Road & Bridge Design Publications · in concrete filler slab 6'-0" typical joint spacing concrete barrier split plan 6 9 pier columns outside pier columns at 10'-0" max. spacing place

Road & Bridge Design Publications

Monthly Update – May 2017

1

Revisions for the month of May are listed and displayed below. E-mail road related questions on these changes to [email protected]. E-mail bridge related questions to [email protected]. Special Details R-49-G: Concrete Barrier: Revised barrier design to the “single slope” shape with a 42” height, 16” top, and 32” bottom. R-50-G: Light Standard Foundation: Revised design to include: the new single slope shape, decreased steel spacing (more steel) in the barrier and the foundation, and revised bar shapes while retaining the previous anchor bolt details and spread footing foundation. R-51-E: Sign Support Foundation: Revised design to include: the new single slope shape, decreased steel spacing (more steel) in the barrier and the foundation, “C” bars replacing “D” bars, while retaining the previous anchor bolt details and spread footing foundation. R-54-I: Concrete Barrier, Single Face: Revised design for the single slope shape. R-71-C: Guardrail Anchorage, Median: Revised anchorage for the single slope shape. R-76-E: Concrete Glare Screen: Revised glare screen dimensions to fit single slope shape. Since the new barrier uses concrete with a compressive strength of 5000 psi, a frequently used special provision is required for standard concrete barrier pay items. (A FUSP has been submitted and is pending approval.) The new barrier details are required in all projects beginning with the January 2018 letting. Until then, any projects not using the new barrier should reference the outdated standard plans unless project specific details and pay items are used. Please note that it may be necessary to retain a copy of the outdated standard plans until all projects using these plans have been completed.

Road & Bridge Design Publications

Monthly Update – May 2017

2

Road Design Manual 3.11.01: Freeway 3R/4R: A paragraph was modified to reflect a recent clarification in FHWA policy which indicates that design values for all controlling criteria on 3R freeway projects which match the standards approved at the time of original construction or a subsequent reconstruction, whichever is most recent, do not require a design exception if a crash concentration is not present. 7.01.03 & 7.01.56B: Minor revisions were made to these sections regarding the use of the single slope barrier. 7.01.56D: Single Slope: This is a new section discussing the single slope barrier. 7.01.65: Concrete Median Barrier Between Roadways of Differing Elevations: This section (details and text) was updated for the single slope barrier. Bridge Design Manual 8.07.07 F. & 8.09.02 H (LFD & LRFD): Clarified notes. 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

5-22-2017

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 3-31-17

R-35-D 2

CONCRETE SHOULDER GUTTER AND SPILLWAY 10-28-16

R-39-J 5

TRANSVERSE PAVEMENT JOINTS 7-13-16

*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 16

GUARDRAIL TYPES A, B, BD, T, TD, MGS-8, & MGS-8D 4-22-16

R-61-H 20

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

R-62-H 14

GUARDRAIL APPROACH TERMINAL TYPES 2B & 2T (SKT, ET-Plus, & X-Lite) 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 3-15-16

*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-83-C 5

UTILITY TRENCHES 2-8-16

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

* Denotes New or Revised Special Detail to be included in projects for (beginning with) the January 2018 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

5-22-2017

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-2G

1

70" PRESTRESSED CONCRETE I-BEAM DETAILS 3-31-06

PC-4E

1

PRESTRESSED CONCRETE 1800 BEAM DETAILS 3-31-06

PC-1L

1

PRESTRESSED CONCRETE I-BEAM DETAILS 7-12-06

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

(beginning with) the August 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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B.L.T.

W.K.P. R-49-G

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

CONCRETE BARRIER

8'-0" TAPERED SECTION

(SEE NOTES)

20'-0" MAXIMUM BETWEEN JOINTS

CONCRETE BARRIER CONCRETE BARRIER - SPLIT

40"

SEE EXPANSION JOINT DETAIL

AND END OF SPLIT SECTIONS

1" EXPANSION JOINT AT BEGINNING

6"

PLAN

A

A B

B

PAVEMENT STENCILS IMPRINTED ‚" DEEP.

BOTH SIDES OF THE BARRIER. USE 3" TO 4"

CONSTRUCTION STATIONING SHALL BE PLACED ON

7 + 00

2'-4"

< 1"

SEE STANDARD SPECIFICATIONS

BARRIER REFLECTIVE MARKER

ELEVATION

‚" FIBER JOINT FILLER

HATCHED AREA INDICATES

TYPE A BARRIER

E5 JOINT (TYP)

91

1

24

1

24

2-24-2017

MICHIGAN DEPARTMENT OF TRANSPORTATION

OF

SHEET

PLAN DATEF.H.W.A. APPROVAL


R-49-G

CONCRETE BARRIER


AT BRIDGE PIERS

1" EXPANSION JOINT

D

DC

C

WEAKNESS JOINT

PLANE OF

FILLER (TYP)

•" FIBER JOINT

MIN.

1'-6"

AND CONCRETE FILLER WALL SLAB

BETWEEN BACK OF CONCRETE BARRIER

PLACE ‚" x 4" FIBER JOINT FILLER

SLIP-FORMING (TYP)

2"< CLEARANCE FOR

20'-0" MAXIMUM BETWEEN JOINTS 20'-0" MAXIMUM BETWEEN JOINTS

IN CONCRETE FILLER SLAB

6'-0" TYPICAL JOINT SPACING

CONCRETE BARRIER SPLIT

PLAN

ELEVATION

TYPE A BARRIER

E5 JOINT (TYP)

92

1

24

24

1



PIER COLUMNS

2-24-2017


OF

SHEET



8" 16" 8"

32"

42"

1" R, (TYP)

•" BEVEL OR

SECTION A-A

8" 8"

42"

1" R, (TYP)

•" BEVEL OR

SECTION B-B

32" MIN. - 40" MAX.

R-49-G

CONCRETE BARRIER

VARIES

TYPE A BARRIER

93

1"

1"

RUBBER-ASPHALT

HOT POURED

JOINT FILLER

1" FIBER

E5 JOINT DETAIL

1"

JOINT FILLER

1" FIBER

EXPANSION JOINT DETAIL

TOP AND SIDES

•" R

3", WHICHEVER IS GREATER

VALLEY GUTTER/SHOULDER OR

THICKNESS OF ADJACENT




CONCRETE SHOULDER (TYP)

CONCRETE VALLEY GUTTER OR

E5 JOINT (TYP)



E5 JOINT (TYP)

2-24-2017


OF

SHEET



8" 8"

42"

1" R, (TYP)

•" BEVEL OR

SECTION C-C

SECTION D-D

9" 9"VARIES

VARIES 40" MIN.

ENGINEER (SEE NOTES)

MATERIAL APPROVED BY THE

MATERIAL CLASS II OR OTHER

TO BE FILLED WITH GRANULAR

(SEE NOTES)

4" CONCRETE FILLER SLAB

FILLER (TYP)

‚" FIBER JOINT

8" 8"

42"

1" R, (TYP)

•" BEVEL OR

9" 9"





(SEE NOTES)


FILLER (TYP)

‚" FIBER JOINT

WIDTH OF PIER

SLIP-FORMING (TYP)

2"< CLEARANCE FOR

R-49-G

CONCRETE BARRIER

TYPE A BARRIER

94



E5 JOINT (TYP)






E5 JOINT (TYP)




2-24-2017


OF

SHEET



R-49-G

CONCRETE BARRIER

PAVEMENT STENCILS IMPRINTED ‚" DEEP.

BOTH SIDES OF THE BARRIER. USE 3" TO 4"

CONSTRUCTION STATIONING SHALL BE PLACED ON

7 + 00

2'-4"

< 1"

SEE STANDARD SPECIFICATIONS

BARRIER REFLECTIVE MARKER

ELEVATION



TYPE B BARRIER


(SEE NOTES)

20'-0" MAXIMUM BETWEEN JOINTS

CONCRETE BARRIER CONCRETE BARRIER - SPLIT

40"

6"

PLAN

E F

FE5 JOINT (TYP)

E

95

1

24


AND END OF SPLIT SECTIONS

1" EXPANSION JOINT AT BEGINNING

1

24

2-24-2017


OF

SHEET



R-49-G

CONCRETE BARRIER

ELEVATION



TYPE B BARRIER


AT BRIDGE PIERS

1" EXPANSION JOINT

H

HG

G

WEAKNESS JOINT

PLANE OF

FILLER (TYP)

•" FIBER JOINT

MIN.

1'-6"

AND CONCRETE FILLER WALL SLAB

BETWEEN BACK OF CONCRETE BARRIER

PLACE ‚" x 4" FIBER JOINT FILLER

SLIP-FORMING (TYP)

2"< CLEARANCE FOR

20'-0" MAXIMUM BETWEEN JOINTS 20'-0" MAXIMUM BETWEEN JOINTS

IN CONCRETE FILLER SLAB

6'-0" TYPICAL JOINT SPACING

CONCRETE BARRIER SPLIT

PLAN

96

PIER COLUMNS

OUTSIDE PIER COLUMNS

AT 10'-0" MAX. SPACING

PLACE 4" DRAIN HOLES

4" DRAIN HOLE (TYP)

1

24

1

24

E5 JOINT (TYP)

2-24-2017


OF

SHEET



8" 16" 8"

32"

42"

1" R, (TYP)

•" BEVEL OR

SECTION E-E

8" 16" 8"

1" R, (TYP)

•" BEVEL OR

SECTION F-F

32" MIN. - 40" MAX.

3"

MIN.

3"

MIN.

8"

(TYP)

6"

(T

YP)

8"

(TYP)

6"

(T

YP)

9"

MI

N.

9"

MI

N.

9"

MI

N.

R-49-G

CONCRETE BARRIER

97

SEE NOTES

DOWEL (TYP)

SEE NOTES

DOWEL (TYP)

E5 JOINT (TYP)



E5 JOINT (TYP)



42"

9"

MI

N.

