.

* IF BRIDGE RAILING IS MOUNTED FLUSH TO THE SLAB,

NOTE:



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:12/22/11

ISSUED: 05/23/16

CHECKED BY:

6.29.10C

VZ

BLT

SUPERSEDES:08/15/03

1’-0"

11"

10�

"

G

+ 5�

"

G

+ 5�

"

G - 3"

1’-8"

1’-0"

1’-4"

8"

1’-1�"

� " BEVEL

HAUNCH

G"

F"

4"

2"

LEVEL

8"

\ FASCIA BEAM

CROWN

ROADWAY

BEGIN

�" BEVEL

2’-0" TO 2’-6"

** 4�" MIN.


5"

1"

2%

4"5"

7"

3"

* ET06 BARS

* EA06 BARS


AT CURB LINE.

FASCIA BEAM DROP REQUIRED TO MAINTAIN SLAB THICKNESS

THICKEST FASCIA BEAM FLANGE PLUS �" PLUS AMOUNT OF

"F" CONSTANT EQUALS SLAB THICKNESS PLUS HAUNCH PLUS

NOTE:

MICHIGAN 1800 BEAM

6" MIN. FOR

(

1" R

(1’-6" MAX. SPACING) BOTTOM

EA04 BARS VARIES

(1’-6" MAX. SPACING) TOP

EA04 BARS VARIES

ET06 BAR

ED04 BAREB04 BAR

SIDEWALK SECTION


ON THIS SHEET.

RAILING ONLY) SIMILAR TO THE ED06 BAR DETAILED

SLAB REINFORCEMENT SHALL BE HOOKED (FOR THIS

SLAB REINFORCEMENT. ALL TOP TRANSVERSE BRIDGE

+ PLACE ED06 BARS IN ADDITION TO STANDARD BRIDGE

** APPLIES TO CURVED BRIDGES ONLY.

�" MOLDING

* ED04 BAR (EB04 BAR OPTIONAL) 9"

SL

AB

+ ED06 @ 9"

BARS

TRANSVERSE

STANDARD

10"

1’-2�"

LEVEL TO

*** WATER STOP

ED06 BAR

6"

R + 2’-2"

6"

FASCIA DISTANCE

R = \ BEAM TO SLAB






2"(SEE EJ3 OR EJ4 SHEET)

DEVICE COVER PLATE

EXPANSION JOINT

POST.

ADDITIONAL ET06 BAR 6" EACH SIDE OF \ RAILING

INTO 6" DEEP HOLE INSTEAD OF ED04 BAR. PLACE

(1’-6" MAX.). EB04 BAR MAY BE ADHESIVE ANCHORED

* SPACE WITH ALTERNATE TRANSVERSE SLAB BARS

5’-2" OR GREATER PREFERRED

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

MI

N.

4"

6"

MI

N.

9"

VA

RI

ES

7"

3'-0"





SUPERELEVATED SECTIONS.

* PERPENDICULAR TO PLANE OF SLAB - NORMAL CROWN SECTION AND HIGH SIDE OF

PULLOUT OF EL04 BAR.

BEAM DESIGN MUST BE CHECKED FOR ADDITIONAL DEAD LOAD AND POSSIBLE

3•

"

8"7"

MAX. SPACING

EA03 BARS @ 10•"

2'-2"

1'-2"

1'-5"

VA

RI

ES

(B

AS

ED

ON

EM

BE

DM

EN

T)

1'-2"

1'-0"

*

EL040504 BARS

6" SPACING

EA04 BARS @EL04 BAR ***15"

MI

N.

*** EL04 BAR

L = a+e+f

a = 1'-2"

b = f = 8"

c,d,g = 0

EL040504

FOR ADDITIONAL DETAILS OF BRIDGE RAILING, SEE STANDARD PLAN B-25-SERIES.

EXTRA EA03 BAR

6.29.10D

PRESTRESSED CONCRETE BOX BEAM

AESTHETIC PARAPET TUBE RAILING ONVZ

BLT

STEEL TO BRIDGE \.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH PLACE TRANSVERSE

STEEL TO REF. LINE.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH PLACE TRANSVERSE

LINE.

FOR ANGLE OF CROSSING 70° TO 90° PLACE TRANSVERSE STEEL PARALLEL TO REF.

LEVEL UNDER RAILING

WATERSTOP **

(ENTIRE LENGTH OF BEAM)

EA04 BARS

EA04 BARS UNDER BARRIER

PLACE EB06 BARS BETWEEN



EB06 BAR



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:02/27/12

ISSUED: 05/23/16

CHECKED BY:

6.29.10E

SUPERSEDES: / /

BRIDGE RAILING, AESTHETIC PARAPET TUBE, DET 1

PAY ITEM

BRIDGE RAILING, AESTHETIC PARAPET TUBE, DET 2

PAY ITEM

SLIP FORMING BRIDGE RAILING, AESTHETIC, PARAPET TUBE, DET __ IS NOT ALLOWED.

TO THE BARRIER. REFER TO THE CONTRACT DOCUMENTS FOR REQUIREMENTS FOR TEXTURING CONCRETE.

THE BACK OF THE BRIDGE RAILING. USE LONGER ANCHOR BOLTS AND A 14" x 26" x �" PLATE TO ATTACH THE GUARDRAIL

WIDTH ACCORDING TO THE DETAILS ON THE PLAN TO ACCOMMODATE FORM LINERS TO ACCOMPLISH CONCRETE TEXTURING ON

CONSTRUCT RAILINGS IN THE SAME MANNER AS STANDARD BRIDGE RAILING, AESTHETIC PARAPET TUBE, EXCEPT ADJUST THE

AESTHETIC


VA

RI

ES

4"

MI

N

VA

RI

ES

1’-4"

3’-6"

VARIES

VA

RI

ES

TREATMENT

AESTHETIC

2"

7"

VA

RI

ES

4"

MI

N

VA

RI

ES

1’-4"

3’-6"

VA

RI

ES

TREATMENT

AESTHETIC

2"

7"

1" MAX.

2�" 2�"

2’-0"

2’-0"

1’-0"

VZ

BLT ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

AT INDEPENDENT BACKWALL

BARRIER RAILING DETAILS

**

EZ06 BARS

AS REQUIRED

EF06 & EZ06 BARS

* WHEN ! 70° OR ! 110°, CAST BARRIER END SQUARE; OTHERWISE CAST PARALLEL TO REFERENCE LINE.

TO BARRIER.

** WHEN ! 80° OR ! 100°, PLACE BARS PARALLEL TO REFERENCE LINE, OTHERWISE PLACE PERPENDICULAR

2•"

SECTION A-A

\ EXP. JOINT

SLAB FASCIA

!

EF06 &

*

BA

RRI

ER

RAI

LI

NG

REF. LINE

PLAN

1•" 1'-6"

1'-7•"

EF06 BARS

GUARD RAIL ANCHORAGE

EA

04

BA

RS

3"


EZ06 BARS

1'-

10•

"

6.29.16A

6.29.08 AND 6.29.09.


BARRIER RAILINGS, SEE

FOR ADDITIONAL DETAILS OF

NOTE:

FORMING NOT REQUIRED

WATERSTOP (2" HIGH x 4" WIDE <)



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 05/23/16

CHECKED BY:

6.29.17

VZ

BLT

SUPERSEDES:08/15/03

3’-9"







BICYCLE RAILING OPTION



SLAB THICKNESS AT CURB PLUS HAUNCH (1").

FASCIA BEAM DROP REQUIRED TO MAINTAIN MINIMUM

FASCIA BEAM FLANGE PLUS �" PLUS AMOUNT OF

"F" CONSTANT EQUALS SLAB THICKNESS PLUS THICKEST

NOTE:

B-26-SERIES.


4�" MINIMUM WILL APPLY TO CURVED GIRDERS ONLY.

APPROXIMATELY 1’-0" FROM THE ET BAR. HOWEVER,

TO CARRY THE SCREED RAIL WHICH WILL BE


1’-8"

3" 1"

HAUNCH

3"

9"

"F"


LEVEL

BARS

EA04

SLAB THICKNESS (9")

** ET050506

5" EA05 BARS

1�"

3�"

7�"

�" BEVEL (TYP.)

�" BEVEL

RAIL POST

W6 x 25

HSS 8" x 4" x �"

6�"

9"

8"

3’-

9"

HSS 4" x 4" x �" (TYP.)

(INCLUDING BRUSH BLOCK)

WEIGHT = 265 LBS/FT

* 2’-0" TO 2’-6"

MICHIGAN 1800 BEAM

6" MIN. FOR

(* 4�" MIN.

6"

6"

ED060409 BAR

1’-2"

11�"

1’-2�

"

1’-

2�

"

ET050506 BAR

11�"

** ED060409

2 SPA @ 6�" = 1’-0�"

STD. �" MOLDING

WATER STOP ***

REMAINING AREAS.

PLACE ET05 AND ED06 BARS AT 12" MAX. IN

6" AND ED060409 BARS WITH ALTERNATE ET05 BARS.

** AT EACH POST PLACE 7 - ET050506 BARS SPACED AT

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

1'-8"

3" 1"

3"

9"

LEVEL

BARS

EA04

ƒ" BEVEL (TYP.)

RAIL POST

W6 x 25

HSS 8" x 4" x Š"

6•"8"

3'-

9"

HSS 4" x 4" x ‚" (TYP.)

1'-2"

11•"

11•"

2 SPA @ 6‚" = 1'-0•"

6.29.17A

OPTION ON PRESTRESSED BOX BEAM DECK

BRIDGE RAILING, 4 TUBE - BICYCLE RAILING

ET050503 BAR

1'-

1"

1'-

1"

3•

"

6"

EM

BE

D.

MI

N.

WATER STOP **

* ET050503


6"

SL

AB

ANCHOR STUD (TYP.)

1"! x 1'-0"

10•" MAX. SPA.

EA03 BARS @

@ 6" SPA.

EA04 BARS

2•" < ‚"

1•"

5" 9"


REMAINING AREAS.

* AT EACH POST PLACE 7 - ET050503 BARS SPACED AT 6". PLACE ET050503 BARS AT 12" MAX. IN

FOR ADDITIONAL DETAILS OF RAILING, SEE STANDARD PLAN B-26-SERIES.



FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH, PLACE TRANSVERSE STEEL TO REF. LINE.

FOR ANGLE OF CROSSING 70° AND SPAN LENGTH DECK WIDTH, PLACE TRANSVERSE STEEL TO BRIDGE \.

FOR ANGLE OF CROSSING 70° TO 90°, PLACE TRANSVERSE STEEL PARALLEL TO REF. LINE.

NOTES:

EA03 BARS

3ƒ"

EB06 BAR

UNDER BRUSH BLOCK

BETWEEN EA04 BARS

PLACE EB06 BARS





APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 05/23/16

CHECKED BY:

6.29.17E

VZ

BLT

SUPERSEDES:05/04/06

PEDESTRIAN RAILING OPTION

BRIDGE RAILING, 4 TUBE - SIDEWALK SECTION

WEIGHT = 80 LBS/FT

1’-0"

11"

10�

"

G

+ 5�

"

G

+ 5�

"

G - 3"

1’-8"

1’-0"

1’-4"

8"

1’-1�"

� " BEVEL

HAUNCH

G"

F"

4"

2"

LEVEL

8"

\ FASCIA BEAM

CROWN

ROADWAY

BEGIN

(9")

THICKNESS

SLAB�" BEVEL

2’-0" TO 2’-6"

2"

*** 4�" MIN.


5"

1"

2%

9"5"5"

7"

3"

** ET05 BARS

** ED06 BARS (EB04 BAR OPTIONAL)* ED04 BAR

**** WATER STOP

** EA06 BARS

REMAINING AREAS.

ED06 BARS AND EA06 BARS AT 12" MAXIMUM IN

WITH ALTERNATE ET05 BARS. PLACE ET05 BARS,

ED060409 BARS (SEE GUIDE 6.29.17) AND EAO6 BARS

** AT EACH POST PLACE 7 - ET05 BARS SPACED AT 6",

*** APPLIES TO CURVED BRIDGES ONLY.

**** 2" HIGH x 4" LONG (<). FORMING NOT REQUIRED.

AT CURB LINE.

FASCIA BEAM DROP REQUIRED TO MAINTAIN SLAB THICKNESS

THICKEST FASCIA BEAM FLANGE PLUS �" PLUS AMOUNT OF

"F" CONSTANT EQUALS SLAB THICKNESS PLUS HAUNCH PLUS

NOTE:

MICHIGAN 1800 BEAM

6" MIN. FOR

(

1" R

1’-7"

TO

LEVEL

(1’-6" MAX. SPACING) BOTTOM

EA04 BARS VARIES

(1’-6" MAX. SPACING) TOP

EA04 BARS VARIES

(SEE EJ3 OR EJ4 SHEET)

DEVICE COVER PLATE

EXPANSION JOINT

ET05 BAR

ED04 BAREB04 BAR

�" MOLDING






2"

TRANSVERSE SLAB BARS (1’-6" MAX.).

HOLE INSTEAD OF ED04 BAR. SPACE WITH ALTERNATE

* EB04 BAR MAY BE ADHESIVE ANCHORED INTO 6" DEEP

5’-2" MIN. OR GREATER PREFERRED

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

PEDESTRIAN RAILING SECTION


6.29.17H

ED051101 BARSE

M0

5

BA

RS

EC

05

&

ED

05

LA

PP

ED

WI

TH

8•

"

OU

T-

OU

T

SE

CTI

ON

F-

F

EK

06

12

00

EC

05

05

01

ED

05

BA

RS

EC

05

BA

RS

VARIES 3'-0" TO 4'-0"

SE

CTI

ON

E-

E

BA

RS

EK

06

12

00

BA

RS

ED

06

07

06

BA

RS

EC

05

05

01

1'-

7"

SE

CTI

ON

D-

D

GUI

DE

6.

29.

