2) Approved Equal. - Galesburg, Illinois · operations, the Contractor shall reshape the surface to level out any uneven settlement that has occurred. 1. The backfill material under

City of Galesburg Project No. 17-3015 Whitesboro Street Water Main Replacement July 2017 Galesburg, Illinois

331000 Water Distribution 331000 - 8 May 2017

2) Approved Equal.

2. Curb Stops:

a. 1” Inlet and Outlet flared copper. b. Acceptable Materials:

1) Mueller H-15155. 2) Approved Equal.

2.6 BOXES AND LIDS

A. Comply with Section 44 of the Standard Specifications and the following:

1. Curb Boxes: a. Cast Iron construction, conforming to ASTM A-48 and shall be of “Minneapolis

Pattern” type. b. Shall be installed for all curb stop valves and adjusted to finished grade. c. Acceptable Materials:

1) Mueller H-10300 Series. 2) Approved Equal.

2. Valve Boxes:

a. Cast Iron construction.

b. Rubber insert in base of valve box. Shall be Valve Box Adaptor II of West Allis, WI, or approved equal.

c. Two section screw type with availability to add extensions to increase lengths. Inside diameter of 5 1/4”.

d. Covers with “WATER” cast into the lid. e. Acceptable Materials:

1) Clow F-2452 2) Approved Equal.

2.7 SADDLES AND SLEEVES

A. Comply with Section 46 of the Standard Specifications and the following:

1. Service Saddles:

a. Bronze Body Construction. b. 1” AWWA “CC” Threads. c. Acceptable Materials:

1) Mueller BR1S Series. 2) Approved Equal.

2. Tapping Sleeves:

a. Stainless steel construction with carbon steel flange and Buna-N ASTM D2200 gasket.



b. Verify size of main to be sleeved. c. Acceptable Materials:

1) Smith Blair Series 662. 2) Approved Equal.

3. Tapping Valves:

a. Iron Body Construction. b. Resilient Wedge Type. c. Mechanical Joint x Flanged ends. d. Acceptable Materials:

1) Mueller Model T-2361 2) Approved Equal.

2.8 FLOWABLE FILL

A. Cementous slurry backfill material containing the following:

1. Material requirements:

a. Portland Cement, Type 1:ASTM C150. b. Water: Potable & Clean. c. Fine Aggregate Natural Sand: Washed, Class A Quality, FA 1 gradation per IDOT

Standard Specifications. d. Fly Ash: ASTM C-618, Class C or F.

2. Proportioning: Materials shall be proportioned using Mix 1 or 2 as follows: ITEM MIX 1 MIX 2

Portland Cement 50 lbs 150 lbs. Fly Ash – Class C or F 175 lbs none Fine Aggregate (saturated surface dry) 2925 lbs 2500 lbs Water 45-65 gals 35-50 gals Air Content none 20-25%

B. These quantities will yield approximately one cubic yard of the proper consistency. The flowability shall be adjusted within the specified limits to produce desired results. The mixture shall be ready-mixed. Sufficient mixing capacity shall be provided to permit placement without interruption. The mixer drum shall be completely emptied prior to the initial batch to ensure that no additional cement fines are incorporated into the mix.

2.9 SELECT GRANULAR BACKFILL

A. Coarse aggregate material meeting a CA-6 Classification as specified in the Standard Specifications for Road and Bridge Construction in Illinois, except the quality may be Class D and up to 15% fines may pass the #200 sieve (i.e. CA-6 Special or B6-X).

2.10 TRACER WIRE

A. Trace wire: Magnetic detectable #12 AWG wire, blue plastic covering.



2.11 MATERIALS STORAGE

A. General: The interior, as well as all sealing surface, of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter. Pipe bundles shall be stored on flat surfaces with uniform support. Gaskets shall be stored in a cool, dark place away from oil, grease, excessive heat, direct sunlight, and electric motors.

B. Storage of Plastic Pipe: Plastic pipe shall not be stored in direct sunlight for a period of time longer than ninety days. Plastic pipe stored outside for longer periods shall be covered with canvas or other opaque material. Clear plastic sheets shall not be used. Air circulation shall be provided under the covering.

C. If the plastic is stored in direct sunlight for a period of time longer than ninety days, contrary to these specifications, the pipe will be rejected by the Owner. The Contractor shall at his own expense remove this pipe from the job site and replace it with acceptable pipe.

PART 3 - EXECUTION

3.1 EXCAVATION AND BACKFILL

A. Trench Width: The trench width shall be no greater than the width needed to properly joint the pipe and lay it in the trench. Minimum width shall be the pipe diameter plus four inches on each side.

B. Depth of Pipe Cover: The pipe shall be laid to a minimum depth of four feet measured from the existing ground surface to the top of the barrel of the pipe.

C. Embedment: Bedding is the material directly under the pipe. It establishes line and grade and provides support. Place a 4" layer of selected material to provide a cushion below the pipe, and an additional 1” layer above the pipe. Rocks or other large particles should never be closer than 6" from the pipe.

D. Backfill: Only selected excavated materials, free from stones, with a particle size less than 1/2 inch, shall be used in backfilling up to 12 inches above the top of the pipe. Backfill shall be made by any acceptable method, which will not dislodge or damage the pipe or cause bridging action. Tamping around the pipe will not be required provided trench widths are within allowable limits and the initial backfill provides support underneath the pipe. Excess material shall be neatly rounded over the top of the trench as directed by the Engineer. In final clean-up operations, the Contractor shall reshape the surface to level out any uneven settlement that has occurred.

1. The backfill material under surfaces to be replaced, including streets, sidewalks, driveways, and pavements, as well as 2’ on each side of said surface, shall be aggregate backfill sufficiently compacted so as to prevent any future trench settlement.