9"

MI

N.

9"

MI

N.

2-24-2017


OF

SHEET



8" 8"

1" R, (TYP)

•" BEVEL OR

SECTION G-G

SECTION H-H

9" 9"VARIES

VARIES 40" MIN.

(SEE NOTES)


FILLER (TYP)

‚" FIBER JOINT

8" 8"

1" R, (TYP)

•" BEVEL OR

9" 9"





(SEE NOTES)


FILLER (TYP)

‚" FIBER JOINT

WIDTH OF PIER

SLIP-FORMING (TYP)

2"< CLEARANCE FOR

3"

MIN.

3"

MIN.

8"

(TYP)

6"

(T

YP)

8"

(TYP)

6"

(T

YP)

E5 JOINT (TYP)

R-49-G

CONCRETE BARRIER

98

SEE NOTES

DOWEL (TYP) 4" DRAIN HOLE

4" DRAIN HOLE

SEE NOTES

DOWEL (TYP)









E5 JOINT (TYP)

42"

9"

MI

N.

9"

MI

N.

9"

MI

N.

42"

9"

MI

N.

9"

MI

N.

9"

MI

N.

2-24-2017


OF

SHEET



FOR VALLEY GUTTER DETAILS, SEE STANDARD PLAN R-33-SERIES.

BARRIER REFLECTOR MARKERS SHALL MATCH COLOR OF EDGE LINE.

2) 25'-0" ON CURVES WITH A RADIUS LESS THAN 1150'.

OR MORE.

1) 5O'-0" ON TANGENT SECTIONS AND CURVES WITH A RADIUS OF 1150'

BARRIER REFLECTOR MARKERS ARE TO BE SPACED AT THE FOLLOWING INTERVALS:

ADJACENT TO THE BARRIER WALL OR THE BASE FOR THE CONCRETE BARRIER.

INCLUDED IN THE PAYMENT FOR THE VALLEY GUTTER OR SHOULDER WHICH IS

E5 LONGITUDINAL JOINT WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE

OF AT LEAST 4" AND SHALL BE EDGED.

MINIMUM. PLANE OF WEAKNESS JOINTS IN THE BARRIER SHALL BE TO A DEPTH

PLANE OF WEAKNESS JOINT SPACING SHALL BE 20'-0" MAXIMUM AND 10'-0"

ALIGNED WITH EXPANSION JOINTS IN BARRIER.

FOUNDATION). PLACE 1" EXPANSION JOINTS IN 4" CONCRETE FILLER SLAB,

LIGHT STANDARD FOUNDATIONS, BRIDGE PIERS, OR ANY STRUCTURE WITH A

ON BOTH ENDS OF ALL STRUCTURES (INCLUDING SIGN SUPPORT FOUNDATIONS,

BARRIERS. ALSO PLACE 1" EXPANSION JOINTS AT SPLIT SECTIONS AND

PLACE 1" EXPANSION JOINTS AT 400' INTERVALS IN BOTH TYPE A AND TYPE B

R-49-G

CONCRETE BARRIER

99

WILL BE PAID FOR AS "CONC BARRIER BACKFILL, CIP".

THE CLASS II GRANULAR MATERIAL USED IN FILLING SPLIT BARRIER SECTIONS

"SIDEWALK, CONC, 4 INCH".

INCH". THE ‚" FIBER JOINT FILLER SHALL BE INCLUDED IN THE PAY ITEM

THE CONCRETE FILLER SLAB SHALL BE PAID FOR AS "SIDEWALK, CONC, 4

SPLIT ARE INCLUDED IN THE PAY ITEM "CONC BARRIER, SPLIT, TYPE ".

THE TAPERED SECTIONS AT THE BEGINNING AND END OF CONCRETE BARRIER,

CURVES, AND SHALL BE FREE OF HUMPS, SAGS, AND OTHER IRREGULARITIES.

WHEN CHECKED WITH A 10' STRAIGHTEDGE, EXCEPT AT GRADE CHANGES AND

THE TOP AND FACES OF THE BARRIER SHALL NOT VARY MORE THAN •" IN 10'

ATTENUATION DEVICE.

THE CLEAR ZONE, BY ENDING AT A STRUCTURE, OR BY UTILIZING AN IMPACT

TRAFFIC, SUCH AS BY CURVING IT AWAY FROM A TARGET POSITION BEYOND

BARRIER SHALL BE ENDED SO AS NOT TO PRESENT A HAZARD TO APPROACHING

ETC.).

SEPARATELY (FOR EXAMPLE: AS CONCRETE SHOULDER, CONCRETE BASE COURSE,

BASE FOR "CONCRETE BARRIER, DOUBLE FACE, TYPE B" WILL BE PAID FOR

INCLUDED IN THE PAY ITEM "CONC BARRIER, DOUBLE FACE, TYPE B". THE

SPACING MAY BE ADJUSTED TO AVOID CONFLICT WITH JOINTS. DOWELS ARE

DOWELS SHALL BE PLACED 3'-0" C-C ALONG EACH SIDE OF THE BARRIER.

THE PAY ITEM "CONC BARRIER, DOUBLE FACE, TYPE B". ON SPLIT SECTIONS,

SIDE TO SIDE (6'-0" C-C ALONG EACH SIDE). DOWELS ARE INCLUDED IN

DOWELS SHALL BE PLACED EVERY 3'-0" ALONG THE BARRIER ALTERNATING FROM

DOWEL PLACEMENT SHALL START 1'-6" FROM END OF STANDARD SECTION.

SHOULDER AND DOWELED WITH EPOXY COATED #6 DEFORMED BARS 1'-3" LONG.

PLANS, THE BARRIER SHALL BE CONSTRUCTED ON AN EXISTING BASE OR

WHEN "CONCRETE BARRIER, DOUBLE FACE, TYPE B" IS DESIGNATED ON THE

INCLUDED IN THE PAY ITEM "CONC BARRIER, DOUBLE FACE, TYPE A".

THE DOWELS, EXTRA WIDTH OF BASE, OR ANY EXTRA WORK REQUIRED WILL BE

BASE AS SPECIFIED FOR THE "CONCRETE BARRIER, DOUBLE FACE, TYPE B".

PLANS, THE BARRIER MAY BE CONSTRUCTED USING DOWELS AND A WIDENED

WHEN "CONCRETE BARRIER, DOUBLE FACE, TYPE A" IS DESIGNATED ON THE

NOTES:

2-24-2017


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION



12'-0" 8'-0"

6'-0"6'-0"

1'-8"

6'-0"

2'-8"

1'-4"

8"

A

A

PLAN

SIDE

1'-0"

8'-0"

8"

1'-8"

BOLT CIRCLE

1'-1" DIA.

1" EXPANSION JOINT (TYP)

(SEE STANDARD PLAN R-72-SERIES)

1" EXPANSION JOINT

END THE GLARE SCREEN AT THE

IS SPECIFIED ON THE PLANS,

WHERE CONCRETE GLARE SCREEN


1" EXPANSION JOINT




ELEVATION

12'-0"

TRANSITION SECTION TRANSITION SECTION

B

B

C

C

B.L.T.

W.K.P. 1 6

LIGHT STANDARD FOUNDATION

R-50-G

28'-2"

VERTICAL WALL BARRIER SECTION

D

D

TY

PE

A

BA

RRI

ER

TY

PE

B

BA

RRI

ER

AND CONDUIT

\ OF BOLT CIRCLE

3'-6"

8"

R-49-SERIES

SEE STANDARD PLAN

E5 JOINT (TYP)

6'-0"

1'-6" R

1'-8" 1'-8"8"8" 1'-4"

1" R (TYP)

•" BEVEL OR

R-33-SERIES

SEE STANDARD PLAN

GUTTER (TYP)

CONCRETE VALLEY

CONDUIT

3" DIAMETER

1'-6"

MI

N.

1'-0"

3'-6"

8"

R-49-SERIES

SEE STANDARD PLAN

E5 JOINT (TYP)

6'-0"

1'-6" R

1'-8" 1'-8"8"8" 1'-4"

1" R (TYP)

•" BEVEL OR

R-33-SERIES

SEE STANDARD PLAN

GUTTER (TYP)

CONCRETE VALLEY

CONDUIT

3" DIAMETER

1'-6"

MI

N.

(TYPE A BARRIER)

SIDE(TYPE B BARRIER)

(CONCRETE BARRIER, DOUBLE FACE)

4-21-2017


OF

SHEET



A1 BARS3•

"

3•

"

3'-6"

1'-0"

4•

"4•

"1'-0"

1'-0"

1'-0"

1'-1•

"1'-1•

"

8"

6" 6"

3"

IN

BA

RRI

ER

WA

LL

A1

BA

RS

AT 5

EQ

UA

L

SP

AC

ES

3"

A1

BA

RS I

N

FO

OTI

NG

3"

3"

BA

RRI

ER

WA

LL

A1

BA

RS I

N

6" 6"

12'-0"6'-0"

SHOWING STEEL REINFORCEMENT

PLAN


ELEVATION

6R-50-G

2

1'-0"

6" 6"1'-0"

1'-0"

6" 6"1'-0"A2 BARS AT 6" SPACING IN FOOTING A2 BARS AT 6" SPACING IN FOOTING

A2 BARS AT 6" SPACING IN FOOTING A2 BARS AT 6" SPACING IN FOOTING

D BARS AT 6" SPACING IN BARRIER WALL D BARS AT 6" SPACING IN BARRIER WALL

D BARS AT 6" SPACING IN BARRIER WALL D BARS AT 6" SPACING IN BARRIER WALL

LIGHT STANDARD FOUNDATION(CONCRETE BARRIER, DOUBLE FACE)

4-21-2017


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SHEET



8" 8"1'-4"

2'-8"

3'-6"

SECTION A-A

1" R (TYP)

•" BEVEL OR

8" 8"1'-4"

2'-8"

3'-6"

SECTION A-A

1" R (TYP)

•" BEVEL OR

(TYPE A BARRIER)

(TYPE B BARRIER)

3"

MIN.

