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                                                    Design and fabrication shall be in accordance with "AASHTO Standard Specifications for Structural Supports for   Highway Sign, Luminaries, and Traffic                                                      Signals" and plan details.

NOVEMBER 24, 1999

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MAKE THE INDICATED CHANGES TO THE FOLLOWING SPECIFIED SECTIONS:

Section 2.1 - Page 8 - Change the first sentence in the second paragraph to read as follows:

Prospective bidders may apply for prequalification by completing and executing a contractor’s prequalification statement on forms approved by the Department.

Section 7.7 - Page 35 - Add the following paragraph after the last paragraph:

The State will reimburse the Contractor for 100% of the actual quantities for furnishing and installing dust control on approved haul roads under Section 601.

Section 7.17 - Page 37 - Delete the first paragraph and replace with the following paragraph:

CONTRACTOR'S RESPONSIBILITY FOR - The Contractor is responsible for the work until final written acceptance of the project by the Engineer, except as set forth in Section 4.4.B.1. The Contractor shall protect the work against injury or damage from all causes, whether arising from the execution or from the non-execution of the work. The Contractor shall rebuild, repair, restore, and replace all work that is injured or damaged prior to final written acceptance at no additional cost to the Department. Damage to work due to unforeseeable causes beyond the control of and without the fault or negligence of the Contractor, including but not restricted to acts of God, acts of the public enemy or acts of governmental authorities shall be restored by the Contractor at the Department’s expense according to subsection 4.2 or 4.3, as applicable.

Section 8.1 - Page 41 - Delete the section and replace with the following:

SUBLETTING OF CONTRACT - The Contractor shall not sublet, sell, transfer, assign, or dispose of the contract or contracts or any portion of them, without written consent of the Engineer. Each request to sublet shall be submitted on the form provided by the Engineer. The Contractor shall submit a request to sublet for any contracting firms a subcontractor proposes to use as a lower tier subcontractor.

The Contractor will be permitted to sublet up to 50 percent of the work, but shall perform work amounting to not less than 50 percent of the total contract cost with his own organization. Any items designated in the contract as "specialty items" may be performed by subcontract and the cost of designated specialty items performed by subcontract may be deducted from the total cost before computing the amount of work required to be performed by the Contractor's own organization. The Department will not consider as subcontracting the following; 1) any material produced outside the project limits including but not limited to the production of sand, gravel, crushed stone, batched concrete aggregates, ready mix concrete, off-site fabricated structural steel, other off-site fabricated items, and any materials delivered by established and recognized commercial plants; or 2) delivery of these materials to the work site from an off-site location in vehicles owned or operated by such plants or by recognized independent or commercial hauling companies. Project limits is defined as being within a 1/2 mile radius of the project proper.

The Contractor shall give assurance to the Engineer that all pertinent provisions of the prime contract including minimum wage for labor shall apply to the work sublet. Subcontract, or transfer of contract, shall not relieve the Contractor of his responsibilities and liability under the contract and bonds.

 

Section 9.1 – Page 50 – Delete the 10^th paragraph and replace with the following:

The term "ton" (mton) will mean the short ton (metric ton) consisting of 2,000 pounds avoirdupois (1000 kilograms).

The Contractor shall secure and have available at all times the corresponding SD DOT issued "cab card" for the particular vehicle configuration that hauling operations are being performed with on the project. Hauling vehicles requiring cab cards are defined as those hauling materials in which the materials will be measured or proportioned by weight.

Contractor Computerized Scales - The Contractor will be responsible for performing and documenting scale checks as outlined below. A copy of the documentation shall be submitted to the Engineer once a week.

1. Balance for zero load - This test shall be performed twice daily.

2. Accuracy - Check the scale accuracy prior to weighing material for payment and then once a          week thereafter. Rerun the accuracy check if the scale is moved.

Weigh a loaded truck on the nearest certified scale. Weigh the same loaded truck on the Contractor’s scale in at least two different positions and three if possible. The rear wheels should be positioned first on one end of the scale and then the other end. If the scale is long enough, weigh the truck again with the rear wheels in the center of the platform. The weights obtained must all be within 1/2 percent of the weight obtained on the certified scale.

A piece of equipment with a fixed known weight may be used to ensure the scale accuracy at the same rate specified above, provided the piece of equipment being used to check the scale accuracy weighs at least 60% of the maximum weight being applied to the scale.

Commercial Scales and Plants - Commercial scales and plants may be used, if the scales have been certified within the past 12 months. Certification shall have been performed by a State Scale Inspector, a licensed private testing company, or a qualified representative of the scale manufacturer. Certification shall be evidenced by a letter of certification or seal. All other checks may be omitted.

