road & bridge design publications - michigan.gov€¦ · [email protected]. e-mail bridge...

Road & Bridge Design Publications

Monthly Update – December 2017

1

Revisions for the month of December are listed and displayed below. New special details will be included in projects submitted for the April letting as is stated on the special detail index sheets. E-mail Road related questions on these changes to [email protected]. E-mail Bridge related questions to [email protected]. Special Details R-28-J: Sidewalk Ramp & Detectable Warning Details: Eliminated a portion of the “*” note on sheets one through four in favor of a note in the note section. Road Design Manual 14.70: Design Project Record: Moved this section to 14.69, which was empty. 14.71: Plan Revisions: Moved this section to 14.70 and inserted a “Contract Modifications section. 14.72: Post-Construction Review Meeting: Replaced section contents with updated material. 14.72.01: Recommendations and Authorizations: Deleted this section. Bridge Design Manual 7.02.17 (LFD & LRFD), 8.07.07 F. (LFD & LRFD), 8.09.04 Y. (LFD & LRFD) and 12.07.07: Deleted the “A” designation from AMS-STD-595A; the color shall be based on the current version of specification. Bridge Design Guides 6.20.04: Updated distance to EA08 bars, that run through beam end, to allow for tube placement tolerances and maintain reinforcement cover on EM bars in backwall. 6.29.08A & 6.29.09A: Included dimension between holes for adhesive anchored bars. 8.21.03: Clarified pile points and end plates. Deleted note regarding points for fluted shells.

Road & Bridge Design Publications

Monthly Update – December 2017

2

Updates to MDOT Cell Library, Bridge Auto Draw Program, etc., may be required in tandem with some of this month's updates. Until such updates to automated tools can be made, it is the designer's/detailer's responsibility to manually incorporate any necessary revisions to notes and plan details to reflect these revisions.

Index to Special Details

12-26-2017

SPECIAL DETAIL

NUMBER

NUMBER

OF SHEETS

TITLE

CURRENT

DATE

21

2 GUARDRAIL AT INTERSECTIONS 3-14-16

24

8

GUARDRAIL ANCHORED IN BACKSLOPE TYPES 4B, 4T, & 4MGS-8 4-25-16

99

2

CHAIN LINK FENCE WITH WIRE ROPE 9-22-14

R-1-G 9

DRAINAGE STRUCTURES 6-15-16

*R-28-J 7

SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 12-11-17

R-39-K 5

TRANSVERSE PAVEMENT JOINTS 9-25-17

R-53-A 22

TEMPORARY CONCRETE BARRIER LIMITED DEFLECTION 8-14-15

R-56-F 8

GUARDRAIL MEDIAN OBJECT PROTECTION 9-8-16

R-60-J 17

GUARDRAIL TYPES A, B, BD, T, TD, MGS-8, & MGS-8D 7-26-17

R-61-H 20

GUARDRAIL APPROACH TERMINAL TYPES 1B & 1T (SRT, FLEAT, & X-Lite Fl) 2-2-17

R-62-H 14

GUARDRAIL APPROACH TERMINAL TYPES 2B & 2T (SKT, ET-Plus, & X-Lite T) 4-3-17

R-63-C 16

GUARDRAIL APPROACH TERMINAL TYPES 3B & 3T 3-15-16

R-66-E 4

GUARDRAIL DEPARTING TERMINAL TYPES B, T, & MGS 4-27-16

R-67-G 7

GUARDRAIL ANCHORAGE, BRIDGE, DETAILS 8-9-17

R-72-D 11

W-BEAM BACKED GUARDRAIL & GUARDRAIL LONG SPAN INSTALLATIONS 5-11-16

R-73-F 6

GUARDRAIL OVER BOX OR SLAB CULVERTS 3-15-16

R-112-I 9

SHOULDER AND CENTER LINE CORRUGATIONS 12-12-16

R-126-I 5

PLACEMENT OF TEMPORARY CONCRETE & STEEL BARRIER 8-25-15

R-127-F 8

DELINEATOR INSTALLATIONS 8-8-17

* Denotes New or Revised Special Detail to be included in projects for (beginning with) the April letting.

Note: Former Standard Plans IV-87, IV-89, IV-90, and IV-91 Series, used for building cast-in-place concrete head walls for elliptical and circular pipe culverts, are now being replaced with plans that detail each specific size. The Special Structures Unit will provide these full sized special details for inclusion in construction plans for MDOT jobs. To assure prompt delivery, requests must be made in advance.

Former Standard Plans IV-93 and IV-94 series have been replaced with precast concrete box & three-sided culverts as per the 2012 Standard Specifications for Construction.

pikkaw

Highlight

Index to Bridge Detail Sheets

12-26-2017

DETAIL NUMBER

NUMBER

OF SHEETS

TITLE

CURRENT

DATE

B-22-E

4 BRIDGE RAILING, THRIE BEAM RETROFIT (R4 TYPE RAILING) 3-15-16

B-23-F

4 BRIDGE RAILING, THRIE BEAM RETROFIT (OPEN PARAPET RAILING) 3-15-16

B-101-G

2 DRAIN CASTING ASSEMBLEY DETAILS 2-8-16

EJ3AB

1 or 2

EXPANSION JOINT DETAILS 2-10-16

EJ4O

1 or 2

EXPANSION JOINT DETAILS 2-10-16

PC-1M

1

PRESTRESSED CONCRETE I-BEAM DETAILS 8-23-17

PC-2H

1

70" PRESTRESSED CONCRETE I-BEAM DETAILS 8-23-17

PC-4F

1

PRESTRESSED CONCRETE 1800 BEAM DETAILS 8-23-17

* Denotes New or Revised Special Detail to be included in projects for

(beginning with) the April letting. Note: Details EJ3AA & EJ4N are interactive, i.e. designers and detailers choose details

based upon railing type and angle of crossing. Place all details appropriate for the project, structure specific information, and the Expansion Joint Device quantity on the sheet. The sheet shall then be added to the plans as a normal plan sheet.

Detail PC-1L, PC-2G and PC-4E shall have structure specific information and quantities added to the sheet. The sheet shall then be added to the plans as a normal plan sheet.

A

A

A

MAXIMUM SIDE FLARE SLOPE

REDUCED TO ACCOMMODATE

FULL CURB HEIGHT MAY BE

** R

AMP

SIDEWALK

SIDE FLARE

SIDE FLARE

5' MI

N.