SEE STANDARD PLAN R-33-SERIES

CONCRETE VALLEY GUTTER (TYP)




E5 JOINT (TYP)

MI

N.

9"

8"

(TYP)

6"

(T

YP)

DOWEL (TYP)


E5 JOINT (TYP)

6R-50-G

3


4-21-2017


OF

SHEET



2'-8"

1'-4" TO 2'-8"

VARIES

SECTION B-B

1" R (TYP)

•" BEVEL OR

3'-6"

FROM SINGLE SLOPE SHAPE TO VERTICAL WALL

UNIFORMLY TRANSITION THE BARRIER FACES

2'-8"

1'-4" TO 2'-8"

VARIES

1" R (TYP)

•" BEVEL OR

3'-6"

(TYPE A BARRIER)

SECTION B-B(TYPE B BARRIER)








E5 JOINT (TYP)


E5 JOINT (TYP)

6"

(T

YP)

MI

N.

9"

8"

(TYP)

DOWEL (TYP)

6R-50-G

4

3" TO 0 (TYP)

* VARIES

OVER THE LENGTH OF THE TRANSITION SECTION

TO FLUSH WITH THE VERTICAL WALL BARRIER SECTION

THE FACE OF THE CONCRETE BARRIER, DOUBLE FACE

* UNIFORMLY TRANSITION E5 JOINT FROM 3" OUTSIDE


4-21-2017


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SHEET



6R-50-G

5

GROUNDING ROD

8"

1'-6"

1'-6"

\ OF ANCHOR BOLT TIES

ANCHOR BOLT (TYP)

CONDUIT

3" DIAMETER

2'-8"

1" R (TYP)

•" BEVEL OR

3"

3"

A1

BA

RS

AT 5

EQ

UA

L

SP

AC

ES

3•

"

3•

"

1'-0"

4•" 4•"1'-0" 1'-0"1'-1•"1'-1•" 1'-0"

A1 BARS




E5 JOINT (TYP)

3" 3"

SECTION C-C

A2 BARS AT 6" SPACING

2'-8"

1" R (TYP)

•" BEVEL OR

3"

3"

D BARS AT 6" SPACING

A1

BA

RS

AT 5

EQ

UA

L

SP

AC

ES

3•

"

3•

"

1'-0"

4•" 4•"1'-0" 1'-0"1'-1•"1'-1•" 1'-0"

A1 BARS




E5 JOINT (TYP)

3" 3"

SECTION D-D


1'-6" SLACK ABOVE TOP OF BARRIER.

AS SPECIFIED IN THE STANDARD SPECIFICATIONS. LEAVE

CONNECT THE GROUNDING CABLE TO THE GROUNDING ROD


4-21-2017


OF

SHEET



BARSIZE

BARLENGTH

REQUIRED

NUMBER

(LBS)

WEIGHT

A1

A2

#5

#5

11'-6"

5'-6"

24

44

288

TOTAL WEIGHT OF STEEL = 730 LBS

STEEL REINFORCEMENT (EPOXY COATED)

252

D #4 6'-5" 44 190

4'-9"

D BAR

10"

(TYP)

6R-50-G

6

LENGTH

A BAR

MI

N.

2•

"

5•

"

MI

N.

2•

"

MI

N.

PR

OJ

EC

TI

ON

5•

"

1‚" DIAMETER STUD

FLUSH WITH TOP OF BARRIER

•" THICK WASHER (TYP.)

HEAVY HEX NUT (TYP.)

3"

MI

N.

TH

RE

AD

S

4'-2"

5…"

HEAT BEND 90° < 5°

R= 1"MIN. 3" MAX.

ANCHOR BOLT DETAIL

CONCRETE QUANTITIES

FOOTING 2.7 CYD

(TYPE A)

TRANSITION SECTIONS

4.9 CYD

5.9 CYD

6.2 CYD


(TYPE B)

TRANSITION SECTIONS

VERTICAL WALL SECTION

4-21-2017

MATERIAL AS THE ANCHOR NUTS.

COUPLING MUST BE OF THE SAME

THIS PLAN.

TO THE STANDARD SPECIFICATIONS UNLESS OTHERWISE SPECIFIED ON

MATERIALS FOR THE ELECTRICAL GROUNDING SYSTEM SHALL BE ACCORDING

APPLICABLE R-33-SERIES.

WORK THIS STANDARD WITH STANDARD PLAN R-49-SERIES AND WHEN

PLAN.

STANDARD FOUNDATION SHALL BE CONSTRUCTED AS DETAILED ON THIS

THE CONCRETE VALLEY GUTTER USED IN CONJUNCTION WITH THE LIGHT

TEMPLATE.

AT THE PROPER HEIGHT WITH THE ƒ" PLYWOOD (OR APPROVED EQUAL)

CAREFULLY SET AND HELD VERTICAL AT THE CORRECT LOCATION AND

(OR APPROVED EQUAL) TEMPLATE. THE ANCHOR BOLT BASKET SHALL BE

CIRCLES (OR APPROVED EQUAL) ALONG WITH SECURING A ƒ" PLYWOOD

BOLTS SHALL BE TIED TOGETHER INTO A BASKET BY WELDING #6 BAR

PRIOR TO BEING APPROVED FOR SHIPMENT, EACH SET OF FOUR ANCHOR

CURRENT STANDARD SPECIFICATIONS.

ANCHOR BOLTS, NUTS, AND WASHERS SHALL BE ACCORDING TO THE

1" RADIUS.

ALL EXPOSED EDGES ON THE BARRIER SHALL HAVE A •" BEVEL OR

"SINGLE SLOPE" SHAPE.

THE SIDE CONFIGURATION SPECIFIED ON THIS PLAN CONFORMS TO THE

NOTES:


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION



8"1'-4" 8"8"8"

8"

1'-2"

3'-6"

R-49-SERIES

SEE STANDARD PLAN

E5 JOINT (TYP)

R-33-SERIES

SEE STANDARD PLAN

GUTTER (TYP)

CONCRETE VALLEY

1" R (TYP)

•" BEVEL OR

8"

1'-2"

3'-6"

R-49-SERIES

SEE STANDARD PLAN

E5 JOINT (TYP)

8"1'-4" 8"8"8"

1" R (TYP)

•" BEVEL OR

R-33-SERIES

SEE STANDARD PLAN

GUTTER (TYP)

CONCRETE VALLEY

K J K

N16'-0"

TRANSITION SECTION

16'-0"

TRANSITION SECTION2'-8"

GU

TT

ER

VA

LL

EY

CO

NC

RE

TE

GU

TT

ER

VA

LL

EY

CO

NC

RE

TE

2'-

0"

2'-

0"

VALLEY GUTTER (TYP)

FLOW LINE IN CONCRETE

MAINTAIN UNIFORM DEPTH OF

SUPPORT FOUNDATION (TYP)

SIDE APPROACHING THE SIGN

PLACE GLARE SCREEN ON THE

EDGE OF SHOULDER

EDGE OF SHOULDER

JOINT (TYP)

CONTRACTION

ANCHOR BOLTS (TYP)


E5 JOINT (TYP)


1" EXPANSION JOINT




PLAN

SIGN SUPPORT SECTION

L = LENGTH OF SIGN SUPPORT FOUNDATION

JOINT (TYP)

1 " EXPANSION


1" EXPANSION JOINT




BA

RRI

ER

TY

PE

A

BA

RRI

ER

TY

PE

B

55'-2"

58'-2"

C

D

TYPE

SUPPORTJ K L N

6'-11"

8'-8" 8'-8"

8'-0•"

DIMENSIONS FOR SIGN SUPPORT FOUNDATIONS

23'-0"

26'-0"

GUTTER

VALLEY

CONCRETE

TOP OF

ELEVATION

10'-0" 10'-0"

(TYPE B BARRIER)(TYPE A BARRIER)

SIDE SIDE

N


A B

A B

C

C

6R-51-E

1


SIGN SUPPORT FOUNDATION

4-21-2017

OF TRAVEL

DIRECTION

OF TRAVEL

DIRECTION


OF

SHEET



10'-0"

6"

6" 6"

D BARS 50 SPACES AT 6" = 25'-0" IN BARRIER WALL FOR SIGN SUPPORT D6" 6"

D BARS 44 SPACES AT 6" = 22'-0" IN BARRIER WALL FOR SIGN SUPPORT C

6"

6" 6"

6" 6"

A2 BARS 44 SPACES AT 6" = 22'-0" IN FOOTING FOR SIGN SUPPORT C

A2 BARS 50 SPACES AT 6" = 25'-0" IN FOOTING FOR SIGN SUPPORT D

3"

3"

WA

LL

IN

BA

RRI

ER

A1

BA

RS

6"

8"

12"

12"

12"

BA

RRI

ER

WA

LL

A1

BA

RS I

N

6" 6"

6" 6"

A2 BARS 44 SPACES AT 6" = 22'-0" IN FOOTING FOR SIGN SUPPORT C

A2 BARS 50 SPACES AT 6" = 25'-0" IN FOOTING FOR SIGN SUPPORT D

6" 6"

D BARS 50 SPACES AT 6" = 25'-0" IN BARRIER WALL FOR SIGN SUPPORT D6" 6"

D BARS 44 SPACES AT 6" = 22'-0" IN BARRIER WALL FOR SIGN SUPPORT C

A1 BARS

1'-2"

8"

3'-6"

4"

4"


PLAN


ELEVATION

6R-51-E

2



4-21-2017

A1

BA

RS

AT 1'-6"

SP

ACI

NG I

N

FO

OTI

NG


OF

SHEET



6R-51-E

3



(TYPE B BARRIER)

TRANSITION SECTION PLAN

CONCRETE BARRIER, DOUBLE FACE 16'-0"

TRANSITION SECTION

1'-4"

8"

8"

3"

VA

LL

EY

GU

TT

ER

CO

NC

RE

TE

2'-0"

2'-8"

VA

LL

EY

GU

TT

ER

CO

NC

RE

TE

2'-0"

SUPPORT FOUNDATION (TYP)

SIDE APPROACHING THE SIGN

PLACE GLARE SCREEN ON THE

EDGE OF SHOULDER

EDGE OF SHOULDER

JOINT (TYP)

1 " EXPANSION

JOINT (TYP)

CONTRACTION


E5 JOINT (TYP)

THE LENGTH OF THE TRANSITION SECTION

TO FLUSH WITH THE SIGN SUPPORT SECTION OVER


UNIFORMLY TRANSITION E5 JOINT FROM 3" OUTSIDE

4-21-2017

VALLEY GUTTER (TYP)

FLOW LINE IN CONCRETE

MAINTAIN UNIFORM DEPTH OF


8" 1'-4"

2'-8"

8"


E5 JOINT (TYP)

1" R (TYP)

•" BEVEL OR

3'-6"

SECTION A-A(TYPE A BARRIER)




OF

SHEET



6R-51-E

4



4-21-2017

8" 1'-4"

2'-8"

8"1" R (TYP)

•" BEVEL OR

3'-6"

3"

MIN.