Plant Scales - All plant scales shall be certified by a State Scale Inspector, a licensed private testing company, or a qualified representative of the scale manufacturer. Certification shall be evidenced by a letter of certification or seal. If the plant is moved or sits over the winter months, the plant scale shall be re-certified.

Taring - The Contractor shall tare each unit before hauling to the project and once a week thereafter. The Contractor shall furnish the Engineer with a printout of each tared unit. The printout shall include the tare weight, time, and date. The Engineer will verify the tare weight within one week of commencing use on the project and a minimum of once per project thereafter.

If at anytime during production, the scale does not appear accurate, the Engineer may call for checks, such as the accuracy check or adding known weights to the scale.

Section 9.1 – Page 50 – Delete the last paragraph.

Section 9.1 - Page 51, 3^rd paragraph – Add the word "Spread" under the required ticket information.

Section 9.1 – Page 51 – Delete the 4^th paragraph and replace with the following.

The ticket size shall be minimum of 3 inches wide and 6 inches long and shall contain the necessary information as described in Section 9.1, unless otherwise approved by the Engineer. Measures shall be taken by the Contractor to assure that the tickets are clear and legible during the duration of the project. The Contractor will also provide a daily summary of the material hauled to the project, unless advised otherwise by the Engineer.

Section 9.1 – Page 51 – Delete the 5^th paragraph.

Section 9.1 – Page 52 – Delete the 2^nd sentence in the first paragraph.

Section 9.1 – Page 52 – Delete the 3^rd paragraph.

Section 260.3 A - Page 84 - Delete the following sentence in the sixth paragraph:

On newly graded projects and process in place the typical section shall be finished to within ± 0.2 percent.

Section 324.2 - Page 104 - Change the second sentence in the first paragraph to read as follows:

The Asphalt Concrete Composite shall conform to Section 322 with the following modifications:

Section 324.5 - Page 104 - Change the second sentence in the first paragraph to read as follows:

Asphalt Concrete Composite shall include Mineral Aggregate, Asphalt Cement, Asphalt For Tack

SS-1h or CSS-1h, equipment, labor, and incidentals necessary.

Section 332.3.B - Page 115 - Delete the section and replace with the following:

B. Equipment: The equipment for cold milling shall consist of a rotating drum equipped with teeth capable of removing material to a minimum depth of three inches (75 mm) in one pass producing a uniform surface finish.

The cold milling machine shall establish a longitudinal profile grade within ± 1/8 inch (± 3 mm) referenced from a traveling stringline or erected fixed string line and shall be controlled by an automatic system for controlling grade. The cold milling machine shall be equipped so that the depth and transverse slope of the drum is manually or automatically controlled using the traveling or fixed stringline on either or both sides of the milling machine. The fixed stringline shall remain taut after being tightened.

The traveling stringline shall have a minimum effective length of 28 feet (8.5 meters). The traveling stringline shall be attached and positioned on the milling machine to reference the longitudinal profile. The traveling stringline shall utilize either mechanical skis or non-contacting grade averaging sensors. If mechanical skis are provided, the sensor of the control system shall rest midway between the traveling stringline.

Following milling of the first pass, adjacent passes shall be milled referencing the traveling stringline riding on the previously milled pass or a fixed stringline. A shoe attachment may be used to match an adjacent reference point when directed by the Engineer.

The drum shall be capable of tilting to allow feathering of edges to zero cut.

Section 350.2 - Page 116 - Delete the following sentence :

The sealant material shall have a unit weight between 8.99 and 9.36 lbs./gal (1080 and 1124 kilograms per cubic meter).

And replace with the following sentence:

The sealant material shall have a unit weight no greater than 9.36 lbs./gal (1124 kilograms per cubic meter).

Section 380.3.A - Page 128 - Change the first sentence in the last paragraph to read as follows:

The concrete shall contain 6.5% entrained air with an allowable tolerance of +1% to –1.5%.

Section 380.3.B.1. - Page 130 - Add the following after the last paragraph:

Computerized Batching Equipment: The following provisions shall apply to all Class A or Class M (Class I) furnished to projects within the city limits of Sioux Falls and to all other concrete batched by computerized ready mix plants:

A printed, computer generated, ticket shall be automatically produced for each load of concrete batched. The printed computer ticket shall accompany each load of concrete to the project and shall be presented to the Engineer prior to discharging the load at the project site.

Batching equipment shall be automatic. Manual operations will be permitted when automatic controls fail provided concrete meeting specified results is produced. However, the automatic operation shall be restored before work may commence the day following the failure.

