APPENDIX C TECHNICAL SPECIFICATIONS FOR BRIDGE …...00520.41(d) Preboring - Add the following sentence to the end of this subsection: Use augering, wet-rotary drilling or other approved

ST-13-03

North Albany Road Reconstruction

APPENDIX C

TECHNICAL SPECIFICATIONS FOR

BRIDGE CONSTRUCTION

January 2015 Division 9

DIVISION 9 – BRIDGE AND WALL STRUCTURES & GUARDRAIL

901 BRIDGE REMOVAL ....................................................................................................................... 1

901.01.00 APPLICABLE SPECIFICATION ........................................................................................ 1

901.01.01 DESCRIPTION ................................................................................................................................ 1

902 STRUCTURE EXCAVATION AND BACKFILL ........................................................................ 1


902.01.01 MEASUREMENT AND PAYMENT .............................................................................................. 1

903 DRILLED SHAFTS .......................................................................................................................... 2


903.01.01 MATERIALS ................................................................................................................................... 2

903.01.03 CONSTRUCTION ........................................................................................................................... 3


904 DRIVEN PILES ................................................................................................................................ 4


904.01.01 MATERIALS ................................................................................................................................... 4

904.01.02 CONSTRUCTION ........................................................................................................................... 4


905 STEEL REINFORCEMENT FOR CONCRETE .......................................................................... 4


905.01.01 MATERIALS ................................................................................................................................... 4

905.01.02 LABOR ............................................................................................................................................. 4

905.01.03 CONSTRUCTION ........................................................................................................................... 5


906 CONCRETE AND CRACK SEALING .......................................................................................... 7


906.01.01 DESCRIPTION ................................................................................................................................ 7

906.01.02 MATERIALS ................................................................................................................................... 7

906.01.03 CONSTRUCTION ........................................................................................................................... 7


907 STRUCTURAL CONCRETE ......................................................................................................... 9


907.01.01 MATERIALS ................................................................................................................................... 9

907.01.02 EQUIPMENT ................................................................................................................................. 10

907.01.03 CONSTRUCTION ......................................................................................................................... 10

907.01.04 MEASUREMENT AND PAYMENT ............................................................................................ 13


907.01.05 FALSEWORK DESIGN CHECKLIST ......................................................................................... 14

908 REINFORCED CONCRETE BRIDGE END PANELS ............................................................. 21

908.01.00 APPLICABLE SPECIFICATION ...................................................................................... 21

909 STRUCTURAL STEEL BRIDGES .............................................................................................. 21


909.01.01 DESCRIPTION .............................................................................................................................. 21

909.01.02 SHOP FABRICATION .................................................................................................................. 21


910 BRIDGE BEARINGS ..................................................................................................................... 31


910.01.01 DESCRIPTION .............................................................................................................................. 31

910.01.02 MATERIALS ................................................................................................................................. 32

911 EXPANSION JOINTS .................................................................................................................... 32


911.01.01 DESCRIPTION .............................................................................................................................. 32

911.01.02 MATERIALS ................................................................................................................................. 33

911.01.03 EQUIPMENT ................................................................................................................................. 33

911.01.04 LABOR ........................................................................................................................................... 33

911.01.05 CONSTRUCTION ......................................................................................................................... 33


912 BRIDGE RAILS .............................................................................................................................. 35


912.01.01 MATERIALS ................................................................................................................................. 35

912.01.02 CONSTRUCTION ......................................................................................................................... 35


913 UTILITY ATTACHEMENTS ON STRUCTURES .................................................................... 36


913.01.01 DESCRIPTION .............................................................................................................................. 36

913.01.02 MATERIALS ................................................................................................................................. 36

913.01.03 CONSTRUCTION ......................................................................................................................... 36


914 POWDER COATING METAL STRUCTURES ......................................................................... 38


914.01.01 MATERIALS ................................................................................................................................. 38

914.01.02 CONSTRUCTION ......................................................................................................................... 38

915 PREPARING AND COATING METAL STRUCTURES .......................................................... 39



915.01.01 DESCRIPTION .............................................................................................................................. 39

915.01.02 EQUIPMENT ................................................................................................................................. 43

915.01.03 LABOR ........................................................................................................................................... 43

915.01.04 CONSTRUCTION ......................................................................................................................... 43

916 RETAINING WALLS .................................................................................................................... 47


916.01.01 DESCRIPTION .............................................................................................................................. 47

916.01.02 MATERIALS ................................................................................................................................. 53

916.01.03 LABOR ........................................................................................................................................... 53


917 METAL GUARDRAIL .................................................................................................................. 55


917.01.01 CONSTRUCTION ......................................................................................................................... 55

918 RIPRAP PROTECTION ................................................................................................................ 55


919 WORK CONTAINMENT PLAN AND SYSTEM ....................................................................... 55



920 CONCRETE .................................................................................................................................... 57


920.01.01 DESCRIPTION .............................................................................................................................. 57

920.01.02 CONCRETE MIX DESIGNS ......................................................................................................... 57

921 PORTLAND CEMENT .................................................................................................................. 60


921.01.01 MATERIALS ................................................................................................................................. 60

922 PCC REPAIR .................................................................................................................................. 60


922.01.01 DESCRIPTION .............................................................................................................................. 60

922.01.02 MATERIALS ................................................................................................................................. 60

923 WATER ............................................................................................................................................ 60


923.01.01 MATERIALS ................................................................................................................................. 61

924 MODIFIERS .................................................................................................................................... 61


924.01.01 MATERIALS ................................................................................................................................. 61


925 CHEMICAL ADMIXTURES ........................................................................................................ 62


925.01.01 MATERIALS ................................................................................................................................. 62

926 CURING MATERIALS ................................................................................................................. 62


926.01.01 MATERIALS ................................................................................................................................. 62

927 SEALERS ........................................................................................................................................ 63


927.01.01 DESCRIPTION .............................................................................................................................. 63

927.01.02 MATERIALS ................................................................................................................................. 63

928 COATING MATERIALS FOR TIMBER AND CONCRETE .................................................. 63


928.01.01 MATERIALS ................................................................................................................................. 63

929 GEOSYNTHETICS ......................................................................................................................... 64


929.01.01 MATERIALS ................................................................................................................................. 64

930 JOINT MATERIALS ..................................................................................................................... 71


929.01.01 MATERIALS ................................................................................................................................. 71

931 REINFORCEMENT ....................................................................................................................... 71