17

E

SE

E

BRI

DG

E

REI

NF

OR

CE

ME

NT

SI

DE

WA

LK

EK

061103

EM051102 BARS

BA

RS

EA

060306

4'-0"

BA

RS

EM

05

1'-

2•

"



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:08/15/03

ISSUED: 05/23/16

CHECKED BY:

6.42.03

VZ

BLT

INTERIOR

HA

UN

CH

METAL STAY IN PLACE FORMS

*

T

FLUSH

FOR FORM REMOVAL

SLOPE AS REQUIRED

FASCIA

STEEL BEAM AND GIRDERS

HA

UN

CH

*

T

FOR FORM REMOVAL

SLOPE AS REQUIRED

INTERIORFASCIA

PRESTRESSED CONCRETE I BEAMS

REINFORCEMENT COVER

SLAB HAUNCH AND

3"

1�

"

3�

"

�" MOLDING�" BEVEL

THICKNESS AT CURB LINE.

BEAM DROP REQUIRED TO MAINTAIN MINIMUM SLAB

FASCIA BEAM FLANGE + �" + AMOUNT OF FASCIA

UNIFORM FASCIA = T + HAUNCH (1") + THICKEST

MAINTAIN MINIMUM SLAB THICKNESS AT CURB LINE.

+ AMOUNT OF FASCIA BEAM DROP REQUIRED TO

UNIFORM FASCIA = T + HAUNCH (1") + �"

�" BEVEL

MOLDING

�"

1�

"





** IF "F" BECOMES GREATER THAN 12" USE A HAUNCH DETAIL

* SLAB THICKNESS "T" AS GIVEN ON GUIDE 6.41.01

**

F

3�

"

**

F

SUPERSEDES:11/27/01

ISSUED: / /



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 12/22/11

CHECKED BY:

VZ

BLT

6.42.03A

HA

UN

CH

EA04 BARS

ADDITIONAL

GUI

DE 6.41.01)

(A

S

SP

ECI

FI

ED

ON

GUI

DE 6.41.0

1)

(A

S

SP

ECI

FI

ED

ON

DECK BARS

BETWEEN TRANSVERSE

EW05 BARS SPACED

CO

VE

R

CL

EA

R

CO

VE

R

CL

EA

R

EA04 BARS

ADDITIONAL

TRANSVERSE STEEL

STEEL (TYP)

DISTRIBUTION

TRANSVERSE STEEL

STEEL (TYP)

DISTRIBUTION

1'-6" 1'-6"

VA

RI

ES

VARIES

EW05 BAR

CONVENTIONAL FORMS


DECK BARS

BETWEEN TRANSVERSE

EK05* BARS SPACED

TRANSVERSE STEEL

STEEL (TYP)

DISTRIBUTION

GUI

DE 6.41.01)

(A

S

SP

ECI

FI

ED

ON

*

T

SL

AB

EA04 BARS

ADDITIONAL

TOP OF SLAB

CONVENTIONAL FORMS

DECK BARS

BETWEEN TRANSVERSE

EK05* BARS SPACED

STEEL (TYP)

DISTRIBUTION

GUI

DE 6.41.0

1)

(A

S

SP

ECI

FI

ED

ON

*

T

SL

AB

EA04 BARS

ADDITIONAL

TOP OF SLAB


1'-6" MAX. 1'-6" MAX.

VARIES

VA

RI

ES

3"

MI

N.

3"

MI

N.

CLEAR COVER

3" MIN.

GUI

DE 6.4

2.0

3)

(A

S

SP

ECI

FI

ED

ON

GUI

DE 6.42.03)

(A

S

SP

ECI

FI

ED

ON

CLEAR COVER

3" MIN.

EK05* BAR

WHERE THE HAUNCH EXCEEDS 4" IN DEPTH.

ADDITIONAL REINFORCEMENT SHALL BE PROVIDED IN AREAS

AMOUNT NECESSARY TO COVER THE LIMITS SHOWN ON THE PLANS.

THE HAUNCH REINFORCEMENT QUANTITY SHOWN PROVIDES THE

PLAN NOTES:

FA

SCI

A

THI

CK

NE

SS

"F",

"T",

SL

AB

THI

CK

NE

SS

"T",

SL

AB

THI

CK

NE

SS

FA

SCI

A

THI

CK

NE

SS

"F",

HA

UN

CH

DECK BARS

TRANSVERSE

SPACED BETWEEN

EW05 BARS

EXISTING BEAM

2"

COVER

CLEAR

1•" MIN.

HA

UN

CH

COVER

CLEAR

1•" MIN.

COVER

CLEAR

1•" MIN.

2"

TRANSVERSE STEEL

HA

UN

CH

COVER

CLEAR

1•" MIN.

EXISTING BEAM

2"

EXISTING BEAMEXISTING BEAM

FASCIA BEAM HAUNCH 4" DETAIL **

** FOR BULB-T BEAMS USE WHEN HAUNCH 3".

QUANTITY TOTALS.

WHERE LIMITS ARE UNKNOWN PROVIDE EXTRA HAUNCH REINFORCEMENT IN

SHOW LIMITS OF HAUNCH REINFORCEMENT ALONG THE LENGTH OF EACH BEAM.

DETAILS SHEET.

DETAIL HAUNCH REINFORCEMENT ON PLAN SHEETS AND STEEL REINFORCEMENT

* USE EW05 BAR WHEN OVERHANG IS GREATER THAN 1'-6"

NOTES:

INTERIOR BEAM HAUNCH 4" DETAIL **

INTERIOR BEAM HAUNCH 4" DETAIL ** FASCIA BEAM HAUNCH 4" DETAIL **

CONCRETE BEAMS

DEEP HAUNCH DETAILS -



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:12/19/16

ISSUED: 09/25/17

CHECKED BY:

5"

12"

6"

4"

3"

5"

5"

11"

28"

2"

6"

6"

15"

36"

6"

12

2"

54

2"

6

23

1

@

2"

3"

16" * 7 SPA.

5

SP

A.

TYPE I

TYPE II

9"

20"

2"9"

7"

7"

7"

19"

45"

7�

"4�

"

8"

8"

23"

54"

3"

5"

3"

5"

12"

2"5"

6"

18"

2" 2"

54

2"

6

23

1

@

2"

5

SP

A.

3"

12

2"

3"

7"

16"

2"7"

54

2"

6

23

1

@

2"

5

SP

A.

12

2"

3"

TYPE III

22"

2" 2"

9"

6"

TYPE IV

26"

2" 2"* 11 SPA. @ 2"

* 9 SPA. @ 2" FOR ROW 1 ONLY


* 9 SPA. @ 2"


54

2"

6

23

1

@

2"

5

SP

A.

8"

VZ

BLT

SUPERSEDES:05/04/06

I-BEAM DETAILS

PRESTRESSED CONCRETE

lbs/ft

WEIGHTTYPE

2

B

in

AREA

in

S

in

S

in

I

3 3 4

T

I

II

IV

III

288 276 1475

384

583

822

369

560

789

2530

5070

8910 10,550

1805

3220

6190

261,000

125,000

22,800

51,000

BEAM PROPERTIES

12

3"

3

@

2"

2

SP

A.

6.60.01

5 SPA.

@ 2"

@ 2"

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.60.02

VZ

BLT

SUPERSEDES:05/04/06

3’-11�"

1’-10�" 1’-10�"2"

SECTION

R=2"

R=7�

"

3"

2"

5�

"5�

"4’-

6�

"

5’-

10�

"

R=7�"

2�"2�"

2’-11�"

R=2"

1

32

4

3

SP

A.

@

2"

=

6"

3"

1

32

42"

7

SP

A.

@

2"

=

1’-

2"

5

76

8

5�"

15 SPA. @ 2" = 2’-6"

lbs/ft

WEIGHT

2

B

in

AREA

in

S

in

S

in

I

3 3 4

T

910 875

BEAM PROPERTIES

ISSUED: 02/14/11

MICHIGAN 1800 GIRDER

624,70018,80016,600



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

lbs/ft

WEIGHT

2in

AREA

BEAM PROPERTIES

4in

I xx

915

965

1015

1065

1115

1165

1215

878.3

926.3

974.3

1022.3

1070.3

1118.3

1166.3

145,592

217,461

305,994

412,056

536,513

680,229

844,069

5"

3"

3"

3"17•"

6" 49"

2"2" 18 SPA @ 2" = 36"

8"

5•

"2"

7"

2"1'-2"

36",

42",

48",

54",

60",

66",

72"

DE

PT

H

ƒ" BEVEL (TYP)

40"

AT ENDS

DRAPED STRANDS

AT MIDSPAN

DRAPED STRANDS

2"

2"

(T

YP)

6.60.03

BEAM PROPERTIES

BULB TEE

in

DEPTH

36

42

48

54

60

66

72

IN FORM *

BLOCKOUT

5"

1

32

45

67

1

32

45

67

8

=

1'-

2"

7

SP

A.

@

2"

(TYP)

61"

FORCES OR BEAM STABILITY.

* REMOVE BLOCKOUT IN FORM IF REQUIRED FOR COMPRESSION

BOT

4in

Y

18.2

21.1

24.0

27.0

29.9

32.9

35.8

49" TOP FLANGE WIDTH

972

1022

1072

1112

1172

1222

1272

932.4

980.4

1028.4

1076.4

1124.4

1172.4

1220.4

158,022

235,306

330,233

443,668

576,476

729,521

903,667

19.1

22.1

25.2

28.2

31.3

34.3

37.3

61" TOP FLANGE WIDTH

lbs/ft

WEIGHT

2in

AREA

4in

I xxBOT

4in

Y



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

VZ

BLT

6.60.03A

2"

CL

R

EL04 BAR

EA06 BAR (TYP)

CONTINUOUS

49"

TOP STRAND

BEAM REINFORCEMENT

BULB TEE

2'-0" OR 2'-4"

1'-2"

1'-0" OR

1'-2"

1'-0" OR

EA040310 *

1•" CLR

1‚" CLR

EF030608

EC030206 AND EF030608 BARS COMBINE TO FORM STIRRUP.

NOTE:

36",

42",

48",

54",

60",

66",

72"

DE

PT

H

11"

1'-

2•

"

EC030206

1•" CLR

1‚" CLR

1‚

"

CL

R

ED

04

12

05

3" (

TY

P)

2ƒ

"

OR

3

EQ

UA

L

SP

AC

ES (

60",

66",

72"

BE

AM)

2

EQ

UA

L

SP

AC

ES (

36",

42",

48",

54"

BE

AM)

3"

4•

"

<

61"

EK040410 *

(OPTIONAL)

TOP STRAND (TYP)

SEE GUIDE 6.60.03B.

USE EA040410 AND EK040510 WITH BLOCKOUT REMOVAL / 61" TOP FLANGE,

* ALTERNATE EK04 WITH EA04 BARS IF REQUIRED FOR SHEAR/COMPOSITE ACTION.



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

VZ

BLT

6.60.03B

8ƒ"

5•"

4•" !

3" !

ELO4 BAR

SIDE VIEWEND VIEW

72"

FO

R

72"

BE

AM

DE

PT

H

66"

FO

R

66"

BE

AM

DE

PT

H

60"

FO

R

60"

BE

AM

DE

PT

H

54"

FO

R

54"

BE

AM

DE

PT

H

48"

FO

R

48"

BE

AM

DE

PT

H

42"

FO

R

42"

BE

AM

DE

PT

H

36"

FO

R

36"

BE

AM

DE

PT

H

ISOMETRIC VIEW

BEAM REINFORCEMENT

BULB TEE

7"

5'-11"

3•" !

ED041205

4•

"

3'-10"

4'-10" (BLOCKOUT REMOVAL)

(EA040410)

EA040310

2'-10"

OR BLOCKOUT REMOVAL

USE FOR SHEAR/COMPOSITE ACTION

(EK040510)

EK040410

7"

5"

3'-1"

8‰

"

1'-6

"

1'-4ˆ"

63°

EC030206

EF030608

3•

"

5•"

10•"

1'-0

"

5•

"

27°

(BLOCKOUT REMOVAL)

3'-10"



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

VZ

BLT

6.60.03C

BEAM FLANGE CLIP DETAILS

BULB TEE

7" MIN. *

9•" MIN. *

40" BOTTOM FLANGE

49" TOP FLANGE

61" TOP FLANGE

13" MIN. *

CLIP TOP AND BOTTOM FLANGE WHEN ! 60°.

* CLIP CAN BE INCREASED TO \ OF BEAM.

!

!

!



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

VZ

BLT

SUPERSEDES: / /

BEAMS CONTINUOUS FOR LIVE LOAD

PIER DIAPHRAGMS FOR PRESTRESSED CONCRETE

EA080400 BAR

OR ENGINEER APPROVED EQUAL.

COVER (1‚" INSIDE DIAMETER),

GALVANIZED STEEL PIPE AND THREADED

COVER BAR AND STYROFOAM CAP WITH A

2" THICK STYROFOAM CAP

DETAIL B

2"

2'-

0"

EM

BE

DM

EN

T

SPONGE WASHER

3" DIA. NEOPRENE

1" JOINT FILLER

WASHER SHALL BE INCLUDED IN THE BID ITEM "SUPERSTRUCTURE CONC, NIGHT CASTING."

ALL WORK AND MATERIAL FOR THE STYROFOAM CAP, METAL SLEEVE AND NEOPRENE SPONGE

6.60.11A



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 07/18/16

CHECKED BY:

"SUPERSTRUCTURE CONC, FORM, FINISH, AND CURE, NIGHT CASTING (STRUCTURE NO.).")

POLYURETHANE HYBRID SEALANT. (INCLUDED IN THE BID ITEM WITH POLYURETHANE OR

WITHIN 24 HOURS OF PLACING THE CURING AND IS TO BE FILLED TO ‚" BELOW TOP OF CONCRETE

SLAB AT THE LOCATIONS SHOWN IN SECTION(S) . THE JOINT IS TO BE SAWED

THE CONTRACTOR IS TO PROVIDE A SAWED JOINT 1•" DEEP x „" WIDE (MIN.) IN THE TOP OF

JOINT BETWEEN BEAM ENDS SHALL BE FILLED WITH CONCRETE.

NIGHT CASTING."

MATERIALS AND CLEANUP/REMOVAL ARE INCLUDED IN THE BID ITEM "SUPERSTRUCTURE CONC,

REMOVE 1" EXCESS ON OUTSIDE OF FASCIA BEAMS AFTER DIAPHRAGM FORM REMOVAL. ALL LABOR,

TAR/ASPHALT TO SIDES OF BEAMS FROM BEAM END TO 1" PAST EDGE OF PIER DIAPHRAGM.

