Road & Bridge Design Publications - michigan.gov€¦ · Road & Bridge Design Publications ... original construction or latest reconstruction to include non-freeway 3R projects where

Road & Bridge Design Publications

Monthly Update – January 2018

1

Revisions for the month of January 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 Note: The following special details for non-reinforced, single-slope, PCB designs (originally released in the May Monthly Update, but removed in November) have been added back to the special detail index for projects requiring MASH compliant barrier. R-49-G: Concrete Barrier R-50-G: Light Standard Foundation R-51-E: Sign Support Foundation R-54-I: Concrete Barrier, Single Face R-71-C: Guardrail Anchorage, Median R-76-E: Concrete Glare Screen A FUSP (already approved) is needed in conjunction with these designs. Note: MDOT has discontinued the use of the X-lite guardrail terminal effective with the February 2018 letting. The Specifications and Estimates unit are working to issue addenda for projects already submitted for advertisement and letting. Project managers should otherwise use these revised special details for all projects that include the pay items for Guardrail Approach Terminal, Type __. R-61-H: Guardrail Approach Terminal Types 1B & 1T: Removed the X-Lite Flared terminal details. R-62-H: Guardrail Approach Terminal Types 2B & 2T: Removed the X-Lite Tangent-50 terminal details. Road Design Manual 1.02.04: Drainage Maps: A paragraph pertaining to ROW width for county drains was moved to this section from Chapter 5.



2

3.06: Design Speed: Expanded the allowance to retain the design speed used at the time of original construction or latest reconstruction to include non-freeway 3R projects where the posted speed has been increased. Also, added a paragraph on the project design speed to be recorded on the title sheet. 3.09.02A: Non-Freeway 3R Minimum Guidelines: Updated the design speed for 3R work on non-freeways (NHS) to reflect current policy allowing the minimum design speed to be greater than or equal to posted speed without design exceptions. The practice of selecting a design speed 5 mph greater than posted speed is encouraged when practical but is not a minimum standard subject to design exception. Appendix 3A: Updated the design speed for 4R work to reflect current policy allowing the minimum design speed to be greater than or equal to posted speed without design exceptions. The practice of selecting a design speed 5 mph greater than posted speed is encouraged when practical but is not a minimum standard subject to design exception. Chapter 5: ROW: Revised to reflect changes to the right-of-way plan process. Design Project Managers overseeing projects that require right-of-way acquisitions for proper constructability should utilize the processes outlined in this chapter during the design process. Good communication between Design and Real Estate is needed throughout the project design process. This communication partnership will help with avoiding any project delays that might arise during the right-of-way acquisition process which could jeopardize the project’s scheduled ROW certification date. 7.01.25: Guardrail Approach Terminals: Removed the X-Lite Flared and the X-Lite Tangent-50 from the list of approved terminals. Bridge Design Manual 7.01.03 (LFD & LRFD), 8.02 G. (LFD & LRFD): Added Grade S2M, P1M and DM concrete. Use note with Special Provision for Grade S2M, P1M & DM concretes. 8.02 J. (LFD & LRFD): Note deleted. Information located in Reference Information Documents in Projectwise. See section 3.03.05 of Bridge Design Manual. 7.06.02 B. (LFD & LRFD), 8.06.01 L. (LFD & LRFD), 8.06.08 F. (LFD & LRFD), 8.07.04 Y. (LFD & LRFD), and 8.09.01 D. (LFD & LRFD): Tensile load-only overhead applications are not a concern for adhesive anchors. Continue to use adhesive anchors from MDOT’s Qualified Products List.



3

12.08.02: Galvanic anode information is in the Standard Specifications for Construction. 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

1-29-2018

SPECIAL DETAIL

NUMBER

NUMBER

OF SHEETS

TITLE

CURRENT

DATE

21

2 GUARDRAIL AT INTERSECTIONS 3-14-16

24

8

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

99

2

CHAIN LINK FENCE WITH WIRE ROPE 9-22-14

R-1-G 9

DRAINAGE STRUCTURES 6-15-16

R-28-J 7

SIDEWALK RAMP AND DETECTABLE WARNING DETAILS 12-11-17

R-39-K 5

TRANSVERSE PAVEMENT JOINTS 9-25-17

*R-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 15

GUARDRAIL APPROACH TERMINAL TYPES 1B & 1T (SRT & FLEAT) 1-24-18

*R-62-H 9

GUARDRAIL APPROACH TERMINAL TYPES 2B & 2T (SKT & ET-Plus) 1-24-18

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

1-29-2018

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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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


OF

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


OF

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

B.L.T.

W.K.P.


OF

SHEET



10'-0"

6"

6" 6"

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

C 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"

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

C 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

C 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

C #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

C #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"

C 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-I3-22-2017


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

1

TYP.

2'-0"

1

2

3

4

5

6

7

8

PO

ST

EL

EV

ATIO

N

8

1

(MAX.)6

5

4

2

8

OF

TR

AF

FI

C

DI

RE

CTI

ON

9

9

3

9

SH

OU

LD

ER

HI

NG

E

POI

NT

VARIABLE

OF

TR

AF

FI

C

DI

RE

CTI

ON

64

35

PL

AN

VIE

W

21

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

1B

7

7

(Z)

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

DO

WN

ST

RE

AM

OF

SL

OT

S (

TY

P.)

SH

AL

L

BE

PO

SI

TI

ON

ED I

MM

EDI

AT

EL

Y

DE

FL

EC

TO

R

AN

GL

E

OF

SL

OT

GU

AR

D

OU

TSI

DE

ED

GE

OF

TR

AV

EL

ED

LA

NE

SH

EE

T

3

SE

E

EN

D

AN

CH

OR

AG

E

AS

SE

MB

LY,

(A

FL

AR

E I

S I

LL

US

TR

AT

ED)

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON.

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

1

TH

RO

UG

H

9

FO

R

DE

TAI

LS

OF

PO

ST

S

SE

E

SH

EE

TS

4

AN

D

5

NO

TE:

1:10 SLOPE

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE

1B (

SR

T)

OPTION 1

"S

RT"

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S

7

AN

D

8

4'-0"

37'-

6"

PA

RA

BO

LI

C

FL

AR

E

2

SP

AC

ES

AT

6'-

3"

6

SP

AC

ES

AT

4'-

2"

B.L.T.

W.K.P. 1 15R-61-H

8

**

FO

R

LA

YO

UT

ON

CU

RV

ES

SE

E

DE

TAI

L

ON

SH

EE

T

14.

(DETAILED ON SHEETS 1 THROUGH 7, 12 AND 13)

GU

AR

DR

AI

L,

TY

PE

MG

S-8 *

GU

AR

DR

AI

L,

TY

PE

B

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 1

B

LA

YO

UT

TO

TR

AN

SI

TI

ON

FR

OM

GU

AR

DR

AI

L,

TY

PE

MG

S-8

TO

GU

AR

DR

AI

L

*

SE

E

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

FO

R

PO

ST

SP

ACI

NG

AN

D

GU

AR

DR

AI

L

IN

FO

RM

ATI

ON)

FO

R

TY

PE

MG

S-8

GU

AR

DR

AI

L

HEI

GH

T

(S

EE

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

28"

TY

PE

B

52"

37•

"

33‚

"

26

ƒ"

21•

"

17

…"

14

…"

12

†"

12"

BE

AM

EL

EM

EN

T

AT

EA

CH

PO

ST

LO

CA

TI

ON.

PO

ST

S

AR

E

TO

BE

SE

T

AP

PR

OXI

MA

TE

LY

TA

NG

EN

T

TO

TH

E

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST

(SRT & FLEAT)

TERMINAL TYPES 1B & 1T

GUARDRAIL APPROACH

1-24-2018


OF

SHEET


DRAWN BY:





APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION

1

TYP.

2'-0"

EL

EV

ATIO

N

34"

32"

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

1T

GU

AR

DR

AI

L,

TY

PE

T

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

HEI

GH

T

TR

AN

SI

TI

ON

TR

AN

SI

TI

ON

TH

RI

E

BE

AM

8

1

(MAX.)

6

2

8

OF

TR

AF

FI

C

DI

RE

CTI

ON

9

3S

HO

UL

DE

R

HI

NG

E

POI

NT

VARIABLE

OF

TR

AF

FI

C

DI

RE

CTI

ON

PL

AN

VIE

W

7

(Z)

DO

WN

ST

RE

AM

OF

SL

OT

S (

TY

P.)

SH

AL

L

BE

PO

SI

TI

ON

ED I

MM

EDI

AT

EL

Y

DE

FL

EC

TO

R

AN

GL

E

OF

SL

OT

GU

AR

D

OU

TSI

DE

ED

GE

OF

TR

AV

EL

ED

LA

NE

SH

EE

T

3

SE

E

EN

D

AN

CH

OR

AG

E

AS

SE

MB

LY,

1:10 SLOPE

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE

1T (

SR

T)

"S

RT"

5

4

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S

7

AN

D

8

4'-0"

37'-

6"

PA

RA

BO

LI

C

FL

AR

E

37'-

6"

6'-

3"

2

SP

AC

ES

AT

6'-

3"

6

SP

AC

ES

AT

4'-

2"

89

64

35

21

7

1

TH

RO

UG

H

9

FO

R

DE

TAI

LS

OF

PO

ST

S

SE

E

SH

EE

TS

4

AN

D

5

NO

TE:

28"

(A

FL

AR

E I

S I

LL

US

TR

AT

ED)

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON.

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

2R-61-H

1

2

3

4

5

6

7

8

PO

ST

9

**

FO

R

LA

YO

UT

ON

CU

RV

ES

SE

E

DE

TAI

L

ON

SH

EE

T

14.

52"

37•

"

33‚

"

26

ƒ"

21•

"

17

…"

14

…"

12

†"

12"

BE

AM

EL

EM

EN

T

AT

EA

CH

PO

ST

LO

CA

TI

ON.

PO

ST

S

AR

E

TO

BE

SE

T

AP

PR

OXI

MA

TE

LY

TA

NG

EN

T

TO

TH

E

15

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST


OF

SHEET



(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

28"

2"

GROUND LINE

ELEVATION

PLAN VIEW

2 - 1" DIA. HEX NUTS

SLOTTED BEARING PLATE

3"

SOIL PLATE SOIL PLATE

(FIELD BEND TO FIT)

BEAM ELEMENT

(SEE SHEET 6 FOR DETAIL)

SLOT GUARD

END ANCHORAGE ASSEMBLY

PLATE WASHER

(SRT)


TERMINAL END SHOE, TYPE B


CABLE ANCHOR PLATE1'-0"

6'-3"

IN 2•" DIA. HOLE

PLACE POST SLEEVE

\ 2•" DIA. HOLE

STRUT


OF

SHEET



3R-61-H

CABLE ASSEMBLYCABLE ANCHOR PLATE SLOT GUARD STRUT

NOTES:

EACH END OF THE CABLE SO THAT THE CABLE WILL NOT LOOSEN.

AFTER THE CABLE ASSEMBLY IS TAUT, A SECOND NUT SHALL BE INSTALLED ON

THE STEEL SLEEVE (SOIL TUBE) AND THE WOOD BREAKAWAY POST.

ASPHALT ROOFING CEMENT SHALL BE USED TO SEAL THE PERIMETER AREA BETWEEN

15



CABLE ASSEMBLY

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

22"

GROUND LINE

SOIL PLATE

22"

BEAM ELEMENT

PLATE WASHER

STEEL SLEEVE

BEAM ELEMENT

CABLE ASSEMBLY

POST 1 DETAIL

SIDEELEVATION

POST 2 DETAIL


POST BOLT, WASHER AND NUT



GROUND LINE

SOIL PLATE

STEEL SLEEVE

SLOTTED BEARING PLATE

GROUND


(SRT)

(SRT)

(ATTACH TO POST)

BEAM ELEMENT

TERMINAL END SHOE, TYPE B

SHOE, TYPE B

TERMINAL END

(ATTACH TO POST)

BEAM ELEMENT

DIA. HOLE (TYP.)

HEAD BOLT WITH NUT THROUGH ƒ"

PLACE †" DIA. x 7•" LONG HEX

4'-

4"

5•" x 7•" WOOD BREAKAWAY POST


DIA. HOLE (TYP.)



4'-

4"

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

STRUT

YOKE

YOKE


OF

SHEET



4R-61-H





NOTES:

15

IN 2•" DIA. HOLE

PLACE CABLE SLEEVE

SOIL PLATE

DIA. HOLE (TYP.)

WASHER EACH SIDE THROUGH ƒ"

HEAD BOLT WITH NUT AND ROUND

PLACE †" DIA. x 10" LONG HEX

DIA. HOLE (TYP.)




"SRT" TO KEEP THE PLATE FROM ROTATING.

POST THROUGH THE HOLES IN THE SLOTTED BEARING PLATE ON POST 1 OF THE

TWO 3" LONG, 16D HOT-DIP ZINC COATED NAILS SHALL BE DRIVEN INTO THE WOOD

COATED NAILS (SEE NOTES)

3" LONG, 16D HOT-DIP ZINC

FACTORY INSTALLED STEEL BAND

FACTORY INSTALLED STEEL BAND

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

GROUND LINE

22"

22"

(DO NOT ATTACH TO POST)

BEAM ELEMENT

22"

GROUND LINE

(ATTACH TO POST)

BEAM ELEMENT

POST 3 AND 6 DETAIL

R-60-SERIES

SEE STANDARD PLAN


R-60-SERIES

SEE STANDARD PLAN


GROUND LINE

R-60-SERIES

SEE STANDARD PLAN


(SRT) (SRT)

(SRT)

(ATTACH TO POST)

BEAM ELEMENT

POST 4 AND 5 DETAIL

POST 7 AND 8 DETAIL

6" x 8" CRT POST


6" x 8" WOOD OFFSET BLOCK

6" x 8" CRT POST





6" x 8" CRT POST

WITH HEX NUT (TYP.)

LONG SPLICE BOLT

†" DIA. x 1‚"

LAP GUARDRAIL WITH


OF

SHEET



5R-61-H

15

POST 9 IS A STANDARD LINE POST.

NOTE:

LONG MINIMUM

ZINC COATED NAILS, 16D, 3"

TO WOOD POST WITH 2 HOT-DIP

TOE NAIL WOOD OFFSET BLOCK

LONG MINIMUM




LONG MINIMUM




(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

ASSEMBLY

CABLE

BEAM ELEMENTHEX NUT (TYP.)

ONE PIECE ANCHOR PLATE

PLATE WASHERSLOTTED BEARING PLATE

SLOT GUARD DETAILS

BEAM ELEMENT

HEX NUT (TYP.)

CABLE ANCHOR PLATE DETAILS

1" DIA. WASHER

•" R

2ƒ"

1ƒ" DIA. HOLE (TYP.)

ON FRONT FACE THROUGH ƒ"

HEXHEAD BOLT WITH WASHER

PLACE †" DIA. x 1•" LONG

THROUGH ƒ" DIA. HOLE (TYP.)

SPLICE BOLT WITH HEXNUT

PLACE †" DIA. x 1‚" LONG


OF

SHEET



6R-61-H

SLOT GUARD **

ADJACENT SLOTS AND POST 1.

ANGLE GAP OPENS IN THE DIRECTION FACING THE

** PLACE THE SLOT GUARD SO THAT THE DEFLECTOR

THE ELONGATED SLOTS.

ON THE DOWNSTREAM END (AWAY FROM POST 1) OF

SO THAT THE SLOT GUARD ATTACHMENT HOLES ARE

THE ORDER AND ORIENTATION DETAILED ABOVE

* INSTALL THE SLOTTED RAIL BEAM ELEMENTS IN

NOTES:

MANUFACTURER'S SPECIFICATIONS.

ALL "SRT" ITEMS ILLUSTRATED WITHOUT DIMENSIONS SHALL BE ACCORDING TO THE

15

SLOT GUARD ASSEMBLY DETAIL **

(SRT)

(SRT)(SRT)

(SRT)

(SRT)

(POST 1 THROUGH 3)

POST 1POST 2POST 3

(POST 3 THROUGH 6)

POST 3POST 4POST 6

POST 5

(SRT)

(SRT)

(SRT)

POST 6POST 7POST 8POST 9

(POST 6 THROUGH 9)

SLOTTED RAIL BEAM ELEMENT #1 *

SLOTTED RAIL BEAM ELEMENT #2 *

…" 4"

3"

BEAM ELEMENT #3


1" DIA. STUD AND

CABLE ANCHOR PLATE

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018


OF

SHEET



7R-61-H

STRUT AND YOKE ASSEMBLY

8„"‰" ‰" 1"

2"

5•

"

2"

TYP.

‚"

‚"

STRUT YOKE

YOKE DETAIL STRUT DETAIL

ASSEMBLY DETAIL

YOKE

Š" R

4"

‡" x 2" SLOT

6"

1" R

C6 x 8.2 CHANNEL SECTION

5'-7‚"

(SRT)

15

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

EL

EV

ATIO

N

OF

TR

AF

FI

C

DI

RE

CTI

ON

PL

AN

VIE

W

TYP.

78

61

2

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

1B

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

OPTION 2

1:10 SLOPE

8

1

54

3

"F

LE

AT"G

UA

RD

RAI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE

1B (

FL

EA

T)

(Z)

SH

OU

LD

ER

HI

NG

E

POI

NT

(MAX.)