931.01.01 MATERIALS ................................................................................................................................. 71

932 STEEL AND CONCRETE PILES ................................................................................................ 72


932.01.01 MATERIALS ................................................................................................................................. 72

933 STRUCTURAL STEEL ................................................................................................................. 72


933.01.01 MATERIALS ................................................................................................................................. 73

934 FASTENERS ................................................................................................................................... 73


934.01.01 MATERIALS ................................................................................................................................. 73

935 BASE AGGREGATE ..................................................................................................................... 73


935.01.01 MATERIALS ................................................................................................................................. 74

936 PCC AGGREGATE ....................................................................................................................... 74



936.01.01 MATERIALS ................................................................................................................................. 74

937 2008 OREGON STANDARD SPECIFICATIONS FOR CONSTRUCTION VOLUME 1 REFERENCE GUIDGE ......................................................................................................................... 75


937.01.01 SCOPE OF WORK - SECTION 00140 ......................................................................................... 75

937.01.02 CONTROL OF WORK - SECTION 00150 ................................................................................... 75

937.01.03 SOURCE OF MATERIALS - SECTION 00160............................................................................ 75

937.01.04 QUALITY OF MATERIALS - SECTION 00165 .......................................................................... 76

937.01.05 PROSECUTION AND PROGRESS - SECTION 00180 ............................................................... 77

937.01.06 MEASUREMENT OF PAY QUANTITIES - SECTION 00190 ................................................... 77

937.01.07 PAYMENT - SECTION 00195 ...................................................................................................... 77

937.01.08 PAYMENT FOR EXTRA WORK - SECTION 196 ...................................................................... 78

937.01.09 PAYMENT FOR FORCE ACCOUNT WORK - SECTION 00197 .............................................. 78

937.01.10 DISAGREEMNETS, PROTESTS AND CLAIMS - SECTION 00199 ......................................... 78

January 2015 PAGE 9-1

DIVISION 9 - STRUCTURES

901 BRIDGE REMOVAL

901.01.00 APPLICABLE SPECIFICATION

Bridge removal shall conform to applicable requirements of Section 00501 of the 2008 Oregon Standard Specifications for Construction modified as follows:

901.01.01 DESCRIPTION

00501.00 Scope - Add the following paragraph to the end of this subsection:

Remove the existing bridge over Thornton Lake.

Remove existing bridge to the limits shown on bridge

Protect in place existing bin retaining walls during existing bridge removal and new construction.

Add the following subsection:

00501.03 Submittals - Provide unstamped bridge removal plans according to 00150.35 (See Section 937.01.02) 20 calendar days before beginning removal work.

Include the following information in the submittal:

• Removal sequence, including contractor staging and traffic staging.• Detailed schedule of bridge removal work.• Type of equipment that will be used, including size and capacity.• Equipment location during removal operations.

Do not begin bridge removal work until the bridge removal plans have been approved.

902 STRUCTURE EXCAVATION AND BACKFILL


Structure excavation and backfill shall conform to applicable requirements of Section 00510 of the 2008 Oregon Standard Specifications for Construction modified as follows:

902.01.01 MEASUREMENT AND PAYMENT

00510.80(b-1) Structure Excavation (Lump Sum) - Add the following to the end of this subsection:

PAGE 9-2 January 2015

The estimated quantity of structure excavation is:

Location Structure Excavation

(Cubic Yard)

Bridge No. 22356 195

00510.80(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the first bullet, replace "00190.10(f)" with "00190.10(h)". (See Section 937.01.06)

00510.80(d) Granular Wall/Structure Backfill - Replace this subsection, except for the subsection number and title, with the following:

No measurement of quantities will be made for granular structure backfill. The estimated quantity of granular structure backfill is:

Location Granular Structure Backfill

(Cubic Yard)

Bridge No. 22356 105

00510.90(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the sentence that begins "For excavation 0 to 3 feet…", replace "00190.10(f)" with "00190.10(h)". (See Section 937.01.06)

00510.90(d) Granular Wall/Structure Backfill - Replace this subsection, except for the subsection number and title, with the following:

Granular wall backfill and granular structure backfill will be paid for at the Contract lump sum amount for the items "Granular Wall Backfill" or "Granular Structure Backfill", as applicable.

903 DRILLED SHAFTS


Drilled Shafts shall conform to applicable requirements of Section 00512 of the 2008 Oregon Standard Specifications for Construction modified as follows:

903.01.01 MATERIALS

Comply with Section 00512 of the Standard Specifications modified as follows:

00512.12 Concrete Mix Design - Replace this subsection, except for the subsection number and title, with the following:


Design the drilled shaft concrete for minimum segregation. Use the Engineer's reviewed and approved mix design.

• Add water to the concrete mix at the Project Site only if allowed by the approved mix design. Accuratelymeasure water added at the site by water meters, buckets or other approved devices. Limit the additionof water at the Project Site to 1 gallon per cubic yard.

• Provide concrete having the appropriate initial slump according to Table 0201-3. Use chemicaladmixtures from the QPL to control and maintain slump and to facilitate temporary casing extraction.

• Design the concrete mix to maintain at least 4 inches of slump after placement and throughout the entireduration of the pour including during temporary casing extraction.

00512.13 Steel Casing - Delete the sentence that begins "Use casing with an outside diameter…".

903.01.03 CONSTRUCTION

00512.40(a) Drilled Shaft Installation Plan - Add the following bullet after the bullet that begins "Evidence that the proposed…":

• Documentation that the workability and slump retention properties of 00512.12 are met.

00512.43(c) Temporary Casing - In the paragraph that begins "Where the acceleration coefficient...", replace the words "acceleration coefficient" with the words "peak horizontal ground acceleration coefficient for the 1,000 year return period" and replace the value "0.10" with "0.16 g (acceleration due to gravity)".


00512.80(d) Drilled Shaft Concrete - Add the following at the end of the paragraph:

The estimated quantity of drilled shaft concrete is:

Structure Class (Cubic Yard)

Bridge No. 22356 3300 31

00512.90 Payment - Delete the paragraph that begins "Item (f) includes…".

Replace the paragraph that begins "Item (h) includes…" with the following paragraph:

Item (h) includes mobilization of all CSL testing equipment and personnel to and from the site, all CSL testing, interpretation, analysis, electronic data, and final report for each tested and accepted shaft.


