Contract ID 39102-M51905

PROGRESS CLAUSE: Submit a Progress Schedule. The Engineer for this project is as follows:

Christopher Jacobs, PE MDOT/Kalamazoo TSC 5372 South 9th St.

Kalamazoo, MI 49009 jacobsc@michigan.gov

After receiving Notice of Award, start work on the date approved by the Engineer, which date must be no earlier than September 3, 2019. In no case, may any work be commenced prior to receipt of formal notice of award by the Department.

The entire project must be completed on or before the final contract completion date of September 26, 2019.

Failure by the Contractor to meet the final contract completion date will result in the assessment of liquidated damages in accordance with subsections 108.10.C.1 and 108.10.C.2 of the Standard Specifications for Construction. Liquidated damages will continue to be assessed for each calendar day that the work associated with the final contract completion date remains incomplete, even if these days extend into or beyond seasonal suspension, unless approved otherwise by the Engineer.

Unless specific pay items are provided in the contract any extra costs incurred by the Contractor due to cold-weather protection and winter grading will not be paid for separately, but will be included in payment of other contract items.

After award and prior to the start of work, the Contractor must attend a preconstruction meeting with the Engineer. The Engineer will determine the day, time and place for the preconstruction meeting. The meeting will be conducted after project award and may be rescheduled if there are delays in the award of the project.

The named subcontractor(s) for, Designated and/or Specialty Items, as shown in the proposal, is recommended to be at the preconstruction meeting if such items materially affect the work schedule.

Failure on the part of the Contractor to carry out the provisions of this Progress Clause may be considered sufficient cause to prevent bidding future projects.

mailto:jacobsc@michigan.gov

MICHIGAN

DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISION

FOR

MAINTAINING TRAFFIC

SWR/KZO BCB 1 of 6 APPR:SWR:T&S MLO:07/25/2019

a. Description. This work consists of all labor, materials, and equipment required to maintain traffic as specified herein, on M-89, Ross Township, Kalamazoo County.

b. General. Maintain traffic throughout the project in accordance with the latest standard specifications, any typicals or supplemental specifications in the contract and as described on the plans for this project.

c. Construction Influence Area (CIA). The CIA includes the right-of-way of the following roadways, within the approximate limits described below:

1. On M-89 from approximately 0.42 (2200 ft) miles east of the POE and 0.42 (2200 ft) miles to the west of the POB.

2. In addition, the CIA includes the right-of-way of any intersecting roads adjacent to the work zone for a distance of approximately 350 feet in advance of the work zone.

d. Traffic Restrictions. Maintain traffic in accordance with the maintaining traffic typicals contained herein, except as noted below. Changes or adjustments to the maintaining traffic typicals may be necessary to fit field conditions, subject to approval of the Engineer or as determined by the Engineer.

1. Utilize the following Maintaining Traffic Typicals:

A. M0020a L, D, and B Values

B. M0050a Advance Sign Treatment

C. M0190aMOD Temporary Traffic Signal on a Two-Lane Two-Way Road Roadway.

2. Do not work, deliver material, or close lanes during the holiday periods as defined in Tables 1 and 2 or as approved by the Engineer.

Table 1: 2019 Holiday Periods Holiday Start Date and time End Date and time

Labor Day 3:00 p.m. Friday August 30th 6:00 a.m. Tuesday September 3rd

SWR:BCB 2 of 6 07-25-2019

CS 39102, JN M51905

Table 2: 2019 Special Events Event Start Date and time End Date and time

Luke Bryan Concert 12:00 p.m. Friday September 27th 6:00 a.m. Saturday September 28th

3. Traffic switch operations are exempt from lane rental assessments or liquidated damage assessments for 8 hours for each traffic switch. Perform traffic switch operations within the allowable “traffic restriction tables” as shown below.

A. A traffic switch will be defined as a change in the existing (original or staged) traffic configuration which requires multiple (more than one) lane lines and/or edge lines to be relocated in a new location and the old lines to be removed either between construction stages, or maintenance of traffic stages.

4. Maintain a minimum of one lane of traffic in each direction at all times on M-89 utilizing Traffic Typical M0190aMOD.

5. Upon approval of the ITCP, complete and submit the “Lane Closure Notification/Request Form” to the Engineer for approval prior to the actual closure date.

Submit the lane closure request 7 calendar days in advance of the lane closure for approval.

This includes all shifts/shoulder/lane/ramp closures as stated per the proposal or any new lane closure requests submitted by the Contractor. The Engineer will have 4 calendar days to review the lane closure request for approval or provide comments for revisions required to obtain approval. Do not implement a lane closure prior to approval by the Engineer. In addition, notify the Engineer when the lane closure is removed or cancelled. See Lane Closure Notification/Request Form contained in the proposal.

e. Traffic General.

1. For any lane open to traffic, provide a minimum lane width of 11 feet with 2 feet of shy distance on both sides unless identified otherwise on plans.

2. Do not close lanes or utilize traffic regulation sequences where work can be accomplished with a shoulder closure. Do not occupy any part of the active traffic lane with personnel or equipment when utilizing a shoulder closure. Place lane closures and traffic regulation operations only in areas as show on the plans unless otherwise directed by the Engineer.

3. Repair, at no expense to the Department, any damage done to staging area, signs, or any road surface due to the Contractor’s operations.

4. Develop and submit to the Engineer an Internal Traffic Control Plan (ITCP) per subsection 104.11.B of the Standard Specifications for Construction. Submit the ITCP at the preconstruction meeting. The Engineer will have 7 calendar days to review the ITCP for approval or provide comments for revisions required to obtain approval. Include in the ITCP, at a minimum, the proposed ingress/egress locations for construction equipment and vehicles, traffic control devices that will be utilized to warn the motoring public of ingress/egress locations, and measures that will be taken to ensure compliance with the ITCP. Ensure that the ITCP minimizes conflicts between construction vehicles and motorists and maintains overall safety and mobility within the work zone. No work may begin prior to approval of the

SWR:BCB 3 of 6 07-25-2019

ITCP. Additional time required to obtain an approved ITCP will not be cause for delay or impact claims. All costs associated with obtaining an approved ITCP, providing and executing all parts of the approved ITCP including required traffic control devices, or resolving an incomplete or unacceptable ITCP will be borne by the Contractor.

5. Protect the work area at the end of each day. Close all open access points on the project to traffic with Type III barricades or other devices approved by the Engineer.

6. Bolt or tack weld all structure castings that will be required to carry traffic prior to implementation of any construction staging or traffic shifts.

7. All costs associated with maintaining devices during/post a storm event are considered included in the “Operated” item for the traffic control devices.

8. Remove all temporary traffic control devices from MDOT right-of-way during any shut down periods unless needed for directly maintaining or channelizing traffic. No additional payment will be made for removal and/or redeployment of these devices except for in the case of an approved extension of time.

9. Material and work to maintain drives open to traffic must be in accordance with the Special Provision for Driveway and Intersection Maintenance.

10. Cover or remove construction signing that refers to work zone speed when work at a location is planned to be inactive for a period greater than 2 days, unless otherwise specified on the plans or as directed by the Engineer.

11. Once work is initiated that includes any lane restrictions, that work must be continued daily until completed. A lack of work activity for more than 3 days will require the removal of lane closures at no expense to the Department.

f. Stage Construction. Maintain traffic in accordance with the restrictions listed in section

d. Traffic Restrictions and the suggested sequence of operations contained herein. Use of an alternate traffic control plan is subject to review and approval by the Engineer.

1. Stage 1.

A. Cold Mill entire existing HMA surface as shown in the plans. Provide butt joint tapers for vehicle traffic. Complete concrete deck patching, membrane placement as described in the plans. Achieve the required concrete strength prior to starting Stage 2 and as directed by the Engineer.

B. Close the north and center lanes of M-89 over Gull Creek utilizing Maintaining Traffic Typical M0190aMOD.

2. Stage 2.

A. Complete concrete deck patching and membrane placement as described in the plans. Resurface with HMA once concrete has achieved required strength and as directed by the Engineer. Place permanent pavement markings.