BLOCK OUT CONCRETE AT ELASTOMERIC BEARINGS. ATTACH NO. 30 ASPHALT FELT WITH ROOFING

PLAN NOTES:

6.60.11B

VZ

BLT

SUPERSEDES: / /

BOX BEAMS CONTINUOUS FOR LIVE LOAD

PIER FOR PRESTRESSED CONCRETE

ELASTOMERIC PAD (TYP) JOINT FILLER

PIER ELEVATION

4" MIN.

•" x „" SAWED JOINT

BOX BEAM (TYP)


ELASTOMERIC PAD (AS REQUIRED)

DETAILED ABOVE

BEAMS AND BETWEEN BEAMS AS

ELASTOMERIC PADS AT ENDS OF

PLACE JOINT FILLER BETWEEN

SHALL BE DESIGNED CONTINUOUS FOR LIVE LOAD OVER PIERS.

SPAN BEAMS FOR DEAD LOAD AND LIVE LOAD. THE BRIDGE SLAB

PRESTRESSED CONCRETE BEAMS SHALL BE DESIGNED AS SIMPLE

NOTES:

6"

BEAM

POUR GROUT TO FASCIA OF

WITH TYPE R-2 GROUT

FILL AREA BETWEEN BEAMS

WITH POST-TENSIONING

SIDE BY SIDE BOX BEAMS



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:02/14/11

ISSUED: 07/18/16

CHECKED BY:

"SUPERSTRUCTURE CONC, FORM, FINISH, AND CURE, NIGHT CASTING (STRUCTURE NO.).")

POLYURETHANE HYBRID SEALANT. (INCLUDED IN THE BID ITEM WITH POLYURETHANE OR

WITHIN 24 HOURS OF PLACING THE CURING AND IS TO BE FILLED TO ‚" BELOW TOP OF CONCRETE

SLAB AT THE LOCATIONS SHOWN IN SECTION(S) . THE JOINT IS TO BE SAWED

THE CONTRACTOR IS TO PROVIDE A SAWED JOINT •" DEEP x „" WIDE (MIN.) IN THE TOP OF

PLAN NOTES:

6.60.12

VZ

BLT

SUPERSEDES:05/04/06

ISSUED: / /

CONCRETE I BEAMS

DIAPHRAGMS FOR PRESTRESSED

ALL BEAMS)

(REQUIRED FOR

EA06 BARS

\ THREADED

NOT A PAY ITEM

CONTRACTOR'S OPTION

1 ON 1 (TYP.)

A

A

LAP (TYP.)

DIAPHRAGM ELEVATION

PARALLEL TO REF. LINE

AT HANGERS. PLACE DIAPHRAGMS

AT INDEPENDENT BACKWALLS AND

USE DIAPHRAGMS OVER PIERS,

ATTAINS A COMPRESSIVE STRENGTH OF 3000 PSI.

DO NOT POUR DECK UNTIL DIAPHRAGM CONCRETE

FOR ANGLE OF CROSSING 60°, SEE PLAN.

AT MID-POINT.

USE ONE INTERMEDIATE DIAPHRAGM

DIAPHRAGMS PARALLEL TO REF. LINE.

FOR 60° ! 90°, PLACE INTERMEDIATE 3

4

5

1

2

NOTES:

\ DIAPHRAG

MS

& INSERTS

REF. LIN

E

REF. LIN

E

2L/3 MAX. L/3 MIN.

OF SLAB

@ END

ED04 BARS

\ INSERTS

\ EA06 BARS &

VA

RI

ES

60°!

\ FASCIA BEAM

\ FASCIA BEAM

PLAN

L

L/3 MIN. 2L/3 MAX.

L

SECTION A-A

6"

2" x 3" KEYWAY

MAX.

1'-0"

8"

3" ED04 BARS @ 1'-6" MAX. 3"

TO FIT INSERT)

(2•" OF THREADS

THREADED EA06 BARS

MICHIGAN 1800 GIRDER.

REQUIRED FOR 70" BEAM &

BEAMS ADDITIONAL BARS

REQUIRED FOR 45" & 54"

\ THREADED EA06 BARS

2"

MI

N.

3"

5" (

70"

BE

AM)

2'-2" MIN.

REQUIRE INSTALLATION BEFORE BEAM IS ERECTED. (TYP.) (INCIDENTAL)

THE REQUIRED ANGLE PRIOR TO INSTALLATION. BENT REINFORCEMENT MAY

CONTINUOUS OR STAGGERED. THREADED REINFORCEMENT SHALL BE BENT TO

INSERTS AT ENDS OF BEAM SHALL BE STAGGERED AND AT MIDSPAN MAY BE

TYPE C12 OR C19, MEADOW BURKE TYPE CT-2 OR CX-4 OR EQUAL.

ƒ"! DAYTON SUPERIOR TYPE B-1 HEAVY OR TYPE B-18, WILLIAMS FORM

1'-

6"

E0

6

BA

RS

MA

X.

SP

A.

4"

2"2" 4"

OR EQUAL (TYP.) (INCIDENTAL)

WILLIAMS FORM C19, MEADOW BURKE CX-4,

DAYTON SUPERIOR TYPE B-18,

ƒ"! CONCRETE INSERT



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 09/22/14

CHECKED BY:

SKEW ANGLE 10°

PLAN FOR

SKEW ANGLE 10°

PLAN FOR

(TYP)

SLOTTED HOLE

�" x 2�"

(TYP)

SLOTTED HOLE

�" x 2�"

IN DIAPHRAGM SUPPORT

�" x 2�" SLOTTED HOLE

TWO WASHERS AND 3�" x 3�" x �" PLATE WASHERS

�" DIAMETER HIGH STRENGTH BOLTS WITH HEX NUT,

FORM 1�" DIAMETER HOLES IN WEB WITH PIPE SLEEVE

ON SLOTTED SIDE

3�" x 3�" x �" PLATE WASHER

WITH HEX NUT,TWO WASHERS AND

�" DIAMETER HIGH STRENGTH BOLTS

IN CHANNEL

1�" DIAMETER HOLE

x �" PLATE WASHER

TO 80 FT. LBS. 3�" x 3�"

WITH LOCK WASHER. TORQUE

ELECTROPLATED CAP SCREW

�" DIAMETER x 3" LONG

GIRDER STIRRUPS

LONG. FASTEN TO

#4 TIE BARS x 3’-0"

OR APPROVED EQUAL

(MEDIUM HIGH CARBON WIRE)

FERRULE LOOP INSERT

�" DIAMETER ELECTROPLATED

OR ALTERNATE DIAPHRAGM FROM �" PLATE

MC 18 x 42.7 FOR 45" & 54" BEAMS

C 12 x 20.7 FOR 36" BEAMS

C 10 x 15.3 FOR 28" BEAMS

ON SLOTTED SIDE


WITH HEX NUT,TWO WASHERS AND


PLATE WASHERS

TWO WASHERS AND 3�" x 3�" x �"

HIGH STRENGTH BOLTS WITH HEX NUT,

WITH PIPE SLEEVE �" DIAMETER

FORM 1�" DIAMETER HOLES IN WEB

HEIGHT

GIRDER

DIAPHRAGM

ALTERNATE

ALTERNATE PLATE DIAPHRAGM

* X = 2�" FOR

6.60.12A

DIAPHRAGM SUPPORT

6"

2�"

1�

"2�

"BL

6"

2�"

XX

6" x 6" x �" ANGLE

OFFSET

(TYP)

DIAPHRAGM

\ GIRDERS\ GIRDERS

OFFSET

DIAPHRAGM

L/

2

2"

2�

"2�

"

CENTER OF DIAPHRAGM

(FOR A CONTINUOUS LINE OF DIAPHRAGMS)

CONNECTION DETAIL

GIRDER STIRRUPS DIAPHRAGM

\ BOLT ANCHORAGE

6" x 6" x �" ANGLE

3�

"

BA

TOP OF DECK

EXTERIOR GIRDERINTERIOR GIRDER

CONNECTION DETAIL(FOR DIAPHRAGMS WITH SKEW ANGLES 10°)

DIMENSION TABLE

A B L *X

1’-0�"

1’-2�"

1’-5�"

1’-7�"

28"

36"

45"

54"

5�"

9�"

1’-1�"

1’-5�"

9�"

1’-1�"

1’-5�"

1’-9�"

2�"

3�"

2�"

4�"

SECTION A-A

6"

L

1�" RADIUS

�" PLATE

NOTES:

A A

28" THROUGH 54" PRESTRESSED GIRDERS

INTERMEDIATE STEEL DIAPHRAGMS FOR

PARTIAL TRANSVERSE SECTION AT DIAPHRAGM

VZ




APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.60.12B

70" & MI 1800 PRESTRESSED GIRDERS

INTERMEDIATE STEEL DIAPHRAGMS FOR

1’-

8"

(MI

18

00

BE

AM)

(7

0"

BE

AM)

3’-

5" (

MI

1800

BE

AM)

3’-

9" (

70"

BE

AM)

**

3

EQ

UA

L

SP

AC

ES

2�

"2�

"

70" BEAM SHOWN, MI 1800 BEAM SIMILAR

** BOLT HOLES SHALL BE SPACED TO MISS PRESTRESSING STRANDS IN CONCRETE BEAMS

SKEW ANGLE 10°

PLAN FOR

SKEW ANGLE 10°

PLAN FOR

OFFSET

(TYP)

DIAPHRAGM

\ GIRDERS\ GIRDERS

OFFSET

DIAPHRAGM

EXTERIOR GIRDER

1’-

3�

"

BENT PLATE

9" x 6" x �"

1"

�"

BENT PLATE

9" x 6" x �"

WT 6 x 13.0

ANGLE

6" x 4" x �"

GIRDER STIRRUPS

GIRDER STIRRUPS

LONG. FASTEN TO

#4 TIE BARS x 3’-0"

OR APPROVED EQUAL

(MEDIUM HIGH CARBON WIRE)

FERRULE LOOP INSERT

�" DIAMETER ELECTROPLATED

\ BOLT ANCHORAGE

DIAPHRAGM

BENT PLATE

9" x 6" x �"

9"

6"

2�"

1�

"

MI

N.

1�"

MIN.

SECTION A-ATORQUE TO 80 FT. LBS.

AND ONE LOCK WASHER.

WITH ONE PLATE WASHER

ELECTROPLATED CAP SCREW

�" DIAMETER x 2�" LONG

3�" x 7" x �" CENTER BOLTS

3�" x 3�" x �" TOP AND BOTTOM BOLTS

PLATE WASHER SIZE:

NOTES:

HOLE (TYP)

1�" DIAMETER

DIAPHRAGM SUPPORT

CONNECTION DETAIL(FOR DIAPHRAGMS WITH SKEW ANGLES 10°)

TWO WASHERS, AND PLATE WASHERS



FORM 1�" DIAMETER HOLES IN WEB BENT PLATE

9" x 6" x �"

DIAPHRAM CONNECTIONS (TYP)

WITH HEX NUT AND TWO WASHERS


1�" DIAMETER HOLES FOR

1"

A A

COPE FLANGE (TYP)

TWO WASHERS, AND PLATE WASHERS



FORM 1�" DIAMETER HOLES IN WEB

�" FILL PLATE

WITH HEX NUT, TWO WASHERS AND

�" DIAMETER HIGH STRENGTH BOLT

LONGITIDINALLY IN ANGLES

�" x 1�" SLOTTED HOLES

FOR CENTER BOLTS (TYP)

3�" x 7" x �" PLATE WASHER

FOR TOP AND BOTTOM BOLTS (TYP)


INTERIOR GIRDER

CONNECTION DETAIL

FOR CENTER BOLTS (TYP)

3�" x 7" x �" PLATE WASHER

FOR TOP AND BOTTOM BOLTS (TYP)


�" DIAMETER BOLT

SLOTTED HOLE FOR

�" x 3�"

�" DIAMETER BOLT

SLOTTED HOLE FOR

�" x 2�"

(FOR DIAPHRAGMS WITH SKEW ANGLES 10°)

PARTIAL TRANSVERSE SECTION AT DIAPHRAGM

SHALL BE 1�"

AND THE MINIMUM EDGE DISTANCE

ANGLE CONNECTIONS SHALL BE 3�"

OF FASTENERS FOR SUPPORT AND

MINIMUM DISTANCE BETWEEN CENTERS

TOP OF DECK

VZ




APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

6.65.02

lbs/ft

WEIGHT

2

B

in

AREA

in

I

3 3 4

T B

in

S

in

S

3 3

T

in

Y

in

Y

36

36

in

WIDTH

445 427

442 424 848 860

13,800

5,120

…" (TYP)

ƒ" (TYP)

4"

3"

5"

26" •" BEVEL (TYP)

17"

5"

5"5"

7"

1•" BEVEL (TYP)

12" & 17" BOX BEAM PROPERTIES


…" (TYP)

ƒ" (TYP)

4"

3"

36" •" BEVEL (TYP)

12"

6.04

8.58

5.96

8.42 1610 1640

12

17

in

DEPTH

BEAM PROPERTIES



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:09/22/14

ISSUED: 10/21/14

CHECKED BY:

NOTE: SHEAR KEYS ARE OPTIONAL FOR SPREAD BOX BEAMS.