904 DRIVEN PILES


Driven piles shall conform to applicable requirements of Section 00520 of the 2008 Oregon Standard Specifications for Construction modified as follows:

904.01.01 MATERIALS

00520.11 Engineer's Estimated Length List - Add the following to the end of this subsection:

The Engineer's estimated lengths of steel piling are:

Location No. Length (Feet) Kind

Bent No. 1 6 144 HP12x74

Bent No. 2 6 144 HP12x74


00520.41(d) Preboring - Add the following sentence to the end of this subsection:

Use augering, wet-rotary drilling or other approved methods of preboring as directed.


00520.90 Payment - No separate or additional payment will be made for placing, bracing, or supporting piles in the drilled shafts.

905 STEEL REINFORCEMENT FOR CONCRETE


Steel reinforcement for concrete shall conform to applicable requirements of Section 00530 of the 2008 Oregon Standard Specifications for Construction modified as follows:

905.01.01 MATERIALS

905.01.02 LABOR


00530.30 Mechanical Splice Installers - Replace the bullet that begins "Construct each splice sample with two..." with the following bullet:

Construct each splice sample with two equal lengths of straight reinforcing bar so the total length of the assembled splice sample is at least 96 inches.


00530.41(b) Ties and Supports - Replace this subsection, except for the subsection number and title, with the following:

Keep reinforcement properly positioned during placement of concrete according to the following:

In top mats of footings and deck slabs, tie bars at all intersections except where bar spacing is less than6 inches, tie bars at alternate intersections.

Tie all other bars at all intersections except where bar spacing is less than 1 foot in each direction, tiebars at alternate intersections.

Use precast concrete bar supports with approved shape and dimensions, and equal or greatercompressive strength as the concrete to be placed.

When precast concrete bar supports are used, provide Wired Blocks. Provide tie wires meeting therequirements of 02510.60. Combination Blocks may be used in horizontal applications.

Where at least one of the bars to be tied or supported is epoxy coated, provide tie wires that are eitherplastic or epoxy coated.

For bridge decks, support the bottom mat with precast concrete Wired Blocks or Combination Blocks.The wire ties need not be coated. Plastic bar supports are not allowed.

For bridge decks, support the top mat of reinforcing steel from the bottom mat with reinforcing barsupports according to Chapter 3 of the CRSI "Manual of Standard Practice" (SBU, BBU or CHCU) at24 inch maximum centers. Plastic bar supports are not allowed.

When stainless steel rebar is specified, use stainless steel wire bar supports conforming to therequirements of ASTM A 493, Type 430, stainless steel rebar Standees, or Class 1A epoxy coated wirebar supports.

Use plastic tipped feet or Class 2, Type A stainless steel tips if the feet of the support will be on anexposed surface.

Turn up the legs of steel wire bar supports a minimum of 1/8 inch. Separate layers of bars with precast concrete bar supports or by other approved bar support devices. Do not use pebbles, broken stone or brick, metal pipe or wooden blocks as bar supports.

00530.41(c) Clearances - Replace this subsection, except for the subsection number and title, with the following:

Provide the same surface clearance for ties and splices that is shown or specified for the reinforcement. Maintain clearance distance from the forms with stays, precast concrete blocks, ties, hangers, or other

approved supports. Remove all precast member lifting devices prior to placing concrete deck reinforcement.


Ensure bridge deck clearances meet the requirements of 00540.48(g).

00530.42(c-1) General - Add the following paragraphs to the end of this subsection:

When grout sleeve mechanical splices are allowed, submit a written installation plan at least 14 Calendar Days before splice installation. Include splice installation details including grouting operations, equipment, material, and testing requirements. Submit an installation plan that conforms to the Manufacturer's testing and installation recommendations.

Provide written documentation, signed by the qualified mechanical splice installer verifying the splices were tested and installed according to manufacturer's recommendations and these specifications. Also, submit copies of all test results.

Construct the three qualifying splice samples in the same orientation as the production splices.

00530.42(c-2-c) Testing - Replace the sentence that begins "Construct test splices with two..." with the following sentence:

Construct test splices with two equal lengths of straight reinforcing bar so that the total length of the assembled splice is not less than 96 inches.

00530.42(c-2-d) Jobsite Quality Control - Replace the bullet that begins “Submit one quality…” with the following bullet:

Submit one quality control sample for each 100 splices performed up to 500 splices, and then submitone sample for each 500 splices. Successful installer qualification according to 00530.30 satisfiesquality control for the first 100 splices being installed. This sequence of testing will be required foreach heat treatment lot used.

00530.42(d) Welded Splices - Add the following paragraph and bullets to the end of this subsection:

Provide a Certified Welding Inspector according to AWS D1.4 that:

Performs visual inspection of work performed by the certified welder. Prepares, signs, and submits a signed report confirming the work was preformed according to

AWS D1.4.


00530.80(a) Lump Sum - Add the following to the end of this subsection:


The estimated quantity of reinforcement is:

Quantity

Structure Uncoated Coated

(Pound) (Pound)

Bridge No. 22356 27633 31688

The weight of miscellaneous metal, based on weights listed in 00530.80(b) and Project quantities, is included in the estimated quantity of uncoated reinforcement.

906 CONCRETE AND CRACK SEALING


Concrete and crack sealing shall conform to applicable requirements of the following Section 00539 of the 2008 Oregon Standard Specifications for Construction provided herein:


00539.00 Scope - This work consists of furnishing and placing concrete and crack sealer on concrete bridge decks, concrete overlays, and other concrete sections as shown.

906.01.02 MATERIALS

00539.10 Materials - Furnish a concrete and crack sealer according to Section 02060.

Furnish a PCC repair material according to Section 02015 that is compatible with the sealer.


00539.40 General - Begin sealing work when all materials and equipment necessary to perform the work are at the job site and all required repairs are made.

(a) Weather and Other Restrictions - Apply the sealer when:

The surfaces are dry for at least 72 hours. The ambient temperature, surface temperature, and relative humidity meet the recommendations

of the manufacturer.


(b) Handling Materials - Store sealer at temperatures recommended by the manufacturer.

(c) Pre-Placement Meeting - Hold a pre-placement meeting with the Engineer at least 10 calendar days before applying the sealer. Submit for the Engineer's approval a manufacturer approved procedure for preparing the concrete surface, applying the sealer, and broadcasting the sand. Include in the procedure the number of persons required, equipment, installation sequence, sealer application rate, sealer dwell time, sealer gel time, broadcast sand application rate, traffic control, and the estimated time schedule for installing the sealer and opening the bridge to traffic. Do not proceed with the work until the proposed procedure has been approved by the Engineer.