The printed ticket must contain the following minimum information:

Truck Number

Date and Time batched

Total volume of the load, in cubic yards (cubic meters)

Mix Identification [ID]

Actual weight (mass) or volume of each component of the mix:

coarse aggregate

fine aggregate

cement

fly ash

water

admixtures

The above information must be automatically printed in such a manner that the Engineer may verify that the mix adheres to the proportions specified by the design mix.

Section 380.3.M.3 - Page 137 - Delete the 1st paragraph and replace it with the following:

Transverse Contraction Joints: Transverse contraction joints shall be created by sawing. The initial saw cut shall commence when the concrete has hardened sufficiently to permit sawing without raveling. The widening cut shall not commence until the concrete has properly cured. Joints shall be sawed before uncontrolled shrinkage cracking takes place. If necessary, the initial sawing operations shall be performed on both day and night, regardless of weather conditions. The initial sawed joint will not require reapplication of curing compound.

Section 380.3.N.6 - Page 140 - Delete the 4th paragraph and replace it with the following:

Immediately following the carpet drag, the surface of the concrete pavement shall be given a transverse metal-tine finish with a separate self-propelled mechanical device. The metal-tine finish shall provide a groove depth of 3/16 inch (5 mm) ± 1/8 inch (3 mm). The spacing between the individual grooves shall be randomly spaced and shall vary between 5/8 inches (16 mm) to 1- 5/8 inches (41 mm) with 50% of the spaces being 1 inch (25 mm)or less. The repeating random pattern on the tining device shall be avoided. Successive passes of the tining shall not overlap.

Section 380.3.R - Page 147 - Add the following sentence at the end of the sixth paragraph:

Joints to be sealed with silicone sealant shall be sand blasted utilizing a mechanical device that holds the sand blaster at the appropriate angle and distance from the joint to ensure proper cleaning. The device shall have a mechanism attached that will correctly guide the device in the joint.

Section 380.4 B - Page 151 - Delete the entire section and replace with the following:

Dowel Bar Assemblies: Dowel bar assemblies will be measured by the number of bars actual furnished and installed.

Section 380.5 B - Page 152 - Delete the first sentence and replace with the following:

Dowel Bar Assemblies: Dowel bar assemblies will be paid for at the contract unit price per each dowel bar.

Section 390.4 B - Page 155 - Delete the entire section and replace with the following:

Repair of Type A Spalls: Repair of Type A spalls will be measured to the nearest 0.1 square foot (0.01 square meter). Surface measurement will be taken to the nearest 0.1 linear foot (0.01 meter).

Section 390.4 C - Page 155 & 156 - Delete the entire section and replace with the following:

Repair of Type B Spalls: Repair of Type B spalls will be measured to the nearest 0.1 linear foot (0.01 meter) or to the nearest 0.1 square foot (0.01 square meter), as shown on the plans.

Section 390.5.B - Page 156 - Delete the first sentence and replace with the following:

Repair of Type A Spalls: Repair of Type A spalls will be paid for at the contract unit price per 0.1 square foot (0.01 square meter).

Section 390.5 C - Page 156 - Delete the first sentence and replace with the following:

Repair of Type B Spalls: Repair of Type B spalls will be paid for at the contract unit price per 0.1 linear foot (0.01 meter) or to the nearest 0.1 square foot (0.01 square meter), as shown on the plans.

Section 412.2 A.2 - Page 184 - Delete the entire section and replace with the following:

Paint System: Coatings, including primer, top coat and field repair coats shall be from the same supplier and shall be one of the systems from the approved products list for Paint for Repainting Bridges.

Section 422.2 B - Page 196 - Delete the sentence and replace with the following:

Drainage Fabric: Drainage Fabric shall conform to Section 831.1 - Type A.

Section 430.2 B - Page 201 - Delete the section and replace with the following:

Granular Backfill Material for MSE Backfill: The granular backfill material shall consist of crushed rock, manufactured sands, or combinations thereof. Granular backfill material shall meet the following gradation requirements:

Sieve Designation Percentage Passing

2 inch (50 mm)                     100

No. 4 (4.75 mm)                    0-50

No. 40 (425 µm)                    0-30

No. 100 (150 µm)                  0-10

No. 200 (75 µm)                     0-4

In addition, the fraction passing the No. 40 Sieve (425 µm) shall have a liquid limit not greater than the 30 and shall be nonplastic (PI=0).