E5 JOINT (TYP)DOWEL (TYP)8"

(TYP)



MI

N.

9"

6"

(T

YP)

SECTION A-A(TYPE B BARRIER)

1'-4" TO 2'-8"

VARIES

1" R (TYP)

•" BEVEL OR

2'-8" TO 4'-0"

VARIES

2'-0" (TYP)

FLOW LINE


E5 JOINT (TYP)

3'-6"

SECTION B-B(TYPE A BARRIER)

1'-4" TO 2'-8"

VARIES

1" R (TYP)

•" BEVEL OR

2'-8" TO 4'-0"

VARIES

3'-6"

DOWEL (TYP)8"

(TYP)

6"

(T

YP)

MI

N.

9"


E5 JOINT (TYP)

SECTION B-B(TYPE B BARRIER)

3" TO 0 (TYP)

* VARIES

THE LENGTH OF THE TRANSITION SECTION

TO FLUSH WITH THE SIGN SUPPORT SECTION OVER


* UNIFORMLY TRANSITION E5 JOINT FROM 3" OUTSIDE

2'-0" (TYP)

FLOW LINE

4

21

4

21

4

21

4

21

THE TRANSITION SECTION.

OF THE BARRIER THROUGHOUT THE ENTIRE LENGTH OF

MAINTAIN CONSTANT BARRIER SLOPE ON BOTH SIDES

NOTE:

6" 6"

4"

6"

4"


8"

12"

12"

12"

6"

A1

BA

RS I

N

BA

RRI

ER

WA

LL

1" R (TYP)

•" BEVEL OR

D BARS AT 6" SPACING

3" 3"

E E

ANCHOR BOLT (TYP)

FLOW LINE

2'-0" (TYP)


E5 JOINT (TYP)

#6 BAR CIRCLE (TYP)


OF

SHEET



2'-8" 8"8"

4'-0"

SECTION C-C

F

F

E E

ANCHOR BOLT ALIGNMENT

ANCHOR BOLTS

TYPE

SUPPORT

SIGN

C

D

E F

9•"

9•"

2‚"

3"

ANCHOR BOLT ALIGNMENT

DIMENSIONS FOR

5'-3‚

"

5‚"

HEAT BEND 90° < 5°

R= 1"MIN. 3" MAX.

3"

MI

N.

2†

"8"

PR

OJ

EC

TI

ON

HEAVY HEX NUT (TYP)

1•" DIAMETER ANCHOR BOLT

WASHER (TYP)

TOP OF BARRIER

TH

RE

AD

S

8•

"

MI

N.

2'-7"

MUST BE SECURED IN PLACE.

ƒ" PLYWOOD TEMPLATE OR APPROVED EQUAL

TO ANCHOR BOLTS TO HOLD ALIGNMENT. A

#6 BAR CIRCLE OR APPROVED EQUAL WELDED

1•" DIAMETER ANCHOR BOLT

ANCHOR BOLT DETAIL6

R-51-E5



4-21-2017

A1 BARS AT 1'-6" SPACING IN FOOTING


OF

SHEET



BARSIZE

BARLENGTH

REQUIRED

NUMBER

(LBS)

WEIGHT

A1

A2

#5

#5

22'-2"

9'-2"

22

90

509

STEEL REINFORCEMENT (EPOXY COATED)

861

D #4 5'-6•" 90 334

TOTAL WEIGHT OF STEEL = 1,704 LBS

BARSIZE

BARLENGTH

REQUIRED

NUMBER

(LBS)

WEIGHT

A1

A2

#5

#5

25'-2"

9'-2"

22 578

976

D #4 5'-6•" 378

102

102

TOTAL WEIGHT OF STEEL = 1,932 LBS

(TYPE B)

SECTIONS

TRANSITION

SECTION

SUPPORT

SIGN

(TYPE A)

SECTIONS

TRANSITION

FOOTING

SUPPORT

SIGN

TYPE

SUPPORT

SIGN

14.5 CYD

14.5 CYD

13.7 CYD

13.7 CYD

12.3 CYD10.0 CYDC

13.9 CYD11.3 CYDD

CONCRETE QUANTITIES

3'-1"

D BAR

10‚"

LENGTH

A BAR

1'-6•

"

7‚"

3'-1ƒ"

6R-51-E

6



4-21-2017

SIGN SUPPORT TYPE C SIGN SUPPORT TYPE D

APPLICABLE R-33-SERIES AND R-76-SERIES.

WORK THIS STANDARD WITH STANDARD PLAN R-49-SERIES AND WHEN

IN FULL FOR ALL WORK AND MATERIALS.

THE CONTRACT UNIT PRICE PER LINEAR FEET, WHICH INCLUDES PAYMENT

PLAN, AND INCLUDED IN THEIR RESPECTIVE ITEMS AND PAID FOR AT

SUPPORT FOUNDATION SHALL BE CONSTRUCTED AS DETAILED ON THIS

THE CONCRETE GLARE SCREEN USED IN CONJUNCTION WITH THE SIGN

MODIFICATIONS TO THE CONCRETE VALLEY GUTTER AND LOCATION OF

BEING PLACED AS SPECIFIED ON THIS PLAN.

ENDS WITH THE 1" EXPANSION JOINTS USED TO GAP FOR STRUCTURES

SIGN SUPPORT FOUNDATION INCLUDES THE TRANSITION SECTION ON BOTH

BEING APPROVED FOR SHIPPING (SEE ANCHOR BOLT DETAIL).

A ƒ" PLYWOOD (OR APPROVED EQUAL) TEMPLATE IN PLACE PRIOR TO

WITH #6 BAR CIRCLES (OR APPROVED EQUAL) ALONG WITH SECURING

OF FOUR BOLTS SHALL BE TIED TOGETHER BY WELDING INTO A BASKET

(OR APPROVED EQUAL) TEMPLATE UNTIL CONCRETE IS SET. EACH SET

CORRECT LOCATION AND AT THE PROPER ELEVATION WITH ƒ" PLYWOOD

ANCHOR BOLTS SHALL BE CAREFULLY SET AND HELD VERTICAL AT THE

CURRENT STANDARD SPECIFICATIONS.

ANCHOR BOLTS, NUTS, AND WASHERS SHALL BE ACCORDING TO THE

RADIUS.

ALL EXPOSED EDGES ON THE BARRIER SHALL HAVE A •" BEVEL OR 1"

"SINGLE SLOPE" SHAPE.

THE SIDE CONFIGURATION SPECIFIED ON THIS PLAN CONFORMS TO THE

NOTES:

CONCRETE BARRIER, SINGLE FACE

SECTION B - B SECTION C - C

A

A

BC

C

(AT CIRCULAR COLUMN)


(AT SQUARE COLUMN OR ABUTMENT)


B

CONCRETE BARRIER, SINGLE FACE, TYPE A

(IN LINE WITH BRIDGE COLUMNS OR ABUTMENT)

SECTION A - A

R-54-I3-22-2017B.L.T.

W.K.P. 1 4

2'-4"

< 1"

2'-4"

< 1"

2'-4"

< 1"

3'-6"

8"

*

VARIES

3'-6"

*

ON PLANS

SPECIFIED

SLOPE AS

STANDARD SPECIFICATIONS

MARKER SEE CURRENT

BARRIER REFLECTOR

FILLER WALL

3"

NA

RR

OW

SH

OU

LD

ER


(NORMAL SECTION)

CONTRACTION JOINT

CONCRETE BARRIER, SINGLE FACE, TYPE A

EDGE OF TRAVELED LANE (PAINT LINE)

1

12'-0" TRANSITION SECTION

(L

ES

S

TH

AN 12'-0")

1" EXPANSION JOINT

12'-0" TRANSITION SECTION

*3'-6"

OR ABUTMENT

BRIDGE COLUMN

8"1'-4"

2'-0"

(SEE PLANS)

SLOPE PAVING

GROUND SURFACE

ORIGINAL

OR ABUTMENT

COLUMN

BRIDGE

FOR MAXIMUM FLARE RATE

SEE CHART

FILLER WALL

COLUMN

BRIDGE

1" EXPANSION JOINT


MARKER SEE CURRENT

BARRIER REFLECTOR

(SEE NOTES)

UNDERDRAIN

(SEE NOTES)

UNDERDRAIN

(SEE NOTES)

UNDERDRAIN E5 JOINT

E5 JOINT E5 JOINT


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION



1'-4"VARIES 8" 16" 8"

32"

1" RADIUS (TYP)

•" BEVEL OR

3" WHICHEVER IS GREATER


* THICKNESS OF ADJACENT

ON PLANS

SPECIFIED

SLOPE AS


MARKER SEE CURRENT

BARRIER REFLECTOR

BARRIER FACE TO VERTICAL

UNIFORMLY TRANSITION

CONCRETE BARRIER, SINGLE FACE, TYPE B


(IN FRONT OF BRIDGE COLUMNS OR ABUTMENTS)

D

D

E

E

PLAN VIEW

SECTION E - ESECTION D - D

CONCRETE BARRIER, SINGLE FACE, TYPE B (SHOWN)


2 4

* EPOXY COATED DOWEL BAR

BRIDGE COLUMNS

TOE OF SLOPE



1

12'-0"

MA

X.