Area of Application - Apply the sealer full width of the deck and roadway or as directed. Protect adjacent surfaces not to be covered with the sealer from spatter or coating. Applicator Qualifications - Provide a manufacturer authorized applicator. Re-certify the

manufacturer authorized applicators yearly.

00539.42 Preparing Bridge Decks:

(a) Surface Removal - Remove the existing asphalt concrete wearing surface from the bridge decks, according to Section 00503.

(b) Surface Preparation - Remove all oil, grease, and all other contaminates from the concrete surface using a light shot-blast or sweep blast as recommended by the manufacturer.

Remove all spalled and loose surface concrete to sound concrete.

Before placing the sealer, verify that the surface is free of loose rocks and other debris. Clean the surface with compressed air or as recommended by the manufacturer before placing the sealer.

Dispose of all removed materials according to 00290.20.

(c) Patching - When PCC repair material is used, allow it to cure as recommended by the manufacturer, before applying the sealer.

00539.45 Installation - Install sealer according to the following:

Roll, squeegee, or broom the sealer at application rates and procedures recommended by themanufacturer.

Allow sealer to dwell on the surface for the time recommended by the manufacturer. Remove all excess sealer from the surface with a squeegee, broom, or by other methods and within

the time limitations recommended by the manufacturer before broadcasting the sand. Before the sealer gels, broadcast the sand at the rate recommended by the manufacturer.



00539.80 Measurement - No measurement of quantities will be made for work performed under this Section.

00539.90 Payment - No separate or additional payment will be made for work performed under this Section. Payment will be included in payment made for the appropriate items under which this work is required.

907 STRUCTURAL CONCRETE


Structural concrete shall conform to applicable requirements of Section 00540 of the 2008 Oregon Standard Specifications for Construction modified as follows:

907.01.01 MATERIALS

00540.10 General - Replace the Concrete Coating line with the following:

Concrete Coating .................................................... 02210

In the list of materials, add the following line:

PCC Repair ............................................................. 02015

Add the following sentence to the end of this subsection:

Furnish a concrete surface retarder from the QPL.

00540.15 Form Materials - Replace this subsection, except for the subsection number and title, with the following:

Furnish wood, minimum nominal 5/8 inch thick APA exterior grade plywood, minimum nominal 5/8 inch thick APA plyform, metal, or other suitable form material. For round concrete columns, provide either metal or other approved form material that produces a smooth and true surface free from fins, joints and other irregularities. Use APA plyform for all decks and slabs.

00540.17(a) Aggregate - Delete the sentence that reads "Blend aggregates only as allowed in 02001.20."

00540.17(c) Hardened Concrete - In the paragraph that begins "Cast and cure test…", replace "14 inch x 8 inch" with "4 inch x 8 inch".


00540.17(c-3) Acceptance - Replace the paragraph that begins "If an ASTV falls…" with the following paragraph:

If an ASTV falls below ƒ'c, the Contractor may submit a written plan outlining a proposed alternate method of evaluating compressive strength. Submit the plan for review by the Engineer within three days of the test. Provide evidence that a reasonable 'cr (over-design) was maintained and that there is credible evidence (besides low strength) which warrants consideration of this option. The Engineer may allow an alternate method of acceptance if the compressive strength test results are determined to be suspect from definable external factors.

907.01.02 EQUIPMENT

00540.23 Vibrators - Replace the bullet that begins "Are fitted with…" with the following bullet:

Are fitted with a manufactured rubber sleeve to prevent damage to epoxy coated reinforcement.


00540.43(a) Construction Joints - Replace the paragraph that begins "Within 24 hours after…" with the following paragraphs:

Apply a concrete surface retarder according to the manufacturer’s recommendations. Remove surface mortar within the time period recommended by the manufacturer and clean the joint surface and reinforcing steel by removing loosened particles of aggregate, damaged concrete, unconsolidated concrete and surface laitance with a high pressure washer conforming to 00540.28 to the extent that clean aggregate (free of surface mortar) is exposed on 50% of the surface. Clean the joint surface again immediately prior to the concrete placement to remove any subsequent deposits of dirt, debris or other foreign materials. Saturate the joint surface with potable water immediately before resuming concrete placement. Remove standing water in depressions or hollows of the joint surface.

Saw cut the top 1 inch of the deck joints with a straight vertical cut before subsequent concrete placement and before saturating the surface with water. Where joints are straight and without spalls, the Engineer may waive this saw cut requirement.

Hand rub or brush fresh concrete paste onto the existing surface of vertical deck joints down to the top mat of reinforcing steel at the beginning of subsequent concrete placement.

Stay in place joint forms are not allowed in bridge deck construction joints.

00540.43(c) Joint with Fillers - Add the following sentence to the end of the paragraph:


00540.49(a-2-a) General - Replace the paragraph that begins "Do not place …" with the following two paragraphs:

Do not place concrete if the air temperature is, or is forecast to be, below 40 °F the day of placement or is forecast to be below 40 °F on any of the next seven calendar days (14 calendar days for decks) after placement unless a Cold Weather Plan has been approved by the Engineer.

To place concrete when the temperature is below 40 °F, submit a Cold Weather Plan that identifies the methods that will be used to prevent the concrete temperature from falling below 50 °F. Methods include heated enclosures and insulated forms. Also include in the plan measures that will be taken if the concrete temperature falls below 50 °F. Provide a 24 hour continuous recording thermometer to verify the concrete temperature.

00540.49(a-2-b) Enclosures - Replace this subsection, with the following subsection:

b. Enclosures - If enclosures are used, do the following:

Furnish and use, within the enclosure, a 24-hour continuous temperature/humidity recorder torecord the air temperature and relative humidity every hour during the cure period.

Supply and maintain curing moisture and heat in the enclosure for seven Calendar Days(14 Calendar Days for bridge decks) after placing concrete as follows:

Relative humidity of at least 40 percent. Air temperature between 60 F and 80 F.

00540.49(a-2-c) Insulated Forms - In the sentence that begins "When approved…" replace the words "seven days" with the words "seven Calendar Days (14 Calendar Days for bridge decks)".

00540.49(b) Bridge Deck Placement - Add the following bullet before the first bullet:

Only if precipitation is not forecast between 2 hours before and 2 hours after the scheduled placementduration. An acceptable forecast will have less than 30% chance of precipitation for the entireplacement window. Provide, from an agreed upon weather forecast service, a forecast to the Engineer1 hour before placement.