Section 430.2 C - Page 201 - Delete the section and replace with the following:

Geotextile Fabric: The geotextile fabric shall conform to Section 831.1 (MSE Geotextile Fabric)

Section 430.2 D - Page 201 - Delete the section and replace with the following:

Drainage Fabric: The drainage fabric shall conform to Section 831.1 (Drainage Fabric-Type B)

Section 430.3.B.4 - Page 202 - Delete the first sentence and replace with the following:

Unless otherwise shown on plans, a 6 inch (150 mm) void shall be created between the MSE Bridge End Backfill and the back face of the abutment.

Section 450.2 E - Page 209 - Delete the sentence and replace with the following:

Drainage Fabric: Section 831.1 - Type A.

Section 450.3.G.2 - Page 211 - Change the fifth sentence in the second paragraph to read as follows:

Excavate a vertical trench in the compacted fill directly over the pipe down to within one foot of the top of the pipe.

Section 460.3.A - Page 214 - Change the first sentence in the last paragraph to read as follows:

The concrete shall contain 6.5% entrained air with an allowable tolerance of +1% to –1.5%. Air shall be entrained by an approved air-entraining admixture.

Section 460.3.N - Page 226 - Delete the first sentence of the forth paragraph and replace it with the following:

Surfaces which are to receive a finish as per Section 460.3.O.1 and 460.3.O.2 shall not be treated with curing compound, curing shall be accomplished with burlap mats and polyethylene sheeting.

Section 460.3.O.2 - Page 230 - Delete the fifth paragraph and replace it with the following:

The surfaces of existing in-place concrete to receive the special surface finish shall be sandblasted to break the surface film and to remove all laitance and all other foreign matter. On newly constructed concrete surfaces, the surface shall be sandblasted, except that powerwashing may be substituted when allowed by the manufacturer's recommendations.

Section 460.3.O.4.c - Page 231 - Delete the paragraph and replace it with the following:

The surface of the concrete bridge deck and approach slab shall be given a transverse metal-tine finish. The metal-tine finish shall provide a groove depth of 3/16 inch (5 mm) ± 1/8 inch (3 mm). The spacing between the individual grooves shall be randomly spaced and shall vary between 5/8 inches (16 mm) to 1- 5/8 inches (41 mm) with 50% of the spaces being 1 inch (25 mm)or less. The repeating random pattern on the tining device shall be avoided. Successive passes of the tining shall not overlap. The 12 inch width of the deck next to the curb shall be left ungrooved.

Section 463 POLYMER MODIFIED ASPHALT GROWTH JOINT AND ASPHALT BRIDGE JOINT - Page 238 thru 240 - Delete the entire section and replace with the following:

463.1 DESCRIPTION

This work consists of constructing growth joints between the bridge approach sleeper slab and the new PCC pavement with a polymer modified asphalt binder joint system when a Polymer Modified Asphalt Growth Joint is specified. The top three inches (75 mm) of the growth joint will be constructed with a polymer modified asphalt binder joint system unless the thickness is otherwise specified in the plans. When an Asphalt Bridge Joint is specified, this work consists of constructing bridge joints with two inches (50 mm) of the polymer modified asphalt binder joint system unless the thickness is otherwise specified in the plans.

463.2 MATERIALS

A. General: The Polymer Modified Asphalt Growth Joint and Asphalt Bridge Joint shall be one the joint systems from the approved products list. All components of the joint system shall be from one joint system manufacturer. The Contractor shall have a technically competent representative of the joint system manufacturer present during the installation. The joints shall be installed to the limits shown on the plans and in accordance with these specifications.

B. Binder: The joint binder used in the approved joint system shall be a thermoplastic polymeric modified asphalt meeting the following requirements:

Test Method Typical Values

Softening Point ASTM D-36 180º F (82º C) Min.

Tensile Adhesion ASTM D-3583 700% Min.

Ductility @ 77º F (25º C) ASTM D-113 40 cm Min.

Penetration ASTM D-3407

@ 77º F (25º C) 150 g,5 sec. 90 dmm Max.

@ 0º F (-18º C) 200 g, 60 sec. 10 dmm Max.

Flow 5 h @ 140º F (60º C) ASTM D-3407 3.0 mm Max.

Resiliency @ 77º F (25º C) ASTM D-3407 60% Min.

Asphalt Compatibility ASTM D-3407 Pass

Recommended Pouring Temp. 390º F (199º C)

Safe Heating Temp. 410º F (210º C)

C. Aggregate: The aggregate shall be crushed granite, washed twice, dried and bagged. The bags shall be clearly marked as to content and gradation. The gradation shall conform to that specified in the Approved Products List for the joint system being installed unless otherwise approved by the Engineer.