E. Temporary Surface Over Trench: Wherever conduits are constructed under traveled roadways, driveways, sidewalks, or other traveled surfaces, a temporary surface shall be placed over the top of the trench as soon as possible after compaction, as specified above, has been satisfactorily completed. The temporary surface shall consist entirely of compacted Type I aggregate base in accordance with the current IDOT Standard Specifications For Highway Construction. The top of the temporary surface shall be smooth and meet the grade of the



adjacent undisturbed surface. The temporary surface shall be maintained at the Contractor's expense until final restoration of the street surface is completed as specified. No permanent restoration of street surface shall be initiated until authorized by the Engineer

F. Surface Restoration: It is the intent of these Specifications that the surfaces disturbed, or removed during construction shall be restored after final backfill operation to a condition at least equal to that existing prior to the start of work. Materials and construction methods for surface restoration shall conform to IDOT Standard Specifications or the Township Detail.

G. Disposal of Excavated Materials: The Contractor shall remove and dispose of any surplus excavated materials, and broken concrete and pavement surfaces, resulting from his work.

3.2 PIPE INSTALLATION

A. Separation from Sewer Mains: There shall be at least a ten-foot horizontal separation between the proposed water main and sewer mains. Water mains crossing sewer mains shall be laid to provide a minimum vertical distance of eighteen inches between the outside of the sewer main and the outside of the water main. This shall be the case where the water main is either above or below the sewer main. One full length of water pipe must be located so that both joints will be as far from the sewer line as possible. Support the sewer main or drain to prevent settling and breaking the water main. Both the watermain and sewer shall be constructed of slip or mechanical joint PVC pipe. Watermains shall be separated from septic tanks, disposal fields, and seepage beds by a minimum of twenty-five feet (25’).

B. Handling of Pipe: All pipe shall be handled in such manner as will prevent damage to the pipe. Accidental damage to pipe shall be repaired to the satisfaction of the Engineer or be removed from the job at no expense to the owner or engineer and methods of handling shall be corrected to prevent further damage when called to the attention of the Contractor.

1. The pipe and fittings shall be inspected by the Contractor for defects while suspended above grade.

2. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations; and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned and relaid at no expense to the owner or engineer. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or by other means approved by the engineer to ensure absolute cleanliness inside the pipe.

C. Cutting and Beveling Pipe: Field cuts may be made with either hand or mechanical saws or plastic pipe cutters. Cuts shall be made without damaging the pipe. Ends shall be carefully cut so they are square and perpendicular to the pipe axis. Field constructed spigots on plastic pipe shall have burrs removed and the ends smoothly beveled by a mechanical beveller or by hand with a rasp or file.

D. Pipe Assembly: All joints shall be assembled in accordance with recommendations of the manufacturer. Clean and dry the surfaces of all joints components. Inspect the components and repair or replace damaged or defective ones. Where gaskets are inserted into the bell in the field, seal the gasket firmly and uniformly into the bell groove with the color stripe toward the open bell end. Gaskets for pipefittings and accessories shall only be used with the item for which they were designed, manufactured and supplied. Use only lubricant supplied by the pipe manufacturer. Apply lubricant immediately before joining. Apply lubricant only on the spigot and not on the gasket or in the bell. Coat the entire circumference of the spigot bevel plus about one inch behind the taper.



1. Insert lubricated spigot into the bell until contacting the gasket uniformly. Take care to concentrically align the two piping components to avoid gasket displacement and to ease insertion. Then use normal force to insert the spigot until the insertion strip mark is flush with the bell entrance. Rotating the pipe while inserting it is helpful.

2. Use a pipe puller or bucking bar if necessary to assist insertion. Proper joining and gasket seating may be verified after joint assembly by rotation of the spigot by hand or using a strap wrench for 1/4 to 1/2 turn. If unusual joining resistance is encountered or if the insertion mark does not reach the flush position, disassemble the joint, inspect for damage, reclean the joint components and repeat the assembly steps.

E. Temporary Cessation of Work: When the installation of pipe is stopped at the end of a day or for a longer period of time, the pipe shall be plugged and left in the trench. Pipe shall not be left extending up out of the trench during this period.

F. Thrust Blocking: Blocking to prevent movement of lines under pressure at bends, tees, caps, valves and hydrants shall be Portland Cement Concrete, a minimum of 12" thick, placed between solid ground and the fittings, and shall be anchored in such a manner that pipe and fittings joints will be accessible for repairs. The concrete shall have a minimum 28-day compressive strength of 3500 psi.

1. Solid, pre-cast concrete blocks may be used in place of Portland Cement Concrete for thrust blocking at the direction of the Owner. If solid concrete blocks are used, care must be taken to provide for the minimum thickness and to assure that fittings or hydrants are wedged securely against undisturbed ground.

2. All bends of 11-1/4 degrees or greater, and all tees and plugs shall be thrust protected to prevent movement of the lines under pressure as shown on the Plans.

G. Disinfection: After construction and prior to being placed in service, all water mains shall be disinfected by one of the methods listed in AWWA C651 or Illinois Standard Specifications.

3.3 CLEANING AND FLUSHING

A. References: Section 41-2.15A and 21-2.15H of the Standard Specifications.

B. Prior to disinfection, all water mains shall be flushed and cleaned. Where directed by the Engineer, water mains shall be cleaned by inserting a hydraulically propelled foam “pig” or other suitable device acceptable to the Engineer. No additional payment will be made for cleaning, pigging and flushing, which shall be considered as incidental to the water main installation unless it is listed as a pay item in the Bid Schedule.