00540.50(c) Deck Roadway Texturing - In the bullet that begins "Unequally space…", replace "Unequally space grooves from" with "Space groves randomly from".

Add the following bullet after the bullet that begins "Orient the grooves…":

Provide a 3/4 inch chamfer on each edge of the joint unless otherwise noted.

See Addendum #3 for changes to 00540.48.

Note four changes below per Addendum #3. Also refer to Addendum #3 for additonal changes to section 00540.49.

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Do not groove within 6 inches of joint blockouts and bridge ends. For skewed bridges, additionalungrooved portions at joint blockouts and bridge ends are allowed to accommodate the width of thegang saw.

00540.51(a) General Requirements - In the paragraph that begins "Cure cast-in-place…", replace the sentence that begins " Continue curing for…" with the following sentence:

Continue curing for seven Calendar Days (14 Calendar Days for bridge decks) after placement.

Delete the paragraph that begins "If temperature falls below…".

00540.51(b) Curing Concrete Bridge Decks - In the bullet that begins "Provide wind breaks…", replace "0.20 pounds per square foot" with "0.10 pounds per square foot".

00540.52 Removal of Forms and Falsework, and Subsequent Loading - In the paragraph that begins "In determining when to…", replace the sentence that begins "Cure cylinders under…" with the following sentence:

Cast and cure cylinders according to AASHTO T 23 (field cured) which is equivalent to the most unfavorable field conditions for the portions of the concrete which the cylinders represent.

00540.53(a-1) On All Surfaces - Replace the bullet that begins "Fill holes and…" with the following bullet:

Fill holes and depressions at least 1/4 inch in depth or diameter with an approved PCC repair material.

00540.53(d-1) Concrete Paint - In the sentence that begins "Thoroughly saturate the surface…", replace "02210.30(c)" with "02210.30".

00540.54 Crack Inspection and Deck Sealing - Replace this subsection with the following subsection:

00540.54 Crack Inspection and Corrective Work - Before allowing public traffic across the bridge, the Engineer will inspect the deck and end panels for cracks.

After correcting non-specification surface tolerance according to 00540.55 and after texturing the deck surface according to 00540.50(c), seal all visible cracks as follows:

In areas were cracks are 10 feet of more apart, seal each crack separately.

See Addendum #3 for changes to 00540.51(b).

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In areas where the cracks are numerous or are less than 10 feet apart, seal the entire area where thecracks occur.

Seal with low modulus concrete and crack sealer according to Section 00539.

Perform crack sealing work at no additional cost to the Agency. Complete all crack sealing work before opening to traffic. If the bridge is opened to traffic at the Contractor's request before completing crack sealing, all additional traffic control to complete crack sealing will be at no additional cost to the Agency.


00540.80(a-1) Lump Sum - Add the following to the end of this subsection:

The estimated quantity of concrete is:

Bridge No. 22356

Type and Class Quantity (Cu. Yd.)

Foundation Concrete, Class 4000 96

Deck Concrete, Class HPC4000 140

General Structural Concrete, Class 3300 72

00540.80(b) Saw Cut Texturing - Replace this subsection, except for the subsection number and title, with the following:

The quantities of surface texturing will be measured on the area basis and will be the area of each bridge deck or end panel shown less 16 inches along each curb. Field measurement of surface texturing will not be made. The area will be calculated to the nearest square yard for each bridge deck or end panel.

Surface texturing will be incidental to other bid items.

Changes per Addendum #3.

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907.01.05 FALSEWORK DESIGN CHECKLIST

FALSEWORK DESIGN CHECKLIST Instructions - This checklist was developed to facilitate the design, review, and erection of falsework to be used for Oregon Department of Transportation bridge construction projects. This checklist is intended to act as a reminder to design or check for specific important aspects of this construction. It is not a substitute for plan and/or design criteria or specification requirements. The Checklist is to be completed and signed by the Falsework Design Engineer. Answer every question. Attach to the Checklist an explanation of any negative responses. Submit the Checklist according to 00540.41(a). YES NO N/A A. Contract Plans, Specifications, Permits, Etc. 1. Are the falsework plans prepared, stamped and signed by an

engineer registered to practice in Oregon?

____ ____ ____ 2. Have three complete sets (five if railroad approval is required) of

the design calculations been included with the falsework drawings submittal?

____ ____ ____ 3. Are falsework plans in compliance with the requirements of the

construction plans general notes?

____ ____ ____ 4. Are falsework plans in compliance with contract plan structural

details?

____ ____ ____ 5. Are falsework plans in compliance with the requirements of the

2008 Oregon Standard Specifications for Construction, subsection 00150.35 (See Section 936.01.02)?

____ ____ ____ 6. Are all existing, adjusted or new utilities in proximity with the

proposed falsework shown on the falsework plans and is protection of these utilities addressed?

____ ____ ____ 7. Are clearance requirements satisfied and shown on the falsework

plans?

____ ____ ____ 8. For construction in or over navigable waters have all requirements

for construction of falsework that are called for in the Coast Guard Permit been incorporated in the falsework design?

____ ____ ____ 9. Has possible damage from traffic been considered in the falsework

design?

____ ____ ____


10. Has damage from stream drift been considered in the falseworkdesign? ____ ____ ____

11. Is the concrete placing sequence shown and is it consistent withthe contract plans? ____ ____ ____

B. Foundation Requirements

1. Are driven falsework piling provided as called for on the contractplans? ____ ____ ____

a. Is a minimum pile tip elevation or penetration indicated onthe drawings? ____ ____ ____

b. If timber falsework piles are specified, are the recommendedorder lengths sufficient to virtually eliminate the possibilityof pile splices? ____ ____ ____

c. Is a detailed static pile capacity analysis included in thecalculations? ____ ____ ____

d. If lateral loads are applied to the piling by equipment, deadloads, flowing water, or drift, is a detailed lateral loadanalysis included in the calculations? ____ ____ ____

e. When piling are in an active waterway, have the potentialeffects of scour on axial and lateral pile support beenaddressed in the calculations? ____ ____ ____

f. Does the proposed falsework pile hammer meet theminimum field energy requirements as listed in 00520.20(d-2)? ____ ____ ____

g. Will a driving criteria graph [FHWA Gates Equation, in00520.42(b)] plotting blow count versus stroke for anacceptable pile hammer be provided for the projectinspector? ____ ____ ____

2. Is falsework supported on spread footings or mud sills? ____ ____ ____

a. Are the spread footing elevations shown on the drawings? ____ ____ ____

b. Has a rational method for determining the ultimate bearingcapacity of the foundation materials been presented anddescribed in the calculations? ____ ____ ____


c. Have the soil parameters used in calculating the ultimate bearing capacity been listed and confirmed by the designer?