1

2

3

4

5

6

7

8

VARIABLE

OF

TR

AF

FI

C

DI

RE

CTI

ON

(A

FL

AR

E I

S I

LL

US

TR

AT

ED)

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON.

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

OU

TSI

DE

ED

GE

OF

TR

AV

EL

ED

LA

NE

1

2

3

4

5

6

7

8

PO

ST

4'-0"

2

PO

ST

SP

AC

ES

AT

6'-

3"

3

PO

ST

SP

AC

ES

AT

4'-

2"

37'-

6"

ST

RAI

GH

T

FL

AR

E

2

PO

ST

SP

AC

ES

AT

6'-

3"

2'-0"


OF

SHEET



8R-61-H

(DETAILED ON SHEETS 8 THROUGH 13)

GU

AR

DR

AI

L,

TY

PE

MG

S-8 *

GU

AR

DR

AI

L,

TY

PE

B

IN

FO

RM

ATI

ON)

FO

R

TY

PE

MG

S-8

GU

AR

DR

AI

L

HEI

GH

T

(S

EE

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

28"

TY

PE

B

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 1

B

LA

YO

UT

TO

TR

AN

SI

TI

ON

FR

OM

GU

AR

DR

AI

L,

TY

PE

MG

S-8

TO

GU

AR

DR

AI

L

*

SE

E

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

FO

R

PO

ST

SP

ACI

NG

AN

D

GU

AR

DR

AI

L

52"

44"

44"

38•

"

33

Š"

28"

20"

12"

**

FO

R

LA

YO

UT

ON

CU

RV

ES

SE

E

DE

TAI

L

ON

SH

EE

T

14.

BE

AM

EL

EM

EN

T

AT

EA

CH

PO

ST

LO

CA

TI

ON.

PO

ST

S

AR

E

TO

BE

SE

T

AP

PR

OXI

MA

TE

LY

TA

NG

EN

T

TO

TH

E

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S

1

AN

D

3

15

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST

1

TH

RO

UG

H

8

FO

R

DE

TAI

LS

OF

PO

ST

S

SE

E

SH

EE

TS

10

AN

D

11

NO

TE:

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018


OF

SHEET



9R-61-H

34"

EL

EV

ATIO

N

OF

TR

AF

FI

C

DI

RE

CTI

ON

PL

AN

VIE

W

TYP.

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

1T

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

GU

AR

DR

AI

L,

TY

PE

T

1:10 SLOPE

8

1

"F

LE

AT"

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE

1T (

FL

EA

T)

(Z)

(MAX.)

1

2

3

4

5

6

7

8

9

32"

TR

AN

SI

TI

ON

TH

RI

E

BE

AM

HEI

GH

T

TR

AN

SI

TI

ON

SH

OU

LD

ER

HI

NG

E

POI

NT

VARIABLE

OF

TR

AF

FI

C

DI

RE

CTI

ON

(A

FL

AR

E I

S I

LL

US

TR

AT

ED)

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON.

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

OU

TSI

DE

ED

GE

OF

TR

AV

EL

ED

LA

NE

4'-0"

2

PO

ST

SP

AC

ES

AT

6'-

3"

3

PO

ST

SP

AC

ES

AT

4'-

2"

2

PO

ST

SP

AC

ES

AT

6'-

3"

6'-

3"

37'-

6"

37'-

6"

ST

RAI

GH

T

FL

AR

E

2'-0"

78

61

25

43

28"

1

2

3

4

5

6

7

8

PO

ST

52"

44"

44"

38•

"

33

Š"

28"

20"

12"

**

FO

R

LA

YO

UT

ON

CU

RV

ES

SE

E

DE

TAI

L

ON

SH

EE

T

14.

BE

AM

EL

EM

EN

T

AT

EA

CH

PO

ST

LO

CA

TI

ON.

PO

ST

S

AR

E

TO

BE

SE

T

AP

PR

OXI

MA

TE

LY

TA

NG

EN

T

TO

TH

E

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S

1

AN

D

3

15

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST

1

TH

RO

UG

H

8

FO

R

DE

TAI

LS

OF

PO

ST

S

SE

E

SH

EE

TS

10

AN

D

11

NO

TE:

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

28"

2"

GROUND LINE

3"

POST 1 DETAIL

SIDE

22"

GROUND LINE



POST 2 DETAIL

ELEVATION SIDE

STRUT

22"

GROUND LINESTRUT

IMPACT HEAD ASSEMBLY

STEEL SLEEVE

SOIL PLATE

(FLEAT)

CABLE ASSEMBLY

(FLEAT)

SOIL PLATE

STEEL SLEEVE

ELEVATION

STRUT 2 - 1" DIA. HEX NUTS


TO POST)

(DO NOT ATTACH

BEAM ELEMENT

(ATTACH TO POST)

BEAM ELEMENT

4'-

4" DIA. HOLE (TYP.)



DIA. HOLE (TYP.)



4'-

4"

\ 2•" DIA. HOLE

CABLE ASSEMBLY

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

STRUT

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT


OF

SHEET



10R-61-H



DIA. HOLE (TYP.)




DIA. HOLE (TYP.)




LAG SCREWS

…" DIA. x 3" LONG

15

NOTES:



IN 2•" DIA. HOLE

PLACE CABLE SLEEVE

SOIL PLATE

SOIL PLATE




CABLE ANCHOR BRACKET

PREVENT PLATE ROTATION

ZINC COATED NAILS TO

TWO 3" LONG, 16D HOT-DIP

SEE DETAIL SHEET 11.

WITH 5" DIMENSION UP.

BEARING PLATE INSTALLED

1" DIA. WASHER

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

22"

GROUND LINE



22"

GROUND LINE



POST 3 DETAIL(FLEAT) (FLEAT)

POST 4 THROUGH 7 DETAIL

(ATTACH TO POST)

BEAM ELEMENT

TO BLOCK)

(DO NOT ATTACH

BEAM ELEMENT



6" x 8" CRT POST6" x 8" CRT POST



AND HEX NUT (TYP.)

LONG SPLICE BOLT

†" DIA. x 1‚"

ASSEMBLY

CABLE

2 - HEX NUTS

1" DIA. STUD AND HEX NUT (TYP.)


CABLE ANCHOR BRACKET DETAIL(FLEAT)

1" DIA. WASHER


BEARING PLATE

8"

4"

5"

8"

1ˆ" DIA. HOLE†" THICK PLATE

(FLEAT)


OF

SHEET



11R-61-H

BEAM ELEMENT

WASHERS (TYP.)

WASHER ON EACH SIDE (TYP.)

WITH SHOULDER BOLT


•" DIA. x 1‚" LONG

NOTES:

THE MANUFACTURER'S SPECIFICATIONS.

ALL "FLEAT" ITEMS ILLUSTRATED WITHOUT DIMENSIONS SHALL BE ACCORDING TO


15

(POST 1 THROUGH 3)

(POST 3 THROUGH 6)

POST 3POST 4POST 6 POST 5

(POST 6 THROUGH 8)

(FLEAT)

POST 1POST 2POST 3

(FLEAT)

(FLEAT)

BEAM ELEMENT #1 (SLOTTED RAIL)

POST 6POST 8 POST 2

BEAM ELEMENT #2 WITH 4 POST BOLT SLOTS

BEAM ELEMENT #3 WITH 3 POST BOLT SLOTS

LONG MINIMUM




LONG MINIMUM




(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018


OF

SHEET



12R-61-H

15

CABLE ASSEMBLY

7" MIN. 5" MIN.2"+

FITTING AND STUD

STANDARD SWAGE

6'-6"

1†" DIA. 1‚" DIA.

CABLE TO BE SWAGE CONNECTED

ƒ" DIA. (6X19) GALVANIZED

ENTIRE LENGTH (N.C.)

1" DIA. THREADED

8„"

5•

"

‚"

Š" R 4"

‡" x 2" SLOT

5'-7‚"

2"

1"‰" ‰"

‚"

ASSEMBLY DETAIL

STRUT DETAILS(FLEAT)

2•"

2•

"

14 GAGE TUBE

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

(SRT AND FLEAT)


OF

SHEET



8•

"

5•" 7•"

19"

15•

"2"

16"

1"

3" 3"

WOOD BREAKAWAY POST STEEL SLEEVE

22"

3"

16"

SOIL PLATE

DIMENSION

OUTSIDE

DIMENSION

OUTSIDE

CRT POST

6"

I.

D.

2"

STEEL PLATE

‚" THICK

2'-0"

6"9" 9"

9"

1'-

6"

8"

4"

6"

3•" DIA. HOLES

ƒ" DIA. HOLE

7"

6'-

0"

+0,-‚" +0, -…"

3ƒ"

3'-

9"

ƒ" DIA. HOLE

ƒ" DIA. HOLE

2•" DIA. HOLE

TS 8" x 6" x ‰"

BREAKAWAY POST

TO ATTACH WOOD

ƒ" DIA. HOLE

MOUNT SOIL PLATE

ƒ" DIA. HOLES TO

6"8"

4'-

6"

2ƒ"

ƒ" DIA. HOLES

13R-61-H

(FOR POST 1)

15

CABLE SLEEVE

NOTES:

NOTED.

DETAILS ON THIS SHEET APPLY TO THE "SRT" AND "FLEAT" UNLESS OTHERWISE

1"

STEEL BAND

FACTORY INSTALLED

(SRT ONLY)

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018


OF

SHEET



14R-61-H

15

8

ST

AN

DA

RD

GU

AR

DR

AIL SE

CTI

ON

AL

ON

G

CU

RVE

OF T

RAFFI

CDI

RE

CTI

ON

7

6

5

4

3

2

1

ST

AN

DA

RD

GU

AR

DR

AIL SE

CTI

ON

AL

ON

G

CU

RVE

OF T

RAFFI

CDI

RE

CTI

ON

GU

AR

DR

AI

L

OF

FS

ET

TY

PI

CA

L

OF T

RAFFI

C

DI

RE

CTI

ON

GU

AR

DR

AI

L

OF

FS

ET

TY

PI

CA

L

LO

CA

TIO

N

OF

AP

PR

OA

CH

GU

AR

DR

AIL

ON

CU

RV

ES

"F

LE

AT

EN

DIN

G"

FLE

AT E

NDI

NG

PO

ST

1

AN

D

PO

ST

8

ST

RAI

GH

T

LI

NE

BE

TW

EE

N

CO

NS

TR

UC

T

EN

DI

NG I

N

NO

TE:

GU

AR

DR

AI

L

OF

FS

ET

ME

AS

UR

ED

FR

OM

TY

PI

CA

L

PO

ST

OF

FS

ET

S

FR

OM

CH

AR

T

GU

AR

DR

AI

L

OF

FS

ET

TY

PI

CA

L

SRT E

NDI

NG

OF T

RAFFI

C

DI

RE

CTI

ON

ED

GE

OF

PA

VE

ME

NT

GU

AR

DR

AI

L

OF

FS

ET

TY

PI

CA

L

1

2

3

6

78

9

"S

RT

EN

DIN

G"

4

5

4'-0"

ED

GE

OF

PA

VE

ME

NT

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

15R-61-H


OF

SHEET



15

ALL 1:10 SLOPES SHALL BE GRADED TO CLASS A SLOPE TOLERANCES.

THE RIGHT SIDE

TRAFFIC PASSING ON

THE LEFT SIDE

TRAFFIC PASSING ON

BOTH SIDES

TRAFFIC PASSING ON

(NOTE: ALTERNATE 3" BLACK AND 3" YELLOW STRIPES ON A 45° ANGLE)

USE REFLECTIVE SHEETING ACCORDING TO THE FOLLOWING TRAFFIC CONDITIONS:

REFLECTIVE SHEETING.

(HALF CIRCLE) SHALL BE COMPLETELY COVERED WITH HIGH INTENSITY ADHESIVE

ON THE "SRT", THE CURVED PORTION OF THE TERMINAL END SHOE FACING TRAFFIC

AS SPECIFIED ON THIS STANDARD.

AND TO THE CURRENT STANDARD PLAN R-60-SERIES, WHERE APPLICABLE, EXCEPT

NUTS, AND WASHERS) SHALL CONFORM TO THE CURRENT STANDARD SPECIFICATIONS

ALL POSTS, OFFSET BLOCKS, BEAM ELEMENTS, AND HARDWARE (INCLUDING BOLTS,

NOTES:

RUN OF GUARDRAIL.

GUARDRAIL APPROACH TERMINAL. PLACE REFLECTORS BEGINNING ON STANDARD

GUARDRAIL REFLECTORS AND OTHER ATTACHMENTS ARE NOT TO BE USED ON THE

SHEETING.

SHALL BE COMPLETELY COVERED WITH HIGH INTENSITY ADHESIVE REFLECTIVE

ON THE "FLEAT", THE PORTION OF THE IMPACT HEAD ASSEMBLY FACING TRAFFIC

(SRT & FLEAT)


GUARDRAIL APPROACH

1-24-2018

B.L.T.

W.K.P. 1 9R-62-H

EL

EV

ATIO

N

67

45

12

34

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

2B

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

89

OF

TR

AF

FI

C

DI

RE

CTI

ON

PL

AN

VIE

W

TYP.

67

89

54

32

1

OF

TR

AF

FI

C

DI

RE

CTI

ON

1

8

3'-0"

MI

N. 1:10 SLOPE MAX.

2'-0"

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

B

OPTION 1

(DETAILED ON SHEETS 1 THROUGH 4)

"S

KT"

GU

AR

DR

AI

L,

TY

PE

MG

S-8 *

GU

AR

DR

AI

L,

TY

PE

B

IN

FO

RM

ATI

ON)

FO

R

TY

PE

MG

S-8

GU

AR

DR

AI

L

HEI

GH

T

(S

EE

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

28"

TY

PE

B

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

B

LA

YO

UT

TO

TR

AN

SI

TI

ON

FR

OM

GU

AR

DR

AI

L,

TY

PE

MG

S-8

TO

GU

AR

DR

AI

L

*

SE

E

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

FO

R

PO

ST

SP

ACI

NG

AN

D

GU

AR

DR

AI

L


GUARDRAIL APPROACH

16"

14•

"

21"

18"

15"

12"

19•

"

16•

"

13•

"

1

2

3

4

5

6

7

8

PO

ST

9

8

PO

ST

SP

AC

ES

AT 6'-3"

= 5

0'-0"

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST 1

SH

OU

LD

ER

HI

NG

E

POI

NT

**

USI

NG 1:5

0

FL

AR

E

5

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST


OF

SHEET


DRAWN BY:



APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION



Z (

FO

R

LE

NG

TH

OF

NE

ED

CA

LC

UL

ATI

ON)

(SKT & ET-PLUS)

1-24-2018

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

OF

TR

AF

FI

C

DI

RE

CTI

ON

910

TR

AN

SI

TI

ON

TH

RI

E

BE

AM

PL

AN

VIE

W

TYP.

67

89

54

32

1

OF

TR

AF

FI

C

DI

RE

CTI

ON

1

8

3'-0"

MI

N. 1:10 SLOPE MAX.

2'-0"

6'-3"

8

PO

ST

SP

AC

ES

AT 6'-3"

= 5

0'-0"

67

45

12

34

89

28"

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E

10

34"

32"

CO

NC

ER

N

AR

EA

OF

GU

AR

DR

AI

L,

TY

PE

T

TR

AN

SI

TI

ON

HEI

GH

T

37'-6"

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

T

2 9R-62-H

EL

EV

ATIO

N

"S

KT"

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

2T

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST 1

SH

OU

LD

ER

HI

NG

E

POI

NT

16"

14•

"

21"

18"

15"

12"

19•

"

16•

"

13•

"

1

2

3

4

5

6

7

8

PO

ST

9

**

USI

NG 1:5

0

FL

AR

E

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST


OF

SHEET



Z (

FO

R

LE

NG

TH

OF

NE

ED

CA

LC

UL

ATI

ON)


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

28"

2"

GROUND LINE

3"

POST 1 DETAIL

ELEVATION SIDE

22"

GROUND LINE

WOOD BREAKAWAY POST

POST 2 DETAIL

ELEVATION SIDE

R-61-SERIES

SEE STANDARD PLAN

CABLE ASSEMBLY

WOOD BREAKAWAY POST

BEAM ELEMENT

22"

GROUND LINE


WOOD BREAKAWAY POST


SOIL PLATE


SOIL PLATE

TO BLOCK/POST)

(DO NOT ATTACH

BEAM ELEMENT

QUICK RELEASE PLATE

R-61-SERIES

SEE STANDARD PLAN

CABLE ASSEMBLY



AWAY FROM TRAFFIC

GUARDRAIL EXIT SLOT

R-61-SERIES

STEEL SLEEVE SEE STANDARD PLAN

R-61-SERIES


DIA. HOLE (TYP.)



4'-4"

\ 2•" DIA. HOLE

DIA. HOLE (TYP.)



4'-4"



CEMENT (SEE NOTES)

SEAL WITH ASPHALT ROOFING

CEMENT (SEE NOTES)

SEAL WITH ASPHALT ROOFING


OF

SHEET


BUREAU OF DEVELOPMENT STANDARD PLAN FORNOTE:

BETWEEN THE STEEL SLEEVE (SOIL TUBE) AND THE WOOD BREAKAWAY POST.