8'-0"

MI

N.

TO

E

OF

SL

OP

E

7'-0" FOR 1:2 SLOPE

FOR MAXIMUM FLARE RATE

SEE CHART

NONREINFORCED CONCRETE SHOULDER (AS SPECIFIED ON PLANS)

8"

9"

3'-6"

(AS SPECIFIED ON PLANS)

8'-0" MIN. 12'-0" MAX.

OR ABUTMENT

BRIDGE COLUMN

OR ABUTMENT AND BARRIER

BETWEEN BRIDGE COLUMN

1" FIBER JOINT FILLER

2'-4"

+ 1"

DOWEL BAR

* EPOXY COATED

AVOID ANY CONFLICT.

FROM ANY TRANSVERSE JOINT: SPACING MAY BE ADJUSTED TO

OF THE BARRIER. SPACING SHALL BE NO CLOSER THAN 1'-6"

CONCRETE SHOULDER STARTING AT 1'-6" FROM THE BEGINNING

LONG SPACED AT 1'-6" WITH 6" EMBEDMENT IN FOOTING OR

EPOXY COATED DOWEL BARS SHALL BE #6 DEFORMED BARS 1'-3"

* NOTE:

(SEE NOTES)

UNDERDRAIN

BD JOINT

14'-0"

LA

NE

SH

OW

N

(P

AI

NT

LI

NE)

ED

GE

OF

TR

AV

EL

ED

LA

NE

12'-0"

LA

NE

SH

OW

N

(P

AI

NT

LI

NE)

ED

GE

OF

TR

AV

EL

ED

LA

NE

BD JOINT

9"

3"

E5 JOINT

E5 JOINT

R-54-H3-22-2017


OF

SHEET



2'-4"

< 1"

3'-6"

ON PLANS

SPECIFIED

SLOPE AS


MARKER SEE CURRENT

BARRIER REFLECTOR

8" 16" 8"

32"

1" RADIUS (TYP)

•" BEVEL OR

SPECIFI

ED ON

PLANS

1:2

OR AS

16" 8"

32"

SPECIFICATIONS

CURRENT STANDARD

MARKER SEE

BARRIER REFLECTOR

3"3"

16" 16"

32"

CONCRETE BARRIER, SINGLE FACE, TYPE C


FLARE CHART


(WITH GUARDRAIL ENDING)

ELEVATION VIEW

CROSS SECTION VIEW

POST FOOTING

SECTION F - F


F F

3'-0" MINIMUM8'-0" CENTERS (TYP.)

POST FOOTING (TYP.)

1'-0" DIAMETER CONCRETE

GUARDRAIL ANCHORAGE, BRIDGE, DETAIL T2 WITH GUARDRAIL APPROACH TERMINAL TYPE 1B

* GUARDRAIL ANCHORAGE, BRIDGE, DETAIL T1 WITH GUARDRAIL APPROACH TERMINAL TYPE 1T OR

1:20

1:18

1:16MAXIMUM 15' OFFSET.

DESIGN SPEED. THE FLARE RATE OF THE CONCRETE BARRIER IS LIMITED BY ITS LENGTH AND

THE MAXIMUM FLARE RATE IS THE LARGEST ALLOWABLE DEPARTURE ANGLE FOR THE SPECIFIED

TRANSITION CONCRETE BARRIER, SINGLE FACE TO MATCH SHAPE OF BRIDGE BARRIER RAILING.

SH

OU

LD

ER

1

EXPANSION JOINT

SEE CHART

FOR MAXIMUM FLARE RATE,



* GUARDRAIL APPROACH TERMINAL


* GUARDRAIL ANCHORAGE, BRIDGE



FLARE RATE SAME AS


BRIDGE APPROACH CURB & GUTTER DETAIL 1, 2, OR 3

(115' MINIMUM)

15'

MA

X.

RAILING

BRIDGE

< 1"

2'-4"

SHOULDER

TOP OF

JOINT SEE NOTES

DIA.

1'-0" DIA.

6‚"

(6) #3 TIE BARS

(5) #6 BARS

SEE CURRENT STANDARD SPECIFICATIONS

BARRIER REFLECTOR MARKER

1" RADIUS (TYP.)

•" BEVEL OR

8"

(P

AI

NT

LI

NE)

ED

GE

OF

TR

AV

EL

ED

LA

NE

3"

6"

5"

(5) #6 BARS 7'-0" LONG

SEE SECTION F - F

EQUALLY SPACED

(6) #3 TIE BARS

OR AS SPECIFIED ON PLANS

1:2 SLOPE


MARKER SEE CURRENT

BARRIER REFLECTOR

1:14

1:12

1:10

1:8

FLARE

MAXIMUM

(MPH)

DESIGN SPEED

70

60

55

50

45

40

30

3 4

DISTANCE AS SPECIFIED ON PLANS

R-54-I3-22-2017


OF

SHEET



8" 16"

2'-4"

< 1"

3'-6"

ON 8'-0" CENTERS FILLED WITH CONCRETE

1'-0" DIAMETER HOLE x 6'-0" DEEP

CURVES, AND SHALL BE FREE OF HUMPS, SAGS, AND OTHER IRREGULARITIES.

WHEN CHECKED WITH A 10' STRAIGHTEDGE, EXCEPT AT GRADE CHANGES AND

THE TOP AND FACES OF THE BARRIER SHALL NOT VARY MORE THAN •" IN 10'

IN THE SIDE SLOPE.

IN A CUT SECTION, THE CONCRETE BARRIER SHALL BE ENDED BY BURYING IT

2•" DEEP AND SHALL BE EDGED.

PLANE OF WEAKNESS JOINTS IN THE CONCRETE BARRIER SHALL BE AT LEAST

THE CONCRETE BARRIER.

JOINTS IN THE CONCRETE FOOTING SHALL COINCIDE WITH THE JOINTS IN

R-32-SERIES.

SPECIFIED ON THE PLANS AND CONSTRUCTED ACCORDING TO STANDARD PLAN

APPROACH CURB & GUTTER WILL BE EITHER DETAIL 1, 2, OR 3, AS

BE BUILT ACCORDING TO STANDARD PLAN R-61-SERIES. THE BRIDGE

TO STANDARD PLAN R-67-SERIES. THE GUARDRAIL APPROACH TERMINAL SHALL

TERMINAL TYPE 1B. THE GUARDRAIL ANCHORAGES SHALL BE BUILT ACCORDING

OR GUARDRAIL ANCHORAGE, BRIDGE, DETAIL T2 AND GUARDRAIL APPROACH

ANCHORAGE, BRIDGE, DETAIL T1 AND GUARDRAIL APPROACH TERMINAL TYPE 1T

IN FILL SECTIONS, THE CONCRETE BARRIER SHALL BE ENDED WITH GUARDRAIL


BARRIER REFLECTOR MARKERS SHALL MATCH COLOR OF EDGE LINE.

THE SHOULDER.

OF WEAKNESS JOINT SPACING SHALL COINCIDE WITH CONTRACTION JOINTS IN

MINIMUM, EXCEPT WHEN THE BARRIER IS ON A CONCRETE SHOULDER. PLANE

PLANE OF WEAKNESS JOINT SPACING SHALL BE 20' MAXIMUM AND 10'

SHOULD BE ADJUSTED TO MATCH EXPANSION JOINTS IN THE SHOULDER.

OR ANY STRUCTURE WITH A FOUNDATION). LOCATION OF EXPANSION JOINTS

(INCLUDING SIGN SUPPORTS, LIGHT STANDARD FOUNDATIONS, BRIDGE PIERS,

400' INTERVALS. ALSO PLACE 1" EXPANSION JOINTS AT STRUCTURES

PLACE 1" EXPANSION JOINTS IN THE CONCRETE BARRIER AT APPROXIMATELY

44R-54-I3-22-2017

IT. THE REMAINDER OF THE FILL CAN BE TYPICAL BACKFILL MATERIAL.

MATERIAL MUST BE PLACED AROUND THE UNDERDRAIN AND AT LEAST 12" ABOVE

FOUNDATION UNDERDRAIN WRAPPED WITH GEOTEXTILE. CLASS IIAA GRANULAR

ELEVATION OF THE TOP OF SHOULDER, IS A MINIMUM 4" DIAMETER

THE UNDERDRAIN, LOCATED BEHIND THE CONCRETE BARRIER AND AT THE

SLOPE SHAPE AS SPECIFIED ON STANDARD PLAN R-49-SERIES.

THE SIDE CONFIGURATION SPECIFIED ON THIS PLAN CONFORMS TO THE SINGLE

NOTES:

2) 25'-0" ON CURVES WITH A RADIUS LESS THAN 1150'.

OR MORE.

1) 5O'-0" ON TANGENT SECTIONS AND CURVES WITH A RADIUS OF 1150'

INTERVALS:

BARRIER REFLECTOR MARKERS ARE TO BE SPACED AT THE FOLLOWING

INCLUDED IN THE PAY ITEM "CONC BARRIER, SINGLE FACE, TYPE A".

THE DOWELS, EXTRA WIDTH OF BASE, OR ANY EXTRA WORK REQUIRED WILL BE

BASE AS SPECIFIED FOR THE "CONCRETE BARRIER, SINGLE FACE, TYPE B".

PLANS, THE BARRIER MAY BE CONSTRUCTED USING DOWELS AND A WIDENED

WHEN "CONCRETE BARRIER, SINGLE FACE, TYPE A" IS DESIGNATED ON THE

THE ROAD PLANS.