SIDEWALK

5' MIN.

SIDE FLARE

SIDE FLARE

** RAMP

SIDEWALK RAMP TYPE F

(FLARED SIDES, TWO RAMPS SHOWN)

(SEE NOTES)

SLOPE

10% MAX.

(SEE NOTES)

SLOPE

10% MAX.

(SEE N

OTES)SLOPE10% MAX.

(SEE N

OTES)SLOPE10% MAX.

B.L.T.

W.K.P. 7

DETECTABLE WARNING DETAILS

SIDEWALK RAMP AND

1

A

(SEE NOTES)

(SEE

NOTES)

R-28-J

A

A

OBSTRUCTION

PERMANENT

** R

AMP

SIDEWALK RAMP TYPE R

5' MI

N.

SIDEWALK

SIDEWALK

(ROLLED SIDES)

ROLLED CURB

"NON-WALKING" AREA

(SEE

NOTES)

(SEE NOTES)

24" ACROSS FULL WIDTH

DETECTABLE WARNING SURFACE

(SEE NOTES)



(SEE NOTES)



* LANDING

5% - 7% (8.3% MAXIMUM). SEE NOTES.

** MAXIMUM RAMP CROSS SLOPE IS 2.0%, RUNNING SLOPE

* LANDING

DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION

OF

SHEET

PLAN DATEF.H.W.A. APPROVALCHECKED BY:

DRAWN BY:

Michigan Department of Transportation

BUREAU OF DEVELOPMENT STANDARD PLAN FOR

APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION

DIRECTOR, BUREAU OF FIELD SERVICES

DIRECTOR, BUREAU OF DEVELOPMENT

12-11-2017

SEE NOTES.

OF TRAVEL. LANDING MINIMUM DIMENSIONS 5' x 5'.

* MAXIMUM LANDING SLOPE IS 2.0% IN EACH DIRECTION

thelenb

Highlight

thelenb

Highlight

72


SIDEWALK RAMP AND

R-28-J

MICHIGAN DEPARTMENT OF TRANSPORTATION

OF

SHEET

PLAN DATEF.H.W.A. APPROVAL


ADJACENT CURB & GUTTER

REINFORCEMENT AS IN

SECTION A-A

PAVEMENT

1" EXPANSION JOINT

GRADE BREAK

(8.3% MAXIMUM) SEE NOTES

RAMP SLOPE 5% - 7%

A SIDEWALK

SIDEWALK RAMP TYPE RF

5' MI

N.

SIDE FLARE

(ROLLED / FLARED SIDES)

** R

AMP

(SEE N

OTES)SLOPE10% MAX.

WALKING AREA

"NON-WALKING" AREA

A

(SEE

NOTES)

ROLLED CURB

(SEE NOTES)



2" MAX.24" ACROSS FULL WIDTH (SEE NOTES)


RAMP RUN

* LANDING

SHALL BE AS CALLED FOR ON THE PLANS

RAMP AND LANDING SLAB THICKNESSES

B1

B2

B3

D1

D2

D3

C1

C2

C3

C4

C5

C6

F1

F2

F3

F4

F5

F6

A B

CURB TYPE

1

1

ƒ

ƒ

1

1

1

1

1

1

1

1

•

ƒ

ƒ

ƒ

ƒ

ƒ

ƒ

•

•

•

•

•

•

•

•

•

•

•

•

•

ƒ

ƒ

•

•

STANDARD PLAN R-30-SERIES

FOR CURB TYPES SEE

OPENING

CURB RAMP

* LANDING

(INCHES)

RISE

MAXIMUM

WITH THE GUTTER PAN

PAVEMENT SHALL END FLUSH

(TYPICAL ALL RAMP TYPES)

THE RAMP OPENING.

MAXIMUM COUNTER SLOPE ACROSS

CROSS SECTION TO PROVIDE 5.0%

*** TRANSITION ADJACENT GUTTER PAN

WITH BACK OF CURB

RAMP SHALL END FLUSH

*** 5.0% MAX.

A B

SECTION THROUGH CURB RAMP OPENING

MAXIMUM RISE B

NOT TO EXCEED

MATCH RAMP SLOPE

12-11-2017



SEE NOTES.



thelenb

Highlight

thelenb

Highlight

SIDEWALK RAMP TYPE M

(MEDIAN ISLAND)

5' MI

N.

SIDEWALK RAMP TYPE P

(PARALLEL RAMP)

5' MI

N.

DO NOT USE IN AREAS WHERE PONDING MAY OCCUR

SIDEWALK

SIDEWALK

** RAMP

** R

AMP

"NON-WALKING" AREA

SIDEWALK RAMP TYPE C

5' MI

N.

SIDEWALK

SIDEWALK

** RAMP

** R

AMP

"NON-WALKING" AREA

"NON-WALKING" AREA

73

MEDIAN WIDTH


SIDEWALK RAMP AND

(COMBINATION RAMP)

ROLLED CURB

(SEE

NOTES)

(SEE

NOTES)

(SEE NOTES)



(SEE NOTES)



R-28-J


OF

SHEET



* LANDING

* LANDING

DETECTABLE WARNING IS REQUIRED.

IS AT LEAST 6'-0". OTHERWISE NO

ACROSS FULL WIDTH IF MEDIAN WIDTH

DETECTABLE WARNING SURFACE 24"

12-11-2017



SEE NOTES.



thelenb

Highlight

thelenb

Highlight

74


SIDEWALK RAMP AND

** R

AMP** RAMP

ROLLED CURB

"NON-WALKING" AREA

SIDEWALK RAMP TYPE D

(DEPRESSED CORNER)

24"

USE ONLY WHEN INDEPENDENT DIRECTIONAL RAMPS CAN NOT BE CONSTRUCTED FOR EACH CROSSING DIRECTION

SIDEWALK

** R

AMP** RAMP

SIDEWALK

( TANGENT DETECTABLE WARNING SHOWN )

"NON-WALKING" AREA

24"

( RADIAL DETECTABLE WARNING SHOWN )

FROM THE ENDS OF THE RADIUS. SEE NOTES

2" MAXIMUM DETECTABLE WARNING BORDER OFFSET MEASURED

FROM THE ENDS OF THE RADIUS. SEE NOTES

2" MAXIMUM DETECTABLE WARNING BORDER OFFSET MEASURED


OF

SHEET



R-28-J

* LANDING

* LANDING

12-11-2017



SEE NOTES.



thelenb

Highlight

thelenb

Highlight

75


SIDEWALK RAMP AND

SIDEWALK (TYP.)