____ ____ ____

d. Has an appropriate Factor of Safety been used for calculating

the allowable bearing capacity of the foundation materials?

____ ____ ____ e. Are spread footing settlement estimates included in the

calculations?

____ ____ ____ f. Have effective stresses been used in the calculations, when

applicable?

____ ____ ____ g. When spread footings are founded near the top of a slope or

in a slope, have the ultimate bearing capacity calculations been modified accordingly?

____ ____ ____ h. When spread footings may be subjected to flowing water,

have the potential effects of scour on ultimate bearing capacity been addressed in the calculations?

____ ____ ____ C. Loads 1. Are the magnitude and location of all loads, equipment and

personnel that will be supported by the falsework shown and noted on the falsework plans?

____ ____ ____ 2. Has the mass of specific equipment units to be supported by the

falsework been included in the calculations or on the falsework plans?

____ ____ ____ 3. Is the deck finishing machine supported in a manner that will not

impose load on concrete forms except deck overhang brackets?

____ ____ ____ 4. Are design loads and material properties used to determine design

stresses for each different falsework member shown on the falsework plans?

____ ____ ____ 5. Is the worst loading and member property condition, rather than

the average condition, used to obtain design loads?

____ ____ ____ 6. Are deck forms for concrete box girders supported from the girder

stem and not from the bottom slab?

____ ____ ____ 7. Are diaphragm loads or other concentrated loads included in the

analysis of supporting beams?

____ ____ ____ 8. If sloping structural members exert horizontal forces on the

falsework, is bracing or ties used to resist these loads?

____ ____ ____ D. Allowable Stresses


1. Has the method used for falsework design of all members exceptfor manufactured assemblies been noted in the designcalculations? ____ ____ ____

2. Are manufactured assemblies identified as to manufacturer, model,rated working capacity and ultimate capacity? ____ ____ ____

3. Is the allowable stress and the calculated stress listed in thesummary for each different falsework member, except formanufactured assemblies? ____ ____ ____

E. Timber Falsework Construction

1. Are timber grades consistent with material to be delivered to theconstruction site, and noted on falsework drawings, and inaccompanying calculations for all timber falsework material? ____ ____ ____

2. If "rough" lumber is specified for falsework by the falseworkdesigner are the actual lumber dimensions used in calculationsshown? ____ ____ ____

3. If plywood spans are governed by the strength of the plywood, arethe allowable stress and the calculated stress shown on thesubmitted calculations? ____ ____ ____

4. If plywood spans are governed by the allowable spacing ofsupporting joists, are the allowable and the proposed spacingshown on the falsework plans? ____ ____ ____

5. Have timber stringers been checked for bending, shear, bearingstresses, and 1/240 of the span length deflection? ____ ____ ____

6. Are joists identified as being continuous over 3 or more spanswhen they are not analyzed as simple spans? ____ ____ ____

7. Have stringers and cap beams been checked for bearing stressesperpendicular to the grain as well as for bending and shearstresses? ____ ____ ____

8. Have posts been checked as columns as well as for compressionparallel to the grain? ____ ____ ____


F. Steel Falsework Construction 1. Are steel structural shapes and plates identified by ASTM number

on the falsework plans and in the calculations?

____ ____ ____ 2. Have steel beams been checked for bending, shear, web crippling

and buckling of the compression flange?

____ ____ ____ 3. Has horizontal plane bracing been shown where required to limit

compression flange buckling?

____ ____ ____ G. Deflections and Settlement 1. Is falsework deflection for concrete dead load shown on the plans

for all falsework spans?

____ ____ ____ 2. Is falsework deflection from concrete dead load limited to 1/240

of the span length for all falsework spans?

____ ____ ____ 3. Do stringers supporting cast-in-place concrete compensate for

estimated camber?

____ ____ ____ 4. For beam spans with cantilevers, has the upward deflection of the

cantilevers due to load placed on the main spans been investigated?

____ ____ ____ 5. Are provisions shown for taking up falsework settlement? ____ ____ ____ H. Compression Members, Connections and Bracing 1. Has general buckling been evaluated for all compression

members?

____ ____ ____ 2. Has bracing been provided at all points of assumed support for

compression members?

____ ____ ____ 3. Was bracing in each direction considered in establishing the

effective length used to check post capacity?

____ ____ ____ 4. Is bracing strength and stiffness sufficient for the intended

purpose?

____ ____ ____ 5. If temporary bracing is required during intermediate stages of

falsework erection, is it shown on the falsework plans?

____ ____ ____ 6. Have all connections been designed and detailed? ____ ____ ____ 7. Are web stiffeners required on steel cap beams to resist eccentric

loads?

____ ____ ____


8. Are wedges required between longitudinal beams and cap beams to accommodate longitudinal slope or to reduce eccentric loading?

____ ____ ____

9. Has the width to height ratio of wedge packs been verified to fall

within the limits given in the special provisions?

____ ____ ____ 10. If overhang brackets are attached to unstiffened girder webs, has

the need for temporary bracing to prevent longitudinal girder distortion been investigated?

____ ____ ____ 11. Have beams and stringers with height/width ratios greater than

2.5:1 been checked for stability?

____ ____ ____ 12. Have sloping falsework members that exert horizontal forces on

the falsework been braced or tied to resist these loads?

____ ____ ____ 13. If beams supporting cast-in-place concrete have cantilever spans,

have the falsework plans been noted to require the main spans be loaded before loading the cantilever spans?

____ ____ ____ 14. Have timber headers set on shoring towers been checked for

eccentric loads, and for shear and bending stresses produced by the eccentricity?

____ ____ ____ I. Highway and Railroad Traffic Openings (For falsework over or

adjacent to highway or railroad traffic openings.)

1. Do falsework plans satisfy construction clearances shown on the

contract plans?

____ ____ ____ 2. Are posts designed for 150% of the calculated vertical loading and

increased or readjusted for loads caused by prestressing forces?

____ ____ ____ 3. Are mechanical connections 2,000 pounds minimum capacity

shown at the bottom of posts to footing connections?