D. Backer Rod: The backer rod shall be a closed cell foam expansion joint filler capable of withstanding the elevated temperatures of the polymeric binder.

E. Bridging Plate: The 8" X ¹/₄" (203 mm X 6.3 mm) bridging plates shall be steel conforming to ASTM A709, Gr. 36 unless otherwise approved by the Engineer.

F. Asphalt Concrete: The type of asphalt concrete placed below the polymer modified asphalt material shall be as specified in the plans and details.

463.3 CONSTRUCTION REQUIREMENTS

A. Surface Preparation: Immediately prior to installing the joint, the exposed concrete surface of the joint shall be thoroughly cleaned by abrasive blast cleaning and dried using a hot compressed air (HCA) lance. The HCA lance shall produce a flame retarded air stream at 3000º F (1650º C) and with a directional velocity of 3000 feet per second (915 meters per second). When there is an interruption due to weather or other causes, the operation shall be repeated with the HCA lance immediately before the tanking operation. The pavement on the sides of the joint shall be thoroughly dried for the depth of the joint system so that a surface for bitumen adhesion is obtained.

B. Backer Rod: After surface preparation, the backer rod shall be placed in the existing joint opening as shown on the plans. If the joint opening is too small to allow placement of the backer rod an alternative method of plugging the opening will be used as approved by the Engineer.

C. Tanking: All prepared exposed surfaces of the joint shall be sealed by pouring the hot binder over the floor area of the joint and spreading the binder to coat all exposed vertical and horizontal surfaces. The tanking shall be continuous and adhere to all surfaces. On the bottom cavity, the binder shall be 1/32 inch (1 mm) thick with pools of greater thickness where there are surface irregularities. The binder shall be applied at 390º F (200º C), plus 5º F (3º C) or minus 10º F (5º C).

D. Bridging Plate: When a bridging plate is specified on the plans and after tanking, the bridging plate is to be placed the entire length of the joint and centered over the existing joint opening. The plate shall be attached by placing spikes through the predrilled holes into the expansion joint gap. The plates shall not overlap. After the bridging plate has been placed, the entire exposed surface of the bridging plate shall be coated with hot binder.

E. Aggregate Preparation: The aggregate shall be heated between 275º F (135º C) and 325º F (163º C) in a rotating drum blending unit with the heat source attached. The temperature shall be controlled by using a hand held, calibrated, digital temperature sensor. The rotating drum blending units shall be thoroughly cleaned prior to use such that no contamination of the binder from previously used materials will occur. The process shall remove all dust and moisture. Blend the aggregate and binder to the proportions specified by the joint manufacturer. The aggregate shall be totally precoated prior to installation.

F. Installation: The installation of the joint materials shall be installed in accordance with the manufacturer’s recommendations and the following:

It is necessary to coat the stone and fill the voids while avoiding an excess of binder. The intent is for a maximum amount of aggregate with all aggregate being coated with binder and a maximum air voids of two percent. The aggregate and binder shall be raked to mix and level the layers. Each layer shall be allowed to cool before placement of the next layer.

The top layer shall be overfilled and compacted to the level of the adjacent surfaces using a roller or vibratory plate compactor. Immediately after compaction, hot binder shall be spread over the joint to fill the surface voids and coat the surface stone. The finished joint shall be dusted with a fine dry aggregate to prevent tracking. The completed joint shall be allowed to cool to the surface temperature of the adjacent pavement before it is exposed to traffic.

The total thickness of the joint material shall not exceed 3 inches (75 mm), unless otherwise specified on the plans. When specified on the plans, the type and thickness of the asphalt concrete placed below the polymer modified asphalt material shall be as indicated in the plan notes and details.

463.4 METHOD OF MEASUREMENT

The Polymer Modified Asphalt Growth Joint and the Asphalt Bridge Joint will be measured by the linear foot (0.1 meter) along the centerline of the completed and accepted joint.

463.5 BASIS OF PAYMENT

The Polymer Modified Asphalt Growth Joint and Asphalt Bridge Joint will be paid for at the contract unit price per linear foot (0.1 meter). Payment will be full compensation for all materials, labor, equipment, tools, and incidentals necessary to satisfactorily complete the work. The costs involved for weatherproofing, binder, aggregate, backer rod, bridging plate and asphalt concrete shall be included in the item, Polymer Modified Asphalt Growth Joint or Asphalt Bridge Joint.

Section 465.2.A.4 - Page 241 – Delete the sentence and replace with the following sentence:

Entrained air content of 6.5% with an allowable tolerance of +1% to –1.5%.