RAILROAD CROSSING MATERIAL (TYP.)

6'

MI

N.*

15'

MA

X.*

WARNING ON RAILROAD CROSSING MATERIAL.

OF THE NEAREST RAIL. DO NOT PLACE DETECTABLE

6' MINIMUM AND 15' MAXIMUM FROM THE CENTERLINE

SO THAT THE EDGE NEAREST THE RAIL CROSSING IS

* THE DETECTABLE WARNING SURFACE SHALL BE LOCATED

SH

OU

LD

ER

SIDEWALK

DETECTABLE WARNING AT RAILROAD CROSSING

DETECTABLE WARNING AT FLUSH SHOULDER OR ROADWAY

24" ACROSS FULL WIDTH (SEE NOTES)


24" ACROSS FULL WIDTH (SEE NOTES)


(SEE NOTES)



2" OF SHOULDER

NEAREST EDGE WITHIN

R-28-J


OF

SHEET



PEDESTRIAN GATE (WHERE PROVIDED)

12-11-2017

(TYPE F AND TYPE RF SHOWN)

SIDEWALK RAMP PERPENDICULAR TO TANGENT CURB

LEGEND

CROSSWALK MARKING

SIDEWALK RAMP ORIENTATION

SLOPED SURFACE

"NON-WALKING" AREA

PAVEMENT

1" EXPANSION JOINT

SECTION B-B

* GRADE BREAK

76


SIDEWALK RAMP AND

SIDEWALK RAMP PERPENDICULAR TO RADIAL CURB (TYPE F SHOWN)

RAMP ARE NOT ALIGNED

USE WITH RADIAL CURB WHEN THE CROSSWALK AND SIDEWALK

( )

B

B

THE BOTTOM GRADE BREAK.

ON THE RAMP SURFACE AT

WARNING SHALL BE LOCATED

CURB, THE DETECTABLE

WITHIN 5' OF THE BACK OF

BOTTOM GRADE BREAK ARE

WHERE BOTH ENDS OF THE

(8.3% MAXIMUM) SEE NOTES

RAMP SLOPE 5% - 7%

(TYP.)

OF DRAINAGE INLET

ALTERNATE LOCATION

(TYP.)

OF DRAINAGE INLET

PREFERRED LOCATION

5'

* GRADE BREAK (TYP)

BREAK

* GRADE

IS NOT SIGNIFICANT ON RADIUS)

BACK OF CURB. (DOME ORIENTATION

WARNING SHALL BE LOCATED AT THE

THE BACK OF CURB, THE DETECTABLE

GRADE BREAK IS MORE THAN 5' FROM

WHERE EITHER END OF THE BOTTOM

THE DIRECTION OF TRAVEL.

CURB RAMPS SHALL BE PERPENDICULAR TO

* GRADE BREAKS AT THE TOP AND BOTTOM OF

DETECTABLE WARNING

OF CURB

END FLUSH WITH BACK

APPROACH AREA SHALL

BOTTOM GRADE BREAK

2% (5.0% MAX.) SLOPE BEYOND

*** 5.0% MAX. (5.0% MAX.)

2%

SLOPE ACROSS THE RAMP OPENING.

SECTION TO PROVIDE 5.0% MAXIMUM COUNTER

*** TRANSITION ADJACENT GUTTER PAN CROSS

SEE SECTION B-B

BEYOND BOTTOM GRADE BREAK.

5.0% MAX. RUNNING SLOPE


OF

SHEET



R-28-J

RAMP RUN

SHALL BE AS CALLED FOR ON THE PLANS

RAMP AND LANDING SLAB THICKNESSES

(GRADE BREAK OFFSET GREATER THAN 5')

SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN)

THE RAMP.

EXTENDING THE WIDTH OF

24" DETECTABLE WARNING,

(GRADE BREAK OFFSET LESS THAN 5')

SIDEWALK RAMP LOCATED IN RADIUS (TYPE R SHOWN)

OPENING

CURB RAMP

DETAILS.

SEE SHEET 2 FOR CURB RAMP OPENING

12-11-2017

WITH THE ADJACENT CONCRETE.

THE TOP OF THE JOINT FILLER FOR ALL RAMP TYPES SHALL BE FLUSH

MUNICIPALITY.

SIDEWALK SNOW REMOVAL EQUIPMENT NORMALLY USED BY THE

RAMP WIDTH SHALL BE INCREASED, IF NECESSARY, TO ACCOMMODATE

AS DIRECTED BY THE ENGINEER.

SIDEWALK RAMPS ARE TO BE LOCATED AS SPECIFIED ON THE PLANS OR

24"

DOME ALIGNMENT


DOME SPACING0.2"

DOME SECTION

1.4"

TO

0.9"

OF BASE

50% TO 65% 1.6" - 2.4"

1.6" - 2.4"

0.65"

MI

N.

0.65"

MIN.

PERPENDICULAR (OR RADIAL) TO GRADE BREAK

ALIGNED IN DIRECTION OF TRAVEL AND

77


SIDEWALK RAMP AND

OF TRAVEL.

THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION

GREATER THAN •". ELONGATED OPENINGS SHALL BE PLACED SO THAT

MANUFACTURER'S ADA COMPLIANT GRATE. OPENINGS SHALL NOT BE

STRUCTURES ARE LOCATED IN THE RAMP PATH OF TRAVEL, USE A

LOCATION OF THE DRAINAGE STRUCTURE. WHERE EXISTING DRAINAGE

THE LOCATION OF THE RAMP SHOULD TAKE PRECEDENCE OVER THE

DRAINAGE STRUCTURES SHOULD NOT BE PLACED IN LINE WITH RAMPS.

NOTES:

CROSSINGS.

SHALL ALSO BE PROVIDED AT MARKED AND/OR SIGNALIZED MID-BLOCK

WHERE THERE IS EXISTING OR PROPOSED SIDEWALK AND CURB. RAMPS

RAMPS SHALL BE PROVIDED AT ALL CORNERS OF AN INTERSECTION

ACROSS THE WALK.