FOR DETAILS OF THE SHOULDER SECTION, SEE TYPICAL CROSS-SECTIONS IN

NO BACKFILL TO SUPPORT THE BACK SIDE OF THE BARRIER WALL.

TYPE C IS CONCRETE BARRIER PLACED ON CONCRETE POST FOOTINGS, WITH

DOWELED TO NONREINFORCED CONCRETE SHOULDERS OR TO A SEPARATE BASE;

MONOLITHIC WITH CONCRETE FOOTINGS; TYPE B IS CONCRETE BARRIER

"CONCRETE BARRIER, SINGLE FACE, TYPE A" IS CONCRETE BARRIER CAST


OF

SHEET



1"

1"

RUBBER-ASPHALT

HOT POURED

JOINT FILLER

1" FIBER

E5 JOINT DETAIL


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION



SECTION A-A

3'-6"

2'-8"

1'-4"8" 8" 2'-0"

3'-6"

TRANSITION SECTION.

CONNECT GUARDRAIL TO CONCRETE BARRIER, DOUBLE FACE

ROUND WASHERS FRONT AND BACK SHALL BE USED TO

BOLTS WITH 2" MINIMUM THREAD LENGTH AND NUTS WITH

HIGH STRENGTH ‡" DIAMETER x 26" LONG HEX HEAD

3'-6"

2'-4"

1'-8"

SURFACE

SHOULDER

SURFACE

SHOULDER

SURFACE

SHOULDER

SECTION B-B SECTION C-C

IN THE PAY ITEM "CONCRETE BARRIER, DOUBLE FACE, TYPE __".

CONCRETE BARRIER, DOUBLE FACE TRANSITION SECTION SHALL BE INCLUDED

CONCRETE BARRIER.

CURRENT GUARDRAIL HARDWARE, AND STANDARD PLAN R-49-SERIES FOR

SEE STANDARD PLANS R-60-SERIES AND R-67-SERIES, FOR DETAILS OF

NOTES:

DETAILS FOR CONNECTING GUARDRAIL TO CONCRETE BARRIER, DOUBLE FACE

15"

4 SPACES

POST SPACING

1'-6ƒ"

3 SPACES

POST SPACING

3'-1•"

1 SPACE

POST SPACING

6'-3"

25'-0"

3'-6"

GUARDRAIL ANCHORAGE, MEDIAN

BA C

BA C

4'-0"

(TYP)

•" MAX.

TRANSITION SECTION

CONCRETE BARRIER, DOUBLE FACE

ELEVATION VIEW

ELEVATION VIEW

GUARDRAIL ANCHORAGE, MEDIAN

1 1R-71-C

12'-0"

TRANSITION SECTION

CONCRETE BARRIER, DOUBLE FACE


CONCRETE BARRIER

3-22-2017




THRIE BEAM TERMINAL CONNECTOR


THRIE BEAM EXPANSION SECTION

* GUARDRAIL TYPE, MGS-8D

GUARDRAIL ANCHORAGE, MEDIAN.

GUARDRAIL, TYPE MGS-8D TO

LAYOUT TO TRANSITION FROM

FOR POST SPACING AND GUARDRAIL

* SEE STANDARD PLAN R-60-SERIES

4'-0"4'-0"

HEIGHT INFORMATION)

FOR TYPE MGS-8D GUARDRAIL

(SEE STANDARD PLAN R-60-SERIES

34" TYPE TD

GUARDRAIL, TYPE TD

6'-3" TYPICAL POST SPACING

34"

B.L.T.

W.K.P.

B.L.T.

W.K.P. R-76-E


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION


DIRECTOR, BUREAU OF DEVELOPMENT 1

CONCRETE GLARE SCREEN

BA

RRI

ER

CO

NC

RE

TE

GL

AR

E

SC

RE

EN

CO

NC

RE

TE

1'-0"1'-0"1'-0"1'-0"

2'-6"

4 "D" BARS EQUALLY SPACED WHEN JOINT SPACING IS LESS THAN 20'

5 "D" BARS EQUALLY SPACED WHEN JOINT SPACING IS LESS 20' OR GREATER

MATCH JOINTS IN CONCRETE BARRIER (SEE NOTES)

CONCRETE GLARE SCREEN REINFORCED WITH "D" BARS

ELEVATION VIEW OF

BA

RRI

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NC

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GL

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SC

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EN

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NC

RE

TE

1'-0" 6 DOWEL BARS EQUALLY SPACED WHEN JOINT SPACING IS 20' OR LESS

MATCH JOINTS IN CONCRETE BARRIER (SEE NOTES)

CONCRETE GLARE SCREEN REINFORCED WITH DOWELS AND LONGITUDINAL BARS

ELEVATION VIEW OF

1'-1"

7 DOWEL BARS EQUALLY SPACED WHEN JOINT SPACING IS GREATER THAN 20'

3"

3"

1'-0" 1'-0"

1'-0"

3"

3"

EPOXY COATED #4 "D" BAR (TYP)

EPOXY COATED #4 BAR 1'-1" LONG (TYP)

EPOXY COATED #4 BAR

8"

5"

9"

12†"

9"

12†"

1" R, (TYP)

•" BEVEL OR

CONCRETE BARRIER

SLOPE THE SAME AS


PORTION

CONCRETE BARRIER

1" R, (TYP)

•" BEVEL OR

CONCRETE BARRIER

CENTER OF

CONCRETE BARRIER

EXISTING

8"

5"

9"

12†"

1" R, (TYP)

•" BEVEL OR

CONCRETE BARRIER

CENTER OF

AND GROUTING

#4 BARS BY DRILLING

PLACE EPOXY COATED

CONCRETE BARRIER

EXISTING

AND GROUTING

"D" BARS BY DRILLING

PLACE EPOXY COATED

CONCRETE GLARE SCREEN CROSS - SECTION

REINFORCED WITH "D" BARS


AND LONGITUDINAL BARS

REINFORCED WITH DOWELS


3

3-22-2017

(SEE NOTES ON SHEET 3 OF THIS PLAN.)

IS REQUIRED.)

CONCRETE BARRIER. (NO STEEL REINFORCEMENT

IS PROPOSED AND POURED MONOLITHICALLY WITH

CONSTRUCTION WHERE CONCRETE GLARE SCREEN

THIS CROSS-SECTION SHALL BE USED ON ALL NEW

#4 BAR

LONGITUDINAL

EPOXY COATED


OF

SHEET



R-76-E2


1" R, (TYP)

•" BEVEL OR





FILLER (TYP)

‚" FIBER JOINT

WIDTH OF PIER

SLIP-FORMING (TYP)

2"< CLEARANCE FOR

9ƒ" 7‚" 9ƒ"7‚"

CONCRETE, SPLIT

GLARE SCREEN

CO

NC

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TE

BA

RRI

ER,

SP

LI

TFILLER SLAB

4" CONCRETE

SECTION A-A

A

A

CONCRETE BARRIER


DIRECTION OF TRAFFIC

DIRECTION OF TRAFFICBARRIERS AT PIERS

THROUGH WIDENED PORTIONS OF MEDIAN

LOCATION OF CONCRETE GLARE SCREEN

PLAN VIEW AT BRIDGE PIERS

3

3-22-2017

CONCRETE BARRIER - SPLIT AND CONCRETE GLARE SCREEN - SPLIT


OF

SHEET



REINFORCEMENT IN CONCRETE GLARE SCREEN SHALL BE GRADE 40 STEEL.

KINKED LONGITUDINAL BARS SHALL NOT BE USED.

CONCRETE GLARE SCREEN WITH EXPANSION JOINTS IN CONCRETE BARRIER.

WEAKNESS JOINTS IN CONCRETE BARRIER, AND MATCH EXPANSION JOINTS IN

MATCH CONTRACTION JOINTS IN CONCRETE GLARE SCREEN WITH PLANE OF

OMITTED.

OF WHERE THE NORMAL JOINT WOULD BE LOCATED, THE NORMAL JOINT SHALL BE

THE STEEL IS REQUIRED). IF THE JOINT OVER THE CRACK IS WITHIN 4'-0"

THROUGH THE JOINT, THE STEEL BAR SHALL BE CUT AT THE JOINT (NO GAP IN

SCREEN DIRECTLY OVER THE CRACK, AND IF STEEL REINFORCEMENT GOES

AS A JOINT, A CONTRACTION JOINT SHALL BE PLACED IN THE CONCRETE GLARE

WHERE A CRACK IN THE EXISTING CONCRETE BARRIER APPEARS TO BE WORKING

STEEL, AFTER CONCRETE HAS BEEN ALLOWED TO HARDEN.

THE DOWEL BAR, CONTRACTION JOINTS SHALL BE SAWED, CUTTING REINFORCING

WHEN THE LONGITUDINAL BAR IS FED IN CONTINUOUSLY IN LIEU OF TYING TO

1" ON BOTH SIDES.

CONTRACTION JOINTS SHALL BE FORMED AND EDGED TO A DEPTH OF AT LEAST

NOTES:

THAN THE WIDTH OF THE CONCRETE BARRIER.

EDGES AND JOINTS SHALL BE ROUNDED, EXCEPT THE BASE WHEN IT IS LESS

FILLER IN LINE WITH EXPANSION JOINTS IN THE CONCRETE BARRIER. ALL

EXPANSION JOINTS SHALL BE CONSTRUCTED BY INSERTING A 1" FIBER JOINT

BA

RRI

ER

CO

NC

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TE

GL

AR

E

SC

RE

EN

CO

NC

RE

TE

1'-2"

#4 "D" BAR

EPOXY COATED

BA

RRI

ER

CO

NC

RE

TE

GL

AR

E

SC

RE

EN

CO

NC

RE

TE

1'-2"

3"

#4 BAR 1'-2" LONG

EPOXY COATED

#4 BAR

EPOXY COATED

ELEVATION WHEN "D" BARS ARE USED

AND DOWEL BARS ARE USED

ELEVATION WHEN LONGITUDINAL BAR

CONCRETE GLARE SCREEN ENDINGS

(USE SAME ENDING WHEN REINFORCEMENT IS OMITTED)

R-76-E


3-22-2017

3 3

ADJOINING CONCRETE BARRIER.