3.4 PRESSURE TEST

A. After installation, the pipeline shall be subjected to a hydrostatic pressure equal to150% of the normal operating pressure. The pipeline shall be slowly filled with water at a velocity less than 1 fps. All air shall be expelled from the pipe. The duration of each pressure test shall be for a period of not less than two hours. Any cracked or defective pipe, fittings, or valves discovered by this pressure test shall be removed and replaced by the Contractor with sound material and the test shall be repeated until satisfactory to the Engineer. The allowable leakage is that recommended in the AWWA manual for PVC pipe.



3.5 PROTECTION OF PROPERTY AND SURFACE STRUCTURES

A. General: Trees, shrubbery, fences, poles and all other property and surface structures shall be protected during construction operations unless their removal for purposes of construction is authorized by the Engineer. Any fences, poles or other man made surface improvements which are moved or disturbed by the Contractor shall be restored to the original conditions, after construction is completed, at the Contractor's expense. Responsibility for any damage or claims for damage caused by construction operations to shrubbery or other landscape improvements which were not authorized for removal by the Engineer shall be assumed by the Contractor. In easements across private property, the Contractor shall confine all operations to the easement area and shall be responsible and liable for all damage outside of the easement area.

B. Work within Right-of-Way: The Contractor will apply for construction permits for the work within the City right-of-way. The City shall waive the permit fee.

3.6 TRACER WIRE

A. A single #12 THW copper wire shall be buried with the PVC watermain. The wire shall be carefully placed and brought up to above ground surface at all valves, hydrants or other approved locations. All underground splices shall be made with 3M or other approved direct bury splice kits.

3.7 TRENCH CONSTRUCTION

A. Trenches shall be excavated to the alignment and elevations as indicated on the drawings with any deviations approved by the engineer. Specified herein are standard construction requirements covering a broad range of both normal and unusual conditions that can be anticipated in water trench excavation and construction. Therefore, some items of work are specified as options of the contractor which do not require the engineer's approval, some options do require the engineer's approval, and some items of work are specified to be done in a specific way, unless specified otherwise on the drawings or in the special conditions of the contract documents.

B. Unless specified otherwise, the contractor shall remove all pavement or other surface improvements, which require removal for the excavation. The edges of concrete or bituminous paved surfaces shall be saw cut.

C. Temporary support, adequate protection, and maintenance of all underground and surface utility structures, drains, sewers, and other structures encountered in the progress of the work shall be furnished by the contractor at his own expense. Where the grade or alignment of the pipe is obstructed by existing utility structures such as conduits, ducts, pipes, branch connections to main sewers, or main drains, the obstruction shall be permanently supported, relocated, removed, or reconstructed by the contractor in cooperation with the owners of such utility structures. Whenever necessary to determine the location of existing underground utility structures, the contractor, after an examination of available records, shall make all explorations and excavations for such purpose as may be directed by the engineer. All pipe shall be laid to depth of cover shown on the contract drawings or as directed by the engineer in writing. The depth of cover shall be measured from the established street grade or the surface of the permanent improvement to the top of the pipe barrel.

D. General: The trench shall be dug to the required alignment and depth shown on the drawings or as subsequently approved in writing by the engineer, and only so far in advance of pipe



laying as permitted by the supplementary specifications or approved by the engineer. Trench Stability: Where necessary to prevent caving, trench excavations in unstable soil shall be adequately supported. Where sheeting, bracing or other trench supports are used, the trench width shall not be less than that specified hereafter. As backfill is placed and trench support is withdrawn, the void left by the withdrawn support shall be filled and compacted before withdrawing the next increment.

E. Contaminated Soil: THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY if any contaminated soil is found during construction. Excavated material shall remain on site until determination from the State Fire Marshal’s representative or the Engineer has been made as to whether the soil does or does not contain petroleum contaminants. Pipeline shall either be relocated or constructed with materials resistant to petroleum products. Additional costs will be paid by negotiated change order prior to construction.

3.8 TRENCH MAINTENANCE AND REPAIR

A. The Contractor shall remain responsible for any trench settlement and surface failure, including boring and receiving pits, for a period of one year after final completion and acceptance of the work. The Performance Bond furnished by the Contractor shall remain in effect for a period of one year after completion and final acceptance of the work.

B. The contractor will be notified in writing by the Owner or Engineer of any need for repairs or maintenance. If the repair or maintenance is not performed within thirty calendar days, the Owner shall have the right to have the repair work performed by others and the cost thereof will be deducted from the lump sum contract price.

C. At the end of the one-year maintenance period, payment will be made at the contract price less any costs incurred by the Owner. The amount of the contract lump sum price for Trench Repair and Maintenance will be established by the Owner and shown in the Bid Proposal Schedule of Quantities and Prices.

END OF SECTION 331000

Check Sheet For Recurring Special Provisions

Date Adopted 01/01/2017Printed 05/24/17

The Following Recurring Special Provisions Indicated By An “X” Are Applicable To This Contract And Are Included By Reference:

Recurring Special Provisions

Check Sheet # Page No. 1 Additional State Requirements for Federal-Aid Construction Contracts 26 2 Subletting of Contracts (Federal-Aid Contracts) 29 3 EEO 30 4 Specific EEO Responsibilities Non Federal-Aid Contracts 40 5 Required Provisions - State Contracts 45 6 Asbestos Bearing Pad Removal 51 7 Asbestos Waterproofing Membrane and Asbestos Hot-Mix Asphalt Surface Removal 52 8 Temporary Stream Crossings and In-Stream Work Pads 53 9 Construction Layout Stakes Except for Bridges 54 10 Construction Layout Stakes 57 11 Use of Geotextile Fabric for Railroad Crossing 60 12 Subsealing of Concrete Pavements 62 13 Hot-Mix Asphalt Surface Correction 66 14 Pavement and Shoulder Resurfacing 68 15 Patching with Hot-Mix Asphalt Overlay Removal 69 16 Polymer Concrete 70 17 PVC Pipeliner 72 18 Bicycle Racks 73 19 Temporary Portable Bridge Traffic Signals 75 20 Work Zone Public Information Signs 77 21 Nighttime Inspection of Roadway Lighting 78 22 English Substitution of Metric Bolts 79 23 Calcium Chloride Accelerator for Portland Cement Concrete 80 24 Quality Control of Concrete Mixtures at the Plant 81 25 Quality Control/Quality Assurance of Concrete Mixtures 89 26 Digital Terrain Modeling for Earthwork Calculations 105 27 Reserved 107 28 Preventive Maintenance - Bituminous Surface Treatment 108 29 Preventive Maintenance - Cape Seal 114 30 Preventive Maintenance - Micro-Surfacing 129 31 Preventive Maintenance - Slurry Seal 140 32 Temporary Raised Pavement Markers 149 33 Restoring Bridge Approach Pavements Using High-Density Foam 150 34 Portland Cement Concrete Inlay or Overlay 153