VZ

BLT

6.65.02A

…" (TYP)

ƒ" (TYP)

4"

3"

5"

11"

26"

40"

•" BEVEL (TYP)

* BEVEL (TYP)

3" BEVEL FOR 27" BEAMS

* 1•" BEVEL FOR 21" BEAMS

5"

4•

"1

7•

"

5"

lbs/ft

WEIGHT

2

B

in

AREA

in

I

3 3 4

T

BEAM PROPERTIES

B

in

S

in

S

3 3

T

in

Y

in

Y

36

48

in

WIDTH

686 659 10.58 10.42

486 467 10.60 10.40 2320 2360

34,500

24,60021

21

in

DEPTH

36

48 736 707 13.59 13.41

530 509 13.43 13.57 3520 3480

67,500

47,30027

27

21" & 27" BOX BEAM PROPERTIES


4•" 4•"

5"

27"

5"

40"

4"4"

21" BEAM - 36" WIDE

27" BEAM - 36" WIDE

21" BEAM - 48" WIDE

27" BEAM - 48" WIDE

3260 3310

4970 5030

4" 4"

21"

BE

AM -

36"

WI

DE

27"

BE

AM -

36"

WI

DE

27"

BE

AM -

48"

WI

DE

21"

BE

AM -

48"

WI

DE

6"

6"

6"

9"

6"

15"



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:09/22/14

ISSUED: 10/21/14

CHECKED BY:


VZ

BLT

6.65.02B

lbs/ft

WEIGHT

2

B

in

AREA

in

I

3 3 4

T

BEAM PROPERTIES

B

in

S

in

S

3 3

T

in

Y

in

Y

36

48

in

WIDTH

…" (TYP)

ƒ" (TYP)6"

6"

5"

4•

"4•"4•" 27"

40"

4•" •" BEVEL (TYP)

861 827 21.15 20.85 208,000

666 640 20.95 21.05 146,5006990 6960

36" WIDE BEAM

48" WIDE BEAM

3" BEVEL (TYP)

33

33

in

DEPTH

39

39

42

42

36

48 836 803 19.64 19.36 172,500

638 613 19.45 19.55 121,4006240 6210

36

48 786 755 16.66 16.34 113,200

581 558 16.45 16.55 4820 4790 79,300

6790 6930

8780 8910

9830 9970

48 906 870 24.25 23.75 287,00048

48 956 918 27.30 26.70 384,00054

48 1005 965 30.30 29.70 498,00060

11,830

14,060

16,430

12,080

14,380

16,770

4"4"

33" THROUGH 60" BOX BEAM PROPERTIES


48" -

60"

BE

AM

42" -

54"

BE

AM

36" -

48"

BE

AM

30" -

42"

BE

AM

27" -

39"

BE

AM

21" -

33"

BE

AM

32•

" -

42"

BE

AM

29•

" -

39"

BE

AM

23•

" -

33"

BE

AM

6"

6"

36"

WI

DE

BE

AM

S

48"

WI

DE

BE

AM

S



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:09/22/14

ISSUED: 10/21/14

CHECKED BY:


6.65.10

VZ

BLT

SUPERSEDES:05/04/06

NOTES:

MINIMUM REINFORCEMENT SHOWN.

PLAN NOTES:

ALLOW 1�" - 3" BETWEEN BEAMS FOR FIT-UP.

DECREASE VOID BOXES HEIGHT IN FASCIA BEAMS TO INCREASE TOP FLANGE THICKNESS TO 9" FOR EMBEDMENT

OF BRIDGE BARRIER BARS. (USE WHEN BARRIER RAIL IS USED WITHOUT 6" CONCRETE WEARING SURFACE)

WHERE REQUIRED, DECREASE VOID BOXES HEIGHT TO PROVIDE 1�" CLEAR COVER FOR PRESTRESSING STRANDS

IN UPPER ROW.

*** ALTERNATE ABOVE AND BELOW LONGITUDINAL BARS WITH HMA WEARING COURSE.

AND 3�" OR 5�" DOWN FROM TOP OF BEAM.

PLACE SPREAD BOX BEAM DIAPHRAGM/BACKWALL INSERTS AT 5" OR 7" UP FROM BOTTOM OF BEAM

FOR LIVE LOAD INTEGRAL STUB ABUTMENTS.

** IF REQUIRED FOR STRENGTH, USE 3"! HOLES FOR BUNDLED REINFORCEMENT FOR CONTINUOUS

* USE 6" FOR SPREAD BOX BEAMS WITH 9" DECK. SHEAR KEYS ARE OPTIONAL FOR SPREAD BOX BEAMS.

BOX BEAM REINFORCEMENT DETAILS

PRESTRESSED CONCRETE 3’ WIDE

TYPICAL SECTION - 17" & 21" BEAMS

36"

2"(TYP)8"(TYP)

2"

5"

STRAND NOT USED.(TYP.)

PLACE A04 BAR IN CORNER IF

EQUAL TO THE BEAM DEPTH (MIN)

ENCLOSE STRANDS FOR A LENGTH

AT ENDS, D04 BARS SHALL

ED04 BAR (SLAB TIE)

1’-

2"

MI

N.

LA

P

17"

OR

21"

5"(TYP)

5"

10"

MI

N.

LA

P

1’-

0"

EM

BE

D.

1’-

4"

EM

BE

D.

(1

7")

(2

1")

(1

7")

(2

1")

4"

3"

2"

2"(

TY

P)

2"(TYP)

PLACED UNDER STRANDS)

IN CENTER (MAY BE

D04 BARS @ 12" MAX.

�"(TYP)

�"(TYP)

2�"(TYP)

2�"

1�"(TYP)

2�

"*

�" BEVEL (TYP.)

3"(TYP)2 EQUAL SPACES - A06 BARS

4 EQUAL SPACES - A04 BARS OR

AT ENDS (TYP) **

\ PREFORMED 2"! HOLES

2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)

CUT STRAND

(IF REQUIRED) (TYP)

"A" BAR OR CUT STRAND

(OPTIONAL)

D04 BARS ***

D04 BARS, SPACE WITH BOTTOM

(SEE BRIDGE DESIGN MANUAL 8.07.04Z)

ALL D AND ED BARS SHALL BE GRADE 40 (ksi).

ALL A BARS SHALL BE GRADE 60 (ksi).

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.10A

VZ

BLT

SUPERSEDES:05/04/06

36"

27", 33", 39",

OR 4

2"

2"(TYP)8"(TYP)

2"

5"

STRAND NOT USED.(TYP.)

PLACE A04 BAR IN CORNER IF

EQUAL TO THE BEAM DEPTH (MIN)

ENCLOSE STRANDS FOR A LENGTH

AT ENDS, D04 BARS SHALL

ED04 BAR (SLAB TIE)

1’-9"

MI

N.

LA

P

3"(TYP)

1’-6"

EM

BE

DM

EN

T

(E

D04

SL

AB

TI

E)

TYPICAL SECTION - 27", 33", 39" & 42" BEAMS


IN CENTER (MAY BE

D04 BARS @ 12" MAX.

4"

3"

2"

6"

6"

2"(

TY

P)

OPTIONAL FOR

33", 39" & 42"

2"(TYP)

4�"(TYP)

2�"(TYP)

4�"

2�"�" BEVEL (TYP.)

�"(TYP)

2�

"*

3"(TYP)2 EQUAL SPACES - A06 BARS


AT ENDS (TYP) **


NOTES:


PLAN NOTES:




WHERE REQUIRED, DECREASE VOID BOXES HEIGHT TO PROVIDE 1�" CLEAR COVER FOR PRESTRESSING STRANDS

IN UPPER ROW.

2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)

CUT STRAND

(IF REQUIRED) (TYP)


�"(TYP)

(OPTIONAL)


D04 BARS *** D04 BARS, SPACE WITH BOTTOM





* USE 6" FOR SPREAD BOX BEAMS WITH 9" DECK. SHEAR KEYS ARE OPTIONAL FOR SPREAD BOX BEAMS.



BOX BEAM (TYP)

SIDE BY SIDE

WITH 33"

DO NOT USE

(SEE BRIDGE DESIGN MANUAL 8.07.04U)

ALL A, D, AND ED BARS SHALL BE GRADE 60 (ksi).

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.10B

VZ

BLT

SUPERSEDES:05/04/06

NOTES:


PLAN NOTES:











TYPICAL SECTION - 21" BEAMS

48"

2"(TYP)

8"(TYP)

2" 6"

ED04 BAR (SLAB TIE)

4" (TYP)

6"

4"

3"

2"

2"(

TY

P)


IN CENTER (MAY BE

D04 BARS @ 12" MAX.

�"(TYP)

2�"(TYP)

2�"

1�"(TYP)

2�

"*

3"(TYP)

21"

(TYP)

�" BEVEL

2"(TYP)

MI

N.

LA

P

1’-2"

THE BEAM DEPTH (MIN.)

FOR A LENGTH EQUAL TO

SHALL ENCLOSE STRANDS

AT ENDS, D04 BARS

3 EQUAL SPACES - AO6 BARS


1’-

4"

EM

BE

DM

EN

T

AT ENDS (TYP) **


IF STRAND NOT USED (TYP)

PLACE A04 BAR IN CORNER

NOT USED (TYP)

CORNER IF STRAND

PLACE A04 BAR IN

2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)

CUT STRAND

(IF REQUIRED) (TYP)


�"(TYP)

(OPTIONAL)BOTTOM D04 BARS ***

D04 BARS, SPACE WITH

SHEAR KEYS ARE OPTIONAL FOR SPREAD BOX BEAMS.

* USE 6" FOR SPREAD BOX BEAMS WITH 9" DECK.


ALL D AND ED BARS SHALL BE GRADE 40 (ksi).


ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.10C

VZ

BLT

SUPERSEDES:05/04/06

NOTES:


PLAN NOTES:




48"

2"(TYP)

8"(TYP)

2" 6"

ED04 BAR (SLAB TIE)

4" (TYP)

6"

6"

6"

2"

2"(

TY

P)


IN CENTER (MAY BE

D04 BARS @ 12" MAX.

�"(TYP)

�"(TYP)

2�"(TYP)

2�"

3"(TYP)

2�

"*

3"(TYP)

(TYP)

�" BEVEL

2"(TYP)

MI

N.

LA

P

1’-

9"




AT ENDS, D04 BARS



TYPICAL SECTION - 27" & 33" BEAMS

1’-

6"

EM

BE

DM

EN

T

27"

OR

33"

4"

3"

33" BEAMS

OPTIONAL FOR

NOT USED (TYP)

OF BEAM) IF STRAND

BEAM EDGE (FULL LENGTH

PLACE A04 BAR 2" FROM

AT ENDS (TYP) **


ONLY (TYP)

SPREAD BOX BEAM

USE WITH 33"

2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)


(IF REQUIRED) (TYP)

CUT STRAND

(OPTIONAL)

BOTTOM D04 BARS ***



INSERTS AT 5" OR 7" UP FROM BOTTOM OF BEAM

PLACE SPREAD BOX BEAM DIAPHRAGM/BACKWALL

WITH HMA WEARING COURSE.

*** ALTERNATE ABOVE AND BELOW LONGITUDINAL BARS

LIVE LOAD INTEGRAL STUB ABUTMENTS.

BUNDLED REINFORCEMENT FOR CONTINUOUS FOR

** IF REQUIRED FOR STRENGTH, USE 3"! HOLES FOR






ALL A, D AND ED BARS SHALL BE GRADE 60 (ksi).

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.10D

VZ

BLT

SUPERSEDES:05/04/06

NOTES:


PLAN NOTES:


ISSUED: 02/14/11




INSERTS AT 5" OR 7" UP FROM BOTTOM OF BEAM

PLACE SPREAD BOX BEAM DIAPHRAGM/BACKWALL

WITH HMA WEARING COURSE.

*** ALTERNATE ABOVE AND BELOW LONGITUDINAL BARS

LIVE LOAD INTEGRAL STUB ABUTMENTS.

BUNDLED REINFORCEMENT FOR CONTINUOUS FOR

** IF REQUIRED FOR STRENGTH, USE 3"! HOLES FOR





48"

2"(TYP)

8"(TYP)

2" 6"

4" (TYP)

6"

6"

6"

2"

2"(

TY

P)


IN CENTER (MAY BE

D04 BARS @ 12" MAX.

�"(TYP)

2�"(TYP)

2�"

3"(TYP)

2�

"*

3"(TYP)

(TYP)

�" BEVEL

2"(TYP)

MI

N.

LA

P

1’-

9"




AT ENDS, D04 BARS



1’-

6"

EM

BE

DM

EN

T

4"

3"

ALL BEAMS

OPTIONAL FOR

39",

42",

48",

54",

OR

60"

TYPICAL SECTION - 39", 42", 48", 54", & 60" BEAMS

NOT USED (TYP)

OF BEAM) IF STRAND

BEAM EDGE (FULL LENGTH

PLACE A04 BAR 2" FROM

2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)

CUT STRAND

(IF REQUIRED) (TYP)


ED04 BAR (SLAB TIE)AT ENDS (TYP) **

\ PREFORMED 2"! HOLES�"(TYP)

(OPTIONAL)

BOTTOM D04 BARS ***






APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.10E

VZ

BLT

SUPERSEDES:05/04/06

NOTES:

PLAN NOTES:





BOX BEAM DOUBLE STIRRUP DETAILS


36"

ED04 BAR (SLAB TIE)

2�

"*

3"(TYP)

(TYP)

�" BEVEL

VA

RI

ES

TYPICAL SECTION - DOUBLE STIRRUP DETAIL, ALL BEAMS

D04 BARS

D04 BARS

(2

7" -

60")

1’-

9"

MI

N.

LA

P

(17")

1’-

0"

EM

BE

DM

EN

T

(2

7" -

60")

1’-

6"

EM

BE

DM

EN

T

(21")

1’-

4"

EM

BE

DN

EN

T

1’-7" (TYP) (36" WIDE)

2’-7" (TYP) (48" WIDE)

48"

2 EQUAL SPACES - AO6 BARS (36" BEAMS)


3 EQUAL SPACES - AO6 BARS (48" BEAMS)


2�"(TYP)

2"(TYP)

(IF REQUIRED) (TYP)

CUT STRAND

(IF REQUIRED) (TYP)


(2

1")

1’-

2"

MI

N.

LA

P

(1

7")

10"

MI

N.

LA

P


FOR 17" AND 21" BEAMS ALL D AND ED BARS SHALL BE GRADE 40 (ksi).


FOR 27" AND GREATER DEPTH BEAMS ALL D AND ED BARS SHALL BE GRADE 60 (ksi).


ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

VZ

BLT

SUPERSEDES:05/04/06



6.65.11

NOTES:


36"

12"

2 EQUAL SPACES - A04 BARS

(TYP) (TYP)

(TYP)

TYPICAL SECTION - 12" BEAM

8"

6" 4"

(TYP)

2"

2"

4"

1’-9" MIN. LAP

2�" (TYP)

2"

HOLES AT ENDS **

\ PREFORMED 2"!








(TYP)

10"

EM

BE

DM

EN

T2�

"*

2"

3"

�" (TYP)

�" (TYP) 3"

ED04 BARS (SLAB TIE)

IN CENTER

D04 BARS @ 12" MAX.