SWR:BCB 4 of 6 07-25-2019

B. Close the south and center lanes of M-89 over Gull Creek utilizing Maintaining Traffic Typical M0190aMOD.

g. Hot Mix Asphalt (HMA) Work.

1. Resurface all milled areas once concrete strength has been obtained or as directed by the Engineer.

h. Bridge Work.

1. Follow any load restriction staging on the bridge per plans and/or special provision.

2. Provide 3 days minimum for curing concrete prior to application of the membrane.

i. Traffic Control Devices. Ensure all traffic control devices are in accordance with the MMUTCD and must meet the “acceptable” criteria as defined in the ATSSA publication entitled “Quality Guidelines for Temporary Traffic Control Devices and Features” at the time of initial deployment and after each major stage change.

1. General.

A. During non-working periods, any work site with uncompleted work must have applicable advance signs and channelizing devices at specific locations, as directed by the Engineer, at no additional cost to the Department.

B. Notify the Engineer 24 hours in advance of when traffic control devices are being delivered to the project site, to allow for initial inspection of devices to take place.

C. Remove from the project site all traffic control devices no longer needed for a particular operation and equipment for construction within 14 calendar days of reopening the shoulder/lane/roadway.

2. Channelizing Devices.

A. Channelizing devices required for this project are as shown in the contract unless otherwise directed by the Engineer.

B. Ensure all devices have sufficient ballast to prevent moving or tipping. If moving or tipping occurs, place additional ballast, as directed by the Engineer, at no additional cost to the Department.

C. Do not use caution tape on this project.

Channelizing device spacing must be 15 feet for tapers and 25 feet for tangents or tighter spacing as directed by the Engineer.

3. Temporary Signs.

A. Additional W20-1 (ROAD WORK AHEAD) signs are included in the quantities to be placed on all intersecting or adjacent roads where construction activities may be encountered.

SWR:BCB 5 of 6 07-25-2019

B. Fabricate, install, and remove temporary sign overlays on existing signs with the pay item for Sign, Type B, Temp, Prismatic, Furn. Attach the overlay in accordance with subsection 812.03.D.2 of the Standard Specifications for Construction.

j. Traffic Signals.

1. Traffic Signals.

A. Coordinate the removal or modification of existing traffic signals and installation of temporary or permanent signals with the Engineer.

B. Prior to each stage, all temporary and/or permanent traffic signal work necessary for traffic control during that stage must be complete and fully operational.

C. Adjust placement of temporary signal devices in the field, so that opposing traffic can be seen in a stopped condition where possible, as directed by the Engineer.

D. Prior to each stage, cover any signal indications or overhead signing in conflict with traffic movements during that stage. Methods of covering signs and signal indications require approval by the Engineer before placement.

E. If it becomes necessary to perform installation activities in the middle of an intersection where lane closures would be impractical, obtain police assistance. The Engineer will determine the times police assistance may be used at the intersection.

Expedite work in the intersection to minimize the time police assistance is required.

2. Temporary Pavement Marking.

A. Cover conflicting pavement markings, pavement markings in taper/transition areas and other markings as directed by the Engineer, for operations occupying a location longer than 3 days. Durable markings in these areas should be covered rather than be removed.

B. Quantities for temporary tape to be placed during paving operations are based on 4-inch strips, 4 feet long, spaced at 50 feet center to center for lane lines and center line, and double 4 inch strips for centerline marked for no passing. Additional quantity for temporary tape to be utilized for temporary stop bars for use in conjunction with the temporary traffic signal.

C. When Type R or NR tape is used, ensure that all temporary pavement markings adhere to the pavement surface until permanent markings are installed.

D. Complete temporary pavement markings in each stage prior to shifting traffic as directed by the Engineer.

E. Replace all existing pavement markings that are removed for traffic control or obliterated during construction.

F. Delineate the edge line as show on the plans.

k. Measurement and Payment. Payment will be in accordance with the standard

SWR:BCB 6 of 6 07-25-2019 specifications unless otherwise specified.

No additional payment will be made for the following activities:

1. Transporting traffic control items from site to site.

2. Providing sufficient vehicles and staff to make changes as-needed on site during work.

3. Providing sufficient vehicles and staff to remove closures from the roadway.

4. Additional signing or maintaining traffic devices required to expedite the construction will be borne by the Contractor.

Width Height Legend / Text Background I II III IV

G20-2 End Road Work 48 24 Black Orange B 2 -- -- 16 --

OM-3L Vertical Panel Left 12 36 Black Orange A 2 6 -- -- --

OM-3R Vertical Panel Right 12 36 Black Orange A 2 6 -- -- --

R2-1 Speed Limit XX 55 48 60 Black White B 2 -- -- 40 --

R5-18c Work Zone Begins 48 48 Black White B 2 -- -- 32 --

W13-1P XX MPH 25 24 24 Black Orange B 2 -- -- 8 --

W20-1 Road Work Ahead 48 48 Black Orange B 5 -- -- 80 --

W20-4 One Lane Road Ahead 48 48 Black Orange B 2 -- -- 32 --

W3-3 Signal Ahead Symbol 48 48 Black Orange B 2 -- -- 32 --

12 - 240 -

Type B

Type B, Special

Prepared By

B Barnes

Area (Sft)

*FOR REFERENCE ONLY

Type Quantity

Size (in) Color Stage Type B, SpecialType BType A

Type A, Special

Type A, Special

TEMPORARY SIGN CHART

Sign Code Sign Description

Total Area (Sft) Type A

Comment

Bridge Work 07/25/2019 Project Description Date

39102-M51905 Control Section - Job Number

S H

O U

L D

E R

S H

O U

L D

E R

D

D D

BOTH DIRECTIONS

IS THE SAME FOR

SIGN PLACEMENT

ZONES

IN WORK

DOUBLED

FINES

TRAFFIC

R5-18

D

APPROPRIATE TYPICAL

SIGNING PER

REMAINING SEQUENCE

SIGN = 48 ft2 - TYPE B

AN UNDIVIDED TWO-WAY ROADWAY

REMOVED AT END OF EACH WORK DAY ON

ALL TRAFFIC CONTROL DEVICES ARE

STATIONARY WORK ZONE OPERATIONS WHERE

INTERMEDIATE AND SHORT TERM

TYPICAL ADVANCE SIGNING TREATMENT FOR

CON:AE:djf OCTOBER 2011

10/13/2011

ROAD WORK

END

G20-2

PROJECT LIMITS

PROJECT LIMITS

WORK ZONE

R5-18b

INJURE /

KILL A

WORKER

$7500 +

15 YEARS

1 2 BMM:CRB M0050a

W20-1

ROAD

WORK

AHEAD

SEQUENCE SIGNING

APPROPRIATE TYPICAL FOR

W20-1 QUANTITY INCLUDED WITH

FOR ONE DIRECTION OF TRAFFIC

PW RD/TS/Typicals/Signs/MT NON FWY/M0050a.dgn

MAINTAINING TRAFFIC

TYPICAL

SHEET

Michigan Department of Transportation

FILE:

OF

TRAFFIC AND SAFETY

PLAN DATE:

DRAWN BY:

CHECKED BY:

REV. NOT TO SCALE

NOTES

SIGN SIZES

35. THESE SIGNS ARE INTENDED TO BE USED WITHIN THE LIMITS OF THE TEMPORARY SEQUENCE SIGNING AS IS SHOWN ON

1 0F 2. THESE SIGNS ARE NOT TO BE INTERMINGLED WITH ANY OTHER TEMPORARY SEQUENCE SIGNING EXCEPT AS

SHOWN.