Printed 05/24/17 Date Adopted 01/01/2017

The Following Local Roads And Streets Recurring Special Provisions Indicated By An “X” Are Applicable To This Contract And Are Included By Reference:

Local Roads And Streets Recurring Special Provisions

Check Sheet # Page No.

LRS 1 Reserved 158 LRS 2 Furnished Excavation 159 LRS 3 Work Zone Traffic Control Surveillance 160 LRS 4 Flaggers in Work Zones 161 LRS 5 Contract Claims 162 LRS 6 Bidding Requirements and Conditions for Contract Proposals 163

LRS 7 Bidding Requirements and Conditions for Material Proposals 169 LRS 8 Reserved 175 LRS 9 Bituminous Surface Treatments 176 LRS 10 Reserved 177 LRS 11 Employment Practices 178 LRS 12 Wages of Employees on Public Works 180 LRS 13 Selection of Labor 182 LRS 14 Paving Brick and Concrete Paver Pavements and Sidewalks 183 LRS 15 Partial Payments 186 LRS 16 Protests on Local Lettings 187 LRS 17 Substance Abuse Prevention Program 188 LRS 18 Multigrade Cold Mix Asphalt 189

BDE SPECIAL PROVISIONSFor the August 4 and September 22, 2017 Lettings

The following special provisions indicated by an “x” are applicable to this contract and will be included by the Project Development and Implementation Section of the BD&E. An * indicates a new or revised special provision for the letting.

File Name

# Special Provision Title Effective Revised

80099 1 Accessible Pedestrian Signals (APS) April 1, 2003 Jan. 1, 201480382 2 Adjusting Frames and Grates April 1, 201780274 3 Aggregate Subgrade Improvement April 1, 2012 April 1, 201680192 4 Automated Flagger Assistance Device Jan. 1, 2008

* 80173 5 Bituminous Materials Cost Adjustments Nov. 2, 2006 Aug. 1, 201780241 6 Bridge Demolition Debris July 1, 20095026I 7 Building Removal-Case I (Non-Friable and Friable Asbestos) Sept. 1, 1990 April 1, 20105048I 8 Building Removal-Case II (Non-Friable Asbestos) Sept. 1, 1990 April 1, 20105049I 9 Building Removal-Case III (Friable Asbestos) Sept. 1, 1990 April 1, 20105053I 10 Building Removal-Case IV (No Asbestos) Sept. 1, 1990 April 1, 201080366 11 Butt Joints July 1, 2016

* 80384 12 Compensable Delay Costs June 2, 201780198 13 Completion Date (via calendar days) April 1, 200880199 14 Completion Date (via calendar days) Plus Working Days April 1, 200880293 15 Concrete Box Culverts with Skews > 30 Degrees and Design Fi

FeetApril 1, 2012 July 1, 2016

80311 16 Concrete End Sections for Pipe Culverts Jan. 1, 2013 April 1, 201680277 17 Concrete Mix Design – Department Provided Jan. 1, 2012 April 1, 201680261 18 Construction Air Quality – Diesel Retrofit June 1, 2010 Nov. 1, 201480029 19 Disadvantaged Business Enterprise Participation Sept. 1, 2000 July 2, 201680378 20 Dowel Bar Inserter Jan. 1, 2017

* 80229 21 Fuel Cost Adjustment April 1, 2009 Aug. 1, 201780304 22 Grooving for Recessed Pavement Markings Nov. 1, 2012 Aug. 1, 201480246 23 Hot-Mix Asphalt – Density Testing of Longitudinal Joints Jan. 1, 2010 April 1, 201680347 24 Hot-Mix Asphalt – Pay for Performance Using Percent Within Limits

– Jobsite SamplingNov. 1, 2014 April 1, 2017

* 80383 25 Hot-Mix Asphalt – Quality Control for Performance April 1, 2017 April 2, 201780376 26 Hot-Mix Asphalt – Tack Coat Nov. 1, 201680367 27 Light Poles July 1, 201680368 28 Light Tower July 1, 201680336 29 Longitudinal Joint and Crack Patching April 1, 2014 April 1, 201680369 30 Mast Arm Assembly and Pole July 1, 201680045 31 Material Transfer Device June 15, 1999 Aug. 1, 201480165 32 Moisture Cured Urethane Paint System Nov. 1, 2006 Jan. 1, 201080349 33 Pavement Marking Blackout Tape Nov. 1, 2014 April 1, 201680371 34 Pavement Marking Removal July 1, 201680377 35 Portable Changeable Message Signs Nov. 1, 2016 April 1, 201780359 36 Portland Cement Concrete Bridge Deck Curing April 1, 2015 Jan. 1, 201780338 37 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching April 1, 2014 April 1, 2016