�" BEVEL (TYP)

IN CORNER (TYP)

PLACE A04 BAR

THE BEAM DEPTH (MIN)



AT ENDS, D04 BARS

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.12

VZ

BLT

SUPERSEDES:05/04/06

DETAILS


PLAN AT END

NORMAL SPACING

MIN.

D04 BARS (TYP)

D04 BARS (TYP.)

ED04 BARS (SLAB TIES, TYP)

REF. LINE

\ HOLE FOR POST TENSIONING TENDON2’-0" MIN.

1’-6"<

JWP

BA

RS

A06/

A04

D BARS TO ENCLOSE STRANDS

A06/A04 BARS

EQUAL SPA. AS REQUIRED FOR � OF BEAM DEPTH

SPACE D04 BARS TO CLEAR HOLES FOR POSITION DOWELS AND POST TENSIONING TENDONS

(W06 BAR FOR 17" BEAM)

A06 BAR (EACH SIDE)

CORNER BLOCKING DETAIL

!

USE WHEN ! 70°

ALTERNATE BEARING DETAILS

ELASTOMERIC PAD

(TYP)

SECTION THROUGH END BLOCK AT ABUTMENT

JOINT FILLER

JWP

1�"

5"

6"

6" REINF. CONC. SLAB

8"

1�

"

BE

VE

L JT. FILLER

WITH �"

BOTT OF BEAM

BLOCK OUT

ABUTMENTS, REINFORCING STEEL MAY BE USED IN 2" OR 3" ! HOLES.

* IF NEEDED FOR STRENGTH, FOR CONTINUOUS FOR LIVE LOAD INTEGRAL STUB

HOLES IN ABUTMENTS

PROJECTION IN 2"!

DOWELS WITH 6"

* 1"! x 1-6" POSITION

8"

1"

x 3’-0"/4’-0"

> �" x 8" (MIN)

POSITION DOWELS.

�" x 1’-4" JOINT FILLER WITH

PRESSURE 100 PSI;

POSITION DOWELS.

ELASTOMERIC BEARING WITH 2"! HOLES FOR

FOR 4’ BOX BEAMS) MIN.

�" x 6" x 2’-9" (�" x 6" x 3’-9"

PRESSURE 100 PSI;

OPTIONAL BEARINGS:

PLACED UNDER STRANDS

BOTTOM D BARS MAY BE

D04 BARS (TYP.)

0.6" OR 0.5"! STRANDS

(SEE GUIDE 6.65.13)

POSITION DOWELS

* \ 2"! HOLE FOR

\ BEARING &

3" MAX. FOR � OF BEAM DEPTH

SPA. @ 2�" MIN.,

(SEE GUIDE 6.65.13)

3" COVER, SPA @ 7�" (7") MAX.

(10 (14) BARS WITH 2 TENDONS)

7 - K04 BARS (4’ WIDE BOX BEAM)

5 - K04 BARS (3’ WIDE BOX BEAM)

GUIDE 8.43.01A.

PROVIDE ANCHORS FOR �" PLATE AS DETAILED ON

REQUIRED WHEN CALCULATED BEVEL EXCEEDS 1%.

USE �" STEEL PLATE CAST IN BEAM AND TILTED AS

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

1’-8"

8"

6.65.13

VZ

BLT

AND POST-TENSIONING DETAILS


8"

48"

BE

AM

8"

8"

36"

BE

AM

8"

PLAN

METHOD

3. USE ENGINEER APPROVED

OR

2. ELIMINATE KEYWAY

SIDES OF HOLE.

OF BEAM FOR 6" MIN. BOTH

MORTAR, FLUSH WITH SIDE

1. FILL KEYWAY, WITH TYPE H-1

HOLE AROUND SEAL WASHERS:

FROM ENTERING POST TENSIONING

WHEN REQUIRED TO PREVENT GROUT

OR 3"! HOLES

STEEL MAY BE USED IN 2"

ABUTMENTS, REINFORCING

LOAD INTEGRAL STUB

FOR CONTINUOUS FOR LIVE

IF NEEDED FOR STRENGTH,

DOWELS (ALL BEAMS)

2"! HOLES FOR POSITION

\ BEARINGS & \ PREFORMED

2’-0"MIN.

PARALLEL TO REF. LINE

END OF BEAM

(TYP)

DRAIN (EACH END OF VOID)

�" TO 1" NON-METALLIC

BE 10" SQUARE)(TYP)

CONCENTRIC HOLE (CAN

SEAL WASHER WITH 5"!

GRADE 1 NEOPRENE

10"! x 2�" ASTM C509

(! AS REQUIRED)***

\ HOLE/DUCT

SUPERSEDES:02/14/11

SPACING AND FORCE

SEE CHARTS FOR POST-TENSIONING

(PARALLEL TO REF. LINE)

\ POST-TENSIONING TENDON

\ DIAPHRAGM &

1’-2"

POST-TENSIONING)

MORTAR AFTER

(FILL WITH TYPE H-1

STRESS POCKET

FASCIA BEAM

GROUT. REMOVE AFTER GROUT CURES.

FORM AS REQUIRED TO CONTAIN TYPE R-2

SEAL WASHER

* 1�" (TYP)

STAGE 1 STAGE 2

GROUTING JOINT

PLACE SEAL BEFORE

TENDON COUPLER

AFTER GROUTING.

TUBE. CUT OFF

�"! PIPE GROUT

TENDON

\ POST-TENSIONING

\ HOLE/DUCT

3"

(TYP)AFTER POST TENSIONING)

(FILL WITH TYPE E-1 GROUT

TENSIONING CONDUIT

BEFORE GROUTING

PLUG ENDS OF JOINT

(TYP)

** 2�"

(SEE GUIDE 6.65.12)

(IN EACH DIAPHRAGM & END BLOCK WITH POST-TENSIONING ANCHORAGES)

ENCOMPASS EACH STRESS POCKET/TENDON)

(10 (3’ WIDE BOX BEAM) - 14 (4’WIDE BOX BEAM) BARS WITH 2 TENDONS,

SPACED @ 7�" MAX. (3’ WIDE BOX BEAM) - 7" MAX. (4’ WIDE BOX BEAM)

K04 BARS (5 FOR 3’ WIDE BOX BEAM - 7 FOR 4’ WIDE BOX BEAM) 3" COVER,

** 3�" MAX., 1�" MIN.

* 3" MAX.

FORCE.

FOR BEAM SIZE AND POST TENSIONING

*** USE 3"!, 4"!, 5"! AS REQUIRED

P0ST-TENSIONING DETAIL

BE AS REQUIRED FOR THE POST-TENSIONING SYSTEM PROVIDED.

STRESS POCKETS, ANCHOR PLATES AND TENDON COUPLERS SHALL

PLAN NOTE:

2’-8"

ISSUED: 09/16/13



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.13A

VZ

BLT

SUPERSEDES: / /

AND POST-TENSIONING DETAILS


OVER 62’ TO 100’

OVER 50’ TO 62’

UP TO 50’

SPAN LENGTH

1 AT EACH END OF BEAM WITH 5 EQUALLY SPACED BETWEEN

LOCATIONS TOTAL

4

5

6

7

TOTAL

1

1

2

3

VERTICAL P0ST TENSIONING TENDON LOCATIONS

BEAM DEPTH

12"

17", 21", 27"

1 TENDON 5�" BELOW TOP OF BEAM

1 TENDON AT MID-DEPTH OF BEAM

1 AT EACH � POINT OF BEAM DEPTH

1 AT EACH POINT OF BEAM DEPTH3

AT EACH LOCATION

P0ST TENSIONING FORCE PER DIAPHRAGM / END BLOCK

OVER 100’

POST TENSIONING TENDON LOCATIONS

FROM \ OF BEARING

END OF BEAM LOCATIONS USUALLY 10"< PERPENDICULAR

(11’ APART) AND 1 AT EACH QUARTER POINT

1 AT EACH END OF BEAM WITH 2 AT CENTER OF SPAN

AND 1 AT EACH QUARTER POINT


(11’ APART)


54", 60"

33", 39", 42", 48"

120 KIPS

FORCE (ALL SITUATIONS)

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.14

VZ


SUPERSEDES:11/27/01

LIFTING DEVICE DETAILS

PRESTRESSED CONCRETE BEAM

A

A

SECTION A-AELEVATION

SIZE

STRAND

(TONS)

BEAM WEIGHT

STRANDS

NUMBER OF

LIFTING DEVICES

PRESTRESSING STRAND

20 �" 2

27 �" 2

36 �" 2

30 �" 3

�" 3

54 �" 3

40.5

7" MIN.

7" MIN.

3’-0" MAX.

END OF BEAM

SECURELY

TIE OR CLAMP

5"

3"

5" MIN.

(TYP)

STRAND LOOPS (TYP)

2 OR 3 PRESTRESSING

LIFTING DEVICE

DETAILS FOR BOX BEAMS

END OF BEAM

SECURELY

TIE OR CLAMP

STRAND LOOPS (TYP)

2 OR 3 PRESTRESSING

LIFTING DEVICE

9"

5’-5" 70"

BE

AM

4’-1"

TY

PE I

V

3’-4"

TY

PE III

2’-7"

TY

PE II

1’-11"

TY

PE I

B

B

SECTION B-BELEVATION

DETAILS FOR I-BEAMS

* 3’-0" MAX.

HANDLING.

TO MAKE BEAM LATERALLY STABLE DURING

* MAXIMUM FOR 70" BEAMS IS AS REQUIRED

__ INCH".

ERECT, __ INCH" OR "PREST CONC I BEAM, ERECT,

INCLUDED IN THE BID ITEM "PREST CONC BOX BEAM,

LIFTING DEVICES SHALL BE REMOVED. REMOVAL IS

PLAN NOTE:



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

6.65.14A

VZ

BLT



9"

5’-

6"

7" MIN.

END OF BEAM

SECURELY

TIE OR CLAMP

SECTION E-E

E

E

ELEVATION

DETAILS FOR MICHIGAN 1800 CONCRETE BEAMS

STRAND LOOPS (TYP)

2 OR 3 PRESTRESSING

LIFTING DEVICE

IN THE BID ITEM "PREST CONC 1800 BEAM, ERECT."

LIFTING DEVICES SHALL BE REMOVED. REMOVAL IS INCLUDED

PLAN NOTE:

SIZE

STRAND

(TONS)

BEAM WEIGHT

STRANDS

NUMBER OF

LIFTING DEVICES

PRESTRESSING STRAND

34 �" 2

43 �" 2

53 �" 2

53 �" 3

62 �" 3

70 �" 3

SUPERSEDES:02/14/11

3’-0" MAX. *

* INCREASE IF REQUIRED TO MAKE BEAM LATERALLY STABLE DURING HANDLING.



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

ISSUED: 09/16/13

VZ

BLT



9"

END OF BEAM

SECURELY

TIE OR CLAMP

SECTION E-E

E

E

ELEVATION

STRAND LOOPS (TYP)

2, 3 OR 4 PRESTRESSING

LIFTING DEVICE

5"

DETAILS FOR BULB TEE BEAMS

6.65.14B

BID ITEM "Prest Conc Bulb-Tee Beam, Erect, __ inch by __ inch".

LIFTING DEVICES SHALL BE REMOVED. REMOVAL IS INCLUDED IN THE

PLAN NOTE:

36

42

48

54

60

66

72

39

45

52

58

64

71

32

47

54

62

70

77

85

39

49

57

65

73

81

89

41

60

68

78

87

92

49

106

78

90

64

142

104

116

128

94

78

170

124

140

154

108

BEAM WEIGHT (TONS)

NUMBER OF STRANDS AND SIZE

3 - •" 4 - •" 6 - •" * 6 - 0.6" *3 - 0.6" 4 - 0.6"

(INCHES)

DEPTH

BEAM

* DOUBLE LOOPS WITH 3 STRANDS EACH.

7" MIN.

3'-0" MAX. **

3'-0" MIN. **

ANGLE OF LIFT

60° MIN.

** INCREASE AS REQUIRED TO MAKE BEAM LATERALLY STABLE DURING HANDLING.



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

CHECKED BY:

LIFTING DEVICE

DOUBLE LOOP

STRANDS FOR

SECOND SET OF

7. S

TE

EL R

EIN

FO

RC

EM

EN

T



DESIGN DIVISION

PREPARED BY7.15.01

STANDARD REINFORCING BAR TYPES

BLT

VZ

c

BA C

FD

M

c

G

am

hg

j

p

f

90°

f

a

c

e

f

L

a

L = aL = a + b

a

b

ba

de

f

g

L = b + e + g

a

b

c

L = a + b + c

a

fc

ed

a

b

c

a

d

L = 2a + b + c + d

a

b

e

c

d

f

L = a + b + c + d + e + f

k

d

e

b

L = a + b + c + d + e + f + g

b

g

d

L = a + b + c + d + e

K

SUPERSEDES:11/27/01

ISSUED: 09/22/14

g

jb

h

L = a + b + c + d + g

APPROVED BY: DAJ

CHECKED BY:

8. S

TR

UC

TU

RA

L ST

EE

L

8.06.02

AND STIFFENER DETAILS

WELDED GIRDER, CAMBER DIAGRAM

WEBS - CAMBER DIAGRAM

A

A SPACING OF APPROXIMATELY 10'.)

A = TOTAL CAMBER REQUIRED WITH GIRDER LYING ON ITS SIDE. (PROVIDE CAMBER ORDINATES AT

A

A

A

A

A

A

B

B = DEFLECTION OF > GIRDER DUE TO ITS OWN WEIGHT, CENTER ONLY.

FINAL POSITION

VERTICAL IN

‹" MIN. THICKNESS

SEE NOTE 1

TW

(‹" MIN.)

LEG DIMENSION (TYP.)

4TW TO 6TW PLUS FILLET

(TYP.) TOP AND BOTTOM

SEE NOTES 1 AND 2,

BEAR ON BOTTOM FLANGE (TYP.)

MILL OR GRIND STIFFENER TO 1•" (TYP. @ > GIRDER)

1" (TYP. @ WIDE FLANGE)

BEARING STIFFENERS

(ALTERNATE)

1" R (MIN.)(TYP.)

NOTES TO DESIGNER:

TO WEB.

STIFFENER TO WEB WELD MUST TRANSMIT END REACTION

OF AASHTO ARE MET.