AN UNDIVIDED TWO-WAY ROADWAY

REMOVED AT END OF EACH WORK DAY ON

ALL TRAFFIC CONTROL DEVICES ARE

STATIONARY WORK ZONE OPERATIONS WHERE

INTERMEDIATE AND SHORT TERM

TYPICAL ADVANCE SIGNING TREATMENT FOR

CON:AE:djf

BMM:CRB 2 2

30. THE APPROPRIATE ADVANCE SIGNING SEQUENCE(S), (M0030a THROUGH M0080a) SHALL BE USED ON ALL PROJECTS.

OCTOBER 2011

M0050a

10/13/2011

W20-1 - 48" x 48"

R5-18b - 48" x 60"

R5-18 - 48" x 60"

G20-2 - 48" x 24"

PW RD/TS/Typicals/Signs/MT NON FWY/M0050a.dgn

MAINTAINING TRAFFIC

OF

TRAFFIC AND SAFETY

PLAN DATE:

KEY

H

O U

L D

E R

S H

O U

L D

E R

D D

D

D D

D

AHEAD

ROAD

ONE LANE

AHEAD

ROAD

ONE LANE

W20-1

ROAD

WORK

AHEAD

W20-1

ROAD

WORK

AHEAD

S H

O U

L D

E R

S H

O U

L D

E R

2 OF 2)

(SEE SHEET

2 OF 2)

(SEE SHEET

STOP

RED

R10-6

HERE ON

STOP

RED

R10-6

HERE ON

VERTICAL PANEL (L) VERTICAL PANEL (R)

VERTICAL PANEL (L)

VERTICAL PANEL (R)

(SEE SHEET 2 OF 2)

(SEE SHEET 2 OF 2) (SEE SHEET 2 OF 2)

(SEE SHEET 2 OF 2)

(SOLID 24 " STOP BAR)

TEMPORARY PAVEMENT MARKING

f t f t

100 ft MAXIMUM

50 ft f t f t

100 ft MAXIMUM

50 ft

D

BEGINS

ZONE

WORK

R5-18c

D

BEGINS

ZONE

WORK

R5-18c

D

ROAD WORK

END

ROAD WORK

END

D

SPEED

LIMIT

R2-1

XX

SPEED

LIMIT

R2-1

XX

CON:AE:djf

M.P.H.

XX W13-1

ADVISORY SPEED

ON ONE SIDE OF ROADWAY USING AN

TWO-WAY ROADWAY WITH SIGN PLACEMENT

A TEMPORARY TRAFFIC SIGNAL, TWO-LANE

TYPICAL TEMPORARY TRAFFIC CONTROL FOR

SIGN = 203 ft2 - TYPE B

SIGN = 12 ft2 - TYPE A

CHANNELIZING DEVICES

W20-4

W20-4

STROBE LIGHT (OPTIONAL)

STOP AND GO SIGNALS

TRAFFIC FLOW

1 2 BMM:CRB M0190aMOD

PW RD/TS/Typicals/Signs/MT NON FWY/M0190a.dgn

M.P.H.

XX W13-1

MARKINGS

PAVEMENT

TEMPORARY

OCTOBER 2011

TYPICAL M0030a-M0080a.

DEPICTED ON THE APPROPRIATE

ADVANCE WORK ZONE SIGNING AS

PLACE THIS SIGN ALONG WITH THE SPEED LIMIT

REFLECTS EXISTING

TYPICAL M0030a-M0080a.

DEPICTED ON THE APPROPRIATE

ADVANCE WORK ZONE SIGNING AS

PLACE THIS SIGN ALONG WITH THE

MARKINGS

TEMPORARY PAVEMENT

10/10/2011

W3-3

W3-3

TYPICAL

MAINTAINING TRAFFIC

OF

TRAFFIC AND SAFETY

PLAN DATE:

SIGN DETAIL

NOTES

2. ALL NON-APPLICABLE SIGNING WITHIN THE CIA SHALL BE MODIFIED TO FIT CONDITIONS, COVERED OR REMOVED.

DISTANCES BETWEEN SIGNS, THE VALUES FOR WHICH ARE SHOWN IN TABLE D, ARE APPROXIMATE AND MAY NEED

ADJUSTING AS DIRECTED BY THE ENGINEER.

3.

23. TEMPORARY CONCRETE BARRIER SHALL BE APPLIED AS PER THE CURRENT STANDARD PLAN.

24. VERTICAL PANELS SHALL BE USED IN LIEU OF THE TYPE B HIGH INTENSITY LIGHT SHOWN IN THE STANDARD PLAN

FOR TEMPORARY CONCRETE BARRIER.

14A. ADDITIONAL SIGNING AND/OR ELONGATED SIGNING SEQUENCES SHOULD BE USED WHEN TRAFFIC VOLUMES ARE

SIGNIFICANT ENOUGH TO CREATE BACKUPS BEYOND THE W3-3 SIGNS.

21. ALL EXISTING PAVEMENT MARKINGS WHICH ARE IN CONFLICT WITH EITHER PROPOSED CHANGES IN TRAFFIC PATTERNS

OR PROPOSED TEMPORARY TRAFFIC MARKINGS, SHALL BE REMOVED BEFORE ANY CHANGE IS MADE IN THE TRAFFIC

PATTERN. EXCEPTION WILL BE MADE FOR DAYTIME-ONLY TRAFFIC PATTERNS THAT ARE ADEQUATELY DELINEATED BY

OTHER TRAFFIC CONTROL DEVICES.

22. BARRIER REFLECTORS AND RAISED PAVEMENT MARKERS WHICH ARE EITHER BI-DIRECTIONAL TWO COLOR OR SINGLE

REFLECTORS PLACED BACK TO BACK, WHICH REFLECT THE APPROPRIATE COLOR FOR THE TRAFFIC PATTERN, SHOULD

BE USED TO DELINEATE EACH EDGE OF THE TRAVELED PATH THROUGH THE WORK AREA.

SIGN SIZES

COLORS

45°

VP (R) VP (L)

WHI

TE

OR

ANGE

AND WHITE (REFLECTORIZED)

STRIPES - ORANGE (REFLECTORIZED)

1…"

36"

18"

12"

6"

COLORS

BACKGROUND - WHITE (REFLECTORIZED)

LEGEND AND BORDER - BLACK (NON-REFLECTORIZED)

RED

STOP

HERE ON

LC

12"

54"

21"

8•"

14"

12"

36"

6"

7"D

4"

5"D

4"

7"D

4"

1•"R

3A. THE "WORK ZONE BEGINS" (R5-18c) SIGN SHALL BE USED ONLY IN THE INITIAL SIGNING SEQUENCE IN THE WORK

ZONE. SUBSEQUENT SEQUENCES IN THE SAME WORK ZONE SHALL OMIT THIS SIGN AND THE QUANTITIES SHALL BE

ADJUSTED APPROPRIATELY.

CON:AE:djf

ADVISORY SPEED

ON ONE SIDE OF ROADWAY USING AN

TWO-WAY ROADWAY WITH SIGN PLACEMENT

A TEMPORARY TRAFFIC SIGNAL, TWO-LANE

TYPICAL TEMPORARY TRAFFIC CONTROL FOR

2 2 BMM:CRB

DIAMOND WARNING - 48" x 48"

R2-1 REGULATORY - 48" x 60"

R5-18c REGULATORY - 48" x 48"

R10-6 REGULATORY - 36" x 54"

VERTICAL PANEL - 12" x 36" M0190aMOD

PW RD/TS/Typicals/Signs/MT NON FWY/M0190a.dgn

W13-1 WARNING - 24" x 24"

OCTOBER 2011

1A. SEE FOR "D" VALUES.M0020a

4C. THE MAXIMUM RECOMMENDED DISTANCE(S) BETWEEN CHANNELIZING DEVICES IN THE TAPER AREA(S) SHOULD BE 15

FEET.

10/10/2011

6.

FLASHER, SHOWN ON THE WARNING SIGNS, SHALL BE POSITIONED ON THE SIDE OF THE SIGN NEAREST THE ROADWAY.

WHEN CALLED FOR IN THE FHWA ACCEPTANCE LETTER FOR THE SIGN SYSTEM SELECTED, THE TYPE A WARNING

7.

ONLY DESIGNS AND MATERIALS APPROVED BY MDOT WILL BE ALLOWED.