Section 480.3 C - Page 253 - Add the following sentence to the end of the first paragraph:

Tie wires shall be black-annealed 16 1/2 gauge (1.65 mm) or heavier.

Delete the first sentence of the second paragraph and replace with the following sentence:

In addition to the requirements for tying bars at intersections, the top mat of bridge slab and box culvert reinforcing steel shall be tied down with 16 1/2 gauge (1.65 mm) diameter (minimum) tie wires or other approved devices.

Section 480.4 - Page 254 - Delete the Bar Designation (Metric) table and replace with the following:

Size                        10     13        16         19          22        25           29       32           36         43        57

Weight (kg/m) 0.560    0.994  1.552    2.235    3.042    3.973    5.060   6.404     7.907   11.38   20.24

Section 490.2.B.3 - Page 255 - Delete the fourth paragraph and replace with the following paragraph:

When high range water reducing admixtures (HRWRA) are used, the maximum slump prior to the addition of the HRWRA shall be three inches (75 mm), and the slump at the time of placement shall be from four inches (100 mm) to seven inches (175 mm).

Section 490.3.F - Page 261 - Add the following sentence to the last sentence of the last paragraph:

The Contractor will not be required to monitor this cool down temperature when the ambient air temperature is 20º F (11º C) or above.

Section 550.3.C.2. e. - Page 280 - Insert the following paragraph between the first and second paragraphs:

If precipitation or any other contamination occurs on the deck surface within the 24 hour requirement, the deck surface shall be re-sandblasted and thoroughly cleaned.

Section 550.3.D.2 - Page 282 - Add the following paragraph at the end of the third paragraph:

During periods of extreme and sustained hot weather, it may become extremely difficult to maintain the 80° F (27° C) maximum concrete temperature for low slump dense concrete. When such conditions exist, the Engineer may authorize the maximum concrete temperature to be increased to 85° F (29° C) provided that the concrete is placed when the ambient air temperature is below 80° F (27° C) and the following conditions are met.

1. The Coarse Aggregate Piles shall be flushed with cool water.

2. A minimum rate of pour of 40 linear feet per hour must be maintained.

3. The wet burlap shall be placed as soon as the concrete surface will support it without deformation.

4. In an effort to keep the temperature of the water as cool as possible and minimize heating of the water due to warm weather, the water tank on the mobile mixer shall not be filled until immediately prior to the concrete placement, at which time the tank shall be filled with cold water. The addition of ice to the water will be allowed.

The placement of low slump dense concrete will not be allowed to begin when it is anticipated that the ambient temperature will exceed 80° F (27° C) at any time during the duration of the concrete placement unless, the Contractor has approved fogging equipment on the project and ready for use. Fogging equipment shall be capable of applying a fine fog (water droplets no larger than 75 microns), NOT A SPRAY, under pressure through an atomizing nozzle over the entire exposed concrete surface until such time that the wet burlap can be applied. The manufacturer’s literature, equipment specifications, and operating instructions for the fogging equipment shall be submitted to the Office of Bridge Design for approval prior to use. The fogging option will not be allowed when the wind conditions are such that the fog cannot be maintained over the exposed concrete surface. At no time shall low slump dense concrete be placed when the ambient temperature is above 85° F (29° C).

Section 550.3.F.1 - Page 283 - Delete the third paragraph and replace it with the following:

When a tight, uniform surface has been achieved, and before the plastic film forms, the surface shall be given a transverse metal-tine finish. The metal-tine finish shall provide a groove depth of 3/16 inch (5 mm) ± 1/8 inch (3 mm). The spacing between the individual grooves shall be randomly spaced and shall vary between 5/8 inches (16 mm) to 1- 5/8 inches (41 mm) with 50% of the spaces being 1 inch (25 mm) or less. The repeating random pattern on the tining device shall be avoided. Successive passes of the tining shall not overlap.

Section 550.3.F.2 - Page 284 - Delete the third paragraph and replace it with the following:

As soon as finishing has been completed, all vertical joints with adjacent concrete shall be sealed by painting with a thinned grout and the deck surface given a broomed and transverse metal-tine finish. The metal-tine finish shall provide a groove depth of 3/16 inch (5 mm) ± 1/8 inch (3 mm). The spacing between the individual grooves shall be randomly spaced and shall vary between 5/8 inches (16 mm) to 1- 5/8 inches (41 mm) with 50% of the spaces being 1 inch (25 mm)or less. The repeating random pattern on the tining device shall be avoided. Successive passes of the tining shall not overlap.