DESIGNER MUST INSURE THAT THE FATIGUE REQUIREMENTS

GIVEN THE TREATMENT SHOWN ABOVE.

OR ROLLED BEAMS, SIMPLE OR CONTINUOUS, SHALL BE

ALL BEARING STIFFENERS, WHETHER FOR PLATE GIRDERS

1•" (TYP.)



NOTE 2: WRAP WELD AROUND OUTSIDE EDGE

NOTE 1: STOP WELD ‚" SHORT OF CORNER CLIPS



APPROVED BY: DAJ

CHECKED BY: VZ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 02/16/16

8.06.02A

‹" MIN. THICKNESS



SEE NOTES 1 AND 2

SEE NOTE 1



‹" MIN. THICKNESSTW

(‹" MIN.)

SEE NOTES 1 AND 2

1•"

4TW MIN. & 6TW MAX.

SEE NOTES 1 AND 3

INTERMEDIATE TRANSVERSE STIFFENERS

STIFFENER DETAILS

WELDED GIRDER AND

NOTE 3: WRAP WELD AROUND STIFFENER END NOT WELDED TO FLANGE


NOTE 1: STOP WELD ‚" SHORT OF CORNER CLIP

INTERMEDIATE TRANSVERSE STIFFENERS @ CROSSFRAME LOCATIONS

•"

1

1

DETAIL A

(ALTERNATE)

1" R (MIN.)

TW

(‹" MIN.)

(ALTERNATE)

(TYP.)

1" R (MIN.)

LEG DIMENSION


Š

Š

1•"

LEG DIMENSION

PLUS FILLET

4TW TO 6TW

TIGHT FIT (TYP.)

EITHER BEVEL OR J COPE HOLES MUST BE USED ON A PARTICULAR PROJECT.

DESIGNER MUST INSURE THAT THE FATIGUE REQUIREMENTS OF AASHTO ARE MET.

WELD TO COMPRESSION FLANGE.

NOTES:

EITHER BEVEL OR J COPE HOLES MUST BE USED ON A PARTICULAR PROJECT.

USE DETAIL A IF CONNECTION PLATE STIFFENER EXTENDS BEYOND FLANGE.

DESIGNER MUST INSURE THAT THE FATIGUE REQUIREMENTS OF AASHTO ARE MET.

NOTES:

1•" (TYP.)

1•" (TYP.)

Š

Š

(TYP.)

LEG DIMENSION

PLUS FILLET

4TW TO 6TW

TIGHT FIT (TYP.)



APPROVED BY: DAJ

CHECKED BY: VZ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 02/16/16

8.06.03

WELDING DETAILS

PLATE GIRDER

WEB TRANSITION

WEB PLATE

2•

1

WELDED JOINT INFORMATION FOR DESIGN PLANS

2•

1

2•

1

2•

1

FLANGE

FLANGE WELDING (TYP.)

CHAMFER BEFORE

WEB

PIN PLATE / WEB PLATE

GROOVE WELD, FINISH FLUSH

COMPLETE PENETRATION

WELD PROCEDURE SPECIFICATION NUMBER IN TAIL.

SHOP DRAWINGS MUST SHOW WELD CALLOUTS AND

CHECKER PLEASE NOTE:



APPROVED BY: DAJ

CHECKED BY: VZ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:11/27/01

ISSUED: 02/16/16

8.07.01

DEVELOPER DETAILS

STUD SHEAR

SECTION

(TYP)(TYP)

MIN.

1•"

MIN.

3"

MI

N.

3"

MI

N.

2"

HA

UN

CH

SL

AB

THI

CK

NE

SS

TOP OF SLAB

DETAIL OF STUD

PLAN

PI

TC

H

2'-

0"

MA

X.

3"

MI

N.

REINFORCEMENT

SET PARALLEL TO TRANSVERSE

ROWS OF STUDS SHALL BE

1‚" !

…"

MI

N.

*

4"

ƒ" !

FLANGE

TOP OF

1•" MIN.

EXISTING BEAM

2"

TRANSVERSE STEEL

STEEL (TYP)

DISTRIBUTION

GUI

DE 6.41.01)

(A

S

SP

ECI

FI

ED

ON

*

T

SL

AB

TOP OF SLAB

GUI

DE 6.42.03)

(A

S

SP

ECI

FI

ED

ON

FA

SCI

A

THI

CK

NE

SS

"F",

HA

UN

CH

3"

BEAM HAUNCH 6" DETAIL

PLACE FORMS

METAL STAY IN

LIMITS SHOWN ON THE PLANS.

PROVIDES THE AMOUNT NECESSARY TO COVER THE

THE HAUNCH REINFORCEMENT QUANTITY SHOWN

PLAN NOTES:

EA04 BARS **

ADDITIONAL

SUPERSEDES:12/19/16

COVER ***

CLEAR

BY THE BRIDGE DESIGN SUPERVISING ENGINEER.

USE OF HAUNCH GREATER THAN 12" MUST BE APPROVED

FOUR STUDS PER ROW MAY BE USED WHEN REQUIRED.

ON THE PLANS.

DETAILS AND SPACING FOR STUDS SHOULD BE SHOWN

6.42.03A.

LONGER STUDS SIMILAR TO DETAILS ON GUIDE

IF FEASIBLE/EFFECTIVE, USE "W" BAR INSTEAD OF

TO MEET CLEAR COVER REQUIREMENTS.

*** PLACE EA04 BAR INSIDE OF STUD IF NECESSARY

STEEL REINFORCEMENT DETAILS SHEET.

DETAIL REINFORCEMENT ON PLAN SHEETS AND

THE POINT WHERE THE HAUNCH DROPS BELOW 6".

** EXTEND EA04 BARS A MINIMUM OF 2'-0" BEYOND

MAXIMUM STUD LENGTH IS LIMITED TO 16".

DECK SLAB. (1" INCREMENTS)

MAINTAIN 2" MINIMUM PENETRATION OF STUD INTO

* INCREASE LENGTH OF STUD WHEN NECESSARY TO

NOTES:



APPROVED BY: DAJ

CHECKED BY: VZ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 09/25/17

8.11.05

VZ

BLT

SUPERSEDES:11/27/01

LATERAL BRACING DETAILS

WORK THIS GUIDE WITH GUIDE 8.11.05A.

BEARING TO PIN EXCEEDS BEAM SPACING.

PROVIDE LATERAL BRACING IN THE CANTILEVER WHEN DISTANCE FROM CENTERLINE

CROSS FRAMES PERPENDICULAR TO BEAM FOR ANGLE OF CROSSING 70°.

CROSS FRAMES PARALLEL TO REFERENCE LINE FOR ANGLE OF CROSSING 70° TO 90°.

NOTES:

LATERAL BRACING TABLE

LATERAL BRACING LENGTH "L"SIZE

STRUCTURAL TEE

WEB CONNECTION

* BOLTS REQUIRED

TEE CONNECTION

** BOLTS REQUIRED

4

4

4

6

5

5

6

7

WT 5 x 11.0

WT 5 x 13.0

WT 6 x 17.5

WT 6 x 22.5OVER 17'-9" TO 18'-6"

OVER 15'-9" TO 17'-9"

OVER 14'-6" TO 15'-9"

UP TO 14'-6"

SEE DETAIL B

SEE DETAIL A

\ GIRDER

GIRDER

\ FASCIA

TO LINE UP

CROSS FRAMES CROSS FRAME (TYP)

"L"

(MEASURE

ALONG LONGES

T LE

G)

LATERAL BRACING (TYP)

OR LRFD BRIDGE DESIGN SPECIFICATIONS. PLACE LATERAL BRACING IN THE FASCIA BAYS.

LATERAL BRACING IS DETERMINED BY CURRENT AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES

** NUMBER OF ƒ" ! ASTM F 3125 GRADE A 325 BOLTS REQUIRED TO BOLT TEE TO ANGLE OR BENT PLATE.

* NUMBER OF ƒ" ! ASTM F 3125 GRADE A 325 BOLTS REQUIRED TO BOLT ANGLE OR BENT PLATE TO GIRDER WEB.



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 06/19/17

8.11.06

VZ

BLT

ISSUED: / /

END CROSS FRAMES

(T

YP)

TYP

TYP

(SIZE AS REQUIRED)

END DIAPHRAGM

(TYP)

(SEE TABLE) (TYP)

ANGLE VARIES

"S"

TYP *

TYP *1 AND 2

SEE NOTES

NOTE 1

SEE

TYP *1 AND 2

SEE NOTES

"L"

BEARING STIFFENERS OR CONNECTION PLATES SHALL BE SET PERPENDICULAR TO GIRDER

"S"

"L"

(T

YP)

(TYP)

(SEE TABLE) (TYP)

ANGLE VARIES

(SIZE AS REQUIRED)

END DIAPHRAGM

BEARING STIFFENERS OR CONNECTION PLATES SHALL BE SET AT ANGLE OF CROSSING

USE OF LARGER ANGLES.

ANGLE SIZE BASED ON L/R RATIO. STRESSES MAY REQUIRE

EXTENDS BEYOND FLANGE.

USE DETAIL A, GUIDE 8.06.02 IF CONNECTION PLATE

ANGLE OF CROSSING 45° AT HANGERS OR

70° AT PIERS & ABUTMENTS WITH INDEPENDENT BACKWALLS

ANGLE OF CROSSING = 45°-90° AT HANGERS OR

= 70°-90° AT PIERS & ABUTMENTS WITH INDEPENDENT BACKWALLS

IF FATIGUE LIMITATIONS CONTROL.

SEE GUIDE 8.11.08 FOR CONNECTION > DETAILS

SEE GUIDE 8.06.02 FOR STIFFENER WELDING DETAILS.

CONTROL. CONNECTION PLATE WELDS SHOWN HERE.

* WELD TOP AND BOTTOM UNLESS FATIGUE LIMITATIONS

AS REQUIRED BY DESIGN

NO. OF HIGH STRENGTH BOLTS

AS REQUIRED BY DESIGN

NO. OF HIGH STRENGTH BOLTS

Š"

‚"

Š"

6" MI

N.

4"

‚"

‚"…" >

…" BENT > (TYP)

•" BENT > (TYP)

2" MIN. (TYP)

8" MAX. (TYP)

2" MIN. (TYP)

8" MAX. (TYP)

…" > (TYP)

6" MI

N.

4"

TYP‚"



USE FULL DEPTH STIFFENERS OR •" CONNECTION PLATES.

NOTES:

LESS THAN 6'-9"

11'-6" TO 13'-9"

13'-9" TO 18'-6"

LESS THAN 5'-9"

7'-9" TO 9'-9"

9'-9" TO 11'-9"

11'-9" TO 15'-9"

9'-3" TO 11'-6"

6'-9" TO 9'-3"

CURVED GIRDERS

5'-9" TO 7'-9"

STRAIGHT GIRDERS

"L" OR "S" MIN. ANGLE SIZE

3" x 3" x Š"

4" x 4" x Š"

5" x 5" x …"

6" x 6" x …"

8" x 8" x •"

3" x 3" x Š"

4" x 4" x Š"

5" x 5" x …"

6" x 6" x •"

8" x 8" x †"

SUPERSEDES:06/25/12

TYP *1 AND 2

SEE NOTES

Š"

TYP *NOTE 1

SEE

‚"

TYP *1 AND 2

SEE NOTES

Š"



APPROVED BY:DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 11/27/17

8.11.07

VZ

BLT

ISSUED: / /

INTERMEDIATE AND PIER CROSS FRAMES

TYP

(TYP)

"L"

PIER AND INTERMEDIATE CROSS FRAMES

(SEE TABLE)

ANGLE VARIES

"S"

1 AND 2

SEE NOTES

TYP

NOTE 1

SEE

1 AND 2

SEE NOTES

TYP

"L"

(SEE TABLE)

ANGLE VARIES

"S"

(TYP)

TYP

PIER CROSS FRAMES

TYP(SEE TABLE)

ANGLE VARIES

2" MIN. (TYP)

8" MAX. (TYP)

‚"

…" >

‚"

‚"

…" > (TYP)

HI

GH

SI

DE

10"

MA

X.

LO

WSI

DE

4"

2" MIN. (TYP)

8" MAX. (TYP)

…" > (TYP)

6" MI

N.…" FILLER >

‚"

‚"

Š"

‚"

Š"

CONNECTION PLATES.

USE FULL DEPTH STIFFENERS OR •"

NOTES:

LESS THAN 6'-9"

11'-6" TO 13'-9"

13'-9" TO 18'-6"

LESS THAN 5'-9"

7'-9" TO 9'-9"

9'-9" TO 11'-9"

11'-9" TO 15'-9"

9'-3" TO 11'-6"

6'-9" TO 9'-3"

CURVED GIRDERS

5'-9" TO 7'-9"

STRAIGHT GIRDERS

"L" OR "S" MIN. ANGLE SIZE

3" x 3" x Š"

4" x 4" x Š"

5" x 5" x …"

6" x 6" x …"

8" x 8" x •"

3" x 3" x Š"

4" x 4" x Š"

5" x 5" x …"

6" x 6" x •"

8" x 8" x †"

BEAM SPACING 12'-6"

6" MIN.

CROSSFRAMES.

USE BENT GUSSET PLATES ON PIER

AND BEARING STIFFENER NORMAL TO WEB.

CROSSING 70°, SET CONNECTION PLATE

TO ANGLE OF CROSSING. FOR ANGLE OF

CONNECTION PLATE AND BEARING STIFFENER

FOR ANGLES OF CROSSING 70°, SET

CONNECTION PLATE EXTENDS BEYOND FLANGE.

USE DETAIL A, GUIDE 8.06.02 IF

IN LINE.

INTERMEDIATE CROSS FRAMES TO BE

ANGLES.

STRESSES MAY REQUIRE USE OF LARGER

ANGLE SIZE BASED ON L/R RATIO.

SEE GUIDE 8.11.03 FOR DETAILS.

(30" DIAPHRAGM FOR 42" WEB DEPTH.)

USE DIAPHRAGMS FOR WEB DEPTHS 48".

DETAILS IF FATIGUE LIMITATIONS CONTROL.