SPECIFICATIONS FOR CONSTRUCTION, THE STANDARD PLANS AND APPLICABLE SPECIAL PROVISIONS.

MICHIGAN MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, THE CURRENT EDITION OF THE STANDARD

SHALL MEET NCHRP 350 CRASHWORTHLY REQUIREMENTS STIPULATED IN THE CURRENT EDITION OF THE

ALL TEMPORARY SIGNS, TYPE III BARRICADES, THEIR SUPPORT SYSTEMS AND LIGHTING REQUIREMENTS

FOR OVERNIGHT CLOSURES, TYPE III BARRICADES SHALL BE LIGHTED.5.

MAINTAINING TRAFFIC

OF

TRAFFIC AND SAFETY

PLAN DATE:

(ft )

SIGN AREA

9_<

9 _ 20<

N/A1 - 3 lb/ft

2 - 3 lb/ft 1 - 4" X 6"

2 - 4" X 6"

2 - 6" X 8"N/A

N/A

SIGNS 4 FEET AND GREATER IN WIDTH REQUIRE 2 POSTS.

36" X 36"

> X

X

X X

1 - 2" 12 or 14 GA

2 - 2" 12 or 14 GA

X

X> 144" WIDE

ROUNDING OF CORNERS IS NOT REQUIRED FOR TYPE I OR II SIGNS.

VERTICAL JOINTS ARE NOT PERMITTED.

HORIZONTIAL JOINTS THROUGH SIGN LEGEND OR SYMBOLS ARE NOT PERMITTED.

A MAXIMUM OF 2 POSTS WITHIN A 7' PATH IS PERMITTED.

<> N/A 3 - 6" X 8"

SIGNS GREATER THAN 8 FEET IN WIDTH REQUIRE 2 OR 3 WOOD

POSTS DEPENDING ON AREA OF SIGN.

36" X 36" _ 96" TO WIDE

POST TYPE

2 WOODSQUARE TUBULAR STEELU-CHANNEL STEEL

20 _ 30

N/A

N/A

POST SIZE REQUIREMENTS TABLE

SIGN MATERIAL SELECTION TABLE

SIGN SIZE TYPE I TYPE II TYPE III

SIGN MATERIAL TYPE

TYPE I ALUMINUM EXTRUSION

30 _ 60

60 _ 84 N/A

96" WIDE TO 144" WIDE

SUPPORTS FOR TEMP SIGNS

GROUND DRIVEN SIGN

WZD-100-AAUG

CON/ECH

1 11 11/2/2017

DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION

OF

SHEET

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

DRAWN BY:

Michigan Department of Transportation

APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION

DIRECTOR, BUREAU OF FIELD SERVICES

BUREAU OF DEVELOPMENT STANDARD PLAN FOR

DIRECTOR, BUREAU OF DEVELOPMENT

DISTANCE BETWEEN OUTSIDE POSTS.

SPREAD POSTS SO AS TO HAVE A 8' MIN. TO 9' MAX.

FOR ALL 11' AND 12' LONG SIGNS ON 3 WOOD SUPPORTS,

SIGN

L

2 POST SIGN SUPPORT SPACING

1/6L 1/6L2/3L

SIGN

L

1/6L 1/6L

3 POST SIGN SUPPORT SPACING

1/3L 1/3L

2 11

11/2/2017 WZD-100-A

NOT TO SCALE

MICHIGAN DEPARTMENT OF TRANSPORTATION

PLAN DATEF.H.W.A. APPROVAL

SHEET

OF

NOTE: THE ORIGINAL SIGNED COPY IS KEPT ON FILE AT THE MICHIGAN DEPARTMENT OF TRANSPORTATION.

BUREAU OF DEVELOPMENT STANDARD PLAN

AHEAD

CLOSED

ROAD

ROAD

WORK

AHEAD

DETOUR

AHEAD

AHEAD

CLOSED

RIGHT LANE

M.P.H.

BOTTOM HEIGHT AND OFFSET

6'-12' 6'-12'

6'

RURAL

URBAN

5' MIN.

2'

7' MIN.

2'

7'MIN.

4'MIN.

URBAN

4" MAX.4" MAX.

WZD-100-A

3 11

PAVED SHOULDER

SPEED PLATE

RURAL WITH ADVISORY

WALKWAY WALKWAY

WALKWAYS ARE PRESENT)

(CURBED AREAS OR WHERE

WALKWAYS ARE PRESENT)

(CURBED AREAS OR WHERE

11/2/2017

SHEET

OF

C

X X

P O

T

L E

N G

V A

R I

E S

3 3/4" MAX.

D I

O

L

M

N

N

X

3" MIN.

X X

TRAFFIC FLOW

WEIGHT = 3 lbs/ft

1" MIN.

1†" MAX.

L

SECT. MOD. X.-X. = 0.31 CUBIC INCHES MIN.

WZD-100-A 4 11

U - CHANNEL STEEL POST

MOUNT SIGN ON OPEN FACE OF

(NO SPLICE)

3 lb. U - CHANNEL STEEL POST

SHEET

OF

A A

N

N

U P

P

R

P

S T

N

P

UPPER SPLICE LOWER SPLICE

A A

N

P

TRAFFIC FLOW

U P

P

S T

D R I

V

U B

D R I

V

U B

5 11

UPPER U - CHANNEL STEEL POST

MOUNT SIGN ON OPEN FACE OF

2 REQUIRED

5/16" BOLTS

2 REQUIRED

5/16" BOLTS

2 REQUIRED

5/16" BOLTS

2 REQUIRED

5/16" BOLTS

(WITH SPLICE)

3 lb. U - CHANNEL STEEL POST

SHEET

OF

7/16"

NOTES:

UPPER POSTDRIVEN POST

TRAFFIC FLOW

5/16" BOLT

SPACER DETAIL

3/4" O.D.

3/8" I.D.

SPACER THICKNESS

SECTION A-A

1. THE SPACER THICKNESS SHALL BE 1/16" LESS THAN THE GAP BETWEEN THE POST

WHEN POSITIONED IN THE UNBOLTED CONFIGURATION.

2. THE EXTERIOR BOLT (CLOSEST TO LAP), SPACER, WASHER, AND NUT SHALL BE

INSTALLED IN A PREPUNCHED HOLE 1" to 2" FROM THE END OF THE LAP.

3. THE INTERIOR BOLT (FARTHEST FROM LAP), SPACER, WASHER, AND NUT SHALL BE

INSTALLED IN THE NEXT PREPUNCHED HOLE.

4. THE DRIVEN POST SHALL ALWAYS BE MOUNTED IN FRONT OF THE UPPER POST

WITH RESPECT TO THE ADJACENT ONCOMING TRAFFIC, REGARDLESS OF THE

DIRECTION THE SIGN IS FACING.

5. THE SPLICE LAP SHALL BE FASTENED BY FOUR-5/16" DIA. GALVANIZED A449 BOLTS

(SAE J429 GRADE 5) OR GALVANIZED A325 BOLTS.

6 11

(WITH SPLICE)

3 lb. U - CHANNEL STEEL POST

O.D. 3/4" MIN., I.D. 3/8" MAX.