Section 560.2 B - Page 287 - Delete the sentence and replace with the following:

Drainage Fabric: Drainage Fabric shall conform to Section 831.1 - Type A.

Section 560.2.C.3 - Page 287 - Delete the fourth paragraph and replace with the following paragraph:

When high range water reducing admixtures (HRWRA) are used, the maximum slump prior to the addition of the HRWRA shall be three inches (75 mm), and the slump at the time of placement shall be from four inches (100 mm) to seven inches (175 mm).

Section 560.3.B.8 - Page 290 - Add the following sentence to the last sentence of the second to last paragraph:

The Contractor will not be required to monitor this cool down temperature when the ambient air temperature is 20º F (11º C) or above.

Section 601.5 - Page 301 - Delete the section and replace with the following :

The Contractor shall perform all required repairs at the contract unit prices contained in the most recent copy of the Special Provision Regarding Price Schedule for Miscellaneous Items. The State and the Contractor shall equally share in the cost of the haul road maintenance and restoration for all routes other than state routes. On all State routes the State will reimburse the Contractor for 100% of the actual quantities of the materials required to perform the necessary maintenance and repairs. For all other routes, the State will reimburse the Contractor for 50% of the actual quantities for furnishing and placing the materials required to perform the necessary maintenance and repairs.

When materials other than those listed in the Price Schedule for Miscellaneous Items, exclusive of materials required for maintenance and restoration of bridges, box culverts and pipe culverts, are ordered by the Engineer, they will be paid for as per Section 4.3 Extra Work. All cost for maintenance and restoration of bridges, box culverts and pipe culverts shall be paid by the Contractor.

Separate payment will not be made for blading and shaping costs necessary for maintenance and restoration of haul roads.

The State will reimburse the Contractor for 100% of the actual quantities for furnishing and installing dust control on approved haul roads. Payment shall be according to the above provisions.

Section 630.3 - Page 313 - Add the following paragraph at the end of the section:

D. W Beam End Terminal: The W beam end terminal to be used shall be the Contractor's choice selected from the approved products list. The W beam end terminal is to be installed according to the manufacturer's installation instructions. A copy of the installation instructions for the W beam end terminal being installed shall be furnished to the Engineer prior to installation. The Contractor shall provide written certification that the W beam end terminal has been installed according to the plans and manufacturer's installation instructions. Surfacing and embankment shall be placed as detailed on the standard plates.

Section 630.5. B - Page 314 - Delete the section and replace with the following :

B. End Sections: End section will be paid for at the contract unit price per each. Payment will be full compensation for labor, materials, equipment, and incidentals required.

W beam end terminals will be paid for at the contract unit price per each. Payment will be full compensation for labor, equipment, materials including all posts, blocks, steel beam rail, hardware, earthwork, surfacing and all other incidentals required. Surfacing and embankment quantities will not be measured for payment but shall be included in the contract unit price per each. It is the Contractors responsibility to determine all required quantities.

Section 633.3.C. - Page 321&322 - Add the following paragraph between the seventh and eighth paragraph:

The Contractor shall take the steps necessary to assure that the permanent pavement markings will match the markings on the existing surface. The maximum lateral deviation permitted from the plans requirement or the existing markings will be 2 inches (50 mm). The maximum longitudinal deviation permitted from the plans requirement or existing markings will be 6 inches (150 mm) as measured from the beginning of the dashed line. Any markings that deviate outside these limitations will be removed and replaced by the Contractor at no cost to the State. Removal shall be performed utilizing equipment that is not detrimental to the final surface, as required by the Engineer.

Section 634.3.C.3 - Page 329 - Delete the second paragraph and replace it with the following:

The Contractor shall take the steps necessary to assure that the temporary markings on the final surface will match the markings on the existing surface. The maximum lateral deviation permitted from the plans requirement or the existing markings will be 2 inches (50 mm). The maximum longitudinal deviation permitted from the plans requirement or existing markings will be 6 inches (150 mm) as measured from the beginning of the dashed line. Any markings that deviate outside these limitations will be removed and replaced by the Contractor at no cost to the State. Removal shall be performed utilizing equipment that is not detrimental to the final surface, as required by the Engineer.

When traffic paint is used to mark asphalt surface treatment or asphalt flush seal activities, temporary road markers (tabs) shall be installed and maintained on the asphalt surface prior to the seal application. The temporary road markers shall be installed and maintained every 80 feet (24 m) (one tab at the beginning of every other skip line).

Section 634.3.C.3 - Page 329 & 330 - Delete the last paragraph.