GUIDE 8.11.08 FOR CONNECTION PLATE

FOR STIFFENER WELDING DETAILS. SEE

WELDING SHOWN HERE. SEE GUIDE 8.06.02

LIMITATIONS CONTROL. CONNECTION PLATE

* WELD TOP AND BOTTOM UNLESS FATIGUE

HI

GH

SI

DE

10"

MA

X.

LO

WSI

DE

4"

TYP *

TYP *

TYP *



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 11/27/17

SUPERSEDES:06/25/12


CLIPS

NOTE 1: STOP WELD ‚" SHORT OF CORNER

Š"TYP *

‚"TYP *

Š"TYP * SEE NOTES 1 AND 2

SEE NOTE 1

1 AND 2 SEE NOTES

8.15.01

VZ

BLT

CANTILEVERED PLATE GIRDERS

SUSPENDER DETAILS FOR

ANCHORSUSPENDED

SPANSPAN

ANCHOR SUSPENDED

SPAN SPAN

A

A A

A

PIN (TYP)

(TYP)

BEVEL FOR PIN PLATE

LINK PLATE

ELEVATIONELEVATION

FIXED JOINTEXPANSION JOINT

PLATE

STAY

SECTION A-A

FIXED JOINT ONLY

STAY PLATE FOR

* PIN

LINK PLATE

SEE GUIDE 8.15.01A

* FOR DETAIL

1" MIN. (TYP)

COTTER PIN (TYP)

STAINLESS STEEL

\ �" !

(TYP)

�" RADIUS

STEEL WASHER (TYP)

�" STAINLESS

BUSHING (TYP)

�" NON-METALLIC

�" NYLON WASHER

�" (TYP)



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:05/04/06

ISSUED: 06/25/12

CHECKED BY:

8.21.01

VZ

BLT

CIP PILE SPLICES

WHERE CAST-IN-PLACE PILES ARE USED.

THESE DETAILS SHOULD BE SHOWN ON PLANS

NOTE:

SLEEVE

* SPLICE

PILE EXTENSION

DRIVEN PILE

I.D. OF PILE

O.D. TO FIT

* SPLICE SLEEVE

FOR SPIRAL WELDED AND SEAMLESS PIPE SHELLS

SPLICE DETAILS

‚"

‚"

T

SLEEVE

* SPLICE

PILE EXTENSION

DRIVEN PILE

‚"

‚"

T

45°

OR

T ‚" T ‚"

SUPERSEDES:02/14/11

6"

MI

N.

MI

N.

MI

N.

3"

3"

1.

5

x D

\

ISSUED: / /

D

D

2 HOLES MAX., 180° APART

** ! MAX. HANDLING HOLES

SPLICING OR CONCRETE PLACEMENT.

AND REMOVE HARDENED EDGE OR CUT OFF SECTION OF PILE WITH FLAME CUT HOLES PRIOR TO

** DRILL OR FLAME CUT CIRCULAR HANDLING HOLES. GRIND FLAME CUT HOLES TO MAKE CIRCULAR

SLEEVES IF APPROVED BY THE ENGINEER.

* SPLIT CHILL RINGS AS RECOMMENDED BY THE MANUFACTURER MAY BE SUBSTITUTED FOR SPLICE



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 03/16/15

CHECKED BY:

8.21.02

VZ

BLT

EXTENSION

PILE

PILE

DRIVEN

ALTERNATE SPLICE DETAILS

MUST BEAR.

* ENDS OF PILES

{SPLICE PIN

SPLICER SLEEVE

60°

SPLICER SLEEVE

EXTENSION

PILE

FIT SPLICE PIN

REQUIRED TO

NOTCH WEB AS

OF PILE FLANGE. (TYP)

CHAMFER OUTSIDE EDGES

DETAIL A

NOTCH DETAIL

ALTERNATE SPLICE DETAILS

H PILE

HP 14 x 89

HP 14 x 73

HP 12 x 84

HP 12 x 74

HP 12 x 53

HP 10 x 57

HP 10 x 42

0" ROOT OPENING

(TYP)

60°

0

(TYP)4"Š"

DETAIL A

1.5 x

\

D

D

D

HANDLING HOLE **

! MAX.

S (E)

HP 12 x 53

HP 10 x 57

HP 10 x 42

HP 12 x 84

HP 14 x 89

HP 14 x 73

HP 12 x 74

ALL OTHERS

PILE WELD SIZE (E)

Š"

Š"

Š"

…"

…"

…"

‹"

SECTION AND THE BRIDGE FIELD SERVICES SECTION.

CHECK WITH MDOT CONSTRUCTION FIELD SERVICES GEOTECHNICAL

EMBEDMENT INTO CONCRETE.

PORTION OF THE PILE IS CUT OFF PRIOR TO SPLICING OR

IN FLANGES ARE PERMITTED FOR HANDLING ONLY IF THAT

PRIOR TO SPLICING OR CONCRETE PLACEMENT. HOLES

EDGE OR CUT OFF SECTION OF PILE WITH FLAME CUT HOLE

FLAME CUT HOLE TO MAKE CIRCULAR AND REMOVE HARDENED

** DRILL OR FLAME CUT CIRCULAR HANDLING HOLE. GRIND

DETAIL WITH INTEGRAL ABUTMENTS.

ONLY USE FULL PENETRATION BUTT WELD SPLICE

OTHER PILES THAT MUST RESIST BENDING STRESSES.

WITH INTEGRAL ABUTMENTS, PILE BENTS, OR ANY

DO NOT USE THE ALTERNATE SPLICE SLEEVE DETAIL

OF SLEEVES TO LOWER SECTION.

IMPROVE BEARING CONTACT, THEN COMPLETE WELDING

ATTACHED, TAP SEVERAL TIMES WITH THE HAMMER TO

* SET PILE EXTENSION IN PLACE WITH SPLICER SLEEVE

NOTES:

SUPERSEDES:03/16/15

S

Š"

Š"

Š"

…"

…"

…"

‹"

BEVEL DEPTH (S)



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 08/22/16

CHECKED BY:

8.21.02A

VZ

BLT

ISSUED: / /

(FULL PENETRATION BUTT WELD)

H PILE SPLICE

45°

DETAIL A

EXTENSION

PILE

PILE

DRIVEN SEE NOTE 1

(TYP)

{

DETAIL A

SPLICE DETAILS

FOR PILES IN PLACE (HORIZONTAL JOINT)

(SEE NOTE 1)DETAIL B

DETAIL B

60°

SPLICE DETAILS

FOR PILES IN HORIZONTAL POSITION

45°

„"

„"

„"

60°

„"

„"

„"

HP 14 x 89

HP 14 x 73

HP 12 x 84

HP 12 x 74

HP 12 x 53

HP 10 x 57

HP 10 x 42

{HP 14 x 89

HP 14 x 73

HP 12 x 84

HP 12 x 74

HP 12 x 53

HP 10 x 57

HP 10 x 42

D

1.5 x

\

\ D

1.5 x

SUPERSEDES:01/23/12

D

D

D

D

HANDLING HOLE *

!

HANDLING HOLE *

! MAX.

IF THAT PORTION OF THE PILE IS CUT OFF PRIOR TO SPLICING OR EMBEDMENT INTO CONCRETE.

SPLICING OR CONCRETE PLACEMENT. HOLES IN FLANGES ARE PERMITTED FOR HANDLING ONLY

AND REMOVE HARDENED EDGE OR CUT OFF SECTION OF PILE WITH FLAME CUT HOLE PRIOR TO

* DRILL OR FLAME CUT CIRCULAR HANDLING HOLE. GRIND FLAME CUT HOLE TO MAKE CIRCULAR

NOTE 1: BACK GOUGE AND GRIND EDGE PREPARATION SMOOTH.



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 03/16/15

CHECKED BY:

8.21.03

VZ

BLT

ISSUED: / /

"D"

PILE DIAMETER

"D"

PILE DIAMETER

"D"/2 "D"/2

\ PILE \ PILE

TYP.

3•

"ƒ

"*

ƒ"

*

…"

…"

"D" + ƒ"

"D" + ƒ"

ƒ"

*

TY

P.

Š"***

Š"**

‚"*

*** --- 16" PILE

** --- 14" PILE

* --- 12" PILE

Š"***

Š"**

‚"*

1‚

"***

1"

**

1‚

"***

1"

**

1‚

"*

**

TY

P.

1"

**

TY

P.

CIP PILE POINT/END PLATE DETAILS

END PLATEEND PLATE

CIP PILE POINT DETAILS

RECOMMENDED BY GEOTECHNICAL SERVICES SECTION.

FOR POINT BEARING PILES ONLY. USE WHEN

CIP PILE END PLATE DETAILS

THE END PLATES DETAILED ON THIS SHEET SHOULD NOT BE PAID FOR SEPARATELY.

NOTE TO DESIGNER:

POINT

PILE



APPROVED BY: DAJ

CHECKED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES:10/17/16

ISSUED: 12/26/17

VZ

BLT

8.26.01

—"

�»

³"1"!

ƒ"!

‡"!

1…"

1•"

1ƒ"1"!

ƒ"!

‡"!

"

ONE WASHER

INCLUDES

EDGE

SHEARED

H.S. BOLT.

\ HOLE FOR

SLOPE IS MORE THAN 1:20

NOTE: USE BEVELED WASHER WHEN

EDGE

ROLLED

W-S-C-L

EDGE

OR PLANED

ROLLED

THINNEST OUTSIDE >

OR 8t OF

MIN. SPACING FOR BOLTS MIN. EDGE DISTANCES FOR BOLTS

CIRCULAR FLAT WASHER

FOR 1"! WASHERS, USE 9.4# PER 100

FOR ‡"! WASHERS, USE 7.0# PER 100

FOR ƒ"! WASHERS, USE 4.8# PER 100

BE

AM

S

&

CH

AN

NE

LS

AM

ERI

CA

N

ST

D.

SL

OP

E

1:

6

FO

R

DIA. + ˆ"

BOLT

OR

1"!

2"

5" MAX3" PREFERRED

1"!

(WHEN NECESSARY)

MIN. CLIP

1" MIN

1" MIN

3" MIN

1‚"

1‹"

1†"

ƒ"!

‡"!

2‚" MIN

2•" PREFERREDƒ"!

‡"!2†" MIN

3•" PREFERRED

1‚"

1‹"

1†"

·"

»"

¿"

"

* FOR BEVELED WASHER ADD „"

GRIP + 1‰" *

GRIP + 1Š" *

GRIP + 1‹" *

1ƒ" MIN. Š"

1ƒ

"

MI

N.

š"

œ"

‡"

1—

"

1ƒ

"

BOLT DIA. + ˆ"

1‚" MIN

1•" MIN

1ƒ" MIN

1„" MIN

1‚" MIN

ƒ" MIN

‡" MIN

1„" MIN

1‚" MIN

1•" MIN

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

·"

»"

¿"1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

1"!

ƒ"!

‡"!

ƒ"!, ‡"!, & 1"! BOLTS

BEVELED WASHER FOR

SPECIFICATIONS

SEE ART. 6.13.2.6 OF AASHTO LRFD BRIDGE DESIGN

FOR HIGHWAY BRIDGES 17th EDITION

SEE ART. 10.24.7 OF AASHTO STANDARD SPECIFICATIONS

SPECIFICATIONS

SEE ART. 6.13.2.6 OF AASHTO LRFD BRIDGE DESIGN

FOR HIGHWAY BRIDGES 17th EDITION

SEE ART. 10.24.5 OF AASHTO STANDARD SPECIFICATIONS

.177 SAY ‰" (MAX)

.177 SAY ‰" (MAX)

.177 SAY ‰" (MAX)

DIMENSIONS SHOWN ARE NOMINAL EXCEPT AS NOTED



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES:11/27/01

ISSUED: 06/19/17

CHECKED BY:

ASTM F 3125 GRADE A 325 STRUCTURAL BOLTS & NUTS

ASTM F 3125 GRADE A 325 BOLTS & NUTS

FASTENER DETAILING MINIMUMS FOR

ISSUED: 02/14/11

SUPERSEDES:05/04/06VZ

BLT

8.31.01

CURVED GIRDERS TO HAVE ALL ELASTOMERIC BEARINGS.

IF ROCKERS ARE REQUIRED AT ANY BEARINGS, USE ROCKERS AND PEDESTALS THROUGHOUT.

BRIDGE DESIGN GUIDE 8.32.07 FOR EXPANSION ROCKER WITH PROVISION FOR UPLIFT.

PROVIDE ANCHORAGE FOR UPLIFT OF ANCHOR SPANS OF CONTINUOUS BRIDGES. SEE

CONTINUOUS AND SIMPLE SPANS

THRU 120’

FIXED YES

EXPANSION

FIXED

EXPANSION

OVER 120’

CURVED STEEL PLATES

ELASTOMERIC BEARINGS

BUILT UP PEDESTALSNO

NO

TYPE OF BEARING

(SEE BRIDGE DESIGN GUIDE 8.42.01)

TYPES FOR STEEL STRUCTURES

GUIDE FOR SELECTION OF BEARING

SOLE PLATE

BEVEL

MOVEMENT

TYPE OF

EXPANSION

LENGTH OF

YES

( OR LRFD BRIDGE DESIGN SPECIFICATIONS

AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES

SEE SECTION 14 OF EITHER

(SEE BRIDGE DESIGN GUIDES 8.32.03 & 8.32.05)

BUILT UP ROCKERS

(SEE BRIDGE DESIGN GUIDES 8.32.01)



APPROVED BY:

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PREPARED BY

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ISSUED: / /

CHECKED BY:

8.31.02

VZ

BLT

SUPERSEDES:11/27/01

OFFSET DIMENSIONS FOR ROCKER TILT

PLATE TO ACHIEVE THE PROPER OFFSETS.

IT MAY BE NECESSARY TO ADJUST THE MASONRY

WITH THE ROCKERS TILTED AT TIME OF ERECTION.

TEMPERATURE IS HIGHER, AND SHORTER IF COLDER,

ERECTED. THE BEAMS WILL BE LONGER IF THE

ASSUME A TEMPERATURE OF 60°F WHEN BEAMS ARE

THE SPAN LENGTH DIMENSIONS SHOWN ON THE PLANS

OFFSETS

(TYP)

N P

100’200’300’400’

L = DISTANCE TO FIXED BEARING

55° or 65°

50° or 70°

45° or 75°

40° or 80°

35° or 85°

30° or 90°

25° or 95°

20° or 100°

TE

MP

ER

AT

UR

E (

F°)

AT

TI

ME

OF

ER

EC

TI

ON

FIXED BEARING.