SIDE SLOPE OF THE CONCRETE GLARE SCREEN SHALL MATCH SIDE SLOPE OF

GLARE SCREEN WILL BE REINFORCED AS SPECIFIED ON SHEET 1 OF THIS PLAN.

CASTING MONOLITHICALLY OR SEPARATELY. WHEN CAST SEPARATELY, THE

HAVING VARIABLE HEIGHT, THE CONTRACTOR WILL HAVE THE OPTION OF

WHEN CONCRETE GLARE SCREEN IS TO BE PLACED ON CONCRETE BARRIERS

SHALL BE CAST MONOLITHICALLY; NO STEEL REINFORCEMENT IS REQUIRED.

CONCRETE BARRIER AND CONCRETE BARRIER, SPLIT, THE TWO STRUCTURES

WHEN CONCRETE GLARE SCREEN IS INCLUDED IN THE SAME CONTRACT WITH

MICHIGAN DESIGN MANUAL ROAD DESIGN 3.11 (revised 2006) FREEWAY RESURFACING, RESTORATION, REHABILITATION AND RECONSTRUCTION / NEW CONSTRUCTION (3R/4R) DESIGN CRITERIA 3.11.01 (revised 5-22-2017) General The 3R/4R program applies to freeways, which are defined as divided arterial highways with grade separated intersections and full control of access. Design criteria for Interstate freeways are established in the AASHTO publication, A Policy on Design Standards-Interstate System, 2005. Design criteria for non interstate freeways are established in the AASHTO publication A Policy on Geometric Design of Highways and Streets, 2011 6th Edition. Current freeway standards for new construction and reconstruction are shown in Appendix 3A. 3R freeway projects, without crash concentrations, must meet or exceed the minimum standards in effect at the time of the last reconstruction (or original construction if not reconstructed) for any of the ten controlling criteria. Otherwise, if the 3R freeway project reduces the existing value of any of the ten controlling design elements below the existing value of the feature, a design exception will be required for each element reduced. See Section 3.08.01C for information on combined 3R and 4R work. 3R/4R freeway projects should be reviewed to determine need for safety improvements such as: alignment modifications, superelevation modifications, sight distance improvements, lengthening ramps, widening shoulders, flattening slopes, increasing underclearances, upgrading guardrail and bridge railings, shielding of obstacles, and removing or relocating obstacles to provide a traversable roadside. (Also see Section 3.08.01F.)

3.11.02 (revised 2-21-2017) Freeway 3R/4R Checklist A. Section Deleted B. Geometrics and Signing The Project Manager should also contact the Geometrics Unit in the Design Division and the Region Traffic and Safety Engineer to identify desirable enhancements prior to refining the project cost estimate. The Design Division – Traffic Sign Unit should be consulted to identify and coordinate plan preparation for sign upgrading needs. C. Section Deleted D. Design Exceptions / Design Variances Design Exceptions / Design Variances are required whenever the design criteria given in Section 3.11.01 cannot be met for controlling design elements (See Section 3.08.01E.)

MICHIGAN DESIGN MANUAL

ROAD DESIGN

CHAPTER 7 APPURTENANCES INDEX (continued) 7.01.34 Guardrail in Conjunction with Curb 7.01.40 Guardrail Posts for Roadside Control 7.01.41 Upgrading and Replacement of Guardrail A. Guidelines for Upgrading or Replacing Guardrail B. Upgrading Guardrail Terminals C. Intermixing Wood and Steel Posts D. Guardrail Posts at or near the Shoulder Hinge Line E. Allowable Variation from Standard Height F. Unpainted Corrosion Resistant Beam Elements G. Thick Shoulder Lifts H. Type A Guardrail Parallel to Continuous Abutment, Twin Overpassing Structures I. Replacing with Thrie Beam Guardrail 7.01.43 Guidelines for Bridge Railing Replacement and Attached Approach and Trailing Guardrails 7.01.44 Guardrail Upgrading on Local Roads A. Guardrail Upgrading Guidelines on Local Roads (In Conjunction with Freeway Work) B. Cul-de-sacs C. Guardrail at Urban Service Road “T” D. Cable on Chain Link Fence 7.01.45 Alternative Barrier End Treatments A. X-Tension / X-MAS B. X-TENuator C. QuadTrend D. BEAT-SSCC 7.01.50 Temporary Beam Guardrail 7.01.54 Warrants for Median Barriers for Freeways 7.01.55 Median Barriers Types A. Concrete Median Barrier B. Double Steel Beam Guardrail C. Cable Barrier 7.01.56 Concrete Median Barrier A. GM Shape B. New Jersey Shape C. Innovative Concrete Median Barriers D. Single Slope 7.01.57 Ending Concrete Barrier 7.01.58 Two Types of Concrete Median Barrier Footings


ROAD DESIGN

CHAPTER 7

APPURTENANCES 7.01 ROADSIDE SAFETY BARRIERS 7.01.01 (revised 10-21-2013) References A. Guide for Selecting, Locating, and

Designing Traffic Barriers, AASHTO 1977

B. A Guide to Standardized Highway

Barrier Rail Hardware, AASHTO-AGC-ARTBA Joint Committee, 1995

C. A Supplement to A Guide for Selecting,

Designing and Locating Traffic Barriers, Texas Transportation Institute and FHWA, March 1980

D. Roadside Design Guide, AASHTO,

2011, 4th edition In addition, there are a number of National Cooperative Highway Research Program (NCHRP) research publications and reports of the major research and testing agencies that are available either within the Design Division or in the Transportation Library.

7.01.02 (revised 10-22-99) Application of Section 7.01 In writing this portion of Chapter 7 it should be noted that the concepts presented will not necessarily be considered as absolutes to be rigidly adhered to, but will be considered as an aid to enhance the engineering judgement of the designer. Even when the word "should" is used, it is recognized that there may be circumstances unique to a situation that will suggest, or even dictate, alteration of a recommended treatment. It is also intended that the barrier treatments recommended will be applicable to state trunkline projects and not necessarily to local government projects, except as local agencies wish to incorporate them. 7.01.03 (revised 5-22-2017) History of Guardrail and Barrier in Michigan The practice of placing an artificial obstruction to prevent an errant vehicle from going down a steep embankment or into an area of water probably originated in the 1920's in the form of a line of posts placed at the edge of the shoulder. At some point in time the system was improved by the addition of connecting planks, which in turn were replaced by a more maintenance-free system of two steel cables. This design is illustrated on the old E-4-A-75 Series of standard plans. Following World War II some metal beam designs were introduced. One that found limited use in Michigan was the Tuthill Highway Guard, a convex smooth steel beam, 12" wide, fastened to spring steel supports, which were mounted on either wood or steel posts. In the early 1950's the concept of a metal beam was further refined with the introduction of the W-beam with the two corrugations that are essentially what we are familiar with today.


ROAD DESIGN

7.01.03 (continued) History of Guardrail and Barrier in Michigan Initially, the W-beam was not galvanized and had to be painted. The next step was to galvanize it for more economical maintenance. The first installations of W-beam rail involved attaching the beam element directly to posts placed 12'-6" on centers, at a top of rail height of 24". This design later became known as our Beam Guardrail - Type A. Research and crash testing in the late 1950's and early 1960's, principally by the state of California and by General Motors at its Milford Proving Grounds, produced the recommendations of closer post spacing, (6'-3"), blocking out the beam from the post, and a higher top of rail mounting height. This resulted in Michigan's development of our Beam Guardrail - Type C in 1965, and Beam Guardrail - Type B in 1966. The most recent significant change in guardrail type in Michigan occurred in 1984 with the adoption of thrie beam, now called Guardrail, Type T. Until 1995, four basic end treatments had been used in conjunction with steel beam guardrail. Initially, a curved end shoe was placed on both ends of the run. The concept of turning down or burying the ending to form an anchorage was developed about 1966. The first standard plan to be approved by what was then the Federal Bureau of Public Roads was issued in 1968. A variation of the turned down ending, featuring the elimination of the first two posts (so the ending would collapse under impact) appeared in 1971 with the issuance of Standard Plan III-65A. The Breakaway Cable Terminal (BCT) ending was adopted in 1973 with the issuance of Standard Plan III-58A. After 22 years as the standard guardrail terminal in most states, the FHWA disallowed further installation of the BCT on the National Highway System (NHS) after December 31, 1995. This, along with the adoption of new crash testing criteria (NCHRP 350) ended the use of the BCT as well as other traditional un-patented endings.

7.01.03 (continued) This initiated the development and use of a number of proprietary terminals. The Department has divided these terminals into two basic categories of flared gating terminals and tangent terminals. Current standard designs are described in Section 7.01.25 along with other designs previously used. Development of concrete barrier in this country, principally concrete median barrier having the concave safety shape, is generally attributed jointly to General Motors and to the state of New Jersey, both of whom conceived shapes that bear their names. Michigan's first concrete barrier was on the DeQuindre Yard bridge, on I-94 in Detroit, in 1965. Although the New Jersey shape was used in this initial installation, the GM shape was adopted as standard. In 1976 the New Jersey shape became the standard and was used until 2017 when the single slope shape was adopted. 7.01.04 Section deleted

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.56 (revised 5-22-2017) Concrete Median Barriers A. GM Shape The first concrete barrier shape used in Michigan was developed by General Motors. Sections of the GM barrier shape still remain in use, but is no longer being built on new construction projects. It was replaced by the New Jersey shape on Standard Plan II-49D in 1976. The key design parameter for a safety shape barrier is the distance from the ground to the slope break point because this determines how much the vehicle suspension will be compressed. The higher slope break (1'-1") of the GM shape causes less sheet metal damage, but it has more potential for an impacting vehicle to ride up on the barrier. There would be nothing wrong with a vertical-faced barrier except that the slightest vehicle contact will result in sheet metal damage. A vertical wall, of course, is more difficult to construct if slip-form methods are used. At it’s June 2, 2000 meeting, the Engineering Operations Committee approved a Department policy that calls for replacement of existing GM barrier as warranted by the condition of the existing barrier and crash history. B. New Jersey Shape The New Jersey shape was the second barrier shape used in Michigan. It has a 3" high vertical face at the toe. This is an allowance for future resurfacing. The 10" radius at the change in vertical slope has no safety purpose; it is for aesthetic purposes only. The standard 10" top width was determined as necessary to provide the same overturning moment as the previously used G.M. barrier, and to reduce the probability of fracture under heavy impact. It should be emphasized that the New Jersey shaped barrier should not be built with a 6" top width and, in fact, has never been standard in Michigan.