* 80385 38 Portland Cement Concrete Sidewalk Aug. 1, 201780300 39 Preformed Plastic Pavement Marking Type D - Inlaid April 1, 2012 April 1, 201680328 40 Progress Payments Nov. 2, 20133426I 41 Railroad Protective Liability Insurance Dec. 1, 1986 Jan. 1, 200680157 42 Railroad Protective Liability Insurance (5 and 10) Jan. 1, 200680306 43 Nov. 1, 2012 April 1, 2016

✔

✔

✔

✔

✔ Reclaimed Asphalt Pavement (RAP) and Reclaimed Asphalt Shingles (RAS)

✔

File Name

# Special Provision Title Effective Revised

80340 44 Speed Display Trailer April 2, 2014 Jan. 1, 2017* 80127 45 Steel Cost Adjustment April 2, 2004 Aug. 1, 2017

80379 46 Steel Plate Beam Guardrail Jan. 1, 201780317 47 Surface Testing of Hot-Mix Asphalt Overlays Jan. 1, 2013 April 1, 201680298 48 Temporary Pavement Marking (NOTE: This special provision was

previously named “Pavement Marking Tape Type IV”.)April 1, 2012 April 1, 2017

20338 49 Training Special Provisions Oct. 15, 197580318 50 Traversable Pipe Grate Jan. 1, 2013 April 1, 201480381 51 Traffic Barrier Terminal, Type 1 Special Jan. 1, 201780380 52 Tubular Markers Jan. 1, 201780288 53 Warm Mix Asphalt Jan. 1, 2012 April 1, 201680302 54 Weekly DBE Trucking Reports June 2, 2012 April 2, 201580071 55 Working Days Jan. 1, 2002

The following special provisions have been deleted from use:

80289 Wet Reflective Thermoplastic Pavement Marking

The following special provisions are in the 2017 Supplemental Specifications and Recurring Special Provisions.

File Name

Special Provision Title New Location Effective Revised

80360 Coarse Aggregate Quality Article 1004.01 July 1, 201580363 Engineer’s Field Office Article 670.07 April 1, 201680358 Equal Employment Opportunity Recurring CS #1 and #5 April 1, 201580364 Errata for the 2016 Standard Specifications Supplemental April 1, 201680342 Mechanical Side Tie Bar Inserter Articles 420.03, 420.05, and

1103.19Aug. 1, 2014 April 1, 2016

80370 Mechanical Splicers Article 1006.10 July 1, 201680361 Overhead Sign Structures Certification of Metal

FabricatorArticle 106.08 Nov. 1, 2015 April 1, 2016

80365 Pedestrian Push-Button Article 888.03 April 1, 201680353 Portland Cement Concrete Inlay or Overlay Recurring CS #34 Jan. 1, 2015 April 1, 201680372 Preventive Maintenance – Bituminous Surface

Treatment (A-1)Recurring CS #28 Jan. 1, 2009 July 1, 2016

80373 Preventive Maintenance – Cape Seal Recurring CS #29 Jan. 1, 2009 July 1, 201680374 Preventive Maintenance – Micro-Surfacing Recurring CS #30 Jan. 1, 2009 July 1, 201680375 Preventive Maintenance – Slurry Seal Recurring CS #31 Jan. 1, 2009 July 1, 201680362 Steel Slag in Trench Backfill Articles 1003.01 and 1003.04 Jan. 1, 201680355 Temporary Concrete Barrier Articles 704.02, 704.04,

704.05, and 704.06Jan. 1, 2015 July 1, 2015

The following special provisions require additional information from the designer. The additional information needs to be submitted as a separate document. The Project Development and Implementation section will then include the information in the applicable special provision. The Special Provisions are:

Bridge Demolition Debris Building Removal-Case IV Material Transfer DeviceBuilding Removal - Case I Completion Date Railroad Protective Liability InsuranceBuilding Removal – Case II Completion Date Plus Working Days Training Special ProvisionsBuilding Removal - Case III DBE Participation Working Days

✔

BUTT JOINTS (BDE) Effective: July 1, 2016 Add the following to Article 406.08 of the Standard Specifications.

“ (c) Temporary Plastic Ramps. Temporary plastic ramps shall be made of high density polyethylene meeting the properties listed below. Temporary plastic ramps shall only be used on roadways with permanent posted speeds of 55 mph or less. The ramps shall have a minimum taper rate of 1:30 (V:H). The leading edge of the plastic ramp shall have a maximum thickness of 1/4 in. (6 mm) and the trailing edge shall match the height of the adjacent pavement ± 1/4 in. (± 6 mm). The ramp will be accepted by certification. The Contractor shall furnish a certification from the manufacturer stating the temporary plastic ramp meets the following requirements. Physical Property Test Method Requirement Melt Index ASTM D 1238 8.2 g/10 minutes Density ASTM D 1505 0.965 g/cc Tensile Strength @ Break ASTM D 638 2223 psi (15 MPa) Tensile Strength @ Yield ASTM D 638 4110 psi (28 MPa) Elongation @ Yield 1/, percent ASTM D 638 7.3 min. Durometer Hardness, Shore D ASTM D 2240 65 Heat Deflection Temperature, 66 psi ASTM D 648 176 ⁰F (80 ⁰C) Low Temperature Brittleness, F50 ASTM D 746 <-105 ⁰F (<-76 ⁰C)

1/ Crosshead speed -2 in./minute The temporary plastic ramps shall be installed according to the manufacturer’s specifications and fastened with anchors meeting the manufacturer’s recommendations. Temporary plastic ramps that fail to stay in place or create a traffic hazard shall be replaced immediately with temporary HMA ramps at the Contractor’s expense.”

80366

DOWEL BAR INSERTER (BDE) Effective: January 1, 2017 Add the following to Article 420.03 of the Standard Specifications.