SIDEWALK SHALL BE RAMPED WHERE THE DRIVEWAY CURB IS EXTENDED

BROOMING, TRANSVERSE TO THE RUNNING SLOPE.

SURFACE TEXTURE OF THE RAMP SHALL BE THAT OBTAINED BY A COARSE

TRAVEL.

RAMP BE IN ONLY ONE DIRECTION, PARALLEL TO THE DIRECTION OF

WHERE CONDITIONS PERMIT, IT IS DESIRABLE THAT THE SLOPE OF THE

CARE SHALL BE TAKEN TO ASSURE A UNIFORM GRADE ON THE RAMP.

ORDER TO AVOID SHARP CURB RETURNS AT RAMP OPENINGS.

WHERE THEY ARE NOT REQUIRED, FLARED SIDES CAN BE CONSIDERED IN

LANDSCAPING, UNPAVED SURFACE OR PERMANENT FIXED OBJECTS.

SIDES ARE NOT REQUIRED WHERE THE RAMP IS BORDERED BY

CIRCULATION PATH LATERALLY CROSSES THE SIDEWALK RAMP. FLARED

ROADSIDE CURB LINE, SHALL BE PROVIDED WHERE AN UNOBSTRUCTED

FLARED SIDES WITH A SLOPE OF 10% MAXIMUM, MEASURED ALONG THE

SHIFTING OR HEAVING.

FIELD CUT UNITS CAST AND/OR ANCHORED IN THE PAVEMENT TO RESIST

DETECTABLE WARNING PLATES MUST BE INSTALLED USING FABRICATED OR

CURB THE OFFSET IS MEASURED FROM THE ENDS OF THE RADIUS.

THE EDGES OF THE DETECTABLE WARNING IS ALLOWABLE. FOR RADIAL

AREAS. A BORDER OFFSET NOT GREATER THAN 2" MEASURED ALONG

RAMP/PATH OPENING EXCLUDING CURBED OR FLARED CURB TRANSITION

DIRECTION OF RAMP/PATH TRAVEL AND THE FULL WIDTH OF THE

DETECTABLE WARNING SURFACE COVERAGE IS 24" MINIMUM IN THE

IN THE PUBLIC RIGHT OF WAY.

RECONSTRUCTION, OR ALTERATION OF STREETS, CURBS, OR SIDEWALKS

DETAILS SPECIFIED ON THIS PLAN APPLY TO ALL CONSTRUCTION,

R-28-J


OF

SHEET



FULL LENGTH OF THE RAMP.

THE CROSS SLOPE TRANSITION SHALL BE APPLIED UNIFORMLY OVER THE

SLOPE MAY BE TRANSITIONED TO MEET AN EXISTING ROADWAY GRADE.

EXCEED 2.0%. FOR ALTERATIONS TO EXISTING ROADWAYS, THE CROSS

FOR NEW ROADWAY CONSTRUCTION, THE RAMP CROSS SLOPE MAY NOT

UNIFORM TRAFFIC CONTROL DEVICES".

FOR MARKING APPLICATIONS ARE GIVEN IN THE "MICHIGAN MANUAL ON

AS TO STOP TRAFFIC SHORT OF RAMP CROSSINGS. SPECIFIC DETAILS

CROSSWALK AND STOP LINE MARKINGS, IF USED, SHALL BE SO LOCATED

4' x 4'.

REDUCED TO NOT LESS THAN 4' AND LANDINGS TO NOT LESS THAN

WHEN 5' MINIMUM WIDTHS ARE NOT PRACTICABLE, RAMP WIDTH MAY BE

TRANSITIONS.

OF RAMPS TO EXCEED 15 FEET IN LENGTH NOT INCLUDING LANDINGS OR

REFERENCE. HOWEVER, IT SHALL NOT REQUIRE ANY RAMP OR SERIES

THE MAXIMUM RUNNING SLOPE OF 8.3% IS RELATIVE TO A FLAT (0%)

12-11-2017

PERPENDICULAR TO ITS OWN DIRECTION(S) OF TRAVEL.

INDEPENDENTLY MAINTAIN A CROSS SLOPE NOT GREATER THAN 2%

ROUTE CROSSING THROUGH OR INTERSECTING THE CURB RAMP MUST

LANDING. HOWEVER, ANY CONTINUOUS SIDEWALK OR PEDESTRIAN

CURB RAMPS WITH A RUNNING SLOPE 5% DO NOT REQUIRE A TOP

thelenb

Highlight

thelenb

Highlight

thelenb

Highlight

thelenb

Highlight

thelenb

Highlight

MICHIGAN DESIGN MANUAL

ROAD DESIGN

CHAPTER 14 PROCEDURES FOR PLAN PREPARATION INDEX (continued) 14.62 CONTRACTOR INQUIRIES 14.63 ADDENDA 14.64 POSTPONEMENT, WITHDRAWAL OR REJECTION OF PROJECTS FROM LETTING 14.65 REFERENCE INFORMATION DOCUMENTS 14.66 TABULATIONS OF BIDS 14.67 PRE-CONSTRUCTION MEETING 14.68 Section Deleted 14.69 DESIGN PROJECT RECORD 14.70 PLAN REVISIONS 14.70.01 Procedure 14.71 CONTRACT MODIFICATIONS 14.72 POST-CONSTRUCTION REVIEW MEETING 14.73 MARKED FINAL PLANS 14.73.01 Mark-Up Standards 14.73.02 File Standards and Requirements 14.73.03 As Built Turn in Process 14.73.04 Design Division Review and Approval Process 14.74 DOCUMENT RETENTION 14.74.01 Permanent Records APPENDIX B – CRITICAL PATH CONSTRUCTION TIME ESTIMATES APPENDIX D – LIST OF ACRONYMS


ROAD DESIGN

14.67 (revised 3-26-2012) PRE-CONSTRUCTION MEETING A pre-construction meeting is usually held with the low-bid contractor, subcontractors, and MDOT representatives after the letting and award of a project. Participants usually include (when applicable): Contractor Subcontractor(s) Resident/Delivery Engineer Project Manager/Designer/Consultant Soils Engineer Traffic Engineer Utility/Permits Engineer Region/TSC Materials Engineer Utility Companies Counties and/or Municipalities Railroad Companies FHWA Area Engineer The agenda may include: Introduction of attendees Recording of Minutes & Attendance record Project description Designation of Supervisors Proposal (including any addenda) Subcontractors Real Estate Utilities and Railroads Affected Municipalities and or Counties