____ ____ ____ 4. Are mechanical connections 1,000 pounds minimum capacity

shown at the top of the post to cap connections?

____ ____ ____ 5. Are beam tie downs 500 pounds minimum capacity shown for all

beams?

____ ____ ____ 6, Are 5/8 inch or larger diameter bolts used at connections for timber

bracing?

____ ____ ____ 7. Are temporary erection and removal bracing shown? ____ ____ ____


J. Additional Requirements for Railroad Traffic Openings

1. Do falsework plans show collision posts as shown on the contractplans? ____ ____ ____

2. Do posts adjacent to the openings have a minimum sectionmodulus of?

a. steel - 9.5 cubic inches ____ ____ ____ b. timber - 250 cubic inches ____ ____ ____

3. Are soffit and deck overhang forming details shown? ____ ____ ____

4. Are falsework bents within 20 feet of centerline of the tracksheathed solid between 3 feet and 17 feet above top of rail with5/8 inch thick minimum plywood and properly blocked at theedges? ____ ____ ____

5. Is bracing on the bents within 20 feet of the centerline of the trackadequate to resist the required assumed horizontal load orminimum 5,000 pounds, whichever is greater? ____ ____ ____

_________________________ _________________ Designer’s Signature Date


908 REINFORCED CONCRETE BRIDGE END PANELS


Reinforced concrete bridge end panels shall conform to applicable requirements of Section 00545 of the 2008 Oregon Standard Specifications for Construction.

909 STRUCTURAL STEEL BRIDGES


Structural steel bridges shall conform to applicable requirements of Section 00560 of the 2008 Oregon Standard Specifications for Construction modified as follows:

909.01.01 DESCRIPTION 00560.03 Working Drawings - Replace the sentence that begins "Submit stamped copies..." with the following sentence:

Submit unstamped working drawings according to 00150.35 (See Section 937.01.02).

909.01.02 SHOP FABRICATION

00560.24 Transporting to, Handling and Storage at Shop - Replace the sentence that begins "In transporting, handling and..." with the following sentence:

In transporting, handling, and storing the steel work at the shop, avoid bending, scraping, or overstressing the pieces.

00560.29 High-Strength Bolt Connections - Replace this subsection, except for the subsection number and title with the following:

(a) General - When shown or specified, assemble structural joint connections with high-strength bolts conforming to AASHTO M 164 (ASTM A 325) or equivalent fastener using bolts, nuts, and washers conforming to Section 02560 and in holes conforming to 00560.27.

Fit-up bolted connections as follows:

Provide all steel material within the grip of high-strength bolts (no compressible material such asgaskets or insulation).

Remove burrs that would prevent solid seating, so that parts fit solidly together after bolts aretightened.

Make slope of surfaces in contact with the bolt head or nut less than 1:20 with respect to a planenormal to the bolt axis.


Install all bolts, unless otherwise shown, to expose the heads on the exterior surface of the structure.

(b) Washer Requirements:

Where the outer surface of the bolted parts has a slope greater than 1:20 with respect to a plane normal to the bolt axis, use a hardened, beveled washer to compensate for the lack of parallelism.

Where AASHTO M 164 (ASTM A 325) bolts of any diameter are to be installed in standard, oversize, or short slotted hole in an outer ply, provide a hardened washer under the element of the fastener (nut or bolt head) turned in tightening.

Where AASHTO M 164 (ASTM A 325) bolts of any diameter are to be installed in a long slotted hole in an outer ply, use plate washers or continuous bars of at least 5/16 inch thickness with standard holes. Provide washers or bars with sufficient size to completely cover the slot after installation. Make the plate washer from structural grade steel. In addition to a plate washer, provide a hardened washer under element of the fastener (nut or bolt head) turned in tightening.

Oversize and slotted holes are defined by the Manual of Steel Construction Load and Resistance Factor Design (AISC).

(c) Surface Conditions - Make all joint surfaces including surfaces adjacent to the bolt head and nut free of scale, oil, grease, dirt, foreign material, and unless otherwise shown or specified, free of paint, lacquer, rust inhibitor, galvanizing or other coating.

(1) Coated Members - Prepare and coat steel-to-steel contact surfaces within slip-critical bolted joints for coated steel according to Section 00594. Prior to assembly, prepare the contact surfaces with approved methods not harmful to the primer.

Coat fasteners visible to the public, as determined by the Engineer, according to Section 00594 (except the primer coat) after installation. Mechanically galvanize all direct tension indicators according to 02560.40(b).

a. Non-Coastal Projects - On projects more than 25 aerial miles, of the Pacific Ocean, use high-strength fasteners either black or galvanized as the Contractor elects. Use fasteners that meet the following requirements:

1. Black Fasteners - Clean black fasteners, including hardened washers, and the surrounding areas stained by the black fasteners, after installation, using an approved method. Coat according to Section 00594.

2. Galvanized Fasteners - Clean and prepare fasteners as approved, in areas visible to the public, as determined by the Engineer, and coat according to Section 00594 after installation.


b. Coastal Projects - On projects within 25 aerial miles of the Pacific Ocean, use high-strength fasteners, including hardened flat washers, galvanized according to 02560.40 prior to installation. In areas visible to the public, as determined by the Engineer, clean and prepare fasteners as approved, and coat according to Section 00594.

(2) Non-Coated Weathering Steel Members - Blast clean steel-to-steel contact surfaces within slip-critical bolted joints for non-coated weathering steel according to SSPC-SP 10 "Near-White Blast Cleaning". Make the appearance of the blast-cleaned surface to closely approximate Pictorial Standard Sa 2-1/2 of SSPC-Vis 1.

Use only fasteners that are black. Do not use direct tension indicators for non-coated weathering steel connections.

(3) Galvanized Members - After galvanizing, roughen surfaces of galvanized slip critical connections by means of hand wire brushing. Power wire brushing is not allowed.

(d) Verification Testing, Installation, and Inspection - Assign lot numbers (including rotational capacity lot numbers) to all fasteners before shipping them. Assemble all components during installation of the fasteners.

Protect fasteners from dirt and moisture at the Project Site. Take from protected storage only as many fasteners as anticipated to be installed and tightened during a work shift. Return fasteners not used to protected storage at the end of the shift.

Do not remove lubricant present in as-delivered condition. If necessary, clean and lubricate fasteners and retest before installation. Use lubricant according to 02560.70. Do not re-lubricate Tension Control fasteners.