ASPHALT ROOFING CEMENT SHALL BE USED TO SEAL THE PERIMETER AREA

3 9R-62-H

R-63-SERIES

SEE STANDARD PLAN

(FLEAT-MT)

STRUT DETAIL

R-63-SERIES

SEE STANDARD PLAN

(FLEAT-MT)

STRUT DETAIL

R-63-SERIES

SEE STANDARD PLAN

(FLEAT-MT)

STRUT DETAIL

LAG SCREWS

…" DIA. x 3" LONG

DIA. HOLE (TYP.)




(SKT)

(SKT)

DIA. HOLE (TYP.)






R-61-SERIES

SEE STANDARD PLAN

SOIL PLATE

R-61-SERIES

SEE STANDARD PLAN

SOIL PLATE

R-61-SERIES

SEE STANDARD PLAN





SEE DETAIL SHEET 4.




1" DIA. WASHER

2•" DIA. HOLE

PLACE CABLE SLEEVE IN


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

22"

GROUND LINE



22"

GROUND LINE



BEAM ELEMENT

22"

GROUND LINE

POST 3 AND 4 DETAIL

BEAM ELEMENT


SOIL PLATE

R-61-SERIES


POST 5 AND 7 DETAIL

POST 6 AND 8 DETAIL


WOOD BREAKAWAY POST

BEAM ELEMENT

NOTE: BEAM ELEMENTS ARE SPLICED TOGETHER AT POST 3


6" x 8" CRT POST




6" x 8" CRT POST





4'-4" DIA. HOLE (TYP.)





BEARING PLATE

8"

4"

5"

8"

1ˆ" DIA. HOLE†" THICK PLATE

AND HEX NUT (TYP.)

LONG SPLICE BOLT

†" DIA. x 1‚"


OF

SHEET



NOTE:

4 9R-62-H

( SKT & ET-PLUS )

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

(SKT)

(SKT)

(SKT)

DIA. HOLE (TYP.)



COATED NAILS, 3" LONG MINIMUM

WOOD POST WITH 2 HOT-DIP ZINC

TOE NAIL WOOD OFFSET BLOCK TO COATED NAILS, 3" LONG MINIMUM


TOE NAIL WOOD OFFSET BLOCK TO





3 THROUGH 9)

THE SECOND, THIRD, AND FOURTH BEAM ELEMENTS ARE STANDARD RAIL. (POSTS


ASPHALT ROOFING CEMENT SHALL BE USED TO SEAL THE PERIMETER AREA TERMINAL TYPES 2B & 2T

GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

B (

ET)

OF

TR

AF

FI

C

DI

RE

CTI

ON

PL

AN

VIE

W

TYP.

67

89

54

32

1

OF

TR

AF

FI

C

DI

RE

CTI

ON

1

8

3'-0"

MI

N.

1:10 SLOPE MAX.

2'-0"

8

PO

ST

SP

AC

ES

AT 6'-3"

= 5

0'-0"

45

67

89

12

34

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E


OF

SHEET



(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

CO

NC

ER

N

AR

EA

OF

IN

FO

RM

ATI

ON)

FO

R

TY

PE

MG

S-8

GU

AR

DR

AI

L

HEI

GH

T

(S

EE

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

28"

TY

PE

B

GU

AR

DR

AI

L,

TY

PE

MG

S-8 *

GU

AR

DR

AI

L,

TY

PE

B

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

B

LA

YO

UT

TO

TR

AN

SI

TI

ON

FR

OM

GU

AR

DR

AI

L,

TY

PE

MG

S-8

TO

GU

AR

DR

AI

L

*

SE

E

ST

AN

DA

RD

PL

AN

R-6

0-

SE

RI

ES

FO

R

PO

ST

SP

ACI

NG

AN

D

GU

AR

DR

AI

L

OPTION 2

5 9R-62-H

EL

EV

ATIO

N

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

2B

"E

T-P

LU

S"

SH

OU

LD

ER

HI

NG

E

POI

NT

16"

14•

"

21"

18"

15"

12"

19•

"

16•

"

13•

"

1

2

3

4

5

6

7

8

PO

ST

9

**

USI

NG 1:5

0

FL

AR

E

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S 1, 3, 5

AN

D 7

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

LI

NE

OF

FS

ET

DI

ST

AN

CE

**

PO

ST

Z (

FO

R

LE

NG

TH

OF

NE

ED

CA

LC

UL

ATI

ON)

(DETAILED ON SHEETS 5 THROUGH 8 AND 9)


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

28"

10

34"

32"

45

67

89

OF

TR

AF

FI

C

DI

RE

CTI

ON

12

34

CO

NC

ER

N

AR

EA

OF

(X)

GU

AR

DR

AI

L

LE

NG

TH

OF

NE

ED

GU

AR

DR

AI

L,

TY

PE

T10

GU

AR

DR

AI

L

AP

PR

OA

CH

TE

RMI

NA

L

TY

PE 2

T (

ET)

TR

AN

SI

TI

ON

TH

RI

E

BE

AM

TR

AN

SI

TI

ON

HEI

GH

T

PL

AN

VIE

W

TYP.

67

89

54

32

1

OF

TR

AF

FI

C

DI

RE

CTI

ON

1

8

3'-0"

MI

N.

1:10 SLOPE MAX.

2'-0"

8

PO

ST

SP

AC

ES

AT 6'-3"

= 5

0'-0"

6'-3"

37'-6"

OF

TH

E

ST

AN

DA

RD

GU

AR

DR

AI

L

SE

CTI

ON

FA

CE

OF

TH

E

LA

ST

TW

O

OF

FS

ET

BL

OC

KS

TA

NG

EN

T

LI

NE

PR

OJ

EC

TE

D

FR

OM

TH

E


OF

SHEET



6 9R-62-H

EL

EV

ATIO

N

GU

AR

DR

AIL

AP

PR

OA

CH

TE

RMIN

AL

TY

PE

2T

"E

T-P

LU

S"

16"

14•

"

21"

18"

15"

12"

19•

"

16•

"

13•

"

1

2

3

4

5

6

7

8

PO

ST

9

**

USI

NG 1:5

0

FL

AR

E

SH

OU

LD

ER

HI

NG

E

POI

NT

DO

NO

T

AT

TA

CH

TH

E

BE

AM

EL

EM

EN

T

TO

PO

ST

S

1, 3, 5

AN

D 7

TO

CE

NT

ER

OF

PO

ST)

(F

RO

M

TA

NG

EN

T

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NE

OF

FS

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DI

ST

AN

CE

**

PO

ST

Z (

FO

R

LE

NG

TH

OF

NE

ED

CA

LC

UL

ATI

ON)


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

28"

2"

GROUND LINE

3"

CABLE ANCHOR

POST 1 DETAIL

22"

GROUND LINE

GUARDRAIL EXTRUDER GUARDRAIL EXTRUDER

ELEVATION SIDE

22"

GROUND LINE



WOOD BREAKAWAY POST

ELEVATION SIDE


WOOD BREAKAWAY POST


SOIL PLATE

R-61-SERIES

SEE STANDARD PLAN

CABLE ASSEMBLY

WOOD BREAKAWAY POST

BEAM ELEMENT

AWAY FROM TRAFFIC

GUARDRAIL EXIT SLOT


SOIL PLATE

TO BLOCK/POST)

(DO NOT ATTACH

BEAM ELEMENT

LAG SCREWS

…" DIA. x 4" LONG

4'-

4" DIA. HOLE (TYP.)



\ 2•" DIA. HOLE

4'-4" DIA. HOLE (TYP.)



POST 2 DETAIL

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT


OF

SHEET



7 9R-62-H

(ET-PLUS)

(ET-PLUS)

R-61-SERIES

SEE STANDARD PLAN

CABLE ASSEMBLY

R-61-SERIES

SEE STANDARD PLAN

ASSEMBLY

STRUT AND YOKE





R-61-SERIES

SEE STANDARD PLAN

SOIL PLATE

R-61-SERIES

SEE STANDARD PLAN

SOIL PLATE

DIA. HOLE (TYP.)




DIA. HOLE (TYP.)




SEE DETAIL SHEET 4.




1" DIA. WASHER




2•" DIA. HOLE

PLACE CABLE SLEEVE IN


STEEL SLEEVE

\ 2•" DIA. HOLE


STEEL SLEEVE


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018

22"

GROUND LINE

22"

22"

GROUND LINE



BEAM ELEMENT

GROUND LINE



BEAM ELEMENT

NOTE: POST 9 IS A STANDARD LINE POST.


SOIL PLATE

POST 4 DETAIL

POST 6, AND 8 DETAILPOST 5 AND 7 DETAIL

22"

GROUND LINE


SOIL PLATE

POST 3 DETAIL

TO BLOCK/POST)

(DO NOT ATTACH

BEAM ELEMENT4'-

4"

AND HEX NUT (TYP.)

LONG SPLICE BOLT

†" DIA. x 1‚"

4'-

4" DIA. HOLE (TYP.)



DIA. HOLE (TYP.)








6" x 8" CRT POST


6" x 8" CRT POST





AND HEX NUT (TYP.)

LONG SPLICE BOLT

†" DIA. x 1‚"

TO BLOCK/POST)

(DO NOT ATTACH

BEAM ELEMENT


OF

SHEET



8 9R-62-H

(ET-PLUS) (ET-PLUS)

(ET-PLUS) (ET-PLUS)


WOOD BREAKAWAY POST



(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT


WOOD BREAKAWAY POST



(SEE NOTES)

ROOFING CEMENT

SEAL WITH ASPHALT

DIA. HOLE (TYP.)



DIA. HOLE (TYP.)















NOTE:


STEEL SLEEVE


STEEL SLEEVE


3 THROUGH 9)

THE SECOND, THIRD, AND FOURTH BEAM ELEMENTS ARE STANDARD RAIL. (POSTS


ASPHALT ROOFING CEMENT SHALL BE USED TO SEAL THE PERIMETER AREA TERMINAL TYPES 2B & 2T

GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018


OF

SHEET



9 9R-62-H

ALL 1:10 SLOPES SHALL BE GRADED TO CLASS A SLOPE TOLERANCES.

THE LEFT SIDE

TRAFFIC PASSING ON

BOTH SIDES

TRAFFIC PASSING ON

(NOTE: ALTERNATE 3" BLACK AND 3" YELLOW STRIPES ON A 45° ANGLE)

USE REFLECTIVE SHEETING ACCORDING TO THE FOLLOWING TRAFFIC CONDITIONS:

THE RIGHT SIDE

TRAFFIC PASSING ON

APPLICABLE, EXCEPT AS SPECIFIED ON THIS STANDARD.

SPECIFICATIONS AND TO THE CURRENT STANDARD PLAN R-60-SERIES, WHERE

BOLTS, NUTS, AND WASHERS) SHALL CONFORM TO THE CURRENT STANDARD

ALL POSTS, OFFSET BLOCKS, BEAM ELEMENTS, AND HARDWARE (INCLUDING

NOTES:

COMPLETELY COVERED WITH HIGH INTENSITY ADHESIVE REFLECTIVE SHEETING.

THE PORTION OF THE IMPACT HEAD ASSEMBLY FACING TRAFFIC SHALL BE

POST 1).

(WITHOUT THE 1'-0" OFFSET FROM THE TANGENT LINE TO THE TRAFFIC FACE OF

GUARDRAIL APPROACH TERMINAL TYPES 2B & 2T CAN BE INSTALLED STRAIGHT

WHEN SITE CONDITIONS WARRANT AND WITH THE APPROVAL OF THE ENGINEER,

RUN OF GUARDRAIL.

GUARDRAIL APPROACH TERMINAL. PLACE REFLECTORS BEGINNING ON STANDARD

GUARDRAIL REFLECTORS AND OTHER ATTACHMENTS ARE NOT TO BE USED ON THE


GUARDRAIL APPROACH

(SKT & ET-PLUS)

1-24-2018


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

ER

CO

NC

RE

TE

GL

AR

E

SC

RE

EN

CO

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

RE

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

RE

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

1.02.03 (revised 4-21-2014) Vicinity Maps

A vicinity map may be required for projects involving new route locations or significant right-of-way acquisitions. The map may be drawn to any recognized scale which is at least 750 scale (1"=750'), that permits showing the entire project on one plan sheet, whenever possible. A scale smaller than 750 scale is not recommended because of its inability to display detail. The level of detail may vary as needed and might include some of the following items: centerline right-of-way limits topographical features such as county

roads, city limits, lakes, rivers, railroads, drainage courses, etc.

section corners, ¼ corners, section numbers and lines, township and range, north arrow

The vicinity map may be combined with the drainage map at the discretion of the Designer. 1.02.04 (revised 1-29-2018) Drainage Maps The drainage map should show ditch lines using arrows to show the direction of flow, culverts, bridges, etc., for both existing and proposed conditions. Drainage structure sizes, both upstream and downstream, should also be shown. Show all county drains within the project limits. When a drainage course is a county drain, it should be indicated on the plans and drainage sheet. If the survey does not indicate the information, check with the MDOT Drainage Coordinator in the Environmental Section of the Bureau of Highways

1.02.04 (continued) The R.O.W width for the county drain must be shown on the plans. If the drain has no specified R.O.W. width, it should be wide enough to allow working room for maintaining the drains outside the highway R.O.W. Right of way widths should always be coordinated with the MDOT Drainage Coordinator (Utilities Design Supervising Engineer), the respective Region/TSC Drainage Coordinators(s) and verified by the County Drain Commissioner. An additional drainage sheet may be required on urban projects showing existing sewers and structures. Upon completion of the drainage design, proposed sewers, structures, and their quantities may be added to this sheet. The drainage map should also include the following items or information: The direction of flow for all existing and

proposed ditches, drains, sewers and culverts

North Arrow Names of streets, highways, county roads,

railroads, rivers, etc. Outline of the proposed road Tabulation of drainage data for all culverts

30” or greater in diameter Drainage districts For small or intermediate sized culverts the tabulation only needs to include design runoff and the drainage area. Drainage areas which are equal to or greater than 2 square miles require a more elaborate tabulation. (See MDOT Drainage Manual Section 5.3.4 for information on this tabulation.)

MICHIGAN DESIGN MANUAL ROAD DESIGN 3.05 Section deleted. 3.06 (revised 1-29-2018) DESIGN SPEED Design speed is a selected speed used to determine the various geometric design features of the roadway. Once selected, all of the pertinent design features of the highway should be related to the design speed to obtain a balanced design. 4R projects: Where practical, it is MDOT desirable practice to design roadway geometrics for new construction or reconstruction based on a recommended project design speed 5 mph greater than the posted speed. This practice is founded in research that shows actual operating speeds are typically greater than the posted speeds. Design speeds shown in Appendix 3A are applicable for 4R projects. 3R projects: For freeway 3R projects, the minimum design speed is the design speed approved at the time of original construction or reconstruction, whichever is most recent. Design speeds used for non-freeway 3R projects are shown in Section 3.09.02. However, if the original posted speed has been raised, the designer may use the design speed approved at the time of original construction or reconstruction, whichever is most recent. Also See Section 3.08.01C for information on combined 3R and 4R work.

3.06 (continued) The project design speed to be recorded on the title sheet is the predominant selected design speed. This will be either the MDOT recommended design speed (Appendix 3A or Section 3.09.02A & 3.09.02B) or if applicable, the matched original construction/latest preceding 4R design speed allowed for 3R projects. If the highest attainable design corresponds to criteria for speeds less than the minimum design speed, a design exception or variance must be submitted for approval. For additional information see Section 14.11. Documentation must be for each geometric element and not a blanket statement applying to all geometric elements. A design speed reduction for individual geometric elements does not redefine the overall “project design speed”.

MICHIGAN DESIGN MANUAL ROAD DESIGN 3.09 NON-FREEWAY RESURFACING, RESTORATION AND REHABILITATION (3R) MINIMUM DESIGN GUIDELINES 3.09.01 (revised 1-6-99) General The intent of the 3R guidelines is to extend the useful life of existing roadways and enhance safety while incurring minimal aesthetic and environmental disturbance and economic burden. Often, design guidelines used for new and major reconstruction are not cost effective on 3R projects. Where economically and physically practical, design guidelines should be according to AASHTO requirements to insure the greatest traffic service. The ultimate goal is to improve operating conditions and provide highways that are reasonably safe and fit for travel. 3R guidelines are divided into three categories that are addressed in subsequent sections of this chapter. These are NHS, Non-NHS and 3R Safety Considerations. They apply strictly to non-freeway applications. Guidelines for freeway 3R and 4R type work are addressed separately in Section 3.11.

3.09.02 (revised 1-29-2018) 3R Minimum Guidelines Minimum guidelines for controlling design elements shall be according to the following:

MICHIGAN DESIGN MANUAL ROAD DESIGN 3.09.02 (continued) A. Non-Freeway, NHS

Geometric Elements Non-Freeway, NHS 3R Minimum Guidelines

Design Speed

(see Section 3.06) Posted Speed Minimum

Shoulder Width

NOTE: Minimum shoulder widths apply for posted speeds greater than 45 mph. Restrictions such as right of way and roadside context sensitivity issues may preclude the use of minimum shoulders within city, village or township limits with posted speeds of 45 mph and less.