Haul routes and hours Special use permits local ordinances

Testing Order Soils/Materials Traffic Progress Schedule Safety Program/Issues Work Orders and Contract Modifications Labor Compliance OJT/EEO/DBE Requirements Miscellaneous Erosion Control

14.67 (continued) The Project Manager should be invited to all pre-construction meetings. However, due to the limited time to schedule and hold the meeting, advanced notification may be short. Also, the Project Manager may want to contact the Resident/Delivery Engineer prior to the meeting to discuss the need for their participation. In some instances attendance at the pre-construction meeting is not required on the simplest, most straightforward projects. Minutes at this meeting are recorded by a Region/TSC representative and copies are distributed to the Engineer of Construction Field Services Division, Region Engineer, TSC Manager, and all participants. 14.68 Section deleted.


ROAD DESIGN

14.69 DESIGN PROJECT RECORD As soon as a project has been assigned, the Project Manager should begin to compile a Design Project Record. This is done by maintaining a chronological record of any events affecting plan development which: 1. Affect the cost of design or construction of

the project 2. Change the scheduled dates (plan

completion, ROW or letting). After the project is awarded, the contract bid price, design cost, percent cost (design cost divided by the construction cost) and the number of plan sheets are also entered on form #216. A copy is sent to the Design Supervising Engineer and the original placed in the project file and becomes part of the project’s permanent files submitted to the file room during the closeout of design files. 14.70 (revised 3-16-2015) PLAN REVISIONS Occasionally plans must be revised after a contract is let and, in extreme instances, after construction has begun. Changes issued by Design Division are done on a Revision of Plans (Form 0291). A Plan Revision Distribution (Form 0211) should accompany the Revision of Plans (Form 0291). No other letters of transmittal are required. Plan revisions should contain a concise and accurate description of the work involved so as to be understood by anyone not associated with the project. The following are some guidelines for preparing a plan revision:

14.70 (continued) The use of revised plan sheets should be

avoided whenever possible. If the changes can be described easily and adequately on the Revision of Plans (Form 0291), revised plan sheets do not need to be included in the distribution. However, if the changes are complicated and extensive, revised plan sheets should accompany the Revision of Plans distribution.

When making changes in dimensions or quantities the old figures should be lightly crossed out (not erased) and new figures added above or adjacent to the old figures.

Plan revisions involving FHWA Oversight projects must be reviewed and approved by the FHWA prior to distribution. A note stating FHWA concurrence (and by whom) should be included on the Revision of Plans (Form 0291).

Plan revisions are numbered in ascending order with a letter prefix for the section issuing the revision (R-Road, B-Bridge, U-Utilities). The first plan revision distribution by Road Design would be R-1, the next R-2.

Quantities should be exact. If exact quantities cannot be determined until after the work is completed, they should be estimated as accurately as possible.

Do not revise the quantity sheet. This will be corrected with the authorizations (Recommendation and Authorization for: form) submitted by the project office.

If most of the plan sheets are affected, the complete set should be reissued to avoid possible confusion.

If the RID files need to be changed submit the revised files consistent with the Design Submittal Requirements.

MICHIGAN DESIGN MANUAL ROAD DESIGN

14.70.01 (revised 3-26-2012) Procedure The following general procedure should be used when preparing and distributing plan revisions: 1. Revise the plan sheet(s) affected (if

required). 2. Complete Revision of Plans (Form 0291)

and Plan Revision Distribution (Form 0211).

3. Discuss the proposed changes with the FHWA (FHWA Oversight).

4. Gather the following signatures: a. Project Manager/Development Engineer b. Resident/Delivery Engineer 5. Combine completed forms 0211 and 0291

with the revised sheets in Adobe Acrobat format and name the file PLANREV1.pdf (or subsequent numerical naming if multiple). Save the file in the ProjectWise sub-folder entitled "Plan Revisions and Shop Drawings". If this sub-folder has not been created, contact the local or central office ProjectWise Administrator for assistance.

6. Distribute electronic copies per the instructions on each form. Copies must also be sent to any affected agencies and/or the FHWA (FHWA Oversight).

14.71 (revised 12-26-2017)

CONTRACT MODIFICATIONS

Contract modifications are the formal process by which revisions to the contract are formally authorized, approved and incorporated into the construction contract. Contract modifications are processed for any revisions to the contract that alters the nature, scope, cost or schedule of the project.

The Design Project Manager (PM) is included in the email distribution for all Tier 1 Contract Modifications which TSC Managers approve in ProjectWise. This email includes the ProjectWise link to the Contract Modification as well as any comments the TSC manager added to the body of the message.

Once the email is received, it is recommended that the Design PM does the following:

1. Review the file in ProjectWise to become familiar with the changes.

2. Take note of items that a can be addressed as plan improvements for future projects.

3. Share changes and information with other internal designers and external design consultants involved in the plan design.

As Design PMs receive contract modification approval emails from various projects, they are asked to take notice of repetitive or similar modifications that can be identified as opportunities for future plan improvements, cost savings and innovations.

The Design PM is highly recommended to take a proactive stance, keep lines of communication open with construction, and become familiar with the modifications being made to the project during construction activities. This enables the Design PM to become more informed and be better prepared to engage in productive discussions during the post-construction review meeting.

For specific details regarding the Construction Contract Modification Process refer to http://mdotwiki.state.mi.us/construction/index.php/103.02_Contract_Revisions of the MDOT Construction Wiki.

http://mdotwiki.state.mi.us/construction/index.php/103.02_Contract_Revisions

http://mdotwiki.state.mi.us/construction/index.php/103.02_Contract_Revisions

MICHIGAN DESIGN MANUAL ROAD DESIGN

14.72 (revised 12-26-2017) POST-CONSTRUCTION REVIEW MEETING The purpose of a post-construction review is to provide feedback to design staff and other stakeholders to improve the quality and cost effectiveness of future projects. These meetings are initiated by Construction and held for selected projects per construction season. It is essential for the Design Project Manager (PM) to take a proactive stance on all projects, keep lines of communication open with construction, and become familiar with the modifications being made to projects during construction activities. This enables the Design PM to become more informed and be better prepared to engage in productive discussions during the post-construction review meetings. The Design PM should attend and coordinate invitations to internal designers and external design consultants who participated in the design process. Upon completion of the post-construction meeting, the meeting minutes will be deposited into ProjectWise and an email notification will be sent to the project stakeholders letting them know that the minutes have been compiled, completed and ready for viewing. For more specific details regarding Post-Construction Review Meetings criteria and agenda items, refer to http://mdotwiki.state.mi.us/construction/index.php/Other#Post-Construction_Reviews of the MDOT Construction Wiki.