7.01.56 (continued)

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.56 (continued) Concrete Median Barriers C. Innovative Concrete Median Barriers The Intermodal Surface Transportation Efficiency Act of 1991 (ISTEA) required that each State Transportation Agency construct innovative median barrier (IMB) amounting to at least 2½ percent of their total yearly installation for each of the next six calendar years. Shown below and on the right side of this page are two concrete median barriers used in Michigan that FHWA approved as qualified IMB.

7.01.56 (continued)

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.56 (continued) Concrete Median Barriers D. Single Slope The single slope is Michigan's current standard shape. It has a 32" base and a 16" top which are connected by single 21:4 slopes on each side of the barrier. This single slope design provides the potential for several future overlays, since the single slope shape will not be impacted by future overlays. However, designers must ensure that the barrier is at least 36” tall after an overlay in order to meet the minimum barrier height requirement for MASH, TL-4 conditions. The single slope is also common to a majority of the states in the country and is easier to slip form than the New Jersey shape.

7.01.57 (revised 10-22-99) Ending Concrete Barrier Concrete barrier normally can be ended by attaching a combination of a bridge guardrail anchorage (Standard Plan R-67-Series), conventional guardrail, and a guardrail approach terminal (see Standard Plans R-61 & R-62-Series). The same criteria for calculating the length of need should be used with the concrete barrier included in the length of need. The minimum length of anchorage and ending guardrail are specified on Standard Plan R-54-Series. In the case of ending a concrete median barrier, the approach side can be ended with guardrail as long as the barrier is ended with all portions of the barrier system being located outside the clear zone area for the opposing traffic. Where the minimum length and lateral clearance cannot be obtained, a more expensive alternative for ending the concrete barrier would be to use a QuadTrend system or some type of impact attenuator. (See Sections 7.01.45C and 7.02.)

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.58 (revised 10-22-99) Two Types of Concrete Median Barrier Footings Designers should note that the standard plan for concrete median barrier (R-49-Series) specifies a Type A and a Type B. Type A has an integrally cast footing whereas Type B is doweled to a separately cast footing or concrete shoulder. When Type A barrier is called for on the plans the contractor has the option of casting the base integrally with footing or constructing the barrier in the same manner as Type B without any extra payment. Type B is payment for the upper portion of the barrier and is doweled onto an existing separately cast footing or concrete shoulder. If the designer wants to designate that the barrier be cast on a separate footing, they should note this on the plans or in a special provision, but still pay for it as Type A barrier. 7.01.59 (revised 10-22-99) Concrete Glare Screen Concrete glare screen, as opposed to glare screen made of other materials, is now used exclusively in Michigan when a glare screen is needed in conjunction with a concrete median barrier. Glare screen is called for routinely whenever the concrete median barrier is on a curve and whenever the concrete median barrier is used on new urban type construction. See Section 7.03. 7.01.60 Retrofitting Concrete Median Barrier It is usually difficult and costly constructing a concrete median barrier where no median barrier had existed previously and especially where the median is drained by open ditch. Factors which the designer must consider are: 1. Where will the median barrier be placed?

If located at the center of the median, the clear recovery area remaining is equal for both roadways; if constructed adjacent to one shoulder, recovery area is unequal for the two directions.

7.01.60 (continued) 2. Is the median ditch shallow enough and

the slopes gentle enough to permit safe traversal? If the open ditch must be filled in and enclosed drainage provided, then the median must be completely reconstructed.

3. If enclosed drainage is decided upon, are

roadway grades sufficient to drain surface water?

When flat (0 - 0.1%) grades are encountered, it may be necessary to use metal slotted drain adjacent to concrete median barrier. When slotted drain is used, only about 50% of the length of flat grade actually needs the slotted drain (placed intermittently). 7.01.65 (revised 5-22-2017) Concrete Median Barrier Between Roadways of Different Elevations Superelevation on divided highways may cause the median shoulders to be at different elevations. When this occurs, one side will be higher than normal resulting in the median barrier being asymmetrical. The barrier must be specially detailed on the plans. The single slope shape should be used, and the high side should be created by extending the upper slope as high as necessary to match the other, normal, side. The plans should not refer to the single slope shape as such, except in the context that it is modified. A 2'-0" difference in elevation is the maximum the barrier can accommodate without the use of steel reinforcement. Elevation differences exceeding 2'-0" will require structural steel reinforcement in the barrier, and slip-forming should not be permitted when constructing reinforced barrier sections. Contact the Geometric Design Unit, Design Division for assistance with designing barriers with a grade separation exceeding 2'-0".

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.65 (continued) Concrete Median Barrier Between Roadways of Different Elevations

pikkaw

Highlight

MICHIGAN DESIGN MANUAL BRIDGE DESIGN

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. Federal Standard 595C 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) 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)

MICHIGAN DESIGN MANUAL BRIDGE DESIGN - CHAPTER 8: LRFD

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. Federal Standard 595C 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) 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)

MICHIGAN DESIGN MANUAL BRIDGE DESIGN

8.09 REHABILITATION PROJECTS 8.09.01 Anchoring Bolts or Reinforcement in Existing Concrete A. Mechanical expansion anchors shall be

chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

B. Systems for anchoring horizontal or

vertical (reinforcement) (bolts) in existing concrete shall be chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

C. All concrete anchors shall be installed

according to manufacturer’s recommendations, except as modified in these plans. (5-1-2000)

D. Adhesive anchors shall use a non-shrink

grout (which is cementitious) listed in MDOT’s Qualified Products List. [Use for adhesive anchors in sustained, tensile-load-only overhead applications such as traffic signals/sign supports.]

(11-28-2011)

8.09.02 Bridge Deck Repair Notes A. The work covered by these plans

includes resurfacing the existing bridge deck and maintaining traffic.

B. The work covered by these plans

includes replacing the existing curb or sidewalk with Bridge Barrier Railing, Type 4 (Modified), resurfacing the existing bridge deck, and maintaining traffic.

C. The volume of “Concrete, (Bridge Deck

Ovly) (Silica Fume Modified)” is based on the overlay and an estimated quantity to replace unsound concrete and to make (crown) (superelevation) (grade) adjustments as determined by the Engineer. (12-5-2005)

D. Note Deleted. (3-20-2017) E. The plan quantity of scarifying involves

an amount for the approaches which assumes an area equivalent to five passes over the entire surface, ¼” deep, to obtain a maximum depth of 1¼”. [Use where the deck will be hydrodemolished and the existing concrete approach slab will remain.] (9-18-98)

F. The contractor shall remove and replace

only that portion of the (barrier) (sidewalk)(brush block) that is necessary for installation of the deck joint.

G. The bid item "Deck Joint, Rem" includes

hand chipping within limits required for removal. (12-5-2005)

H. Before overlaying, sound concrete to

determine whether the removal at either side of transverse joints will be adequate. Increase the removal limits as approved by the Engineer. (5-22-2017)

MICHIGAN DESIGN MANUAL BRIDGE DESIGN - CHAPTER 8: LRFD

8.09 REHABILITATION PROJECTS 8.09.01 Anchoring Bolts or Reinforcement in Existing Concrete A. Mechanical expansion anchors shall be

chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

B. Systems for anchoring horizontal or

vertical (reinforcement) (bolts) in existing concrete shall be chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

C. All concrete anchors shall be installed

according to manufacturer’s recommendations, except as modified in these plans. (5-1-2000)

D. Adhesive anchors shall use a non-shrink

grout (which is cementitious) listed in MDOT’s Qualified Products List. [Use for adhesive anchors in sustained, tensile-load-only overhead applications such as traffic signals/sign supports.] (8-20-2009)

8.09.02 Bridge Deck Repair Notes A. The work covered by these plans

includes resurfacing the existing bridge deck and maintaining traffic.

B. The work covered by these plans

includes replacing the existing curb or sidewalk with Bridge Barrier Railing, Type 4 (Modified), resurfacing the existing bridge deck, and maintaining traffic.

C. The volume of “Concrete, (Bridge Deck

Ovly) (Silica Fume Modified)” is based on the overlay and an estimated quantity to replace unsound concrete and to make (crown) (superelevation) (grade) adjustments as determined by the Engineer. (12-5-2005)

D. Note Deleted. (3-20-2017) E. The plan quantity of scarifying involves

an amount for the approaches which assumes an area equivalent to five passes over the entire surface, ¼” deep, to obtain a maximum depth of 1¼”. [Use where the deck will be hydrodemolished and the existing concrete approach slab will remain.] (9-18-98)

F. The contractor shall remove and replace

only that portion of the (barrier) (sidewalk)(brush block) that is necessary for installation of the deck joint.

G. The bid item "Deck Joint, Rem" includes

hand chipping within limits required for removal. (12-5-2005)

H. Before overlaying, sound concrete to

determine whether the removal at either side of transverse joints will be adequate. Increase the removal limits as approved by the Engineer. (5-22-2017)

Documents

Road & Bridge Design Publications · in concrete filler slab 6'-0" typical joint spacing concrete barrier split plan 6 9 pier columns outside pier columns at 10'-0" max. spacing place