REQUIRED FOR ALL BOLTS

7/16" SPACER

SHEET

OF

3# POST

VARIES VARIES VARIES

A

A

SECTION A-A

FRONT

1. MATERIAL: 12 GAUGE CARBON STEEL.

3. FINISH-AFTER STAMPING AND PUNCHING,

GALVANIZE ACCORDING TO CURRENT

3 1/2"

1 3/4" 1 3/4"

7/16" DRILL

EQUAL TO POST THROAT

OPENING DIMENSION

2. TOLERANCE ON ALL DIMENSIONS 0.0625"

SPECIFICATIONS FOR ZINC (HOT

GALVANIZE) COATINGS ON PRODUCTS

FABRICATED FROM PLATES OR STRIPS

NOTES: (FOR STEEL SIGN REINF' PLATE)

0.19" R

PLYWOOD (TYPE II) OR ALUMINUM SHEET (III) SIGN

STEEL SIGN REINFORCING PLATE

SIGN TO 3 lb. POST CONNECTION

3 lb. U - CHANNEL STEEL POST SIGN CONNECTION

REQUIRED FOR TYPE III SIGNS ONLY

5/16" DIAMETER GALVANIZED BOLT

AND NUT

FLAT WASHER

WZD-100-A 7 11

(TYP. ALUMINUM SHEET [TYPE III] SIGN ONLY)

REINFORCING PLATE

SELF-ALIGNING STEEL

SHEET

OF

(4" X 6" (NOMINAL) POST) 1 1/2" DIA. 2 HOLES

(6" X 8" (NOMINAL) POST) 3 1/2" DIA. 2 HOLES

N

8" DIA. AUGERED HOLE FOR 4" X 6" POST

10" DIA. AUGERED HOLE FOR 6" X 8" POST

5•" OR 7•" (ACTUAL)

SAW CUT DETAIL

5 1/2 " OR 7 1/2" ACTUAL

TRAFFIC FLOW

WOOD POST DETAILS

(MULTIPLE POST INSTALLATIONS)

TRAFFIC FLOW

SIGN PANEL

CONSTRUCTION.

THE STANDARD SPECIFICATIONS FOR

SECTION 912 OF THE CURRENT EDITION OF

WOOD POST SHALL BE IN CONFORMANCE TO

WZD-100-A 8 11

LAYERS, TAMPING EACH LAYER.

EXISTING MATERIAL IN FIVE EQUAL

AUGERED HOLE. IF AUGERED, BACKFILL WITH

THE POST MAY BE DRIVEN OR PLACED IN AN

S I

N G

S E

M B

L I

E S

W

U

T

E X

C E

P T

I

N

(FOR 6" X 8" NOMINAL POST) 1 1/2"

(FOR 4" X 6" NOMINAL POST) 1"

CENTERED ON POSTS.

HOLES ARE TO BE

DRILLED BREAKAWAY

DIRECT EMBEDMENT DETAILS

WOOD POST BREAKAWAY HOLES/

SHEET

OF

POST ASSEMBLIES

EXCLUDE SAW CUT ON SINGLE

SAME AS BOLT ABOVE

TYPE II AND TYPE III SIGNS

END VIEW REAR VIEW

C OF POST

1 1/2"

(TYP.)

P A

N E

L

W I

D T

H

TOP VIEW

LENGTH ALL EXTRUSIONS.

L

1/2"

O

T Y

P

12"

T Y

P

4" X 6" (NOMINAL) OR 6" X 8" (NOMINAL) WOOD POST

ON APPROX. 24" CENTERS FULL

TYPE I SIGN

WOOD POST CONNECTIONS

TYPE I SIGN - ERECTION DETAILS

L

1/6 SIGN LENGTH

(TYP.)

3/8" DIA. GALVANIZED BOLTS

WZD-100-A

(TYP.)

1 1/2"

(TYP.)

STIFFENER ANGLE

SPACING

HOLE

TYPICAL

ALIGNMENT OF PANELS.

USED TO FACILITATE

E

X

N

X

N

TYP.

2"

BOLT HOLES MAY BE

1/2" X 3/4" ELONGATED

M A

X

M A

X

CORNER RADIUS (TYP.)

0.040" EXTERIOR

(ALUM.) x SIGN HEIGHT

L 2" X 2" X 1/4"

STIFFENER ANGLE-

FOR CONSTRUCTION

SPECIFICATIONS

PER MDOT STANDARD

ALUMINUM EXTRUSION

SIGNS

ALUMINUM SHEET (TYPE III)

PLYWOOD (TYPE II) OR

(TYPE I) SIGN

ALUMINUM EXTRUSION

SAW CUT

FLAT WASHER

GALVANIZED

HEX. HD. BOLT

3/8" DIA. GALVANIZED

NYLON INSERT LOCKNUT

GALVANIZED

FLAT WASHER

GALVANIZED

NYLON INSERT LOCKNUT (TYP.).

WASHERS & GALVANIZED

2 GALVANIZED FLAT

3/8" DIA. GALVANIZED BOLT,

BE INSTALLED ON EITHER SIDE OF EACH POST.

ALUMINUM L 4" X 3" X 3/8" ANGLES MAY

GALVANIZED BOLTS.

C OF HOLES FOR 3/8" DIA.

ALIGNMENT OF ALUMINUM ANGLES.

HOLES MAY BE USED TO FACILITATE

1/2" X 3/4" ELONGATED BOLT

EACH PANEL.

BOLT STIFFENER ANGLE TO

NYLON INSERT LOCKNUTS.

& GALVANIZED

GALVANIZED FLAT WASHERS

RECTANGULAR FLAT BOLTS,

GALVANIZED 3/8" DIA.

9 11

SHEET

OF

N G

V

R I

E S

ANCHOR SLEEVE

GRADE

SQUARE TUBULAR STEEL POST

M I

N

N

D

L

TUBE SIZE = 2•" X 2•"

WALL THICKNESS = 12 GA

W

P O

S I

F

U

D E

S

SIGN POST

TUBE SIZE = 2" x 2"

WALL THICKNESS =12 OR 14 GA

X

INSERT CONNECTION HARDWARE

(PER MANUFACTURER'S

SPECIFICATIONS)

WZD-100-A

SIGN CONNECTION LOCATIONS.

ANCHOR/POST CONNECTION AND

HOLES OPTIONAL EXCEPT FOR

10 11

SHEET

OF

1. A MAXIMUM OF TWO POSTS WITHIN A 7 FOOT PATH IS PERMITTED.

GENERAL NOTES:

3. ALL POSTS SHALL BE EMBEDDED A MINIMUM OF 42".

2. ALL SIGN POSTS SHALL COMPLY WITH NCHRP 350.

13. POSTS SHALL NOT EXTEND MORE THAN 4" ABOVE TOP OF SIGN.

10. REMOVE SIGN POSTS AND/OR POST STUBS IN THEIR ENTIRETY WHEN NO LONGER

REQUIRED.

11. ALL LABOR, MATERIALS, AND EQUIPMENT, INCLUDING TEMPORARY SUPPORTS

12. SAW CUTS IN WOOD POSTS ARE TO BE PARALLEL TO THE BOTTOM OF THE SIGN.

4. BRACING OF POST IS NOT PERMITTED.

5. SIGN SHALL BE LEVEL, AND UPRIGHT FOR THE DURATION OF INSTALLATION.

6. ERECT POSTS SO THE SIGN FACE AND SUPPORTS DO NOT VARY FROM PLUMB

BY MORE THAN 3/16" IN 3'. PROVIDE A CENTER-TO-CENTER DISTANCE

BETWEEN POSTS WITHIN 2 PERCENT OF PLAN DISTANCE.

7. NO MORE THAN ONE SPLICE PER POST, AS SHOWN, WILL BE PERMITTED.

8. POST TYPES SHALL NOT BE MIXED WITHIN A SIGN SUPPORT INSTALLATION.

WZD-100-A

THROUGH SIGN LEGEND OR SYMBOLS ARE PERMITTED IN SIGN

9. NO VERTICAL JOINTS ARE PERMITTED IN SIGN. NO HORIZONTIAL JOINTS

11 11 11/2/2017

REQUIRED TO INSTALL, MAINTAIN, RELOCATE, AND/OR REMOVE THE TEMPORARY

SIGN, INCLUDING SUPPORTS, ARE CONSIDERED TO BE INCLUDED IN THE COST

OF THE TEMPORARY SIGN.

14. TEMPORARY WOOD SUPPORTS DO NOT REQUIRE PRESERVATIVE TREATMENT.

SHEET

OF

ECH

MWB

ENGINEER OF DEVELOPMENT

Traffic Control Devices

Temporary

WZD-125-E 1 3

6" MIN.

12" MAX.1

8'-0" o

(12 REQUIRED)

1" MIN. O.D. STEEL FLAT LOCK WASHER

…" - 16 STEEL HEX NUT

…" - 16 STEEL HEX BOLT

6" MIN.