“ (l) Mechanical Dowel Bar Inserter ........................................................................... 1103.20” Revise Article 420.05(c) of the Standard Specifications to read:

“ (c) Transverse Contraction Joints. Transverse contraction joints shall consist of planes of weakness created by sawing grooves in the surface of the pavement and shall include load transfer devices consisting of dowel bars. Transverse contraction joints shall be according to the following.”

Revise Article 420.05(c)(2) of the Standard Specifications to read:

“ (2) Dowel Bars. Dowel Bars shall be installed parallel to the centerline of the pavement and parallel to the proposed pavement surface. Installation shall be according to one of the following methods. a. Dowel Bar Assemblies. The assembly shall act as a rigid unit with each

component securely held in position relative to the other members of the assembly. The entire assembly shall be held securely in place by means of nails which shall penetrate the stabilized subbase. At least ten nails shall be used for each 10, 11, or 12 ft (3, 3.3, or 3.6 m) section of assembly. Metal stakes shall be used instead of nails, with soil or granular subbase. The stakes shall loop over or attach to the top parallel spacer bar of the assembly and penetrate the subgrade or subbase at least 12 in. (300 mm). At the location of each dowel bar assembly, the subgrade or subbase shall be reshaped and re-tamped when necessary. Prior to placing concrete, any deviation of the dowel bars from the correct horizontal or vertical alignment (horizontal skew or vertical tilt) greater than 3/8 in. in 12 in (9 mm in 300 mm) shall be corrected and a light coating of oil shall be uniformly applied to all dowel bars. Care shall be exercised in depositing the concrete at the dowel bar assemblies so the horizontal and vertical alignment will be retained.

b. Dowel Bar Insertion. The dowel bars may be placed in the pavement slab with a mechanical dowel bar inserter (DBI) attached to a formless paver for pavements ≥ 7.0 in. (175 mm) in thickness. A light coating of oil shall be uniformly applied to all dowel bars.

The DBI shall insert the dowel bars with vibration into the plastic concrete after the concrete has been struck off and consolidated without deformation of the slab. After the bars have been inserted, the concrete shall be refinished and no voids shall exist around the dowel bars. The forward movement of the paver shall not be interrupted by the inserting of the dowel bars. The location of each row of dowel bars shall be marked in a manner to facilitate where to insert the bars, and where to saw the transverse joint. 1. Placement Tolerances for Dowel Bars. The DBI shall place the dowel bars in

the concrete pavement within the following tolerances. (a.) Longitudinal Translation (Mislocation). Longitudinal translation

(mislocation) shall be defined as the position of the center of the dowel bar along the longitudinal axis, in relation to the sawed joint. The quality control tolerance for longitudinal translation shall not exceed 2.0 in (50 mm). If this tolerance is exceeded, adjustments shall be made to the paving operation. Any joint having two or more dowel bars with an embedment length less than 4.0 in. (100 mm) within 12 in. (300 mm) of the same wheelpath will be considered unacceptable. Any joint having an average dowel bar embedment length less than 5.25 in. (130 mm) will also be considered unacceptable. Embedment length shall be defined as the length of dowel bar embedded on the short side of the sawed joint. An unacceptable joint shall be replaced with a minimum of 6 ft (1.8 m) of pavement centered over the joint according to Section 442 for Class B patches.

(b.) Horizontal Translation (Mislocation). Horizontal translation (mislocation) shall be defined as the difference in the actual dowel bar location parallel to the longitudinal or edge joint from its theoretical position as shown on the plans. The quality control tolerance for horizontal translation shall not exceed 2.0 in. (50 mm). If this tolerance is exceeded, adjustments shall be made to the paving operation. Any joint having a dowel bar with a translation greater than 4.0 in. (100 mm) will be considered unacceptable, but may remain in place unless the Engineer determines the joint will not function. If the joint is unable to remain in place, the joint shall be replaced with a minimum of 6 ft (1.8 m) of pavement centered over the joint according to Section 442 for Class B patches.

(c.) Vertical Translation (Mislocation). Vertical translation (mislocation) shall be defined as the difference in the vertical position of the dowel bar relative to the theoretical midpoint of the slab. The quality control tolerance for vertical translation shall be as shown in the following table. If these tolerances are exceeded, adjustments shall be made to the paving operation.

Pavement Thickness Dowel Bar Diameter

Vertical Translation Tolerance

Above Midpoint

Vertical Translation Tolerance

Below Midpoint

≥7 in. to <8 in. (≥175 mm to <200 mm)

1.25 in. (31 mm)

0.25 in. (6 mm)

0.5 in. (13 mm)

≥8 in. to <9 in. (≥200 mm to <225 mm)

1.50 in. (38 mm)

0.25 in. (6 mm)

0.5 in. (13 mm)

≥9 in. to <10 in. (≥225 mm to <250 mm)

1.50 in. (38 mm)

0.75 in. (19 mm)

0.75 in. (19 mm)

≥10 in. (≥250 mm)

1.50 in. (38 mm)

0.75 in. (19 mm)

1.0 in. (25 mm)

Any joint having a dowel bar with top concrete cover less than T/3, where T is slab thickness, will be considered unacceptable. Any joint having 2 or more dowel bars with bottom concrete cover less than 2.0 in. (50 mm) will also be considered unacceptable. An unacceptable joint shall be replaced with a minimum of 6 ft (1.8 m) of pavement according to Section 442 for Class B patches.