Current ADT Two-Way

Inside Shoulder

Outside Shoulder

Two Lane

(and three lane when the center lane is

a left turn lane)

<750

750 - 5000

>5000 - 10,000

>10,000

3'-0" Gravel

6'-0" (3'-0" Paved)

8'-0" (3'-0" Paved)

8'-0" (7'-0" Paved)

Multi-Lane Undivided

≤ 10,000 > 10,000

6'-0" (3'-0" Paved) 8'-0" (3'-0" Paved)

Multi-Lane Divided

≤ 10,000 > 10,000

3'-0" Paved 3'-0" Paved

6'-0" (3'-0" Paved) 8'-0" (3'-0" Paved)

See Bridge Design Manual Appendix 12.02 for Bridge Widths

Lane Width

ADT Lane Width

≤750

>750

10'-0"

11'-0" 10'-0" lanes may be considered in urban areas for multi-lane un-divided (regardless of ADT) and multi-lane divided (ADT < 10,000). 12'-0" lanes are desirable on the Priority Commercial Network (PCN). 12'-0" lanes are required on the National Network (also known as the National Truck Network). Design Exceptions / Design Variances to maintain existing narrower lanes generally receive favorable consideration but a high burden of justification is placed on requests to reduce lane widths to less than 12’-0".

Design Loading Structural Capacity

Rural Urban

Minimum Design Loading HS20. Minimum Design Loading HS20.

(See Bridge Design Manual Appendix 12.02 for other trunkline classifications)

Horizontal Curve Radius and

Stopping Sight Distance

Existing curve radius and stopping sight distance may be retained if the design speed of the existing curve is not more than 15 mph below the project design speed and there is no crash concentration. Otherwise standards for new construction apply. See 2011 6th Edition AASHTO Green Book or MDOT Sight Distance Guidelines.

Maximum Grade Review crash data. Existing grade may be retained without crash concentration.

Cross Slopes Traveled way 1.5% - 2%, Shoulder see Section 6.05.05

Superelevation Rate Standard Plan R-107-Series or reduced maximum (6%) Straight Line Superelevation Chart using the project design speed.

Vertical Clearance See Section 3.12.

Appendix 3A

GEOMETRIC DESIGN ELEMENTS New Construction / Reconstruction

3A-1

Element Urban Rural

Design Speed

Freeway The greater of posted speed, or 60 mph. The greater of posted speed, or 70 mph. Non

Freeway (Arterial)

The greater of posted speed, or 30 mph. The greater of posted speed, or 40 mph..

Collector Roads

Posted speed (minimum). Posted speed (minimum)..

Lane Width

Freeway 12 ft. 12 ft.

Non Freeway (Arterial)

12 ft, lanes are most desirable and should be used where practical. 11 ft. lanes are often used for low speed (45 mph design) Lane widths of 10 ft. may be used in more constrained areas where truck and bus volumes are relatively low and speeds are less than 35 mph. 12 ft. lanes are required on the National Network (NN).

Design Speed, (mph)

Minimum Lane Width, ft. ADT, vehicles/day

Under 400

400 to 1500

1500 to 2000

Over 2000

40 45 50 55 60 65 70 75

11* 11* 11* 11* 12 12 12 12

11* 11* 11* 11* 12 12 12 12

11* 11* 12 12 12 12 12 12

12 12 12 12 12 12 12 12

*12 ft. desirable

Collector Roads

Added turn lanes at intersections 10-12 ft. Where right-of-way is restricted. 11 ft. Industrial Areas 12 ft.

Design Speed, (mph)

Minimum Lane Width, ft. ADT, vehicles/day

Under 400

400 to 1500

1500 to 2000

Over 2000

20 25 30 35 40 45 50 55 60

10* 10* 10* 10* 10* 10* 10* 11* 11*

10* 10* 10* 11* 11* 11* 11* 11* 11*

11* 11* 11* 11* 11* 11* 11* 12 12

12 12 12 12 12 12 12 12 12

Where shoulders are used, see guidelines for Rural Collectors

*12 ft. desirable


ROAD DESIGN

CHAPTER 5

INDEX

RIGHT OF WAY 5.01 REFERENCES 5.02 GLOSSARY OF TERMS 5.03 GENERAL 5.03.01 R.O.W. Plans 5.04 R.O.W. WIDTHS 5.05 URBAN R.O.W. 5.05.01 Urban Expressways 5.05.02 Consent to Construct Sidewalk 5.06 LIMITED ACCESS R.O.W. AT RAMP INTERSECTIONS 5.07 TURNBACK PROJECTS 5.08 TYPES OF R.O.W. EASEMENTS OR CONVEYANCE FOR DRAINAGE 5.08.01 Special Ditches 5.08.02 County Drains 5.08.03 Drainage Structures 5.08.04 Retention Basins 5.09 DRIVEWAYS 5.10 R.O.W. AT RAILROAD CROSSINGS 5.11 CONSENT TO GRADE 5.12 POTENTIALLY CONTAMINATED SITES


ROAD DESIGN

CHAPTER 5 RIGHT OF WAY INDEX (continued) 5.13 TEMPORARY FENCE 5.14 PRESERVING R.O.W. LOCATION 5.14.01 Government Corners 5.14.02 Alignment Monuments 5.14.03 R.O.W. Monuments 5.15 REST AREAS AND WEIGH STATIONS 5.16 RIGHT OF WAY PLAN SUBMITTAL 5.16.01 Environmental Clearance 5.16.02 Public Hearing Certification 5.16.03 Transmittal of Plans and Material 5.16.04 R.O.W. Forms 5.17 BASE PLANS (PRELIMINARY R.O.W. PLANS) 5.18 REQUIREMENTS FOR BASE PLANS (PRELIMINARY R.O.W. PLANS) 5.19 PRELIMINARY PLANS (FINAL R.O.W.) 5.20 REQUIREMENTS FOR PRELIMINARY PLANS (FINAL R.O.W.) 5.21 R.O.W. REVISIONS 5.22 MINOR CONSTRUCTION CHANGES FORM 5.22.01 Showing Excess Property on Plans 5.22.02 Site Clearance 5.23 R.O.W. SUMMARY 5.24 R.O.W. SKETCHES


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CHAPTER 5

RIGHT OF WAY 5.01 REFERENCES Operating Instruction 8503.01, Acquisition of Right of Way from or for Railroads. 5.02 (revised 1-29-2018) GLOSSARY OF TERMS Abandonment - Legally, cessation of use of R.O.W. or activity thereon with no intention to reclaim or use again. Sometimes erroneously called "vacation". Divisional usage: relinquishment of control to a subordinate governmental unit, e.g., county. Acquisition or Taking - The process of obtaining R.O.W. Air Rights - The property rights for the control or specific use of a designated airspace involving a highway. Appraisal - An estimate of quantity, quality, or value. The process through which conclusions of property value are obtained; also commonly the report setting forth such estimate and conclusion and the different variables and calculations used to reach such conclusion. Award - The determination rendered by a judge, jury, or commission upon a controversy submitted to them, such as value of real property or damage thereto. Clear Vision Corner - A corner of an at grade intersection from which all obstructions have been removed and on which no construction or growth is allowed that will interfere with a line of sight established according to principles of safety. Generally requires property beyond the normal R.O.W., triangular in shape with the longer leg along the major highway. Clear vision corner R.O.W. is generally limited access.

5.02 (continued) Compensation - Indemnification; payment of damages; and equivalent in money for a loss sustained and given for property taken or for an injury done to another. Condemnation - The process by which property is acquired for highway and public purposes through legal proceedings under power of eminent domain. Condemnation Trial - A step in the condemnation procedure, conducted by a judge in a court of law, in which the Department is represented by the Attorney General, where the amount of compensation to be paid to a property owner is determined. Consents Consent to Construct Temporary Drive - The right to enter and to construct a temporary drive upon a specific area of land, which right will expire at the completion of the construction of the described project. Said temporary drive is to be removed at the end of said construction and the underlying lands returned as nearly as possible to their former condition. Consent to Grade - The right to enter upon a specific area of land for the purpose of grading, including the right to grade and/or alter the underlying lands, which right will expire at the completion of the construction of the described project, or upon a specified date. Consequential Damages - Loss in value of a parcel, no portion of which is acquired, resulting from a highway improvement. Control of Access - The condition where the right of owners or occupants of abutting land or other persons to access, light, air, or view in connection with a highway is fully or partially controlled by public authority.


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5.02 (continued) GLOSSARY OF TERMS Deed - A duly attested written instrument, conveying real property or an interest therein. Deed, Quitclaim - A deed conveying, without warranty, any title, interest, or claim that the grantor may have in the estate conveyed. Deed, Warranty - A deed containing covenants by the grantor, for himself/herself and his/her heirs, to the grantee and his/her heirs, to warrant and defend the title and possession of the estate conveyed. Drainage Easement - An easement for directing the flow of water and to allow construction and maintenance of sewers, ditches, and such. Easement - An interest or right held by one person in land owned by another person whereby the first person is accorded partial use of such land for a specific purpose. An easement restricts but does not abridge the rights of the fee owner to the use and enjoyment of the easement holder's rights. Eminent Domain - The power to take private property for public use. Eminent domain gives the government the right to take possession of private property in the manner directed by the Constitution and the laws whenever the public interest requires it. Encroachment - Any structure illegally erected within or overhanging the R.O.W. and attached to the land, such as a fence, building, or gasoline pump. Has been expanded to include occupation of the R.O.W., e.g., parking vehicles offered for sale.

5.02 (continued) Fee Simple, also Fee and Fee Simple Absolute - Full, complete ownership of land. It is free from liens, judgments, easements, and in fact, all encumbrances. Government Corner - Also called a Public Land Survey System (PLSS) corner, means the corners established in the original government survey of the state. The original surveys in Michigan first established the Township boundaries. Then, in an orderly sequence, subdivided the townships into sections NOMINALLY one mile square. The PLSS corners marking the four corners of a section are more specifically termed Section Corners. The sections are nominally divided into four parts by Quarter Corners approximately half way between the section corners. Nearly all land in Michigan, including state highways, is described by reference from one or more government corners. There are generally four section corners (Northeast, Southeast, Southwest and Northwest) for each section, one defining each corner of this section. Often a section corner is a common point for one to three other sections. Section lines are the lines from section corner to quarter corner around the outside of each section. There are often "Double" corners along township lines. Preservation of the monuments marking the location of PLSS corners is required by Michigan Act 74, P.A. 1970, as amended. Michigan Act 345 of 1990 is an act to re-monument all the corners of the state over a 20 year period. Highest and Best Use - The most profitable use, reasonable, but not speculative or conjectural to which property may be put in the future. Just Compensation - A full and fair equivalent for the loss sustained by the owner as a result of taking or damaging of private property for highway purposes.


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5.02 (continued) GLOSSARY OF TERMS Legal Description - A description of real property by government survey, metes and bounds, or lot numbers of a recorded plat including a description of any portion thereof subject to an easement of reservation, if any. Market Value - The highest price for which property can be sold in the open market by a willing seller to a willing purchaser, neither acting under compulsion and both exercising reasonable judgement. Necessity Hearing - A step in the condemnation procedure, conducted by a judge in a court of law, in which the Department is represented by the Attorney General, wherein the desirability of the project and the need for the particular parcel is determined. Negotiation - The process by which property is sought to be acquired for highway purposes through discussion, conference, and final agreement upon the terms of a voluntary transfer of such property. Partial Taking - Acquisition of a portion of a parcel of property.

5.02 (continued) Plats Subdivision - An official map showing the division of a tract or area into lots for use or occupancy. Plat development is regulated under Act 288, P.A. 1968 and local ordinance. Plats are recorded in the office of the Register of Deeds in the counties and filed with the Subdivision Control Unit of the Department of Commerce. Most plats identify and dedicate R.O.W. within and bordering the subdivision. Subdivisions are identified with a unique title or name and the name of the owner or developer. Assessor's Plats and/or Supervisor's Plats are established for the convenience of a local authority for tax or assessment purposes. The assessing officer will certify that the local governmental authority has acquired title to the highways, streets, alleys, and public places shown on said assessor's plat by reason of purchase, dedication, condemnation, or adverse possession for public use; and if there are any to which the local governmental authority has not acquired title for public use, the extent of their use shall be plainly stated. (The language of the statute pertains to the use of roads, streets, etc., to which title has not been acquired and not to the character and the rights of lot owners or others or the ownership of the land itself. In other words, such plats cannot dedicate R.O.W. for public use; they can only certify R.O.W. as it actually is or the use to which it is being put.)


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5.02 (continued) GLOSSARY OF TERMS Possession and Use Agreement (P&U) - A form used when negotiations cannot be completed by the Real Estate agent and the owner has no objection to the State's taking possession of the land and commencing construction prior to determination of compensation. Private Claim - A parcel of land which was in private ownership at the time United States sovereignty was established. Private claims are numbered and almost always abut navigable waters. These claims were surveyed prior the General Land Office survey in Michigan are not a part of the rectangular Public Land Survey System. Property Controlling Corner - A public land survey corner or any property corner which does not lie on a property line of the property in question but which controls the location of one or more property corners of the property in question. Property Corner - A geographic point on the surface of the earth which is on, is a part of, and controls a property line. Remainder - The portion or portions of a land ownership that remain after a public use (Eminent Domain) acquisition has been taken from that ownership. Remnant - A remainder of land so small or irregular that it usually has little or no economic value to the owner. Right of Entry - The lawful right to enter upon a parcel of land, which is in the process of being acquired, for the purpose of beginning the construction, or processes related to construction (drilling, testing, etc.) of a public project.

5.02 (continued) Right of Way - (R.O.W.) - The entire area reserved for the construction, operation, and maintenance of the roadway and the improvement of the roadside. Right of way will either be free access or limited access. Limited access right of way is when the inherent right of access to a public highway by the abutting owner or occupant is acquired along with the title to the right of way. Right of Way Appraisal - A determination of the market value of property including damages, if any, in advance of acquisition. Right of Way Marker - A signpost of wood, concrete, or metal construction which served as an indicator of the approximate location of right-of-way along public ways. The signpost was painted or otherwise labeled with "R/W". The signpost extended well above the surface of the ground in order to be readily visible to the public and the abutting landowners. Right-of-way markers were used to mark section line intersections, changes in R.O.W. widths, the beginning and ending of curved right-of-way lines, and other locations that would benefit landowners and the public. Right-of-way markers were not usually set along limited access roadways. Right-of-way markers and fencing were not placed by professional surveyors and were not intended to define the limits of roadway R.O.W. Right of Way Monument - A right-of-way monument is placed by a professional surveyor to identify a corner or a point-on-line of right-of-way. Right-of-way monuments are set flush with the ground surface or slightly below to increase their stability and survivability. Monuments are stamped with a monument number and the license number of the professional surveyor responsible for setting the monument. Right-of-way monuments are set in locations where fee title has been acquired and are intended to define the boundaries of such lands.


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5.02 (continued) GLOSSARY OF TERMS Riparian Rights - The property and other rights of an owner of waterfront property in the bed, banks and water of a lake or stream. Riparian rights cannot be severed from the upland parcel to which they accrue. Roadside Control - The public regulation of the roadside to improve highway safety, expedite the free flow of traffic, safeguard present and future highway investment, conserve abutting property values, or to preserve the attractiveness of the landscape. Roadway - The part of the R.O.W. required for construction, limited by the outside edges of slopes and including ditches, channels and all structures pertaining to the work. In short, the area between slope stake lines. Scenic Easement - An easement for conservation and development of roadside views and natural features. Setback Lines - A line established by zoning ordinance, deed restriction or custom regulating the distance from the R.O.W. line of a street or highway to the point where improvements may be constructed. Sight Line Easement - An easement for maintaining or improving the sight distance. Slope Stake Line - The limits of the designed roadway cross section where the finished side slope of an excavation or embankment meets the surface of the existing ground. It is detailed on the plans as a dashed line and marked in the field by marked stakes (slope stakes).

5.02 (continued) Statutory Right of Way - The right of way of roads established by “use”, where no other right of way was established by dedication or purchase. This right of way is defined by statutes and generally accepted to be 66', 33' either side of the centerline of the traveled way, or where the road is along section or quarter section lines, the right of way is measured 33' either side of those lines. Step-1 Authority - Authority from the FHWA to secure title information. Step-2 Authority - Authority from the FHWA to proceed with appraisals, negotiations, and actual acquisition. Stipulated Settlement - An agreement in an active court case under court jurisdiction which settles an issue or the entire case between contending parties without a judge's or jury's decision. It further must be approved by the court and made a matter of record. Title - The evidence of a person's right to the property or the right itself. Title Insurance Commitment - A document issued to a prospective land purchaser by a title insurance company by which the company agrees to issue a title insurance policy on that parcel of land. The commitment contains the recorded legal description of the land, the name and address of the present owner, the title search findings, such as, chain of title information, title encumbrances, liens, easements, tax payment information, and the terms and conditions by which the insurance company is willing to guarantee title. Title Search - An investigation of public records and documents to ascertain the history and present status of title to property, including ownership, liens, charges, encumbrances, and other interests.