Section 730.2 C - Page 358 - Delete the section and replace with the following :

Seed Testing: Seed shall be tested within 9 months prior to planting. Testing shall be performed by a State Seed Lab, Commercial Seed Testing Lab, or a registered member of the Society of Commercial Seed Analysts (Registered Seed Technologist). A certified test report shall be furnished prior to the start of seeding operations. If the seed is not planted within the 9 month period, the Contractor shall have the seed retested (as described above) for dormant seed, hard seed and germination and a new certified test report shall be furnished prior to starting seeding operations. The retest will be based on a sample obtained from the seed out of compliance. A certified test report will not be required on projects where the plans quantity of seed is 100 pounds ( 45 kilograms) or less.

Section 730.3 D 1. - Page 360 - Insert the following sentence after the first sentence of the last paragraph:

Surface areas that are to be seeded with a Kentucky Bluegrass mixture shall be constructed to the required cross section and contour and shall be smooth, uniform and free from stones, roots and other undesirable material.

Section 730.4 - Page 361 - Delete the last sentence in the last paragraph and replace with the following:

If the seed has been retested based on Section 730.2 C, the retested value will be used in determining PLS.

Section 751 - Page 377 - Delete the first paragraph and replace with the following:

Air-entraining admixtures for concrete shall be one hundred percent vinsol resin based and shall conform to the requirements of AASHTO M 154, except as modified below:

Section 752 - Page 377 - Add the following sentence at the end of the section:

Chemical admixtures for concrete shall be a non-chloride based material containing less than one percent chloride ion by weight of admixture.

Section 753- Page 378 - Change the first sentence to read as follows:

Fly ash shall conform to AASHTO M 295 Class F including the optional requirements in the referenced AASHTO specification except as modified by the following:

Add the following to Section 753:

CHEMICAL COMPOSITION

The total of silicon dioxide (SiO₂) plus aluminum oxide (Al₂O₃) plus iron oxide (Fe₂O₃) shall be at least 66.0 percent by dry weight of the total fly ash composition. The silicon dioxide (SiO₂) shall be at least 40.0 percent by dry weight of the total fly ash composition. The test data shall be furnished to the Engineer in the form of a chemical and physical analysis report. The chemical analysis testing shall be performed by an independent lab prior to the Department proceeding with the concrete mix design. The Department may retest project samples to verify specification compliance. The Department will select an independent lab to perform verification testing and will be responsible for cost of the testing. When performed, the verification tests will be the basis of acceptance.

Section 830.1.A - Page 390 - Change the first paragraph to read as follows:

Riprap: Stone for riprap shall be hard and durable and shall have a minimum weight of 155 pounds per cubic foot (2500 kilograms per cubic meter). Class A, B, C and D riprap may be either quarried ledge rock or field stone. If field stone is utilized for Class C or D, the stone shall have a minimum of 2 fractured faces as defined under SD 211 subsection 3.5. Class E and F riprap shall be quarried ledgerock. Stone shall be free from overburden, spoil, shale, and organic material. The riprap stone shall meet the following gradation requirements:

831.1 REQUIREMENTS

A. Geotextile and Impermeable Plastic Membrane shall meet theollowing requirements as applicable for the specified use. The Contractor shall submit a Certificate of Compliance verifying that the material meets the following specifications. Note: If the type of fabric to be used is not specified, Drainage Fabric - Type B shall be used.

ENGLISH UNITS

METRIC UNITS

* Note: The actual AOS of the silt fence should only have one value for AOS on the certification. To be approved the value shall be within the allowable range specified above.

Section 890.2.F - Page 410 - Change the subsection to the following:

Performance Graded Asphalt Binder shall conform to AASHTO Performance Graded Binder Specification (MP1) and the Combined State Binder Group Method of Acceptance for Asphalt Binders. The asphalt binder shall, if necessary, be blended at the terminal with permissible additives necessary to meet the specifications.

Section 950.1 - Page 420 - Add the following sentence to the end of the section:

Wood preservative treatment for Western Red Cedar is not required and shall be exempt from the above requirements.

Section 985.1.E.1.a - Page 460 - Change the third sentence to read as follows:

Minimum average Charpy Impact values shall be 15 ft.-lb. at –20 degree F (20.3 N-m at –29 degrees C) .

Section 985.1.E.3.a - Page 460 - Change the third sentence to read as follows:

Anchor bolts with hooked end anchorage are not allowed.

Section 985.1.I.1.b & 985.1.J.1.a - Page 463 & 464 - Change the sentence to read as follows:

Design and fabrication shall be in accordance with "AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries, and Traffic Signals" and plan details.

 

 

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