(d.) Vertical Tilt or Horizontal Skew (Misalignment). Vertical tilt or horizontal skew (misalignment) shall be defined as the difference in position of the dowel bar ends with respect to each other. Vertical tilt is measured in the vertical axis whereas horizontal skew is measured in the horizontal axis. Misalignment shall be measured in terms of a joint score. The joint score shall be defined as the degree of misalignment evaluated for a single transverse joint for each lane of pavement. The joint score shall be determined as follows:

where: Wi = weighting factor (Table 1) for dowel i x = number of dowels in a single joint

n = number of dowels excluded from the joint score calculation due to measurement interference

Single Dowel Misalignment – The degree of misalignment applicable to a single dowel bar, calculated as:

Table 1. Weighting Factors in Joint Score Determination

Single Dowel Bar Misalignment (SDM) W, Weighting Factor SDM ≤ 0.6 in. (15 mm) 0 0.6 in. (15 mm) < SDM ≤ 0.8 in. (20 mm) 2 0.8 in. (20 mm) < SDM ≤ 1 in. (25 mm) 4 1 in. (25 mm) < SDM ≤ 1.5 in. (38 mm) 5 1.5 in. (38 mm) < SDM 10

The quality control tolerance for vertical tilt or horizontal skew shall not exceed 0.6 in. (15 mm). If the tolerance is exceeded for either one, adjustments shall be made to the paving operation. Any joint having a dowel bar with a vertical tilt or horizontal skew greater than 1.5 in. (38 mm) shall be cut. If more than one dowel bar is required to be cut in the joint, the joint will be considered unacceptable and shall be replaced with a minimum of 6 ft (1.8 m) of pavement centered over the joint according to Section 442 for Class B patches. Single dowel bar misalignment shall be controlled to provide the joint scores shown in the following table.

Number of Dowel Bars in the Joint Maximum Joint Score < 5 4

≥ 5 but ≤ 9 8 > 9 12

A joint score greater than the specified maximum will be considered locked. Three consecutive joints with a score greater than the specified maximum total score will all be considered unacceptable. Three consecutive locked joints shall be corrected by selecting one joint and cutting a dowel bar. Preference shall be given to cutting a dowel bar within the middle 2.5 ft (0.8 m) of the pavement lane to avoid the wheelpaths. If none of the three locked joints will have a joint score less than or equal to the specified maximum after selecting one dowel bar to cut, one of the joints shall be replaced with a minimum of 6 ft (1.8 m) of

pavement centered over the joint according to Section 442 for Class B patches.

(e.) For unacceptable work, the Contractor may propose alternative repairs for consideration by the Engineer.

2. Testing of Dowel Bar Placement. The placement of the dowel bars shall be

tested within 24 hours of paving with a calibrated MIT Scan-2 device according to “Use of Magnetic Tomography Technology to Evaluate Dowel Placement” (Publication No. FHWA-IF-06-006) by the Federal Highway Administration. A trained operator shall perform the testing, and all testing shall be performed in the presence of the Engineer. The device shall be calibrated to the type and size dowel bar used in the work according to the manufacturer’s instructions. Calibration documentation shall be provided to the Engineer prior to construction. The device shall be recalibrated and/or validate readings as required by the Engineer. The device may be utilized as a process control and make necessary adjustments to ensure the dowel bars are placed in the correct location.

(a.) Test Section. Prior to start of production paving, a test section consisting

of 30 transverse joints shall be constructed. The test section may be performed on the actual pavement, but production paving shall not begin until an acceptable test section has been constructed. The test section will be considered acceptable when all of the following are met: (1.) 90 percent of the dowel bars meet the quality control tolerance for

longitudinal, horizontal, or vertical translation (mislocation); (2.) 90 percent of the dowel bars meet the quality control tolerance for

vertical tilt or horizontal skew deviation (misalignment); and (3.) none of the joints are considered unacceptable prior to a corrective

measure for mislocation or misalignment. If the test section fails, another test section consisting of 30 joints shall be constructed. The test section requirement may be waived by the Engineer if the Contractor has constructed an acceptable test section and successfully used the DBI on a Department contract within the same calendar year.

(b.) Production Paving. After the test section is approved, production paving may begin. The mislocation and misalignment of each dowel bar for the

first ten joints constructed, and every tenth joint thereafter, shall be tested. If two consecutive days of paving result in 5 percent or more of the joints on each day being unacceptable prior to a corrective measure, production paving shall be discontinued and a new test section shall be constructed. If any joint is found to be unacceptable prior to a corrective measure, testing of additional joints on each side of the unacceptable joint shall be performed until acceptable joints are found.

(c.) Test Report. Test reports shall be provided to the Engineer within two working days of completing each day’s testing. The test report shall include the following.

(1.) Contract number, placement date, county-route-section, direction of

traffic, scan date, Contractor, and name of individual performing the tests.

(2.) Provide the standard report generated from the on-board printer of the

imaging technology used for every dowel and joint measured. (3.) For every dowel measured, provide the joint identification number,

lane number and station, dowel bar number or x-location, direction of testing and reference joint location/edge location, longitudinal translation, horizontal translation, vertical translation, vertical tilt, and horizontal skew.

(4.) Identify each dowel bar with a maximum longitudinal, horizontal, or

vertical translation that has been exceeded. Identify each dowel bar with a maximum vertical tilt or horizontal skew deviation that has been exceeded.

(5.) Joint Score Details: Provide the joint identification number, lane

number, station, and calculated joint score for each joint. (6.) Locked Joint Identification: Identify each joint with a joint score > 12.

(d.) Exclusions. Exclude the following from dowel bar mislocation and misalignment measurements.

(1.) Transverse construction joints (headers). (2.) Dowel bars within 24 in. (610 mm) of metallic manholes, inlets,

metallic castings, or other nearby or underlying steel reinforced objects.

(3.) The outside dowel bar when tie bars are installed with mechanical

equipment in fresh concrete. For tie bar installations involving preformed or drilled holes, installation shall be performed after testing with the MIT Scan-2 device.

(4.) Joints located directly under high voltage power lines. (5.) Subject to the approval of the Engineer, any other contributors to

magnetic interference.