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5.03 (revised 1-29-2018) GENERAL Right of Way studies of a preliminary nature are nearly always made before the final survey is started. Right of way is decidedly a prominent part of a set of plans and should be carefully reviewed for the entire project before preliminary plans are started. Acquisition of R.O.W. is often difficult, expensive, and time consuming, and it is the responsibility of the Design Engineer to expedite all plan work pertaining to R.O.W. matters. 5.03.01 (revised 1-29-2018) R.O.W. Plans The purpose of R.O.W. plans is to furnish the Development Services Division with plans that have the requirements outlined in sufficient detail so that proper descriptions can be prepared and the land acquired for construction purposes. The information on the plans is used in drawing up various instruments such as deeds, releases, easements, etc., and in legally describing and locating the various parcels of land referred to in these instruments. The right of way information provide in the plans are used by agents in making appraisals, property purchases for court actions when necessary, and for record purposes.

5.04 (revised 9-20-2010) R.O.W. WIDTHS The proposed R.O.W. width should be sufficient to accommodate the planned roadway. Federal regulations specify "The State shall acquire rights-of-way of such nature and extent as are adequate for the construction, operation, and maintenance of a project." AASHTO guidelines specify that "right-of-way widths should not be less than that required for all elements of the highway cross section and appropriate border areas." Anticipated traffic volume, stage construction, real estate values, winter snow removal and storage difficulties, flat or rolling country, etc., should be considered in the selection of R.O.W. widths. It is essential that the R.O.W. width selected will meet all the requirements of ultimate construction as determined by careful highway planning. As a rule, proposed R.O.W. or a consent to grade are based on slope stake lines. A general rule of thumb is to provide 7' to 10' from the slope stake line to the proposed R.O.W. or consent to grade limits, although proposed R.O.W. should not be jogged too often to follow the slope stake line. Some engineering judgement is required. The methods of acquisition are not explained in detail, however, it is the intent that R.O.W. be available for the maintenance of the total width including such drainage as may be necessary. It is desirable, whenever local conditions will permit, to call for a uniform width of R.O.W. through a specific property, rather than to break it into a series of varying widths. Logical breaks or points of change are at fence lines or property lines that intersect the project. In the majority of cases, the property owner will prefer this method of R.O.W. acquisition. If the road can be built on less than the standard width, in order to avoid costly building relocation, the R.O.W. is frequently "jogged". However, care should be exercised in this practice because many times when the R.O.W. is jogged to miss the buildings they still suffer substantial damage, thus the jogging may not be justified.


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5.05 URBAN R.O.W. Where all or portions of a project are located in urban areas, R.O.W. may be limited to the width determined by municipal planning or to existing R.O.W. Portions within urban boundaries that have never been developed should be set up the same as for rural projects. Occasionally, because of the increased width of the proposed surface, additional R.O.W. is needed. In this case the new width is determined by the Department, and the designer should become familiar with whatever agreements or decisions are made. 5.05.01 (revised 1-29-2018) Urban Expressways Right of way is of primary importance in urban expressway design. Modern expressways are designed to provide roadways of sufficient width to carry large volumes of traffic frequently including frontage roads and access ramps, requiring R.O.W. widths of 300' to 400'. Obviously, a strip of land of this width cutting across a city is very costly and disruptive, and the work involved in securing the necessary properties requires a lot of time. Construction that is slowed by R.O.W. acquisition may further be delayed by the moving and razing of many buildings. Base Plans (Preliminary R.O.W.), although not exact and thus subject to revision, should be placed on file in the city's offices and used as a criterion for the issuing of building permits in areas where construction is planned in the near future. 5.05.02 (revised 1-29-2018) Consent to Construct Sidewalk Whenever feasible, new or reconstructed sidewalk should be placed 1 foot minimum inside the existing or proposed R.O.W. line (as determined by a Professional Surveyor). When the proposed sidewalk grading limits extend outside the R.O.W., a Consent to Construct Sidewalk (Form 0640C) is requested. The consent obtains permission

5.05.02 (continued) from and/or gives notice to the adjacent property owner of the Department’s intent to construct new and/or to replace existing sidewalks within the existing or proposed R.O.W. See application #3 on the following page for proposed sidewalk remaining outside the R.O.W. Show slope stake lines to determine the impact to the property. The Development Services Division will make an estimate of just compensation for the consent. Most communities require the property owner to pay for their own sidewalks. Therefore, when MDOT pays for placing/replacing the sidewalk as part of project expense, the consent may be considered a mutual benefit between the property owner and MDOT. After review, the MDOT Development Services Division may determine that compensation for the required R.O.W. and other site improvements (fences, bushes, signs, etc.) is necessary. Consent is noted at each applicable location as:

Consent to Construct Sidewalk

Listed below are several applications for use of the Consent to Construct Sidewalk and options in the event of failure to obtain consent or easements. Gapping out sidewalk construction in areas with consent or easement conflicts is not an acceptable option. Sidewalk accessibility must be provided for persons with disabilities according to the Americans with Disability Act (ADA) of 1990. When constructing sidewalk, the Department is responsible for meeting ADA accessibility requirements for the public sidewalk. The area outside these limits may require restoration of existing private connection to the sidewalk. Regardless of whether or not consent is granted, accessibility impact should be discussed with the property owner during consent negotiations. See Section 6.08.06 for information on accessibility requirements for private connections to sidewalks.


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5.05.02 (continued) Consent to Construct Sidewalk 1. Existing sidewalk extends to the face

of buildings - In the downtown business districts, many businesses are on the R.O.W. line or just beyond the R.O.W. line. If the existing sidewalk is being reconstructed to the face of a building, obtain the Consent to Construct Sidewalk. No easement would be required if the pedestrian travel zone of the sidewalk is within the existing R.O.W. The consent requested would include construction of the sidewalk frontage zone located outside the existing R.O.W. to add aesthetic value to the business property. If the consent is not granted, MDOT may elect to delete the parcel and construct the sidewalk to the R.O.W. line leaving the remaining portion of old sidewalk to the face of the building with consideration for accessibility as previously stated.

2. Existing sidewalk to be replaced in

existing R.O.W., but grading is needed outside existing R.O.W.- Many communities have the existing sidewalks constructed one foot inside the R.O.W. line. If the proposed sidewalk requires a slope stake line outside the existing R.O.W., obtain the Consent to Construct Sidewalk. This consent allows for reconstructing the sidewalk within the existing R.O.W. and placing fill material and/or excavating the back slope on the private property to construct the sidewalk to the proper line and grade. If the consent to construct sidewalk is refused during negotiations, MDOT may elect to delete the parcel and build retaining walls with possible fencing or guardrail to keep the sidewalk and associated grading within the R.O.W. with consideration for accessibility as previously stated. If construction of the sidewalk cannot be accommodated within the existing R.O.W. or by consent, MDOT will be required to condemn for either the consent to construct sidewalk or an easement in order to construct the new sidewalk

5.05.02 (continued) 3. Sidewalk Partially Outside R.O.W. -

When a slope stake line falls within any portion of an existing sidewalk that is either outside or partially outside the R.O.W., obtain a Consent to Construct Sidewalk. The consent allows for reconstructing a new sidewalk within the existing R.O.W. and removing that portion of existing sidewalk outside the existing R.O.W. If a proposed new or reconstructed continuous sidewalk is to remain partially outside the R.O.W., MDOT must acquire some form of permanent easement, or fee R.O.W. for the sidewalk remaining outside the existing R.O.W. Although MDOT is not responsible for the future maintenance or repair of the sidewalk, the easement ensures the preservation of a sidewalk width compliant with ADA requirements. For tying in short intermittent alterations to existing sidewalk outside the right of way see #5. If the consent or easement is refused by the property owner, MDOT may elect to delete the parcel, remove and replace that portion of the sidewalk within the R.O.W. and build retaining walls with possible fencing or guardrail to keep the sidewalk and associated grading within the R.O.W. As previously stated, accessibility impacts should be addressed during consent negotiations. If construction of the sidewalk cannot be accommodated within the existing R.O.W. or by consent, MDOT will be required to condemn for either the consent to construct sidewalk or easement in order to construct the new sidewalk.


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5.05.02 (continued) Consent to Construct Sidewalk 4. Constructing Sidewalk Outside

Existing R.O.W. - When sidewalk is constructed or reconstructed outside the existing R.O.W. MDOT will acquire some type of permanent R.O.W., easement or fee R.O.W. to construct the sidewalk outside the existing R.O.W. Failure to obtain the permanent R.OW. during negotiations will require MDOT to condemn for permanent R.O.W. to replace the sidewalk. Whenever feasible, sidewalk should be constructed or reconstructed one foot minimum inside the existing/proposed R.O.W. (as determined by a Professional Surveyor).

See Section 6.08.01 for the Department’s position on sidewalk liability and maintenance agreements. When the adjacent property is subject to Section 4(f) of the U. S. Department of Transportation Act of 1966, permanent easement or fee R.O.W. is usually not feasible. Consent to construct sidewalk should be pursued under these conditions.

5. Tying to Existing Sidewalk – When

intermittent sidewalk construction such as sidewalk ramp upgrading or driveway construction is not done in conjunction with construction or reconstruction of the continuous sidewalk, the instrument used to access private property will depend on the proposed placement of the altered section of sidewalk. Consent to construct sidewalk can be used to tie in to existing sidewalk outside the right of way if the sidewalk is not realigned or widened outside the right of way. In other words, there is no further increase to existing encroachment. If the sidewalk alignment or width is altered causing further encroachment outside the right of way, a permanent easement is required.

5.05.02 (continued) The Project Manager should seek local government support for the project, utilizing Context Sensitive Design concepts. Local agencies can provide valuable assistance by holding public meetings to seek input from the community, of which, impacted property owners are primary stakeholders. This "input" process may help alleviate many disagreements and allow all stakeholders to reach consensus prior to any acquisition or consent activity. If local officials are very supportive of the project, many times they talk directly with the affected owners to secure agreement for a certain design of the sidewalks. It is required that MDOT obtain an agreement for the local agency’s acceptance of responsibility for maintenance of the sidewalk.

Any R.O.W. or consent should be acquired by MDOT in order for timely acquisition of the right of way needs. In the event that the property owner fails to sign a Consent to Construct Sidewalk, the plans should be revised according to the different scenarios above or the Development Services Division initiates the condemnation process prior to letting the plans.


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5.06 LIMITED ACCESS R.O.W. AT RAMP INTERSECTIONS In order to control access in the interchange area along crossroads adjacent to and within the influence of ramp intersections, limited access R.O.W. should be extended along the crossroad. See Section 5.24, Figures 5.24.01 and 5.24.02. 5.07 TURNBACK PROJECTS As a general rule, the Department will not acquire additional R.O.W. on turnback projects. If additional R.O.W. is required, it must be obtained by the local agency. See Section 12.03.05 for additional information on R.O.W. on turnback projects. 5.08 (revised 9-20-2010) TYPES OF R.O.W. EASEMENTS OR CONVEYANCE FOR DRAINAGE 1. Right of way will be required when an

outlet ditch is to be constructed in a location where there was no previous ditch.

2. Existing ditches flowing across the R.O.W.

that will require cleaning and deepening will require consent from the affected property owner(s) to clean the outlet ditch.

5.08.01 Special Ditch Any additional R.O.W. required for intercepting ditches through tillable areas or for swamp ditches, where permanent control is needed for clean-out or other maintenance, should be shown as proposed permanent R.O.W. See Section 5.24, Figures 5.24.04, 5.24.05, and 5.24.06.

5.08.02 ( revised 1-29-2018) County Drains See the Road Sample Plans for proper labeling. See Section 5.24, Figure 5.24.06. 5.08.03 Drainage Structures Wherever catch basins, sewers, drainage tile, cobble gutters, riprap, etc., are extended or placed beyond the proposed R.O.W. limits, they should be noted like this:

R.O.W. to Construct and Maintain Drainage Structure

5.08.04 (revised 2-14-2002) Retention/Detention Basins R.O.W. for detention basins should be acquired in fee so that it can be fenced. See Sections 7.06.10 and 5.24, Figure 5.24.06. R.O.W. for detention basins should be noted as:

Prop. R.O.W. for Retention Basin

or

Prop. R.O.W. for Detention Basin


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5.09 (revised 1-29-2018) DRIVEWAYS Any work involving creating or altering a driveway that extends beyond the R.O.W. line requires a consent. A consent requires that the property owner be contacted and the existing property description be determined. The consent must be specific in what it is to cover, as:

*

“Close" Drive

Consent to "Grade" Drive

Consent to "Relocate" Drive

(Quotes added for emphasis only)

* Includes grading, resurfacing in kind, and reconstructing the drive.

Do not use:

Permit to Construct "Hot Mix Asphalt." (or "Conc.") Drive Permit to “Widen” Drive

If a driveway or driveway approach is to be combined, a permit must be obtained from each affected property owner. See Section 5.24, Figures 5.24.04 and 5.24.06.

5.09 (continued) It is important to show the limits of the driveway work by outlining the proposed driveway, not using dimensions. Slope stake lines, driveway profiles and/or grade information (Example: 2% for 15' then 7% to existing) is also useful to Real Estate personnel when contacting the property owner. When changes occur to a driveway outside MDOT R.O.W., after Preliminary Plans (Final R.O.W.) are submitted, a R.O.W. revision must be submitted to the Region Real Estate Agent and the Region Real Estate Technician. See Section 5.21.


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5.10 (revised 1-29-2018) R.O.W. AT RAILROAD CROSSINGS When determining the clear vision R.O.W. requirements of an at-grade trunkline crossing with a railroad, a plan sheet of the area in question should be submitted by the Design Engineer to the Railroad Coordination Unit – Office of Rail. This should be done as early as possible, so that the needed R.O.W. may be shown on the Preliminary Plans (Final R.O.W.). See Section 5.24, Figure 5.24.03. 5.11 (revised 1-29-2018) CONSENT TO GRADE In cases where minor grading extends a short distance beyond the existing R.O.W., a consent to grade may be required. When it is anticipated that more than 500 cyd of earth excavation is to be removed from a grading consent area, the R.O.W. plans should show the location and estimated quantities. Drainage structures, culverts, and ditches should not be placed within areas with a grading consent, but require fee R.O.W. or easements. Consents to Grade shall be dimensioned from the proposed or existing R.O.W. lines. See Section 5.24, Figure 5.24.04. When the adjacent property is subject to Section 4(f) of the U. S. Department of Transportation Act of 1966, permanent easement or fee R.O.W. is usually not feasible. A Consent to Grade (Form 0640C) should be pursued under these conditions.

5.12 POTENTIALLY CONTAMINATED SITES The identification of potentially contaminated sites is important on all projects, whether proposed R.O.W. is required or the project will be built within existing R.O.W. The Design Engineer should refer to the procedure outlined in Chapter 14. 5.13 TEMPORARY FENCE It may be necessary to provide temporary fencing in stock grazing land where extra R.O.W. for grading and disposal of muck is required. A miscellaneous quantity of woven wire fence (for temporary fencing) should be shown on the note sheet. 5.14 (revised 1-29-2018) PRESERVING R.O.W. LOCATION Knowledge of the physical location of the R.O.W. is important to the Department when future improvements or expansions are planned. It is immediately important to owners of remainder properties abutting our fee ownership. Unless monuments are placed to mark the alignment on which the R.O.W. was purchased, confusion may result over the location of the R.O.W. In urban trunklines and rural expressway projects, where use of alignment monuments by surveyors would be so dangerous as to be impractical, the R.O.W. lines are monumented. In both cases, state law requires that all Government Corners used in the design survey or affected by construction activities be preserved and a record filed with the Register of Deeds.


ROAD DESIGN

5.14.01 (revised 1-29-2018) Government Corners A description, witnesses and alignment ties to Government Corners are contained in the survey notes. The Design Survey Section or Region Surveyors must be consulted when questions arise. All Government Corners and property control corners that fall within the construction area must be identified on the plans and marked "PRESERVE". If MDOT professional staff are not available, the contractor will be required to retain a Michigan licensed professional surveyor to accomplish this work as described in the current Specification. Activities under this section must conform to the requirements of the Land Corner Recordation Act, Act 74, P.A. 1970, as amended. This act requires that corners of the Public Land Survey System be monumented in place or by reference monument, and that if any such monument be located in a hard surfaced roadway, it shall be placed in a monument box.

5.14.02 (revised 1-29-2018) Alignment Monuments On MDOT trunklines wherever their future use is deemed practicable, survey markers should be set at all points defining the road alignment. Alignment points include PC, PI, PT, etc. The Region Project Development Engineer should consult with the Region Surveyor to determine, during scoping, if the alignment on a project should be monumented. If the Region determines that the alignment be monumented, and has programed sufficient funding to do so ,the Design Unit adds the appropriate pay items to the plans and notes proposed locations to be monumented on the construction plans as follows:

Place Alignment Control Marker – PRESERVE

Survey marks shall consist of rebar not less than ⅝” in diameter and 18" in length. All alignment points in the road surface should be placed in a monument box. Since alignment is a component of our boundary, Act 299, P.A. 1980, as amended, requires that this work be performed by a Michigan licensed professional land surveyor. If MDOT professional staff are not available, the contractor will be required to retain a professional surveyor to monument alignment points.


ROAD DESIGN

5.14.03 ( revised 1-29-2018) R.O.W. Monuments In cases where setting monuments to preserve the alignment is not possible or practical, the actual limits of the R.O.W. should be established. Right of way lines should be monumented:

at the intersection of all section lines and private claim lines (Along the Detroit and St. Clair rivers long narrow plats of land were established. These are known as French Claims and there are no section lines in this area); at the intersection of all subdivision block lines; at all changes in direction of the line; at the P.C. and P.T. of curved sections of the line; at intervals not greater than 2000'.