12" MAX.1

8'-0" o

(12 REQUIRED)

1" MIN. O.D. STEEL FLAT LOCK WASHER

…" - 16 STEEL HEX NUT

…" - 16 STEEL HEX BOLT

FRONT ELEVATION SIDE VIEW

FRONT ELEVATION SIDE VIEW

PERFORATED SQUARE STEEL TUBE OPTION

BI-DIRECTIONAL RIGHT DIRECTIONALLEFT DIRECTIONAL

T Y

P

T Y

P

ANGLE IRON OPTION

(12 GAGE)

SQUARE STEEL TUBE

1ƒ" PERFORATED

(10 GAGE)

1•" x 1•" ANGLE

C

C C

C C

C C

C ƒ" HOLLOW EXTRUDED RIGID POLYOLEFIN ƒ" HIGH DENSITY POLYETHYLENE OR ƒ" ACX PLYWOOD OR

BARRICADE RAIL MAY BE

ƒ" HOLLOW EXTRUDED RIGID POLYOLEFIN ƒ" HIGH DENSITY POLYETHYLENE OR ƒ" ACX PLYWOOD OR

BARRICADE RAIL MAY BE

CLOSURES

(TYPICAL)

ORANGE

REFLECTORIZED

(TYPICAL)

SILVER (WHITE)

REFLECTORIZED

(TYPICAL)

SILVER (WHITE)

REFLECTORIZED

(TYPICAL)

ORANGE

REFLECTORIZED

BARRICADE RAIL SHEETING OPTIONS

TYPE III BARRICADES

(12 GAGE)

2" SQUARE STEEL TUBE

4'-0" - 6'-0"

4'-0" - 6'-0"

(12 GAGE)

2" SQUARE STEEL TUBE8

O R

2" x 2" x ‰" ANGLE

2" x 2" x ‚" ANGLE OR OF BASE

WELD TO CENTER

OF BASE

WELD TO CENTER

" 1•" x 1•" ANGLE (10 GAGE)

2" x 2" x ‰" ANGLE OR

2" x 2" x ‚" ANGLE OR http://safety.fhwa.dot.gov/roadway_dept/road_hardware/wzd.htm

Other Type III Barricades meeting current NCHRP crash worthy criteria can be found on the FHWA Safety website at

(SPECIAL DETAIL) 1/18/11

THROUGH UPRIGHT AND RAIL

WITH VANDAL RESISTANT HARDWARE

LIGHTWEIGHT WARNING LIGHT ATTACHED

THROUGH UPRIGHT

WITH VANDAL RESISTANT HARDWARE

LIGHTWEIGHT WARNING LIGHT ATTACHED

DEPARTMENT DIRECTOR MICHIGAN DEPARTMENT OF TRANSPORTATION

OF

SHEET

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

DRAWN BY:

Michigan Department of Transportation

APPROVED BY:

APPROVED BY:

Kirk T. Steudle

BY

PREPARED

DESIGN DIVISION

DIRECTOR, BUREAU OF FIELD SERVICES

BUREAU OF DEVELOPMENT STANDARD PLAN FOR

DIRECTOR, BUREAU OF DEVELOPMENT

6'-0"

(4 REQUIRED)

STEEL HEX BOLT WITH Œ" NUT

…" x 2•" - 16 ZINC COATED

1" ON CENTER, ALL FOUR SIDES

PSST STEEL TUBING WITH …" HOLES

12 OR 14 GAGE GALVANIZED UPRIGHT

1ƒ" x 1ƒ" x 9'-0"

REFLECTIVE SHEETING

3'-4"

PLACED 6" FROM BOTTOM OF UPRIGHT

1" ON CENTER, ALL FOUR SIDES

PSST STEEL TUBING WITH …" HOLES

12 GAGE GALVANIZED SLEEVE

2" x 2" x 3'-0"

ON THREE SIDES

IRON BY ‚" x 2" WELDS

ATTACH STUB TO ANGLE

FOR INSERTING UPRIGHT

6" HIGH (12 GAGE)

2" SQUARE STEEL TUBE

FRONT ELEVATIONSIDE VIEW

TEMPORARY SIGN SUPPORT

(WARNING LIGHT PLACED ON SIDE CLOSEST TO TRAFFIC)

T

Y P

Z-BRACKET DETAIL

1‚"

1ƒ"

14 GAGE STEEL

3"

1•"1•"

Œ" DIA. HOLE

ƒ

PLACED IN OUTERMOST SLOT

AND BATTERY MUST BE

OF SIGN A MINIMUM OF 1"

MUST PROTRUDE FROM EDGE

WARNING LIGHT HOUSING

FROM THE EDGE LINE OF THE PANEL

WITH BOLT PROTECTION CUP. LOCATE BOLT 2" IN

Z-BRACKET ATTACHED WITH •" x 4" HALF MOON BOLT

WITH 6 VOLT SINGLE LANTERN TYPE BATTERY HELD BY

LIGHTWEIGHT (3.3 LBS. MAX.) WARNING LIGHT TYPE A

2" x 2" x ‰" ANGLE *

2" x 2" x ‚" ANGLE OR

* SIGN STAND IS BALLASTED WITH FOUR OR MORE 35 LB SANDBAGS. A MINIMUM OF ONE ON EACH END.

UPRIGHTS SHALL NOT EXTEND ABOVE THE SIGN PANEL.

(OPTIONAL)

INSERTED IN THE HOLE OF PANEL

NYLON WASHER (SEE DETAIL BELOW)

TIGHTENED TO CUP WASHER

AND 1•" FLAT WASHER ˆ" THICK

STEEL HEX BOLT WITH Œ" NUT

…" x 3" - 16 ZINC COATED

1‚" DIA. HOLE IN PANEL FOR

OPTIONAL NYLON WASHER

…" DIA. HOLE

„"1„"

(MEDIUM DENSITY OVERLAY PLYWOOD)

48" x 48" x •" PANEL http://safety.fhwa.dot.gov/roadway_dept/road_hardware/wzd.htm

Other temporary sign supports meeting current NCHRP crash worthy criteria can be found on the FHWA Safety website at

R U

R A

U R

B A

N

1/18/11SPECIAL DETAIL WZD-125-E 2 3

SHEET

OF

WZD-125-E

NOTES:

PLASTIC DRUM

A P

P R

O X

REMAINDER OF DRUM

2" MAX.

NON REFLECTORIZED ORANGE

REFLECTORIZED WHITE

REFLECTORIZED ORANGE

X

S

T E

18" MIN.

SYMBOLS TO BE USED ON PLANS

EXISTING TYPE III BARRICADE

PROPOSED TYPE III BARRICADE

PLASTIC DRUM

TRAFFIC CONTROL DEVICE.

SO THEY WILL NOT COVER OR OBSTRUCT ANY REFLECTIVE PORTION OF THE

ACHIEVE STABILITY OF THE BARRICADE. THE SANDBAGS SHALL BE PLACED

SANDBAGS SHALL BE USED WHEN SUPPLEMENTAL WEIGHTS ARE REQUIRED TO

SPECIFICATIONS FOR CONSTRUCTION.

SENSITIVE REFLECTIVE SHEETING ACCORDING TO THE CURRENT STANDARD

SIGNS, BARRICADES, AND PLASTIC DRUMS SHALL BE FACED WITH PRESSURE-

SHALL BE ORANGE IN COLOR AND EQUAL IN WIDTH.

THE HORIZONTAL REFLECTORIZED ORANGE AND WHITE STRIPES

STRIPE BEING ORANGE. NON REFLECTORIZED SPACES BETWEEN

ALTERNATING IN COLOR WITH THE TOPMOST REFLECTORIZED

STRIPES (2 ORANGE AND 2 WHITE) OF 6" UNIFORM WIDTH,

DRUMS SHALL HAVE AT LEAST 4 HORIZONTAL REFLECTORIZED

NOTE:

3 3 1/18/11

OF PLASTIC DRUMS FOR PLACEMENT OF TEMORARY CONCRETE BARRIER.