14.73 (revised 9-21-2009) MARKED FINAL PLANS As Built Plans, also referred to as As Constructed Final Plans (ACFP), or Marked Final Plans, are original awarded project plan sheets that have been updated to show changes, corrections and comments made during construction. After construction is complete, the Resident/Delivery Engineer’s office is responsible for creating and placing marked As Built Plans in ProjectWise 14.73.01 (revised 9-21-2009) Mark-Up Standards Use the following guidelines to capture the As Built changes and corrections made to the As Let Plans: Horizontal Control: Changes in alignment, bearings, PC’s, PI’s, PT’s, curve data, government corner witnesses, witnesses to alignment monuments, right-of-way monuments and boxes, and right-of-way fence should be shown on plan sheets.

http://mdotwiki.state.mi.us/construction/index.php/Other#Post-Construction_Reviews

http://mdotwiki.state.mi.us/construction/index.php/Other#Post-Construction_Reviews

MICHIGAN DESIGN MANUAL BRIDGE DESIGN

7.02.15 Shear Developers Shear developers shall be used in all steel beam spans. When replacing a deck, the existing shear developers shall be removed and not salvaged. (5-6-99) A. Type Used Shear developers shall be the stud type shown in Bridge Design Guide 8.07.01. Details and spacing for ¾” studs shall be shown on the plans. Generally shear developers are 8” or less in length. Provide additional longitudinal reinforcement when haunch becomes greater than 6” and longer than 8” shear developers are required. (5-6-99) (12-19-2016) B. Spacing 1. Standard Bridge Slabs The spacing is to be constant along the

beam as required by the design. Shear developers are not to be used in areas of negative moment. They should extend through the positive moment area and to, or slightly beyond, the point of contraflexure. This point should be determined for the loading condition that will place it closest to the support over which negative moment will occur. In the event of a special case in which shear developers are used in negative moment areas, maximum tensile stress at the point of attachment is not to exceed that which is allowed by the current AWS specifications.

Shear developers (acting as slab ties)

shall be placed in at least one half of all spans regardless of contraflexure points and moment orientations. In end spans with all negative moments place shear developers from abutment towards pier at 24" spacing. In interior spans with all negative moments place shear developers in middle half of span at 24” spacing.

(12-5-2005)

7.02.15 (continued) 2. Empirical Bridge Slabs For empirical bridge slabs, the studs shall

be placed on the entire length of beams. This includes the negative moment regions. The design of the studs shall be based on the positive moment area as critical. (5-6-99)

Studs shall be omitted from bolted splice

plates (see AASHTO Specs., Article 10.38.5.1.3).

7.02.16 Lifting Lugs The contractor will be permitted to use lifting lugs to transport and erect beams, subject to the requirements of the Standard Specifications. Our plans should indicate the tension zones where lifting lugs will not be permitted. 7.02.17 Painting (5-1-2000) Structural steel will be painted light gray. AMS-STD-595 color #16440. The Roadside Development Unit may request color # 15488 or another variety from AMS-STD-595 and obtain Region/TSC concurrence. The Bridge Design Unit Leader will then indicate the color number on the plan notes. See Section 12.07.06 for information regarding performance warranties. (5-1-2000) (11-28-2011) (10-23-2017) (12-26-2017)

MICHIGAN DESIGN MANUAL BRIDGE DESIGN - CHAPTER 7: LRFD

7.02.15 Shear Developers Shear developers shall be used in all steel beam spans. When replacing a deck, the existing shear developers shall be removed and not salvaged. (5-6-99) A. Type Used Shear developers shall be the stud type shown in Bridge Design Guide 8.07.01. Details and spacing for ¾” studs shall be shown on the plans. Generally shear developers are 8” or less in length. Provide additional longitudinal reinforcement when haunch becomes greater than 6” and longer than 8” shear developers are required. (5-6-99) (12-19-2016) B. Spacing 1. Standard Bridge Slabs The spacing is to be constant along the

beam as required by the design. Shear developers are not to be used in areas of negative moment. They should extend through the positive moment area and to, or slightly beyond, the point of contraflexure. This point should be determined for the loading condition that will place it closest to the support over which negative moment will occur. In the event of a special case in which shear developers are used in negative moment areas, maximum tensile stress at the point of attachment is not to exceed that which is allowed by the current AWS specifications.

Shear developers (acting as slab ties)

shall be placed in at least one half of all spans regardless of contraflexure points and moment orientations. In end spans with all negative moments place shear developers from abutment towards pier at 24" spacing. In interior spans with all negative moments place shear developers in middle half of span at 24” spacing.

(12-5-2005)

7.02.15 (continued) 2. Empirical Bridge Slabs (8-20-2009) For empirical bridge slabs, the studs shall

be placed on the entire length of beams. This includes the negative moment regions. The design of the studs shall be based on the positive moment area as critical. (5-6-99)

A minimum of two shear connectors at 24”

shall be provided in the negative moment regions of continuous steel superstructure (A 9.7.2.4 AASHTO LRFD). Where composite girders are noncomposite for negative flexure, additional shear connectors shall be provided in the region of points of permanent load contraflexure. The additional shear connectors shall be placed within a distance equal to one-third of the effective slab width on each side of the point of permanent load contraflexure.