In determining the location of monuments placed at the 2000' spacing, the intersection of the right of way with section subdivision lines or other property lines identified in the design survey should be used whenever possible. When service roads are involved, monumentation will be along the outside R.O.W. of the service road. If the service road R.O.W. is not contiguous with the freeway R.O.W., both lines must be monumented. The Design Unit notes proposed locations to be monumented on the construction plans as follows:

Place Monument with MDOT ROW cap stamped with the license number of the

Professional Surveyor in charge - PRESERVE

5.14.03 (continued) After the Design Unit has noted the locations of the monuments, it will send the digital data to the Survey Unit for review. The Survey Unit will mark any proposed changes and return the digital data to the Design Unit. If additional R.O.W. is acquired, Development Services Division will notify the Survey Unit, who will determine when the placement of the R.O.W. monuments will be completed. Therefore, when R.O.W. monumenting is called for, the following note should be placed on the plans:

R.O.W. monuments and marker posts are not a part of this contract

The placement of R.O.W. monuments is boundary surveying and shall be performed by the Survey Unit or a consultant survey firm based on Act 299, P.A. 1980, as amended. Monumenting of R.O.W. will apply on all projects requiring the acquisition of R.O.W. When acquiring easement and fee right-of-way, MDOT must comply with Public Act 132 of 1970, as amended as part of the survey process. See the MDOT Wiki Page for additional information - http://mdotwiki.state.mi.us/design/index.php/Chapter_4_-_Surveys_-_Types#4.6_Certified_Surveys_for_Real_Estate_Acquisition 5.15 REST AREAS AND WEIGH STATIONS When a rest area or weigh station is recommended, R.O.W. requirements are to be shown on the plans and secured along with the road R.O.W.


ROAD DESIGN

5.16 ( revised 1-29-2018) RIGHT OF WAY PLAN SUBMITTAL Right of way requirements are submitted in two phases, preliminary and final. These phases have been incorporated into the Base Plan and the Plan Review milestone submittals. ProjectWise workflows have been created as noted in Chapter_1_-_ProjectWise_Pre-Bid_Processes of the Design Submittal Requirements to provide further guidance. Base Plans (Preliminary R.O.W. Plans) is for title search, project right-of-way cost estimates assigning parcel numbers, preparation of the ownership sheet and creation of the Parcel.dgn file. The Parcel.dgn file is a reference file that is attached to the Alignment/ROW plan sheets prior to the Preliminary Plan submittal. The Parcel.dgn file contains the legal property lines of properties affected by proposed R.O.W. along with parcel numbers and other parcel report information. (See http://mdotwiki.state.mi.us/design/index.php/Chapter_3_-_Standard_Naming_Conventions for more detail) The Parcel.dgn file is created by Development Services Division Technical Unit, Region Surveyor, Region Real Estate Unit, or Consultant if contracted to perform this work task. After Preliminary Plans (Final R.O.W.) have been submitted as part of the Plan Review milestone, any changes required to the R.O.W. plans are submitted as a R.O.W. revision. This R.O.W. revisions represents a snapshot in time. Changes to the design that would impact a property owner and any proposed R.O.W. items should only be considered if time permits prior to letting. These changes should be discussed with the Region Real Estate Agent and Buyer to determine the impact of the Proposed Acquisition and minimize the potential for a delay due to changes in R.O.W. The Designer prepares the plans by laying out the R.O.W. requirements of a highway. The plans used for R.O.W. purposes are drawn utilizing MDOT’s current CADD format.

5.16 (continued) At least one month prior to the submittal of Base Plans (Preliminary R.O.W.), the Project Manager or the Design Engineer should verify that a ROW phase is set up on the Phase Initiator (P.I.) system. The ROW phase does not need to be chargeable, but it must be on the P.I. system. If the ROW phase is not on P.I., the Project Manager or Design Engineer should submit a change request in JobNet. When the Base Plans (Preliminary R.O.W.) are submitted to the Development Services Division, the Project Manager will complete the process to obtain a chargeable ROW phase. The design plans should be at a point where the final Slope Stake Lines and construction limits have been identified. Roughly 50% complete before Final R.O.W. is submitted. The project must have an Environmental Clearance (and Public Hearing Certification, if needed). The Project Manager has the responsibility for verifying that Environmental Clearance and Public Hearing Certification has been obtained In the Marked Final R.O.W. Phase the Development Services Division, Technical Unit, Region Real Estate Unit, or consultant if contracted for this phase adds the ownership sheet. Not required but if requested by the Region Real estate Unit or Buyer, the Legal Property Lines, parcel number and other parcel report information can be attached to the Removal and Construction Plan Sheets by attaching the Parcel.dgn file as a reference file for making individual Property parcel sketches.


ROAD DESIGN

5.16.01 Environmental Clearance All projects are required to be classified environmentally. If the project has not been cleared, the Environmental Section, Project Planning Division (PPD), Bureau of Transportation Planning, will need a set of plans for their review and subsequent classification of the project. 5.16.02 (revised 2-18-2010) Public Hearing Certification and Public Meetings Projects which require an Environmental Impact Statement (EIS) require a formal Public Hearing. For other projects that require the acquisition of several (approximately 25 or more) parcels of R.O.W. a public information meeting should be considered prior to the R.O.W. acquisition. The Public Involvement Unit, Statewide Transportation Planning, Bureau of Transportation Planning will schedule a Public Hearing if required and can assist in scheduling a public information meeting prior to the R.O.W. acquisition. Such a meeting is held in a location and at a time convenient to the individuals directly affected.


ROAD DESIGN

5.16.03 (revised 1-29-2018) Transmittal of Plans and Materials Any transmission of plotted plans, section maps, and other material, as well as the Final R.O.W., are made through the Project Manager, who keeps the necessary records and distributes prints as required. Any revision of the R.O.W., must follow this same channel. The current method of transmittal is electronic via MDOT’s project management system (ProjectWise). Transmittal includes the submission of CADD files and prints plotted in PDF format. A. ProjectWise Procedure Upon submittal of the various R.O.W. transmittals the project manager shall place the R.O.W. files into ProjectWise. There are two parts to the ProjectWise transmittal. Submission of the CADD files and the submission of PDF files. The PDF files are the documents of record and as such are located in locked folders. The ProjectWise location of the CADD files will be provided by the designer as part of the CADD transmittal. This will include the location of the design base files and sheet files. See Standard_Naming_Conventions for information that is included in each file. The technician can utilize the sheet CADD files created by design as a template for developing R.O.W. exhibits. It is the designer’s responsibility to notify Real Estate of any changes to the appropriate design base files that are included in the R.O.W. CADD transmittal. A snap shot of CADD files used to create The Plan Review files will be submitted in the RID_Preliminary folder as part of the RID Review process. The D-XXXXXX_ROW_20YY-MM-DD.dgn can not be modified without a subsequent submittal.

5.16.03 (continued) B. ProjectWise Template 5.16.04 (revised 1-29-2018) R.O.W. Forms The form needed to submit R.O.W. plans is in PDF fillable format. The 0303 form should be used at each submittal. The 0303 form should be completed and signed by the Project Manager.


ROAD DESIGN

5.17 (revised 1-29-2018) BASE PLANS (PRELIMINARY R.O.W.) The Base Plans (Preliminary R.O.W.) submittal should be submitted based upon the approved dates established by the Planisware network for the project. Project Managers must meet this date and are encouraged to submit the Preliminary R.O.W. earlier if possible. The Region Project Development Engineer will notify the appropriate review groups via ProjectWise email notification of the Base Plan Review meeting with ProjectWise links to the signed 0303 Design form and submitted Base Plans (Preliminary R.O.W. Plans). The review groups will review the Base Plans (Preliminary R.O.W. Plans) and all review comments are collected by the Region Project Development Engineer. After the Base Plan Review meeting has occurred, any review comments that require changes to the Base Plans (Preliminary R.O.W. Plans) will be incorporated into the development of the Preliminary Plans (Final R.O.W. Plans). Any R.O.W. or Design revisions that occur after the Plan Review meeting and submission of the Preliminary (Final R.O.W. Plans) will be documented by using the 0303 Design Form and follow the Revision process. The Design Plan Submittal memorandum (0303 Design Form) contains Design and Real Estate information. The 0303 contains the following information along with addition information: A. Control section and job number B. Location C. Environmental Classification (and date of

determination), if available. D. Anticipated R.O.W. Certification date E. A general description of the R.O.W.

needed to construct the project, i.e., proposed R.O.W. consists of limited access R.O.W. for relocated interchange ramp.

5.18 (revised 1-29-2018) REQUIREMENTS FOR BASE PLANS (PRELIMINARY R.O.W.) The Base Plans (Preliminary R.O.W.) should include the following: 1. See Chapter 1 and the Road Sample

Plans for guidance regarding plan sheet creation.

2. Design Plan Submittal Form 0303.

Distribute plans and memos as per the distribution list.

3. Consultants are also required to submit

both the CADD and PDF files to the Project Manager through ProjectWise utilizing MDOT’s standard system format.

The following items are not required but if available should be sent as part of the Base Plans (Preliminary R.O.W.) submittal:

Survey notes with property ties and government corners, vicinity map depicting the location of the various proposed R.O.W., and existing and proposed typical cross sections.


ROAD DESIGN

5.19 (revised 1-29-2018) PRELIMINARY PLANS (FINAL RIGHT OF WAY) When the design plans are at a point where the final slope stake and construction limits have been identified (roughly 50% complete), Preliminary Plans (Final R.O.W.) should be submitted showing final R.O.W. requirements. On large projects it may be desirable to have an informal plan review with representatives from the Environmental Section, Real Estate Services Section, Region Real Estate Agent and the Design R.O.W. Engineer prior to the Plan Review meeting. This may help to avoid future R.O.W. revisions and ensure that the Development Services Division is receiving all of the information it needs. The R.O.W. necessary for the proposed project is outlined on Form 0303. The Region Project Development Engineer will notify the appropriate review groups via ProjectWise email notification of the Plan Review meeting with ProjectWise links to the signed Form 0303 and submitted Preliminary Plans (Final R.O.W.). The review groups will review the Preliminary Plans (Final R.O.W.) and all review comments are collected by the Region Project Development Engineer. After the Plan Review meeting has occurred, any review comments that require changes to the Preliminary Plans (Final R.O.W.) will be incorporated into the development of the Final Plans (Plan Completion). Any R.O.W. or Design revision after the submittal of the Preliminary Plans (Final R.O.W.) will follow the process in section 5.21.

5.20 (revised 1-29-2018) REQUIREMENTS FOR PRELIMINARY PLANS (FINAL R.O.W.) In addition to the requirements for Base Plans (Preliminary R.O.W.), the following information is needed for Preliminary Plans (Final R.O.W.): 1. See Chapter 1 and the Road Sample

Plans for guidance regarding plan sheet creation.

R.O.W. revisions can be used to modify the Final R.O.W. submittal as requested by the Designer or Region Real Estate. Designers should make determining R.O.W. needs a priority in the Design Process.


ROAD DESIGN

5.21 (revised 1-29-2018) R.O.W. REVISIONS Right of Way Revisions are processed by the Project Manager. The Project Manager must complete the “R.O.W.” box on each revised plan sheet summarizing the revisions. Should there be more than one revision on a given plan sheet each subsequent revision shall be added to the individual sheet that is revised (see figure 5.21A) The Project Manager completes and signs the Design Plan Submittal Form 0303 attaching the revised plan sheet(s) with the revisions circled in red. The 0303 Form should include a detailed description of and reason for the revisions. The requesting unit or division should also be included on the memorandum. Revisions, unless originated within the Development Services Division, are not normally accepted within six months of the letting date. If a revision is necessary within six months of letting, consult with the Real Estate Service Section or Region Real Estate Agent, or the Design R.O.W. Engineer to determine the best method for processing the Revision If a R.O.W. Revision includes a majority (more than 50%) of the plan sheets included in the Preliminary Plan (Final R.O.W.) plan submittal, it is advisable to re-submit the entire set of Preliminary Plan (Final R.O.W.) plans instead of issuing a R.O.W. Revision. The Design R.O.W. Engineer should be consulted in making this determination. Figure 5.21A


ROAD DESIGN

5.22 (revised 9-12-97) MINOR CONSTRUCTION CHANGES FORM During the negotiations between the property owner and the MDOT Real Estate Agent, the property owner may request some construction change or note be made on the plans. For example, the property owner may want the driveway relocated 60 feet west of its existing location because of improvements planned for the property. Or a property owner may request the timber from removed trees to be stockpiled for the property owner's use. The Real Estate Agent will describe the change on Minor Construction Changes Form (form 728). Any requested change involving design issues are to be presented to the designers for their approval or denial before the negotiation is complete, by the Real Estate Agent or the Region Project Development Engineer. The designer is encouraged to work with the Real Estate Agent in reaching an agreement that satisfies the property owner while providing a safe and constructible road. When the Design Unit receives signed, approved 728 forms, every effort should be made to place the information on the plans. This will aid the construction field office and the contractor. The cost for the change should be included in the estimate. The changes shown on Form 728 should not require the submittal of R.O.W. revision, because they should not change the limits of the proposed R.O.W.

5.22.01 (revised 2-27-2012) Showing Excess Property on Plans Many times MDOT has excess property in the project vicinity. Quite often this property could be used by the contractor for locating various batch plants, equipment and materials storage, or disposing of excess excavations. The designer should consult with the Real Estate and Construction Field Services Division to determine if the excess property locations should be shown on the plans. If it is determined that the project area contains excess property that could be used by the contractor, the construction plans will require a special provision informing the contractor of any restrictions for the use of the property and/or items required for authorization of its use (by the Resident Engineer) and that a rental agreement between the contractor and MDOT (Development Services Division) may be required. 5.22.02 (revised 2-27-2012) Site Clearance Occasionally the Development Services Division will request the Design Division to include the removal or demolition of a building in the design plans. The Development Services Division will provide all the necessary information to be included in the proposal package, including the Building Removal Specifications (Form 665).


ROAD DESIGN

5.23 (revised 1-29-2018) R.O.W. SUMMARY The preceding commentary on the processing of R.O.W. should be considered as a general guideline only. Each project will have to be examined for special or unique features that might require further study. These should be discussed with the Design R.O.W. Engineer (liaison between Design and the Development Services Division). Preliminary reviews will help to reduce the number of R.O.W. revisions. Changes in R.O.W. design, after it has been submitted, must be held to a minimum. In some cases the R.O.W. may already have been acquired, as detailed on previously submitted plans. Changes usually dictate that additional time may be needed to clear R.O.W. and additional expenses charged to the project. To avoid interference or delay during construction, the Development Services Division must be satisfied that all requirements are met. Revisions in R.O.W. can be avoided by making certain concessions in the form of ditch changes, steeper slopes, etc., to stay inside the R.O.W. as previously submitted. These practices should be encouraged insofar as they do not materially detract from the concepts of a good design and/or safety.

5.24 (revised 9-22-2014) R.O.W. SKETCHES The R.O.W. sketches included in this section should be considered general guidelines for depicting certain situations only. The sketches are not intended to show complete R.O.W. dimensioning for every situation.

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.25 (revised 1-29-2018) Guardrail Approach Terminals Crashworthy end treatments are critical to guardrail installations. An approach terminal is designed to redirect an impacting vehicle and to reduce the occurrences of a vehicle being penetrated, rolled, or vaulted in an end on hit. The following section describes the characteristics and uses of approved standard treatments. A. Type 1 Terminals Type 1 Guardrail Approach Terminals are flared gating terminals. On projects let on or before June 30, 2018, this is the preferred design when grading limits allow for the appropriate 4'-0" offset of the terminal end from the tangent extension of the standard line of guardrail run. When the Type 1 terminal is called for on plans by reference to Standard Plan R-61-Series, the contractor may use one of three terminal options. Descriptions of the current approved options are described in this section. On projects let after June 30, 2018, Type 1 guardrail terminals will not be permitted for new construction and where specified for updating until further notice. 1. Slotted Rail Terminal (SRT) The SRT was adopted by the Department in 1995 when FHWA mandated the discontinued use of the BCT. It subsequently became the first guardrail terminal to pass the NHCRP Report 350 crash test criteria. The concept of a slotted rail terminal consists of longitudinal slots cut into the W-beam rail element to control the location of dynamic buckling thus reducing the potential for impact or penetration of the occupant compartment by the buckled rail element. The SRT was originally intended as a retrofit or replacement for the BCT ending.

7.01.25 (continued) The SRT uses many of the same components used in the BCT. It also uses features common to other end treatments such as the yoke and strut and controlled release terminal (CRT) posts. The parabolic flare of the SRT is identical to that of the BCT, simplifying the retrofit of existing terminals. 2. Flared Energy Absorbing Terminal (FLEAT) FLEAT was adopted in 1998 after it passed NCHRP Report 350 crash testing. Among other reasons, it was chosen as an alternate for the SRT because of the similarities in the components and installation configuration of the two systems. In addition to these similarities to the SRT and other flared terminals, the FLEAT includes an energy absorbing impact head. Unlike the SRT, the 4'-0" offset of the FLEAT is a straight taper rather than a parabolic flare. 3. Minimum Offset The Type 1 Terminal is designed to have a minimum offset of 4'-0", measured from the tangent line of the guardrail run. Whenever conditions allow, the line of guardrail designed in advance of the terminal should be flared to further increase the total offset of the terminal from the traveled lane. On curved roadways the offset is measured from the circular extension of the standard rail alignment along the curve. Sometimes on certain minor trunklines and a great number of local roads, the end post may have to be placed on the slope beyond the shoulder hinge point, in which case care should be taken that the terminal end shoe and the steel sleeves are not left "high" nor placed too low.