(e.) Deficiency Deduction. When the Contractor has cut 25 dowel bars to correct unacceptable joints, the Contractor shall be liable and shall pay to the Department a deficiency deduction of $500.00 for the cost of the bars. Thereafter, an additional deficiency deduction of $20.00 for each additional bar cut will be assessed.”

Add the following to Section 1103 of the Standard Specifications.

“1103.20 Mechanical Dowel Bar Inserter. The mechanical dowel bar inserter (DBI) shall

be self-contained and supported on the formless paver with the ability to move separately from the paver. The DBI shall be equipped with insertion forks along with any other devices necessary for finishing the concrete the full width of the pavement. The insertion forks shall have the ability to vibrate at a minimum frequency of 3000 VPM.” 80378

HOT-MIX ASPHALT – TACK COAT (BDE) Effective: November 1, 2016 Revise Article 1032.06(a) of the Standard Specifications to read:

“(a) Anionic Emulsified Asphalt. Anionic emulsified asphalts shall be according to AASHTO M 140. SS-1h emulsions used as a tack coat shall have the cement mixing test waived.”

80376

PROGRESS PAYMENTS (BDE) Effective: November 2, 2013 Revise Article 109.07(a) of the Standard Specifications to read:

“(a) Progress Payments. At least once each month, the Engineer will make a written estimate of the quantity of work performed in accordance with the contract, and the value thereof at the contract unit prices. The amount of the estimate approved as due for payment will be vouchered by the Department and presented to the State Comptroller for payment. No amount less than $1000.00 will be approved for payment other than the final payment. Progress payments may be reduced by liens filed pursuant to Section 23(c) of the Mechanics’ Lien Act, 770 ILCS 60/23(c). If a Contractor or subcontractor has defaulted on a loan issued under the Department’s Disadvantaged Business Revolving Loan Program (20 ILCS 2705/2705-610), progress payments may be reduced pursuant to the terms of that loan agreement. In such cases, the amount of the estimate related to the work performed by the Contractor or subcontractor, in default of the loan agreement, will be offset, in whole or in part, and vouchered by the Department to the Working Capital Revolving Fund or designated escrow account. Payment for the work shall be considered as issued and received by the Contractor or subcontractor on the date of the offset voucher. Further, the amount of the offset voucher shall be a credit against the Department’s obligation to pay the Contractor, the Contractor’s obligation to pay the subcontractor, and the Contractor’s or subcontractor’s total loan indebtedness to the Department. The offset shall continue until such time as the entire loan indebtedness is satisfied. The Department will notify the Contractor and Fund Control Agent in a timely manner of such offset. The Contractor or subcontractor shall not be entitled to additional payment in consideration of the offset. The failure to perform any requirement, obligation, or term of the contract by the Contractor shall be reason for withholding any progress payments until the Department determines that compliance has been achieved.”

80328

WORKING DAYS (BDE)

Effective: January 1, 2002

The Contractor shall complete the work within working days.

80071

65

LR107-4 Page 1 of 1

State of Illinois Department of Transportation

Bureau of Local Roads and Streets

SPECIAL PROVISION FOR

INSURANCE

Effective: February 1, 2007 Revised: August 1, 2007

All references to Sections or Articles in this specification shall be construed to mean specific Section or Article of the Standard Specifications for Road and Bridge Construction, adopted by the Department of Transportation.

The Contractor shall name the following entities as additional insured under the Contractor’s

general liability insurance policy in accordance with Article 107.27:

The entities listed above and their officers, employees, and agents shall be indemnified and held harmless in accordance with Article 107.26.

LR 109 Page 1 of 1




EQUIPMENT RENTAL RATES


All references to Sections or Articles in this specification shall be construed to mean a specific Section or Article of the Standard Specifications for Road and Bridge Construction, adopted by the Department of Transportation.

Replace Article 109.04(b)(4) with the following:

"(4) Equipment. For any machinery or special equipment (other than small tools) the use of which has been authorized by the Engineer, the Contractor will be paid according to the latest revision of “SCHEDULE OF AVERAGE ANNUAL EQUIPMENT OWNERSHIP EXPENSE” and latest index factor as issued by the Illinois Department of Transportation. The equipment should be of a type and size reasonably required to complete the extra work.”

LR406 Page 1 of 1

State of Illinois DEPARTMENT OF TRANSPORTATION

Bureau of Local Roads & Streets


FILLING HMA CORE HOLES WITH NON-SHRINK GROUT


All references to Sections and Articles in this Special Provision shall be construed to mean specific Sections and Articles in the Standard Specifications for Road and Bridge Construction adopted by the Department of Transportation.

Add the following after the first paragraph of Article 406.07(c) of the Standard Specifications:

“Upon completion of coring for density testing, all free water shall be removed from the core holes prior to filling. All core holes shall be filled with a non-shrink grout from the Department’s approved list, which shall be mixed in a separate container prior to placement in the hole. Only enough water to permit placement and consolidation by rodding shall be used, and the material shall be struck-off flush with the adjacent pavement.”

LR 702 Page 1 of 1




CONSTRUCTION AND MAINTENANCE SIGNS

Effective: January 1, 2004 Revised: June 1, 2007

All references to Sections or Articles in this specification shall be construed to mean a specific Section or Article of the Standard Specifications for Road and Bridge Construction, adopted by the Department of Transportation. 701.14. Signs. Add the following paragraph to Article 701.14:

All warning signs shall have minimum dimensions of 1200 mm x 1200 mm (48" x 48") and have a black legend on a fluorescent orange reflectorized background, meeting, as a minimum, Type AP reflectivity requirements of Table 1091-2 in Article 1091.02.

Documents

2) Approved Equal. - Galesburg, Illinois · operations, the Contractor shall reshape the surface to level out any uneven settlement that has occurred. 1. The backfill material under