Field splices should be placed so that they

do not interfere with the shear connectors. 7.02.16 Lifting Lugs The contractor will be permitted to use lifting lugs to transport and erect beams, subject to the requirements of the Standard Specifications. Our plans should indicate the tension zones where lifting lugs will not be permitted. 7.02.17 Painting (5-1-2000) Structural steel will be painted light gray. AMS-STD-595 color #16440. The Roadside Development Unit may request color # 15488 or another variety from AMS-STD-595 and obtain Region/TSC concurrence. The Bridge Design Unit Leader will then indicate the color number on the plan notes. See Section 12.07.06 for information regarding performance warranties. (5-1-2000) (11-28-2011) (10-23-2017) (12-26-2017)


8.07.07 Structural Steel Notes

A. Field connections shall be bolted with ¾” high-strength bolts (except as noted).

B. The beams (in span ) shall have a

parabolic camber with ordinates as shown on the camber diagram. Heating is to be used, if necessary, to provide the camber within a tolerance of +¼” at the center. The camber shown is to be measured with the beam lying on its side. [Use for rolled beams.] (8-6-92)

C. The girders (in span ) shall be

cambered with ordinates as shown on the camber diagram. Heating is to be used, if necessary, to provide the camber within the tolerance specified in the AWS Specifications. The camber shown is to be measured with the girder lying on its side. [Use for plate girders.] (12-5-2005)

D. The quantity Structural Steel includes: Steel lbs. Bronze lbs. Total lbs.

Elastomeric bearing pads(1/8") used under steel masonry plates shall not be paid for separately but included in the quantity for Structural Steel. (9-2-2003)

E. Anchor bolt lengths shown are minimum.

Bolts longer than those shown may be furnished at no additional cost.

F. The structural steel to be coated shall be

coated according to Subsection 716 of the Standard Specifications. The color of the urethane protective coat shall be light gray. AMS-STD-595 color number 16440. [Use with shop or field coating. Check with Roadside Development Unit if other color is desired.]

(5-1-2000) (11-28-2011) (5-22-2017) (10-23-2017) (12-26-2017) G. Structural steel shall conform to AASHTO

M270, Grade 50, or AASHTO M270, Grade 50W. (AASHTO M270, Grade 36, steel may be used in lieu of these steels for bearings, diaphragms, and cross frames.) (9-18-98)

8.07.07 (continued) H. The steel for cross frames shall meet the

Charpy test requirements for main structural members shown in Subsection 906.04 of the Standard Specifications. [Use when bridge has horizontally curved girders.]

I. Changes in the number and location of

field splices shown will be permitted, subject to approval by the Engineer and at no additional cost to the project. The design of these splices will also be subject to approval by the Engineer.

J. Field splice(s) , if used, is (are)

optional and will not be paid for. K. The protection of work and environment

during blast cleaning of existing painted faying surfaces (and structural steel exposed during deck slab removal) shall be according to Subsection 715 of the Standard Specifications. (Included in the bid item, (“Steel Structure, Cleaning, Type 4 (Structure No.)") (“Structures, Rem Portions (Structure No.)”*) (“Structures, Rehabilitation, Rem Portions (Structure No.)”*). [Use when widening steel bridges, even where the contract includes overall field coating.] [*Use when coating is not included in the contract.] (12-5-2005)

L. The following steel bridge members and

member components have been designated as fracture critical, regardless of the direction of stress: ___*. Steel and fabrication procedures must conform to the requirements of the Special Provision for Fracture Critical Members. [*Identify component] [Use for structures that have fracture critical members other than pins and link plates.] (8-6-92) (11-23-2015)

M. End diaphragms shall be field drilled and

bolted to the existing beams prior to pouring the deck. Intermediate diaphragms shall be field drilled and bolted to the existing beams after pouring the deck. [Use when widening structural steel bridge with diaphragms.] (9-18-98)


8.07.07 Structural Steel Notes

A. Field connections shall be bolted with ¾” high-strength bolts (except as noted).

B. The beams (in span ) shall have a

parabolic camber with ordinates as shown on the camber diagram. Heating is to be used, if necessary, to provide the camber within a tolerance of +¼” at the center. The camber shown is to be measured with the beam lying on its side. [Use for rolled beams.] (8-6-92)

C. The girders (in span ) shall be

cambered with ordinates as shown on the camber diagram. Heating is to be used, if necessary, to provide the camber within the tolerance specified in the AWS Specifications. The camber shown is to be measured with the girder lying on its side. [Use for plate girders.] (12-5-2005)

D. The quantity Structural Steel includes: Steel lbs. Bronze lbs. Total lbs.

Elastomeric bearing pads (1/8") used under steel masonry plates shall not be paid for separately but included in the quantity for Structural Steel. (9-2-2003)

E. Anchor bolt lengths shown are minimum.

Bolts longer than those shown may be furnished at no additional cost.

F. The structural steel to be coated shall be

coated according to Subsection 716 of the Standard Specifications. The color of the urethane protective coat shall be light gray. AMS-STD-595 color number 16440. [Use with shop or field coating. Check with Roadside Development Unit if other color is desired.]

(5-1-2000) (11-28-2011) (5-22-2017) (10-23-2017) (12-26-2017) G. Structural steel shall conform to AASHTO

M270, Grade 50, or AASHTO M270, Grade 50W. (AASHTO M270, Grade 36, steel may be used in lieu of these steels for bearings, diaphragms, and cross frames.) (9-18-98)

8.07.07 (continued) H. The steel for cross frames shall meet the

Charpy test requirements for main structural members shown in Subsection 906.04 of the Standard Specifications. [Use when bridge has horizontally curved girders.]

I. Changes in the number and location of

field splices shown will be permitted, subject to approval by the Engineer and at no additional cost to the project. The design of these splices will also be subject to approval by the Engineer.

J. Field splice(s) , if used, is (are)

optional and will not be paid for. K. The protection of work and environment

during blast cleaning of existing painted faying surfaces (and structural steel exposed during deck slab removal) shall be according to Subsection 715 of the Standard Specifications. (Included in the bid item, (“Steel Structure, Cleaning, Type 4 (Structure No.)") (“Structures, Rem Portions (Structure No.)”*) (“Structures, Rehabilitation, Rem Portions (Structure No.)”*). [Use when widening steel bridges, even where the contract includes overall field coating.] [*Use when coating is not included in the contract.] (12-5-2005)

L. The following steel bridge members and

member components have been designated as fracture critical, regardless of the direction of stress: ___*. Steel and fabrication procedures must conform to the requirements of the Special Provision for Fracture Critical Members. [*Identify component] [Use for structures that have fracture critical members other than pins and link plates.] (8-6-92) (11-23-2015)

M. End diaphragms shall be field drilled and

bolted to the existing beams prior to pouring the deck. Intermediate diaphragms shall be field drilled and bolted to the existing beams after pouring the deck. [Use when widening structural steel bridge with diaphragms.] (9-18-98)


