Road & Bridge Design Publications · for curb types see opening curb ramp * landing (inches) rise maximum with the gutter pan pavement shall end flush (typical all ramp types) the

Road & Bridge Design Publications

Monthly Update – October 2017

1

Revisions for the month of October are listed and displayed below. New special details will be included in projects submitted for the February 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 and Detectable Warning Details: Clarified the single asterisk note (which occurs on sheets 1-4) regarding landings on ramps with running slopes of 5% or less. Road Design Manual 6.01.05: Choice between Aggregate. HMA. and Concrete: Added a reference to section 9.04.01 for pavement design for utility trench replacement. Bridge Design Manual 7.02.17 (LFD & LRFD), 8.07.07 F. (LFD & LRFD) and 8.09.04 Y. (LFD & LRFD): Updated color specification from Federal Standard 595C to AMS-STD-595A. 12.01 & 12.07: Added reference to Steel Bridge Girder Coatings Repair Matrix. 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

10-23-2017

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 10-20-17

R-39-K 5

TRANSVERSE PAVEMENT JOINTS 9-25-17

R-49-G 9

CONCRETE BARRIER 2-24-17

R-50-G 6

LIGHT STANDARD FOUNDATION 4-21-17

R-51-E 6

SIGN SUPPORT FOUNDATION 4-21-17

R-53-A 22

TEMPORARY CONCRETE BARRIER LIMITED DEFLECTION 8-14-15

R-54-I 4

CONCRETE BARRIER, SINGLE FACE 3-22-17

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-71-C 1

GUARDRAIL ANCHORAGE, MEDIAN 3-22-17

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-76-E 3

CONCRETE GLARE SCREEN 3-22-17

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 February 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.

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Index to Bridge Detail Sheets

10-23-2017

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 February 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.

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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

10-20-2017

THAN 5% A TOP LANDING IS NOT REQUIRED.

SEE NOTES. IF THE RAMP RUNNING SLOPE IS LESS

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

* MAXIMUM LANDING SLOPE IS 2.0% IN EACH DIRECTION

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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







10-20-2017

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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"







10-20-2017

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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







10-20-2017

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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)

10-20-2017

(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

10-20-2017

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%)

10-20-2017

MICHIGAN DESIGN MANUAL

ROAD DESIGN

6.01.05 (revised 10-23-2017) Choice between Aggregate, Hot Mix Asphalt and Concrete It is the general practice of the Department to not leave aggregate as a driving surface on a roadway. Therefore, at minimum, a new or existing aggregate road will generally be paved with a single course of hot mix asphalt material, regardless of how little traffic it serves. Michigan differs from many of the states in having a wide range of soil types, varying from well drained sands to heavy clays, to rock outcroppings. Concrete has the advantage of rigidity and high strength relative to thickness and requires less elaborate mixing facilities at the plant. Hot mix asphalt is flexible, easier to repair, and it requires less time to open to traffic, needing only to cool. The Department tries to utilize the advantages of each material when selecting a pavement type. Ramps will usually have the same type of surfacing as is used on the freeway. One exception would be when the mainline is overlaid utilizing a different wearing surface material than the existing ramp. In this case, the new mainline surface material may extend up the ramps part-way depending on the condition of the ramps. Similarly, utility trench replacement is typically the same type of pavement material as surrounds it. Refer to section 9.04.01 for design of pavement cross-section replacement due to utility trench work.

6.01.06 (revised 3-26-2012) Pavement Design and Selection Policy (Approved by EOC 2-9-2012) A. Design Pavement design will be performed using design methods outlined in the "Guide for Design of Pavement Structures", AASHTO, 1993. The design software accompanying AASHTO 1993 is the DARWin pavement design program. B. Selection Pavement selection will be determined using the life cycle cost analysis method when the project pavement costs exceed one million dollars as described in the “Pavement Design and Selection Manual.” Pavement costs are determined by separately calculating the cost of paving with both HMA and concrete. When the cost of either the HMA or concrete exceeds one million dollars, a life cycle cost analysis is required. For such projects, Pavement Operations of the Construction Field Services Division will conduct the pavement design and life cycle cost analysis in accordance with the “Pavement Design and Selection Manual.” MDOT staff and industry organizations will be provided an opportunity for review and comment, with final approvals by the Engineering Operations Committee. In accordance with state law, the low cost alternative will be selected. Pavement designs and the life cycle cost analysis will be done by Pavement Operations for the following project categories. a. All new/reconstruction projects with

pavement costs greater than one million dollars.

b. Major rehabilitation projects (unbonded concrete overlays & rubblized with HMA surfacing) with pavement costs greater than one million dollars.