DIVIDED ROADWAY, AND R-126-SERIES FOR TYPICAL LOCATION AND SPACING

SEE ROAD STANDARD PLANS R-113-SERIES FOR TEMPORARY CROSSOVERS FOR

CONTRACT ON TYPE III BARRICADES.

SPECIFICATIONS FOR CONSTRUCTION AND ALL OTHER PROVISIONS IN THE

WARNING LIGHTS SHALL BE PLACED ACCORDING TO THE CURRENT STANDARD

HORIZONTAL BASE OF THE TYPE III BARICADE.

2" PERFORATED SQUARE STEEL TUBES MAY BE USED TO FABRICATE THE

(SPECIAL DETAIL)

SHEET

OF

12NB17

08-06-07

NOTICE TO CONTRACTORS/CONSULTANTS

Fraud and Abuse Hotline

The Michigan Department of Transportation (MDOT) has established a Fraud and Abuse Hotline for employees, contractors, consultants, and others to report suspected fraud or abuse, such as: prevailing wage non-compliance, theft, kickbacks, wrongful claims, contract fraud, use of materials that do not comply with specifications, unapproved substitution of materials, commodities, or test samples, or failure to follow contract procedures.

Anyone with knowledge of any activity involving the potential for fraud or abuse is requested to call the Hotline at (toll free) 1-866-460-6368 or 517-241-2256.

12SP-501C-05

SPECIAL PROVISION

FOR

PRICE ADJUSTMENTS ON PERFORMANCE GRADE ASPHALT BINDERS

CFS:TRC 1 of 6 APPR:KPK:JWB:06-06-16

FHWA:APPR:06-07-16

a. Description. This special provision provides the pay adjustment process for hot mix asphalt (HMA) pay items regarding the performance grade (PG) asphalt binder. The project specific PG asphalt binder(s) are listed in the HMA Application Estimate Table found on the plans.

Provide the PG binder according to the requirements of the standard specifications, except where modified herein.

b. Terminology.

Asphalt Binder Sample. The Asphalt Binder Sample is obtained by the Contractor once per day for every asphalt binder grade that is being incorporated into any HMA mixture. Submit the Asphalt Binder Sample to the Engineer. The specification testing will be performed by the Construction Field Services (CFS) HMA Laboratory or a third party AASHTO accredited asphalt binder laboratory, other than the laboratory potentially designated as the dispute laboratory.

Base Price. Price established by the Department to be used in calculating incentives or adjustments to pay items and shown in the contract.

c. Materials. Ensure the PG asphalt binder(s) meets the requirements of the standard specifications.

Asphalt binder prepared with reclaimed engine oil based products is prohibited.

Direct in-line blending of polymer at the hot mix plant is allowed if the Contractor is one of the approved manufacturers listed in the MDOT Materials Source Guide.

Ensure the modified asphalt binder complies with the requirements shown in Table 6 or Table 7.

If polymers and modifiers other than styrene-butadiene-styrene (SBS) or styrene-butadiene rubber (SBR) are used for asphalt binder modifications, approval from MDOT is required before they are used.

The Contractor may substitute a better asphalt binder grade at no cost to the Department. Notify the Department of this substitution at the pre-production meeting. The Contractor may substitute an asphalt binder grade that is higher on the high temperature end and/or lower on the low temperature end. For example, if the project requires PG 58-22 in the base course, the Contractor could use PG 64-22, PG 58-28, or PG 64-28. Specification testing will pertain to the actual asphalt binder grade used in the HMA mixture.

d. Asphalt Binder Samples. Obtain the Asphalt Binder Sample, correctly label the sample

CFS:TRC 2 of 6 06-06-16 container, and complete a Sample Identification (Bituminous Material) (Form 1923B). Ensure the form is filled out correctly and completely, and signed before the sample is given to the Engineer.

Ensure the Asphalt Binder Sample is taken from a sampling spigot located on the pipeline supplying asphalt binder to the plant, in a position between the asphalt binder pump and the point where the asphalt binder enters the mixture. Personnel safety is critical in selecting the position of the sampling spigot.

Collect the Asphalt Binder Sample in three one-pint (16 ounce), slip top, seamless ointment tins.

Ensure the tins are at least three quarters full. The Contractor will keep possession of one tin and the Engineer will take possession of two tins. If the Asphalt Binder Sample has the “P” designation (e.g., PG 70-28P), obtain six one-pint containers. The Contractor will keep possession of two tins, and the Engineer will take possession of four tins. Label all tins in a legible format with the following information:

● MDOT control section and job number

● Binder grade

● Binder supplier certifier number

● Date sampled

● Mix type

The Engineer may request to witness the sampling of the asphalt binder upon any visit to the HMA plant. The Engineer will complete the 1923B form for the witness sample. The witness sample will become the Asphalt Binder Sample of record for that specific asphalt binder grade.

Any other asphalt binder sample of that grade taken that same day will be discarded.

The Contractor is responsible for keeping the MDOT Binder Certification Documents on file for a period of 3 years after the project completion date. The Engineer may request a copy of the MDOT Binder Certification Documents at any time. If requested, ensure these copies are presented to the Engineer. The Engineer will review these documents and communicate any problems that may arise.

e. Price Adjustments.

1. Ensure Asphalt Binder Samples are taken daily prior to incorporation into the HMA mixture. The Engineer will witness and obtain a minimum of one Asphalt Binder Sample for every PG asphalt binder grade being supplied to the project except for HMA mixtures that are used for temporary pavement or accepted by visual inspection criteria. When the witnessed Asphalt Binder Sample of a specific PG binder grade falls within the ranges shown in Tables 1 through 5, the contract base price for the HMA mixture containing the out of specification binder will be reduced by the percentage shown in the table for that days production represented by the sample. If multiple tests on an Asphalt Binder Sample are out of specification, the greatest price reduction from Tables 1 through 5 will apply. If the price reduction is 50 percent, the day of production will be evaluated by the Engineer. If the Engineer determines that removal is warranted, the Contractor must remove and replace the pavement at no additional cost to the Department. The CFS HMA Laboratory will continue testing to determine the extent of the non-specification asphalt binder.

2. The Engineer may test any Asphalt Binder Sample to ensure it meets the requirements of the standard specifications. When the Asphalt Binder Sample of a specific PG binder grade falls within the ranges shown in Tables 1 through 5, the contract base price for the HMA mixture containing the out of specification binder will be reduced by the percentage shown in

CFS:TRC 3 of 6 06-06-16 the table for that days production represented by the sample. If multiple tests on an Asphalt Binder Sample are out of specification, the greatest price reduction from Tables 1 through 5 will apply. If the price reduction is 50 percent, the day of production will be evaluated by the Engineer. If the Engineer determines that removal is warranted, the Contractor must remove and replace the pavement at no additional cost to the Department.

3. When the HMA Application Estimate Table specifies a polymer modified PG asphalt binder, they will be identified by the suffix “P” at the end of the grade (e.g., PG 70-28P). In addition to subsections e.1. and e.2. of this special provision, the polymer modified PG asphalt binder must also meet the criteria shown in Tables 6 or 7. If the polymer modified PG asphalt binder fails to meet the criteria shown in Tables 6 or 7, the contract base price for the bituminous mixture containing the out of specification asphalt binder will be decreased by 25 percent for the day of production represented by the sample. This 25 percent will be in addition to any price reductions incurred from Tables 1 through 5.

4. If any of the following four situations occur, the Engineer will evaluate those days of production. The Engineer will require the Contractor to remove and replace the pavement at no additional cost to the Department, or if the pavement is not removed, a 50 percent reduction in the contract base price will be imposed on the HMA mixture.

● Asphalt binder supplier is not on the approved certifier's list or has not been approved through acceptance testing for this project.

● The Certification Document states less than the minimum grade of binder, as specified by the contract, is used in the HMA mixture.

● An Asphalt Binder Sample is not taken.