8.09.04 (continued) Maintenance Painting Notes M. Substructure Horizontal Surface Sealer

shall be applied to the top of Abutment ___ (and ) (and the front face of the independent backwall). Vertical surfaces accidentally coated shall be cleaned at contractor’s expense. [Use when there is a superstructure transverse joint directly above or the unit is adjacent to a pavement.] (12-5-2005)

N. Substructure Horizontal Surface Sealer

shall be applied to the top of (all) Pier(s) (___ & ___). Vertical surfaces accidentally coated shall be cleaned at contractor’s expense. [Use only when superstructure transverse joints are directly above the pier.] (12-5-2005)

O. Shear locks shall be removed by

methods approved by Engineer before structure is blast cleaned. (Included in the bid item “Steel Structure, Cleaning, Type 4 (Structure No.)".) (12-5-2005)

P. The sign(s) over (description of location)

shall be removed for cleaning and coating of the fascia beam(s). Sign(s) shall be reinstalled using new connection hardware according to Subsection 919.02 of the Standard Specifications. (Included in the bid items for cleaning and coating existing steel structures.) [Use where it has been determined that signs must be removed to allow cleaning and coating of fascia beams.] (9-18-98)

Q. Sealant shall be applied around the

perimeter of bearing plate to concrete contact surfaces after cutting away any protruding portion of lead plate. [Use when superstructure transverse joints are directly above pier or abutment.](9-18-98)

R. Sealant shall be applied around the

perimeter of bolted end diaphragm connection plates and angles. [Use when end diaphragms are under an open transverse deck joint.] (9-18-98)

8.09.04 (continued) S. Sealant shall be applied around the

perimeter of all riveted girder plates and angles. [Use at riveted plate girders.]

(9-18-98) T. Sealant shall be applied around the

perimeter of all beam ends where encased in the backwalls. (9-18-98)

U. Sealant shall be applied to the perimeter

of all riveted (bolted) girder plate and angle contact surfaces at the outside face of the fascia beams for the entire length and at each girder end, below deck joints, for a total length of 5'-0" [Use at riveted or bolted plate girders on outside of fascia only.] (9-18-98)

V. Blast clean and prime faying surfaces

prior to erecting (diaphragms) (bent plates). This work is included in the pay items for cleaning and coating existing structural steel. [Use where project includes field coating and steel members will be added or replaced.] (9-18-98)

W. Sealant shall be applied around the

perimeter of riveted pin plates and stiffeners. (9-18-98) (11-26-2012)

X. Sealant shall be applied around the

connection of new structural steel member to existing structural steel member. (9-18-98)

Y. The color of the urethane protective coat

shall be light gray. AMS-STD-595 color number 16440. [Use with shop or field coating. Check with Roadside Development Unit if other color is desired.] (5-1-2000) (11-28-2011)

(10-23-2017) (12-26-2017) Z. The contractor shall take necessary

measures to avoid overspray on adjacent substructure and superstructure concrete surfaces and on signs attached to the structure. (Included in the bid item “Steel Structure, Coating, Type 4 (Structure No.)"). (12-5-2005)


12.07.04 End Diaphragms (8-6-92) On field inspections of structures scheduled for painting, the designer should consider accessibility behind end diaphragms for cleaning and painting. If the end diaphragms are within 1'-2" of an abutment backwall (or if the end diaphragms at a pier are too close) and the slab above the diaphragms is not to be removed, the diaphragms shall be removed to permit proper cleaning and coating. Plans shall include an acceptable system for shoring the slab while the diaphragm is not in place. It should be noted that the contractor may use an alternate shoring system subject to the engineer's approval. Where end diaphragms must be removed for cleaning and painting, note 8.09.04 I should be placed on the plans and the Special Provision for Removal and Replacement of End Diaphragms should be included in the contract proposal. (8-20-2009) 12.07.05 Cleaning and Coating Exposed Steel (8-6-92) Where structural steel has been exposed by the removal of deck concrete, it shall be cleaned and coated. Cleaning and Coating shall be according to the Standard Specifications for Construction or Special Provisions. Construction sequencing (painting after casting deck) of deck replacement projects with steel beams requires the use of the pay item, “Top Flanges and Beam Ends, Clean and Coat”, even if the project requires total beam painting. (8-20-2009)

12.07.06 Performance Warranties for Bridge Painting (5-1-2000) Whenever possible, performance warranties shall be required on bridge painting contracts. On non-National Highway System bridges (NHS) the Design units shall include the performance specification in the contract. A trunkline project can be considered non-NHS, even though it may have NHS funding, if the facility carried is non-NHS. If the facility carried is NHS traffic, the performance warrantee specification may still be applicable. The Design units shall contact the Construction Field Services Coatings Specialist, at the preliminary plan stage, to determine whether the bridge can be added to Special Experimental Projects list for warranty painting. (3-26-2012) 12.07.07 Paint Color (5-1-2000) The standard color for MDOT bridges is Light Gray. The AMS-STD-595 number for this color is 16440. Previously, the MDOT standard color was Light Blue - number 15488. Other colors may be recommended by the Region. (3-21-2016) (10-23-17) (12-26-2017) 12.07.08 MDEQ Hazardous Waste Number (5-1-2000) (3-26-2012) All structures scheduled for painting need a Michigan Department of Environmental Quality (MDEQ) hazardous waste number (MIR number). These numbers are supplied by the Bridge Management Section of Design Division. See also Section 14.04.

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

OPTIONAL CONSTRUCTION JOINT

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

EA08

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.

EA08

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 ‚"

BUREAU OF DEVELOPMENT

MICHIGAN DEPARTMENT OF TRANSPORTATIONDRAWN BY:

APPROVED BY: DAJ

DESIGN DIVISION

PREPARED BY

ISSUED: 12/26/17

CHECKED BY:

2"

thelenb

Highlight

thelenb

Highlight

6.29.08A

VZ

BLT ISSUED: / /

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

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

thelenb

Rectangle

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."

VERTICAL - LOW SIDE OF SUPERELEVATED SECTIONS.

* 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

thelenb

Rectangle

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

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

zokvicv

Highlight

road & bridge design publications - michigan.gov€¦ · [email protected]. e-mail bridge...

Documents