TILTED TOWARD

N = TOP OF ROCKER

FIXED BEARING.

TILTED AWAY

P = TOP OF ROCKER

ROCKER

OFFSET

ON BEAM

\ BEARING

SUBSTRUCTURE

\ BEARING ON

EXP. FIX EXP. EXP.

L

L

L

�"

�"

�"�"�"�"�"1"

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

8.32.01

VZ

BLT

SUPERSEDES:11/27/01

NOTES:

EXPANSION ROCKER

SEE GUIDE 8.32.02 FOR TABULATION OF BEARING DIMENSIONS

(TYP)

J

H

FLANGE WIDTH

KKL LL

TYP

TYP

TYP

TYP

TYP

WHERE NOTED

END STIFFENER

A1

B

R A1

TYP

L

(T

YP)

G (

MI

N.)

(TYP)

A2 SEE DETAIL A

CD

EF

(MI

N.)

PA

D

EL

AS

TO

ME

RI

C

END VIEW

SIDE VIEW

RR 21

E

1

12

DETAIL A

PINTLE DETAIL

1

�"45°

OR

FLANGE WIDTH - �"

�"

EACH SIDE **

1�" x �" x 4�" >

�" (TYP)

�" (TYP)

2"

3"

�" (TYP)

WITH �" x 3" x 6�" > WASHERS.

NOTE: ANCHOR BOLTS SHALL BE FURNISHED

1�" ANCHOR BOLT *

SLOTTED HOLE FOR

\ 2�" x 3�"’

1�" ANCHOR BOLT OR

SLOTTED HOLE FOR

\ 1�" x 3�"

1"

PRESS FIT

PINTLE

1�" !

1�"�

"�

"�

"

R = R + �"

�"

�"

* USE 1�" ANCHOR BOLT FOR SPANS OVER 100’

** USE 2" x �" x 5�" > WHEN R = 1�"

�" (TYP)

�"

STIFFENER)

OPPOSITE

DIAGONALLY

(LOCATE IN

�" ! HOLE

1"

�"

�"

�" (TYP)

R - �

"

(TYP)

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

8.32.03

VZ

BLT

SUPERSEDES:11/27/01

NOTES:


H

FLANGE WIDTH

JJK KK

TYP

TYP

TYP

TYP

END VIEW

C

B

TYP

(T

YP)

G (

MI

N.)

(TYP)

A SEE DETAIL A

DE

F

(MI

N.)

PA

D

EL

AS

TO

ME

RI

C

SIDE VIEW

EXPANSION ROCKER ARE REQUIRED ON THE SAME PIER.

USE THIS BEARING WHEN A BUILT UP PEDESTAL AND

1

FIXED BEARING

EQUIV. d FOR BEARING CHECK:

1 2

12

2R R

R - Rd =

�"45°

OR�"

FLANGE WIDTH - �"

EACH SIDE **

1�" x �" x 4�" >

2"

RR 21

E

1

12

DETAIL A

R = R + �"

�"

�"

R - �

"

�"

�" (TYP)

�" x 3" x 6�" > WASHERS.

NOTE: ANCHOR BOLTS SHALL BE FURNISHED WITH

1�" ANCHOR BOLT *

SLOTTED HOLE FOR

\ 2�" x 3�"


SLOTTED HOLE FOR

\ 1�" x 3�"

�"

1"

�"

�" (TYP)

�" (TYP)


** USE 2" x �" x 5�" > WHEN R = 1�"

(TYP)

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

8.32.05

VZ

BLT

NOTES:


DETAIL A

1

EQUIV. d FOR BEARING CHECK:

1 2

12

2R R

R - Rd =

C

F (

MI

N.)

A

DE

(MI

N.)

PA

D

EL

AS

TO

ME

RI

C

SIDE VIEW

B

G

FLANGE WIDTH

TYP

END VIEW

TYP

SEE DETAIL A

PIER AS A ROCKER, THEN USE GUIDE 8.32.03.

AN EXCEPTION IS WHEN A PEDESTAL IS USED ON THE SAME

USE FIXED SHOE WHEN A BUILT UP PEDESTAL IS REQUIRED.

FIXED SHOE

�"45°

OR�"

�" (TYP)

EACH SIDE **

1�" x �" x 4�" >

�" x 3" x 6�" > WASHERS.


1�" ANCHOR BOLT *

SLOTTED HOLE FOR

\ 2�" x 3�"


SLOTTED HOLE FOR

\ 1�" x 3�"

2"

(TYP)

RR 21

E

1

12R = R + �"

�"

�"

R - �

"

FLANGE WIDTH - �"

�"

4"

�"

�" (TYP)

SUPERSEDES:02/14/11

** USE 2" x �" x 5�" > WHEN R = 1�"


ISSUED: 03/26/12



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

8.32.07

VZ

BLT

SUPERSEDES:11/27/01

PROVISION FOR UPLIFT

EXPANSION ROCKER WITH

* SEE GUIDE 8.32.01 FOR DETAIL A.

BASED ON AMOUNT OF UPLIFT.

ARE MINIMUM. INCREASE IF NECESSARY

ANCHOR BOLTS AND KEEPER BOLTS SHOWN

(TYP)

FLANGE WIDTH

KK

TYP

TYP

TYP

TYP

PA

D

EL

AS

TO

ME

RI

C

END VIEW

SIDE VIEW

TYP

JAM NUT (TYP)

HEAVY HEX NUT AND

(MI

N.)

(TYP)

(TYP)

(TYP)

* DETAIL A1

MAX. LOAD FLANGE K WEIGHT

12" 240 LBS.

270 LBS.

300 LBS.

125 K

BOLT DETAIL

NOTES:

�"45°

OR�"

FLANGE WIDTH + 9"

�" �"

FLANGE WIDTH - �"

IN ROCKER PLATE.

SLOTTED HOLE (TOP)

TO 1�" x 2"

\ 1�" ! HOLE (BOTTOM)

> EACH SIDE

3�" x �" x 4�"

1" ! BOLT (SEE DETAIL)

1" ! ANCHOR BOLT

MASONRY PLATE FOR

SLOTTED HOLE IN

\ 1�" x 2�"

�" (TYP)

2"

WITH 1�" ! HOLES.

�" x 2" x 3�" > WASHERS


1�"�"

1"

1�

"

14"

16"

4"

5"

6"

7"

4�"

7"�"

�"

12" (

MI

N.)

�"

�"

1�

"

2"

2�"

R = 1�"

1�

" 1"

6�

"

�"

2"

2"

8" R

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

8.42.01

VZ

BLT

SUPERSEDES:11/27/01

NOTES:

WIDER THAN FLANGE.

** USE FILLET WELD WHEN SOLE PLATE IS

FOR EITHER A572 OR A36 STEEL.

PLATE THICKNESSES SHOWN ON THIS SHEET ARE

MAKE SOLE PLATE SAME WIDTH AS FLANGE (MIN.)

FOR PINTLE DETAILS, SEE GUIDE 8.32.01.

MIN.

1-3" REFERENCE LINE

(TYP)

(T

YP)

\ PINTLE

(T

YP)

** TYP. 36"

R

ELEVATION AT ABUTMENT

(TYP)

SECTION A-A

ELEVATION AT PIER

36"

R

\ BEARING

\ PIER AND

SOLE PLATE

* CURVED STEEL

AA

\ BEAM

ALONG

•"

4•"

5"5"

ƒ"

1"

(USE ANCHOR BOLTS FOR UPLIFT)

(SPACE 2ƒ" EACH SIDE OF \ BEAM)

DOWELS WITH 3" PROJECTION

\ 2 - 1" x 1-0" POSITION

„" ELASTOMERIC PAD

1Œ" ! HOLES

MASONRY PLATE WITH

2‚" MIN. THICK

1Ž" ! HOLES

SOLE PLATE WITH

* CURVED STEEL

WHEN ANCHOR BOLTS ARE REQUIRED

\ 1Ž" ! HOLE IN BEAM FLANGE 1"

MAXIMUM THICKNESS IS 6".

* MINIMUM SOLE PLATE THICKNESS IS 1•",

EXCEEDS „" PER FOOT.

BEVEL SOLE PLATE WHEN REQUIRED BEVEL

FIXED SHOE (SEE GUIDE 8.32.05).

THE ALLOWABLE MASONRY PRESSURE, USE A

*** WHEN MORE THAN 6" IS REQUIRED TO OBTAIN

WIDER THAN SOLE PLATE (MIN.).

AT ABUTMENTS, USE MASONRY PLATE 1"

‚"45°

OR

‚"

8" MIN. ƒ"

*** 5"

MI

N.

2ƒ

"2ƒ

"2"

(EMBEDDED 10")

ANCHOR BOLTS

\ 1" ! x 1'- 3"

MASONRY PLATE

SLOTTED HOLES IN

\ 1Œ" x 3„"

MASONRY PLATE

2‚" MIN. THICK

PAD

ELASTOMERIC

„"

6"

8" MIN.

** TYP.

** TYP.‚"

45°

OR

‚"** TYP.

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

BEARING DETAILS

CURVED STEEL PLATE

ƒ" (TYP)

„" (MIN.)

SHIM (TYP)

BEARING PAD

ELASTOMERIC

LA

YE

R (

TY

P)

IN

TE

RI

OR

LA

YE

R (

TY

P)

EX

TE

RI

OR

‚" (

MI

N.)

VZ

BLT

6" (MIN.) 1"1"

* 4"

•"

1‚

"

OF BEAM

BOTTOM

6" (MIN.) 1"1"

* 4"

•"

OF BEAM

BOTTOM

BEAM

END OF

(ƒ")

SOLE >

1ƒ

"1"

WITH HEAD

•" ! SHEAR STUD

**

4"

1•"

BEAM

END OF

(ƒ")

SOLE >

(1" MIN.)

PAD

ELASTOMERIC

(1" MIN.)

PAD

ELASTOMERIC

MAX. MAX.

TYP‚"

TYP‚"

A

5" 5"

A

AND ELASTOMERIC PAD

* \ 1†" x 3" SLOT IN SOLE >

AND ELASTOMERIC PAD

\ 1†" x 4" SLOT IN SOLE >

\ 1•" ! x 1'-2" POSITION DOWEL

\ BEARING

\ BEAM

8.43.01

SECTION A-A SECTION B-B

SECTION C-C

CC

(SEE SECTION B-B)

SHEAR STUD ANCHOR (TYP)

B

B

PRESTRESSED CONCRETE BEAMS

BEARING DETAILS FOR

> „" x 3" x 5"

3" 3"

(SEE SECTION A-A)

WITH 1‚" ! HOLES (TYP)

> ‚" x 2" x 4"

4"

MI

N.

OPTION TO SECTION A-A.

DETAIL SECTION B-B ON PLANS AS AN ALTERNATE

REQUIRED BEVELS WHICH EXCEED „"/FT.

SOLE PLATES SHOULD BE TILTED TO PROVIDE

AT ABUTMENTS.

THIS BEARING IS TO BE USED AT PIERS AND

SOLE >)

SIDES OF

(TYP. ALONG

(OPTIONAL)

ƒ" BEVEL

REQUIREMENTS DICTATE.

USED WHEN BEAM ROTATION AND PAD PRESSURE

* 4" MINIMUM PAD LENGTH WITH 3" SLOT MAY BE

AT ABUTMENTS.

THIS BEARING IS TO BE USED AT PIERS AND

NOTES:

STRANDS WITHOUT INTERFERENCE TO REINFORCEMENT

** EXTEND SHEAR STUDS ABOVE HIGHEST ROW WITH

SUPERSEDES:02/14/11

3'-4" BULB TEE

2'-11•" MICHIGAN 1800

2'-2" TYPE IV AND 70" I-BEAM

1'-10" TYPE III

1'-6" TYPE II

1'-4" TYPE I

***

ALL OTHERS

AND USE 2 ANCHORS FOR

AND BULB TEE BEAMS

I-BEAM, MICHIGAN 1800

*** USE 4 ANCHORS FOR 70"



APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: 04/17/17

CHECKED BY:

8.43.01A

VZ

BLT

SUPERSEDES:05/04/06

PRESTRESSED CONCRETE BOX BEAMS

BEARING DETAILS FOR

3’-0"

4’-0"

2’-9" (MIN.)

3’-9" (MIN.)

\ BEAM2" ! HOLE (TYP)

TYP�"

WITH 6" PROJECTION

\ 1" ! x 1’-6" POSITION DOWELS

\ BEARINGS

1�

"

4"

1"

1�

"

1�" ! HOLES (TYP)

> �" x 2" x 4" WITH 1"

*

OF BEAM

BOTTOM

1"1" 4" (MIN.)

�" (TYP)

�" (MIN.)

PLAN

C

C

D D

SECTION C-C

(TYP. ALONG SIDES OF SOLE >)

�" BEVEL (OPTIONAL)

SHIM (TYP)

BEARING PAD

ELASTOMERIC

BEARING PAD

ELASTOMERIC

SECTION D-D

* DECREASE TO 0" WHEN PAD LENGTH IS LESS THAN 6"

LA

YE

R (

TY

P)

IN

TE

RI

OR

LA

YE

R (

TY

P)

EX

TE

RI

OR

�" (

MI

N.)

3" 3"

�"

6"

8"

6"

8"

6"6"

8"

6"

8" 10"

(SEE SECTION C-C)

SOLE > ANCHOR

END OF BEAM

SOLE > (�")

BEARING PAD

ELASTOMERIC 1"1" 4" (MIN.)

END OF BEAM

SOLE > (�")

1�"

WITH HEAD

�" ! SHEAR STUD

OF BEAM

BOTTOM

ALTERNATE SECTION C-C

SECTION C-C)

(SEE ALTERNATE

SHEAR STUD ANCHOR

3"3"

TYP

*

REINFORCEMENT

WITH STRANDS WITHOUT INTERFERENCE TO

* EXTEND SHEAR STUDS ABOVE HIGHEST ROW

ISSUED: 02/14/11



APPROVED BY:

DESIGN DIVISION

PREPARED BY

SUPERSEDES: / /

ISSUED: / /

CHECKED BY:

9. U

TILIT

Y D

AT

A

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