ROAD DESIGN MANUAL

ROAD DESIGN 7.01.25 (continued) Guardrail Approach Terminals B. Type 2 Terminals Type 2 terminals are tangent, energy absorbing terminals. They are used when proper grading cannot be achieved to accommodate the 4'-0" offset called for with the Type 1 terminals. When the Type 2 terminal is called for on plans by reference to Standard Plan R-62-Series, or by special provision, the contractor may use one of the terminal options with the following caveat. On projects let after June 30, 2018, Type 2B and 2T guardrail terminals will not be permitted for new construction or for updating terminals. Instead, Type 2M guardrail terminals will be required for new installations and for updating guardrail terminals. 1. Extruder Terminal (ET) (Type 2B & 2T) The ET was installed experimentally by the Department in 1993 and was used occasionally when special situations called for a non-flared terminal. In 1995 the ET became the first non-flared terminal to meet the NCHRP Report 350 crash test criteria. Frequent use of the ET led to its upgraded status as a standard plan in 1997. It features an impact head that, when hit head on, flattens the guardrail beam element as the head translates down the terminal rail. The flattened rail is then extruded away from the impacting vehicle.

7.01.25 (continued) 2. Sequential Kinking Terminal (SKT)

(Type 2B & 2T) The SKT was successfully crash tested in 1997 and adopted by the Department as a standard Type 2 terminal alternate in 1998, replacing the BEST. The materials and configuration of the SKT were more compatible with the ET. Like the FLEAT, its impact head includes a deflector plate that produces sequential kinks in the beam element before extruding it away from the impacting vehicle. 3. Type 2M Terminals Type 2M terminals are similar to the Type 2 terminals except they are MASH-compliant. They are specified by special provision and required on projects let after June 30, 2018 for new installations and when updating guardrail terminals. These terminals are intended to be attached directly to Type MGS-8 guardrail. Therefore, designers will need to include an appropriate transition section for connecting a Type 2M guardrail terminal to either Type B or Type T guardrail (refer to Standard Plan R-60-Series). Current Type 2M terminals available for use are the MSKT, the Soft-Stop, and the MAX-Tension. Contact the Geometrics Design Unit, Design Division, for additional information regarding MASH-compliant guardrail terminals. 4. Minimum Offset The original intent of the Type 2 terminals was to provide endings that required no offset. This was the orientation used in the crash tested system. It was later determined by the FHWA that a 12" offset would be acceptable without further testing. This minimal offset was adopted in Standard Plan R-62-Series in order to minimize the number of nuisance accidents that may occur when the impact head was located close to or encroaching on the shoulder.

MICHIGAN DESIGN MANUAL BRIDGE DESIGN

CHAPTER 7

DESIGN CRITERIA - NEW AND RECONSTRUCTION PROJECTS 7.01 GENERAL 7.01.01 Design Specifications In general, bridges in Michigan carrying vehicular traffic are designed according to the current edition of the Standard Specifications for the Design of Highway Bridges published by the American Association of State Highway and Transportation Officials (AASHTO). The exceptions to changes in AASHTO requirements are presented in this volume of the Design Manual. The AASHTO specifications are also applied in the design of pedestrian bridges and major structures such as retaining walls and pumphouses. Bridges carrying railroads are designed according to the current specifications of the American Railway Engineering and Maintenance-of-Way Association Specifications (AREMA). 7.01.02 Design Method In general, elastomeric pad designs, as well as footing pressure and pile load determinations, are done by the Allowable Stress Method. All other elements of the structure are designed by the Load Factor Method. (12-5-2005)

7.01.03 Design Stresses (12-5-2005) Concrete: Grade S2, S2M, P1M * f'c = 3000 psi Concrete: Grade D, DM * f'c = 4000 psi Steel Reinforcement fy = 60,000 psi Steel Reinforcement: Stirrups for Prestressed Beams fy = 60,000 psi Stirrups for 17” & 21” Box Beams fy = 40,000 psi Structural Steel: AASHTO M270 Grade 36 Fy = 36,000 psi Grade 50 Fy = 50,000 psi Grade 50W Fy = 50,000 psi Structural Steel Pins: ASTM A276 UNS Designation S20161 or S21800 Fy = 50,000 psi Temp Support Hanger Rods: ASTM A 193 Grade B7 (AISI 4140) 2 ½” and under Fu =125,000psi Fy =105,000 psi Over 2 ½” to 4” Fu =115,000psi Fy = 95,000 psi Over 4” to 7” Fu =100,000psi Fy = 75,000 psi Prestressed Concrete ** f'c = 5000 - 8000 psi Prestressed Concrete Compressive Strength at Release f'ci = 7000 psi (max) Prestressing Strands fpu = 270,000 psi High Strength Bolts:*** Organic zinc rich primer (Class B) (Type 4 coating system) Fs = 32,000 psi * Use Grade S2M, P1M and DM in all

trunkline projects in Metro, University, Grand, Bay, Southwest and North Regions. Use Grade S2 and D in Superior Region and on non-trunkline projects.

** See Subsection 7.02.03. *** Value of Fs is Design Slip Resistance for

Slip-Critical Connections with faying surfaces coated. (12-5-2005) (11-28-2011) (11-24-2014) (10-17-2016) (1-29-2018)

MICHIGAN DESIGN MANUAL BRIDGE DESIGN - CHAPTER 7: LRFD

CHAPTER 7- LRFD

DESIGN CRITERIA - NEW AND RECONSTRUCTION PROJECTS 7.01 GENERAL 7.01.01 Design Specifications (8-20-2009) In general, bridges in Michigan carrying vehicular traffic are designed according to the current edition of the LRFD Bridge Design Specification published by the American Association of State Highway and Transportation Officials (AASHTO). The exceptions to changes in AASHTO requirements are presented in this volume of the Design Manual. The AASHTO specifications are also applied in the design of pedestrian bridges and major structures such as retaining walls and pumphouses. Bridges carrying railroads are designed according to the current specifications of the American Railway Engineering and Maintenance-of-Way Association Specifications (AREMA). 7.01.02 Design Method (8-20-2009) The design of all structural elements shall satisfy Service Limit State and/or Strength Limit State requirements of the AASHTO LRFD Bridge Design Specifications.

7.01.03 Design Stresses (12-5-2005) Concrete: Grade S2, S2M, P1M * f'c = 3000 psi Concrete: Grade D, DM * f'c = 4000 psi Steel Reinforcement fy = 60,000 psi Steel Reinforcement: Stirrups for Prestressed Beams fy = 60,000 psi Stirrups for 17” & 21” Box Beams fy = 40,000 psi Structural Steel: AASHTO M270 Grade 36 Fy = 36,000 psi Grade 50 Fy = 50,000 psi Grade 50W Fy = 50,000 psi Structural Steel Pins: ASTM A276 UNS Designation S20161 or S21800 Fy = 50,000 psi Temp Support Hanger Rods: ASTM A 193 Grade B7 (AISI 4140) 2 ½” and under Fu =125,000psi Fy =105,000 psi Over 2 ½” to 4” Fu =115,000psi Fy = 95,000 psi Over 4” to 7” Fu =100,000psi Fy = 75,000 psi Prestressed Concrete ** f'c = 5000 - 8000 psi Prestressed Concrete Compressive Strength at Release f'ci = 7000 psi (max) Prestressing Strands fpu = 270,000 psi High Strength Bolts:*** Organic zinc rich primer (Class B) (Type 4 coating system) Fs = 32,000 psi * Use Grade S2M, P1M and DM in all

trunkline projects in Metro, University, Grand, Bay, Southwest and North Regions. Use Grade S2 and D in Superior Region and on non-trunkline projects.

** See Subsection 7.02.03. *** Value of Fs is Design Slip Resistance for

Slip-Critical Connections with faying surfaces coated. (12-5-2005)(11-28-2011) (11-24-2014) (10-17-2016) (1-29-2018)


8.02 (continued) TITLE SHEET G. The design of the structural members is

based on material of the following grades and stresses:

Concrete: Grade S2, S2M, P1M * f'c = 3,000 psi Concrete: Grade D, DM * f'c = 4,000 psi Steel Reinforcement fy = 60,000 psi Steel Reinforcement: (Stirrups for Prestressed Beams fy = 60,000 psi) (Stirrups for (17”) (21”) Box Beams fy = 40,000 psi) Structural Steel: AASHTO M270 Grade 36 Fy = 36,000 psi Structural Steel: AASHTO M270 Grade 50 Fy = 50,000 psi Structural Steel: AASHTO M270 Grade 50W Fy = 50,000 psi Structural Steel Pins: ASTM A276 UNS Designation S20161 or S21800 Fy = 50,000 psi Temp Support Hanger Rods: ASTM A 193 Grade B7 (AISI 4140)

2½” and under Fu =125,000 psi Fy =105,000 psi

Over 2½” to 4” Fu =115,000 psi Fy = 95,000 psi

Over 4” to 7” Fu =100,000 psi Fy = 75,000 psi Prestressed Concrete f'c = psi Prestressed Concrete Compressive Strength at Release f'ci = psi [7000 psi max] Prestressing Strands fpu = 270,000 psi

[*Use Grade S2M, P1M and DM in all trunkline projects in Metro, University, Grand, Bay, Southwest and North Regions. Use Grade S2 and D in Superior Region and on non-trunkline projects.]

(12-5-05) (11-28-11) (11-24-2014) (10-17-2016) (1-29-2018)

8.02 (continued) H. (year) Estimated Traffic Distribution 0000 Average Daily Traffic (000) Design Hourly Volume % Commercial 0000 Commercial Directional Design

Hourly Volume 0000 Directional Traffic 0000 Total Traffic [Use on Rehabilitation jobs where there is

no plan of site or structure.] (9-18-98) I. All exposed concrete corners shown

square on the plans shall be beveled with ½” triangular moldings except as otherwise noted. (8-20-99)

J. Note deleted. (1-29-2018) K. Old plans do not exist for this structure.

[Use on all projects where the designer is unable to verify that existing structure plans exist.] (11-28-2011)

L. The bridge paint may contain lead. [Use

on all projects with existing painted structural steel regardless of work type. If no bridge Title Sheet is present with project place note on road Note Sheet. Also place on existing structural steel sheets (see note 8.09.07 D.)]

(11-28-2011) M. Note skipped N. Unless otherwise shown on the plans

provide minimum concrete clear cover for reinforcement according to the following:

Concrete cast against earth: 3 in. Prestressed Beams: 1 in. All other unless shown on plans: 2 in. (11-28-2011) O. The bridge deck surface has an HMA

overlay, HMA cap or HMA patches. Removal of HMA as a result of removal of other superstructure items shall be included in the removal of those items. (11-28-2011)


8.02 (continued) TITLE SHEET D. The stationing as shown on these plans

for the intersection of the centerline of bridge and roadway (and the railroad) centerline is believed to be correct. It shall, however, be checked at the time of starting construction, and if the stationing shown on the plans is incorrect, it shall be reported to the Design office in Lansing, and the structure shall be staked out using the actual intersection of the centerline of bridge and roadway (and the railroad) centerline as the control point.

E. This contract is for "Structural Steel,

, Furn and Fab" only. Other items of work indicated on these plans are not a part of this contract. [Use when structural steel furnishing and fabricating must be done early in project to ensure timely delivery for construction.] (12-5-2005)

F. The Regulated Waste Activity

Identification Numbers for this project are as follows:

Control Section Number

[Use when cleaning or working on painted steel structure constructed prior to 1978 or when hydrodemolition is part of the project work. Place note directly above title block and use lettering twice the size of the other notes.] (9-18-98) (4-18-2016)

8.02 (continued) G. The design of the structural members is

based on material of the following grades and stresses:

Concrete: Grade S2, S2M, P1M * f'c = 3,000 psi Concrete: Grade D, DM * f'c = 4,000 psi Steel Reinforcement fy = 60,000 psi Steel Reinforcement: (Stirrups for Prestressed Beams fy = 60,000 psi) (Stirrups for (17”) (21”) Box Beams fy = 40,000 psi) Structural Steel: AASHTO M270 Grade 36 Fy = 36,000 psi Structural Steel: AASHTO M270 Grade 50 Fy = 50,000 psi Structural Steel: AASHTO M270 Grade 50W Fy = 50,000 psi Structural Steel Pins: ASTM A276 UNS Designation S20161 or S21800 Fy = 50,000 psi Temp Support Hanger Rods: ASTM A 193 Grade B7 (AISI 4140)

2½” and under Fu =125,000 psi Fy =105,000 psi

Over 2½” to 4” Fu =115,000 psi Fy = 95,000 psi

Over 4” to 7” Fu =100,000 psi Fy = 75,000 psi Prestressed Concrete f'c = psi Prestressed Concrete Compressive Strength at Release f'ci = psi [7000 psi max] Prestressing Strands fpu = 270,000 psi

[*Use Grade S2M, P1M and DM in all trunkline projects in Metro, University, Grand, Bay, Southwest and North Regions. Use Grade S2 and D in Superior Region and on non-trunkline projects.]

(12-5-2005) (11-28-2011) (11-24-2014) (10-17-2016) (1-29-2018)


8.02 (continued) TITLE SHEET H. (year) Estimated Traffic Distribution 0000 Average Daily Traffic (000) Design Hourly Volume % Commercial 0000 Commercial Directional Design

Hourly Volume 0000 Directional Traffic 0000 Total Traffic [Use on Rehabilitation jobs where there is no

plan of site or structure.] (9-18-98) I. All exposed concrete corners shown

square on the plans shall be beveled with ½” triangular moldings except as otherwise noted. (8-20-99)

J. Note deleted. (1-29-2018) K. Old plans do not exist for this structure.

[Use on all projects where the designer is unable to verify that existing structure plans exist.] (8-20-2009)

L. The bridge paint may contain lead. [Use

on all projects with existing painted structural steel regardless of work type. If no bridge Title Sheet is present with project place note on road Note Sheet. Also place on existing structural steel sheets (see note 8.09.07 D.)] (8-20-2009)

8.02 (continued) M. The design of the foundation piling is

based on material of the following grades and stresses (and losses):

Concrete: Grade S1 f'c = 3,500 psi Steel Reinforcement fy = 60,000 psi Foundation Piling (Steel H-Piling): AASHTO M270 Grade 50 Fy = 50,000 psi Foundation Piling (Steel H-Piling): AASHTO M270 Grade 50W Fy = 50,000 psi Foundation Piling (Steel Shells): ASTM A 252 Grade 3 Fy = 45,000 psi Foundation Piling (Timber) FCO = 900 psi (8-20-2009) N. Unless otherwise shown on the plans

provide minimum concrete clear cover for reinforcement according to the following:

Concrete cast against earth: 3 in. Prestressed Beams: 1 in. All other unless shown on plans: 2 in. (8-20-2009) O. The bridge deck surface has an HMA

overlay, HMA cap or HMA patches. Removal of HMA as a result of removal of other superstructure items shall be included in the removal of those items. (8-20-2009)

P. (FAA Obstruction) (,) (and) (Michigan Tall

Structure) (,) (and) (Municipal Airport) permit(s) (have) (has) been obtained for this project. The Contractor is responsible for ensuring that all work is performed in compliance with (this) (these) permit(s). [Use when applicable permits have been obtained for project] (3-20-2017)

Q. This project has been evaluated using the

FAA Notice Criteria Tool for a structure height of ____ feet above a ground level elevation of ____ feet and no permits are required. [Use when FAA Obstruction, Michigan Tall Structure or Municipal Airport permits are not required for the project.] (3-20-2017)


BRIDGE DESIGN

7.06.02 Concrete Anchors (5-6-99) A. Expansion Anchored Bolts In addition to field testing, we will ensure sound anchorage by reducing the design loads. The values to be used will vary with the application as shown below:

PULLOUT VALUES OF EXPANSION ANCHORED BOLTS IN POUNDS

Application Approx.Safety Factor

⅜” ½” ⅝” ¾” ⅞”

Noncritical Design Loads (Including noncritical, static or shock loads) 4 875 1,620 2,565 3,775 5,240

Vibratory Loads (e.g., Sign Supports) 12 290 540 855 1,260 1,755

Design details should always call for two or more anchors for redundancy.