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-595A color #16440. The Roadside Development Unit may request color # 15488 or another variety from AMS-STD-595A 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)

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-595A color #16440. The Roadside Development Unit may request color # 15488 or another variety from AMS-STD-595A 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)


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-595A 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) 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-595A 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) 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-595A 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) 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)


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-595A 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) 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)


12.01 SCOPE OF REHABILITATION PROJECTS (8-20-2009) The scope for rehabilitation projects is created by the Region Bridge Engineer using the Bridge Deck Preservation Matrix (Section 12.09.02) and Steel Bridge Girder Coatings Repair Matrix (Section 12.07). As soon as possible after assignment, the bridge design engineer should schedule a scope verification meeting. At this meeting, the scope of the project will be reviewed. (10-23-2017) If a project includes 3R and 4R (Chapter 7) work, the applicable standards are governed by the standards that correspond individually to each work type (3R or 4R). Work type overlap within a structure may cause a default to 4R standards within the overlap (entire structure). Identify each work type on the project information sheet to distinguish where 3R guidelines and 4R standards are separately applied. When other work types are combined with 3R or 4R projects, they are also governed separately and identified as such on the project information sheet. Projects categorized as CPM (preventive maintenance) projects are governed by guidelines that differ from 3R and 4R Guidelines. When CPM work types are packaged with a 3R or 4R project, the portion of the project that is outside the 3R or 4R work limits is governed by the guidelines that pertain to CPM work type. When describing the work type in the request for Plan Review Meeting, identify the work type separation so that the appropriate requirements are considered within each structure. Work type overlap within a structure may cause a default to 3R or 4R requirements. Cross road over bridges shall be treated as individual segments regardless of project work type. (8-22-2016)

http://www.michigan.gov/documents/mdot/Bridge_Paint_Matrix_-_Steel_2017_09_602852_7.pdf



12.07 PAINTING Projects for painting structural steel are requested by the Region/TSC. These projects may either be for the repainting of previously coated steel or the initial painting of A588 steel. For additional information, see Subsection 7.02.17. The Steel Bridge Girder Coatings Repair Matrix also provides guidance on paint defects and recommended repairs. (10-23-2017) 12.07.01 Blast Cleaning A. In addition to the normal precautions

required during blast cleaning of existing steel, provisions must be made to properly confine and dispose of abrasive material and residue. These provisions are required whether the entire structure is to be cleaned or only isolated portions.

(8-6-92) B. (8-6-92) Some telephone ducts installed

under bridges in the past have been Johns Manville Transite ducts, made in part of asbestos. These will have to be encased to prevent release of the asbestos into the atmosphere during blast cleaning for painting.

The bridge inspectors will identify ducts marked "Johns Manville" or "Transite" and record this information on their reports. If the telephone ducts are inaccessible and the material cannot be identified, this will be noted. We will then make the determination during a site visit. (5-1-2000)

These ducts and others not requiring painting should be encased in a protective shielding to prevent damage due to blast cleaning (see Note 8.09.04C).

12.07.02 Substructure Protection The top surface of all substructure units under superstructure transverse joints shall be coated with "Concrete Pier Cap Sealer” as described in the Special Provision for Pier Cap Sealers. (5-1-2000) 12.07.03 Pins and Hangers The pin and hanger assemblies of cantilever bridges are particularly susceptible to corrosion, and their replacement may have to be included in painting contracts. Region scoping engineers will designate which assemblies will have to be replaced. See Chapter 7 for details. Where steel beams of adjacent spans are in contact at a closed expansion joint, plans should note whether or not the beam ends are to be “trimmed” to restore an expansion gap. The decision should be based on the maintenance report and/or observations made during field reviews. If the webs are buckling, they should be trimmed. If the there is no apparent distress, they can be left in contact since the pin replacement is made during the summer when expansion is maximum and no further forces should develop. If necessary detail the trimming of fascias and soffits of the bridge deck making sure not to expose deck steel. (5-1-2000) (6-16-2014) New pins shall be stainless steel and used in conjunction with nylon washers and non-metallic bushings. New pin plates/link plates shall use an allowable bearing stress of 0.8 Fy. Non-redundant structures shall use a reduced allowable bearing stress of 0.4 Fy. (12-5-2005)



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