● Any of the specified one pint sample tins are less than three quarters full.

f. Dispute Resolution Process for Asphalt Binder Samples. If the asphalt binder test results performed by CFS HMA laboratory fall within the ranges shown in Tables 1 through 5, and/or fail to meet the criteria shown in Tables 6 or 7, the Asphalt Binder Sample is eligible for Dispute Resolution. The Dispute Resolution process is as follows:

1. The Contractor must send their corresponding retained asphalt binder sample to an AASHTO accredited asphalt binder laboratory for PG Binder Grade Verification. These results must verify the disputed PG asphalt binder grade.

2. Submit a request for Asphalt Binder Dispute Resolution testing electronically to the

Engineer, within 15 working days of being notified of Asphalt Binder Sample failing to meet specification. The request must include the test results that verify the disputed corresponding PG asphalt binder grade. A signed statement certifying that the test results represent the disputed corresponding PG grade is required.

3. The Engineer will document receipt of the request for Dispute Resolution and test results from the Contractor. The Engineer will notify MDOT CFS Laboratory within 2 working days of the receipt of the request.

4. The CFS HMA Laboratory will send the Dispute Resolution asphalt binder sample to a third party AASHTO accredited asphalt binder laboratory for PG Binder Grade Verification.

5. All Dispute Resolution results will replace the original Asphalt Binder results.

CFS:TRC 4 of 6 06-06-16

6. If any of the Dispute Resolution results fall within the limits shown in Tables 1 through 5, and/or fail to meet criteria in Tables 6 or 7, all costs associated with completing the Dispute Resolution sample will be borne by the Contractor.

7. If the Dispute Resolution results do not fall within the limits shown in Tables 1 through

5, and/or meet criteria in Tables 6 or 7, all costs associated with completing the Dispute Resolution sample will be borne by the Department.

g. Measurement and Payment. Payment for this work is considered included in the price bid for the applicable HMA items of work.

Table 1: Dynamic Shear Rheometer Original Material

% Reduction Spec. Range (kPa)

2.5 0.98 - <1.00

5 0.93 - <0.98

10 0.88 - <0.93

15 0.83 - <0.88

20 0.78 - <0.83

30 0.73 - <0.78

40 0.68 - <0.73

50 less than 0.68

Table 2: Dynamic Shear Rheometer RTFO Material

2.5 2.08 - <2.20

5 1.98 - <2.08

10 1.88 - <1.98

15 1.78 - <1.88

20 1.68 - <1.78

30 1.58 - <1.68

40 1.48 - <1.58

50 less than 1.48

Table 3: Dynamic Shear Rheometer PAV Material

2.5 >5000 - 5350

5 >5350 - 5600

10 >5600 - 5850

15 >5850 - 6100

20 >6100 - 6350

30 >6350 - 6600

40 >6600 - 6850

50 greater than 6850

CFS:TRC 5 of 6 06-06-16

Table 4: Bending Beam Rheometer Stiffness % Reduction Spec. Range (MPa)

2.5 >300 - 309

5 >309 - 324

10 >324 - 339

15 >339 - 351

20 >351 - 369

30 >369 - 384

40 >384 - 399

50 greater than 399

Table 5: Bending Beam Rheometer M-Value % Reduction Spec. Range

2.5 0.292 - <0.300

5 0.285 - <0.292

10 0.270 - <0.285

15 0.255 - <0.270

20 0.240 - <0.255

30 0.225 - <0.240

40 0.210 - <0.225

50 less than 0.210

Table 6.Requirements for Styrene-Butadiene-Styrene (SBS) Modified Binders

Test Asphalt Grade

PG 58-34(P), PG 64-28(P)

PG 70-22(P), PG 70-28(P)

Asphalt Grade

PG 64-34(P), PG 76-22(P),

PG 76-28(P)

Tests On Original Binder, (a)

Separation of Polymer ASTM D 5892-96a 163°C, 48 hours, (R & B difference between top and bottom), Maximum

2 2

Force Ratio AASHTO T300-95 4°C, 50 mm/min.; 300 mm elongation, Minimum

0.30 0.35

Tests On Residue From Rolling Thin Film Oven, (a)

Elastic Recovery AASHTO T301-95, 25°C 100 mm elongation, and cut immediately, % Minimum

60 70

a. Report DSR values for G*/sin delta, and the phase angle at the high-grade temperature on the original and on the RTFO residue for informational purposes.

CFS:TRC 6 of 6 06-06-16

Table 7. Requirements for Styrene-Butadiene-Rubber (SBR) Modified Binders

Test Asphalt Grade

PG 58-34(P), PG 64-28(P)

PG 70-22(P), PG 70-28(P)

Asphalt Grade

PG 64-34(P), PG 76-22(P),

PG 76-28(P)

Tests On Original Binder, (a)

Separation Of Polymer ASTM D 5892-96a 163°C, 48 hours, (R & B difference between top and bottom), Maximum

2 2

Toughness ASTM D 5801 25°C, 500 mm/min Newton-Meters (inch-pounds), Minimum

12.5 (110) 12.5 (110)

Tenacity ASTM D 5801 25°C, 500 mm/min, Newton-Meters (inch-pounds)

8.5 (75) 8.5 (75)

Tests on Residue from Rolling Thin Film Oven, (a)

Elastic Recovery AASHTO T301-95, 25°C 100 mm elongation, and cut immediately, %minimum

40 50

a. Report DSR values for G*/sin delta, and the phase angle at the high-grade temperature on the original and on the RTFO residue for informational purposes.

12SP-501D-01

PRACTICAL TARGET DENSITY ON HOT MIX ASPHALT

CFS:CJB 1 of 2 APPR:SJP:DBP:06-15-11

FHWA:APPR:08-11-11

a. Description. This work consists of developing a density frequency curve to determine the roller pattern and number of passes to obtain maximum density for areas with inadequate base conditions identified on the plans or as approved by the Engineer. Inadequate base conditions may include underlying materials that are not stable or an inadequate pavement structure. Inadequate pavement structure is defined as a base where the top 6 inches of the underlying material has a Weighted Structural number less than 0.76 anywhere within the resurfacing limits of the shoulder. See Table 1: Table of Coefficients and method of computation listed below. Identify and provide location(s) and evidence (hand auger boring or exposed soil layers) of inadequate base conditions for areas not shown on the plans. If the area is unstable as a result of the Contractor’s construction operations, other than compactive effort, the area will be excluded from this special provision. If the area is unstable due to the compactive effort required to obtain maximum in place density then this special provision will apply, provided the Engineer concurs with the Contractor’s findings and agrees to the limits of each area.

b. Materials. None specified.

c. Construction. Run and document a density frequency curve to determine the roller pattern and number of passes to achieve the maximum density in locations of inadequate base conditions. Ensure the Engineer is given the opportunity to witness and document the density frequency curve. A density frequency curve is defined as the measurement and documentation of each pass of the finished roller until the in place density results indicate a decrease in value.

The previous recording will be deemed the optimal density. After the initial determination the Contractor must verify and document the density frequency curve at 1000 foot intervals in continual locations and at individual locations less than 1000 foot long in those locations where inadequate base conditions have been identified. Density tests must begin 100 feet from the beginning of the inadequate base limits. Perform density tests using an approved non-nuclear gauge (per the manufacturer's recommended procedures) or a nuclear density gauge in the 60 second mode with the JMF Gmm. Longitudinal locations will be as specified above, with the transverse locations randomly selected as outline in section A-12 of the Materials Quality Assurance Procedures Manual. Ensure the transverse location is not within 5 inches of the free edge. Mark each location with a 2 inch diameter paint dot. If the in place density result is less than 90 percent, the Contractor must take 5 additional tests at 100 foot intervals at the same transverse offset as the previous result. If more than 2 of the 5 tests are less than 90 percent, stop production and review the operating procedures and notify the Engineer. Production can resume upon approval of the Engineer. Document all results and submit to the Engineer daily or immediately upon request.

d. Field Placed Material (Density) Quality Assurance. The Engineer will randomly select three Quality Assurance (QA) core…