B. Bonded Anchors (Adhesive and Grout Anchors)

All bonded anchors shall be detailed for embedment depth on the contract plans. For A307 bolts the embedment depth shall be taken as “9d” (9 times the nominal bolt diameter). For Grade 60(ksi) reinforcing steel the embedment depth shall be taken as “12d” (12 times the bar diameter). (5-1-2000) In addition to field testing, we will ensure sound anchorage by reducing the design loads. For all applications a safety factor of 4 should be applied to 125% of the threaded rod/reinforcements yield strength to obtain the allowable design tensile load on the anchor. The allowable tensile load shall be computed per: Allowable tensile load = (125% fy AT)/4 AT = tensile stress area = net section through threads (for reinforcing steel use nominal area) (1-29-2018)

C. Allowable Shear for Post Installed Concrete Anchors (Expansion and Bonded Anchors) (per AASHTO Table 10.32.3A)

Allowable Shear = 0.30 fy AT AT = tensile stress area = net section through threads (for reinforcing steel use nominal area)


BRIDGE DESIGN - CHAPTER 7: LRFD

7.06.02 Concrete Anchors (5-6-99) A. Expansion Anchored Bolts In addition to field testing, we will ensure sound anchorage by reducing the design loads. The values to be used will vary with the application as shown below:

PULLOUT VALUES OF EXPANSION ANCHORED BOLTS IN POUNDS

Application Approx.Safety Factor

⅜” ½” ⅝” ¾” ⅞”

Noncritical Design Loads (Including noncritical, static or shock loads) 4 875 1,620 2,565 3,775 5,240

Vibratory Loads (e.g., Sign Supports) 12 290 540 855 1,260 1,755

Design details should always call for two or more anchors for redundancy. B. Bonded Anchors (Adhesive and Grout Anchors) All bonded anchors shall be detailed for embedment depth on the contract plans. For A307 bolts the embedment depth shall be taken as “9d” (9 times the nominal bolt diameter). For Grade 60(ksi) reinforcing steel the embedment depth shall be taken as “12d” (12 times the bar diameter). (5-1-2000) In addition to field testing, we will ensure sound anchorage by reducing the design loads. For all applications a safety factor of 4 should be applied to 125% of the threaded rod/reinforcements yield strength to obtain the allowable design tensile load on the anchor. The allowable tensile load shall be computed per: Allowable tensile load = (125% fy AT)/4 AT = tensile stress area = net section through threads

(for reinforcing steel use nominal area)

(1-29-2018)

C. Allowable Shear for Post Installed

Concrete Anchors (Expansion and Bonded Anchors) (per AASHTO Table 10.32.3A) Allowable Shear = 0.30 fy AT AT = tensile stress area = net section through threads (for reinforcing steel use nominal area)


8.06 SUBSTRUCTURE 8.06.01 Miscellaneous Notes A. JWP denotes Joint Waterproofing. B. NS denotes Near Side. C. FS denotes Far Side. D. ES denotes Each Side. E. For bevel and molding details, see

Standard Plan B-103-Series. F. Field-bend reinforcement to clear drain

holes. G. For pile (quantities) (layout) (and notes),

see sheet(s) . H. The Contractor may adhesive anchor

(bolts) (position dowels) in holes drilled in the concrete at (Pier ) (Abutment ). [Use this note for steel beam or prestressed concrete beam bridges, where drilling holes will not damage substructure reinforcement.] (9-18-98)

I. Uplift will occur at abutment(s) (and

pier(s) ) during construction of the superstructure. Anchor bolt nuts and jam nuts shall be placed immediately after erection of the girders in Span(s) _____.

J. The substructure concrete quantity is computed on the basis that the volume of concrete displaced by the embedment of the piles is deducted. [Use when timber or C.I.P. piles are embedded more than 1'-0".] (9-18-98)

8.06.01 (continued) K. Low temperature protection of concrete

shall be applied according to Section 706.03 J. of the Standard Specifications for Construction. Low temperature protection of concrete will not be paid for separately, but will be included in the bid item “Substructure Conc”. [Use when possibility of pouring concrete during cold weather. With known cold weather pours use the pay item for cold weather protection.] (12-5-2005) (11-28-2011)

L. Note deleted. (1-29-2018)


8.06 SUBSTRUCTURE 8.06.01 Miscellaneous Notes A. JWP denotes Joint Waterproofing. B. NS denotes Near Side. C. FS denotes Far Side. D. ES denotes Each Side. E. For bevel and molding details, see

Standard Plan B-103-Series. F. Field-bend reinforcement to clear drain

holes. G. For pile (quantities) (layout) (and notes),

see sheet(s) . H. The Contractor may adhesive anchor

(bolts) (position dowels) in holes drilled in the concrete at (Pier ) (Abutment ). [Use this note for steel beam or prestressed concrete beam bridges, where drilling holes will not damage substructure reinforcement.] (9-18-98)

I. Uplift will occur at abutment(s) (and

pier(s) ) during construction of the superstructure. Anchor bolt nuts and jam nuts shall be placed immediately after erection of the girders in Span(s) _____.

J. The substructure concrete quantity is computed on the basis that the volume of concrete displaced by the embedment of the piles is deducted. [Use when timber or C.I.P. piles are embedded more than 1'-0".] (9-18-98)

8.06.01 (continued) K. Low temperature protection of concrete

shall be applied according to Section 706.03 J. of the Standard Specifications for Construction. Low temperature protection of concrete will not be paid for separately, but will be included in the bid item “Substructure Conc”. [Use when possibility of pouring concrete during cold weather. With known cold weather pours use the pay item for cold weather protection.] (8-20-2009)

L. Note deleted. (1-29-2018)


8.06.08 Substructure Repair Notes A. Mechanical expansion anchors along with

adhesive anchor systems shall be chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

B. (Penetrating Water Repellent Treatment)

(Concrete Surface Coating) shall be applied to the entire exposed surface of abutment (and ) (except the tops) (and the front face of the independent backwall). [Use when no joint exists above or the abutment is adjacent to a pavement. Apply to tops when Horizontal Surface Sealer is not applied to tops. Use Concrete Surface Coating when requested by Region or Roadside Development section.] (12-5-2005)

C. (Penetrating Water Repellent Treatment)

(Concrete Surface Coating) shall be applied to entire exposed surfaces of pier(s) ____ (except top). [Use when no joint exists above or the pier is adjacent to a pavement. Apply to tops when Horizontal Surface Sealer is not applied to tops. Use Concrete Surface Coating when requested by Region or Roadside Development section.] (12-5-2005)

D. Substructure Horizontal Surface Sealer

shall be applied to the top of (all) Pier(s) (___ & ___) (and) Abutment(s) (___ & ___). Vertical surfaces accidentally coated shall be cleaned at contractor’s expense. [Use when the abutment or pier has been repaired and there is a superstructure transverse joint directly above or the unit is adjacent to a pavement.] (12-5-2005)

E. Forms for large patches shall be installed

in 2'-0" to 4'-0" high sections with the top of form no more than 4'-0" above the level of concrete as the pour progresses.

8.06.08 (continued) F. Note deleted. (1-29-2018)


8.06.08 Substructure Repair Notes A. Mechanical expansion anchors along with

adhesive anchor systems shall be chosen from the Qualified Products List in the current MDOT Materials Source Guide. (12-5-2005)

B. (Penetrating Water Repellent Treatment)

(Concrete Surface Coating) shall be applied to the entire exposed surface of abutment (and ) (except the tops) (and the front face of the independent backwall). [Use when no joint exists above or the abutment is adjacent to a pavement. Apply to tops when Horizontal Surface Sealer is not applied to tops. Use Concrete Surface Coating when requested by Region or Roadside Development section.] (12-5-2005)

C. (Penetrating Water Repellent Treatment)

(Concrete Surface Coating) shall be applied to entire exposed surfaces of pier(s) ____ (except top). [Use when no joint exists above or the pier is adjacent to a pavement. Apply to tops when Horizontal Surface Sealer is not applied to tops. Use Concrete Surface Coating when requested by Region or Roadside Development section.] (12-5-2005)

D. Substructure Horizontal Surface Sealer

shall be applied to the top of (all) Pier(s) (___ & ___) (and) Abutment(s) (___ & ___). Vertical surfaces accidentally coated shall be cleaned at contractor’s expense. [Use when the abutment or pier has been repaired and there is a superstructure transverse joint directly above or the unit is adjacent to a pavement.] (12-5-2005)

E. Forms for large patches shall be installed

in 2'-0" to 4'-0" high sections with the top of form no more than 4'-0" above the level of concrete as the pour progresses.

8.06.08 (continued) F. Note deleted. (1-29-2018)


8.07.04 (continued) Prestressed Concrete I-Beam & Box Beam Notes P. Any holes cast or formed in the beam

shall be filled with non-shrinking grout. Included in the bid item (“Prest Conc 1800 Beam, Erect”) (“Prest Conc Bulb-Tee Beam, Erect, ___ inch by ___ inch”). [Use for Michigan 1800 Prestressed I-Beam and Bulb-Tee Beams.] (12-5-2005) (4-17-2017)

Q. The outer 6" of the top surface of the

beam shall be fabricated to a smooth trowel finish, and then coated with a bond breaker as specified in section 708 of the Standard Specifications. [Use for Michigan 1800 Prestressed I-Beam and Bulb-Tee Beams.]

(12-5-2005) (4-17-2017) R. At the locations shown on these plans,

coat the beams using a material selected from the Special Provision for Concrete Surface Coatings. Apply the coating in the manner specified in the Special provision for a distance of ______ feet, starting from the beam end at the joint, coating both sides and bottom of beam. [Use on Prestressed I-Beam, Bulb-Tee Beams and Spread box beam projects with expansion joints on the bridge. Show the locations to be coated on the erection diagram (new) or on existing General Plan of Structure sheet for existing beams.]

(10-24-2001) (11-28-2011) (4-17-2017) S. Coat the entire outside and bottom of the

fascia beam using a material selected from the Special Provision for Concrete Surface Coatings. Apply the coating according to the Special Provision. [Use on Prestressed I-Beam, Bulb-Tee Beams and spread box beam projects where the beam ends are being coated and where coating fascia beams will not significantly effect the maintaining traffic scheme of the project.]

(10-24-2001) (11-28-2011) (4-17-2017)

8.07.04 (continued) T. Steel for sole plates and other bearing

components shall meet the requirements of AASHTO M 270 Grade 36. Sole plates are required in all beam ends.

(12-5-2005) (11-24-2014) U. Beam steel reinforcement, including

stirrups, shall be Grade 60 (ksi). [Use for all I-Beams, Bulb-Tee Beams and all box beams except 17” & 21" box beams.] (12-5-2005) (11-28-2011) (4-17-2017)

V. Field drilling shall be allowed for sign

support anchors only. Location of anchors shall be as detailed on Traffic & Safety Sign Support Special Details. Any damage to the beams shall be repaired at the contractor’s expense and approved by the Engineer. (11-28-2011)

W. Items cast into the beams to facilitate

bridge construction (forming, finishing, etc.) shall be galvanized or epoxy coated. (8-20-2009) (3-18-2013) (6-17-2013)

X. Concrete inserts shall be 1” diameter;

Dayton Superior, Type B-1 Standard or Type B-18; Williams Form, Type C 12; Meadow Burke, Type CT-2; or equal. Inserts (coil or ferrule) must be electroplate galvanized in accordance with ASTM B633, Service Condition 4. Inserts shall be cast with the beams. Field installation of inserts is not allowed. [Use for I-Beams, Bulb-Tee Beams and spread box beams.]

(11-28-2011) (2-16-2016) (4-17-2017) Y. Note deleted. (1-29-2018) Z. Longitudinal beam steel reinforcement (A

bars) shall be Grade 60 (ksi). The design of transverse beam steel reinforcement, stirrups and slab ties (ED & D bars) is based on Grade 40 (ksi); the use of either Grade 40 or Grade 60 is allowed in construction of the beam. [Use for 17” & 21” box beams.]

(11-28-2011) (11-24-2014)


8.07.04 (continued) Prestressed Concrete I-Beam & Box Beam Notes P. Any holes cast or formed in the beam

shall be filled with non-shrinking grout. Included in the bid item (“Prest Conc 1800 Beam, Erect”) (Prest Conc Bulb-Tee Beam, Erect, ___ inch by ___ inch”). [Use for Michigan 1800 Prestressed I-Beam and Bulb-Tee Beams.]

(12-5-2005) (4-17-2017) Q. The outer 6" of the top surface of the

beam shall be fabricated to a smooth trowel finish, and then coated with a bond breaker as specified in section 708 of the Standard Specifications. [Use for Michigan 1800 Prestressed I-Beam and Bulb-Tee Beams.]

(12-5-2005) (4-17-2017) R. At the locations shown on these plans,

coat the beams using a material selected from the Special Provision for Concrete Surface Coatings. Apply the coating in the manner specified in the Special provision for a distance of ______ feet, starting from the beam end at the joint, coating both sides and bottom of beam. [Use on Prestressed I-Beam, Bulb-Tee Beams and Spread box beam projects with expansion joints on the bridge. Show the locations to be coated on the erection diagram (new) or on existing General Plan of Structure sheet for existing beams.] (8-20-2009) (4-17-2017)

S. Coat the entire outside and bottom of the

fascia beam using a material selected from the Special Provision for Concrete Surface Coatings. Apply the coating according to the Special Provision. [Use on Prestressed I-Beam, Bulb-Tee Beams and spread box beam projects where the beam ends are being coated and where coating fascia beams will not significantly effect the maintaining traffic scheme of the project.] (8-20-2009) (4-17-2017)

T. Steel for sole plates and other bearing

components shall meet the requirements of AASHTO M 270 Grade 36. Sole plates are required in all beam ends.

(12-5-2005) (11-24-2014)

8.07.04 (continued) U. Beam steel reinforcement, including

stirrups, shall be Grade 60 (ksi). [Use for all I-Beams, Bulb-Tee Beams and all box beams except 17” & 21" box beams.]

(12-5-2005) (11-28-2011) (4-17-2017) V. Field drilling shall be allowed for sign

support anchors only. Location of anchors shall be as detailed on Traffic & Safety Sign Support Special Details. Any damage to the beams shall be repaired at the contractor’s expense and approved by the Engineer. (8-20-2009)

W. Items cast into the beams to facilitate

bridge construction (forming, finishing, etc.) shall be galvanized or epoxy coated. (8-20-2009) (3-18-2013) (6-17-2013)

X. Concrete inserts shall be 1” diameter;

Dayton Superior, Type B-1 Standard or Type B-18; Williams Form, Type C 12; Meadow Burke, Type CT-2; or equal. Inserts (coil or ferrule) must be electroplate galvanized in accordance with ASTM B633, Service Condition 4. Inserts shall be cast with the beams. Field installation of inserts is not allowed. [Use for I-Beams, Bulb-Tee Beams and spread box beams.]

(8-20-2009) (2-16-2016) (4-17-2017) Y. Note deleted. (1-29-2018) Z. Longitudinal beam steel reinforcement (A

bars) shall be Grade 60 (ksi). The design of transverse beam steel reinforcement, stirrups and slab ties (ED & D bars) is based on Grade 40 (ksi); the use of either Grade 40 or Grade 60 is allowed in construction of the beam. [Use for 17” & 21” box beams.]

(11-28-2011) (11-24-2014)


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. Note deleted. (1-29-2018)

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)


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. Note deleted. (1-29-2018)

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)


12.08.02 Concrete Repair - General (10-24-2001) Embedded Galvanic Anodes for Concrete Repairs Galvanic anodes consist of a circular cylinder (approx. 1" thick and approx. 3" diameter) shaped cementitious shell encapsulating a zinc electrolyte. The embedded galvanic anodes serve to provide localized corrosion protection to existing uncoated steel reinforcement. Often, when new concrete is placed adjacent to old concrete, corrosion in the old concrete is accelerated. This is the result of a difference in the electrolytic potential between the new and old concrete. When placed at the specified spacing along the perimeter of concrete patches or along the interface between new/existing concrete, the anodes mitigate the formation of new corrosion sites in the existing concrete. The embedded anodes have a life expectancy of 15 to 20 years, which is dependent on anode spacing and environmental exposure. Embedded anodes must be tied to uncoated steel reinforcement for proper function. Suggested uses for the embedded galvanic anodes are as follows: 1. Bridge deck widening, where new

concrete placed next to old. 2. Deck joint replacement, where new

concrete placed next to old. 3. Substructure repairs, where new

concrete placed next to old. 4. Deck repairs, where greater than ten

years patch service life is required. 5. Substructure widening, where new

concrete placed next to old. For items 1 thru 5, placement of anodes will follow the Standard Specifications for Construction. (1-29-2018)

12.08.03 Substructure Repairs A. Patching This work generally includes the sealing of cracks and patching of spalled areas. Designers should be aware that the cost of extensive substructure patching may be more than the cost of removal and replacement of a portion of the unit. Where removal of substructure portions is feasible it should be considered. A prime example of this is removing a portion of a pier cap on a project that includes superstructure replacement. (5-1-2000) 1. Removal of concrete shall be paid for as

"Hand Chipping, Other Than Deck" and includes all areas excluding the top surface of the deck and sidewalk; i.e. all substructure units, the underside of the deck, and the barriers and fascias.

2. Patching mixtures include latex modified

(LM) concrete as one of the choices. Since its bonding characteristics are superior to the others, LM concrete mixtures (Table 703-2 in the Standard Specifications) should be used for substructure repair where latex is relatively available. In the North and Superior Regions, this mixture should be used only where the project already includes LM concrete for a deck overlay. Otherwise, repairs should be made with a concrete patching mixture from Table 703-1. (5-1-2000)

3. When substructure units are patched, the

entire surface of the substructure unit shall be coated with "Penetrating Water Repellent Treatment" to prevent further deterioration. As an alternative, where aesthetics are important, an elastomeric concrete sealer may be used. See Section 7.03.11. (5-1-2000)