Install the bolt, nut, and washer or DTI assembly so that at least three and not more than five threads are located between the bearing face of the nut and the bolt head.

Tighten all connections progressing systematically from the most rigid part of the connection to the free edges.

The Engineer will do the following:

Before installing fasteners: Check markings, surface conditions, and bolt, nut, washer and DTIs if used storage

conditions, and faying surfaces of joints for compliance with 00560.29(c). Observe calibration and testing procedures.


During fastener installation, monitor to: Confirm that the installation procedure is followed and that, when fastener assemblies are

supplied, the tensions specified in Table 00560-1 are achieved. Assure that the installation method demonstrated in the Verification Testing procedure

develops the specified tension.

Provide a tension measuring device at the Project Site that has the capacity for the bolt being installed. Confirm the accuracy of the tension-measuring device through calibration by an approved testing agency at the start of work and at least annually. Use the tension-measuring device to:

Calibrate wrenches. Assist the bolting crew in understanding and proper use of the method to be used. Confirm the ability of the complete fastener assembly to be used in the work, including

lubrication satisfies the tension requirements of Table 00560-1.

Install and tighten all fasteners in aligned holes to at least the tension specified in Table 00560-1. Tightening may be done by turning the bolt while the nut is prevented from rotating when it is impractical to turn the nut, if approved. When impact wrenches are used, provide them with enough capacity and supplied air to tighten each bolt in 10 seconds or less.

Non-galvanized fasteners may be reused once if approved. Retightening previously tightened fasteners loosened by the tightening of adjacent fasteners will not be considered a reuse. Do not reuse galvanized fasteners.

Use bolt, nut, and washer combinations from the same rotational-capacity lot.

Verify correct lengths of all AASHTO M 164 (ASTM A 325) bolts. In the tightened connection, do not allow the unthreaded portion of the bolt to jam against the internal threads of the nut.

In these Specifications, "snug-tight" is defined as having all plies of the connection in firm contact.

TABLE 00560-1 Required Fastener Tension in Bolts

Nominal Bolt Minimum Tension Size (inch) (kips)

1/2 125/8 193/4 287/8 39


1 51 1 1/8 56 1 1/4 71 1 3/8 85 1 1/2 103

(1) Direct Tension Indicator Tightening - Test, install, and inspect direct tension indicators (DTIs) at the Project Site. Install DTIs under the head of the bolt with the nut turned to tension the bolt. Orient DTI protrusions against the bolt head or a hardened washer. Follow the manufacturer’s recommendations for correct orientation of the DTI and additional washers, if any, required for the correct use of the DTI. Do not allow the surface contacting the protrusions of a DTI to turn during the tightening operation. Provide new, unused DTIs galvanized according to 02560.40(b). Where tapered holes in washers are in contact with the protrusions of DTI washers, place the face with the smallest hole against the DTI.

a. Testing:

1. Rotational Capacity Testing - Perform Rotational Capacity Tests according to 02560.60.

2. Verification Testing - Perform verification tests in a calibrated bolt tension-measuring device. Conduct three verification tests for each combination of fastener assembly, rotational-capacity lot, DTI lot, and DTI position relative to the turned element (bolt or nut).

Use a special flat insert in place of the normal bolt head holding insert. Do not allow the restrained element to rotate. Install the fastener assembly in the tension-measuring device with the DTI located in the same position as in the work.

Conduct Verification Tests in two stages.

First, tension the bolt to the load listed in Table 00560-2 under Verification Tension. If an impact wrench is used, tighten the nut using the impact wrench to no more than two-thirds the required tension. Subsequently, use a manual wrench to attain the required tension.

Record the number of refusals of a 0.005 inch tapered feeler gauge in the spaces between the protrusions.

For uncoated DTIs under the stationary or turned element, or for coated DTIs used under the stationary element, do not exceed the number of refusals listed under Maximum Verification refusals in Table 00560-2.

For coated DTIs under a turned element, do not exceed the number of spaces on the DTI less one.


Reject the DTI lot if the number of refusals are not met.

Next, after the number of refusals is recorded at the Verification Tension load, further tension the bolt until the 0.005 inch feeler gauge is refused at all spaces and a visible gap exists in at least one space. Record the load at this condition and remove the bolt from the tension-measuring device. Run the nut down by hand the complete thread length of the bolt, excluding the thread runout. If the nut cannot be run down for this thread length, reject the DTI lot unless the load recorded is less than 95 percent of the average load measured in the rotational capacity test for the fastener lot.

If the bolt is too short to be tested in the calibration device, verify the DTI lot on a long bolt in a calibrator to determine the number of refusals at the Verification Tension listed in Table 00560-2. Reject the lot if the number of refusals exceeds the values listed under Maximum Verification Refusals in Table 00560-2. Verify another DTI from the same lot with the short bolt in a convenient hole in the work. Tension the bolt until the 0.005 inch feeler gauge is refused in all spaces and a visible gap exists in at least one space. Remove the bolt from the tension-measuring device. Run the nut down by hand the complete thread length of the bolt excluding the thread runout. Reject the DTI lot if the nut cannot be run down for this thread length.

b. Installation - Install DTI fastener assemblies using DTIs in two stages. Do not allow the stationary element to rotate.

First, snug the connection with all bolts installed in all holes of the connection and tension to achieve a snug tight condition by snugging in multiple cycles. If the number of spaces in which a 0.005 inch feeler gauge is refused in the DTI after snugging exceeds those listed under Maximum Verification refusals in Table 00560-2, remove the fastener assembly and install and snug another DTI.

Next, for uncoated DTIs under the stationary or turned element, or for coated DTIs used under the stationary element further tension the bolts until the number of refusals of the 0.005 inch feeler gauge is equal to or greater than the number listed under Minimum Installation Refusals in Table 00560-2. If the bolt is tensioned so that no visible gap in any space remains, remove the bolt and DTI, and replaced with a new properly tensioned bolt and DTI.

Tighten coated DTIs under the turned element to achieve 0.005 inch feeler gauge refusal in all space locations..

Table 00560-2

Direct Tension Indicators


Bolt Diameter

(inch)

VerificationTension (Kips)

Maximum Verification

Refusals

DTI Spaces

Minimum Installation

Refusals 1/2 13 1 4 25/8 20 1 4 23/4 29 2 5 37/8 41 2 5 31 54 2 6 3

1 1/8 59 2 6 3 1 1/4 75 3 7 4 1 3/8 89 3 7 4 1 1/2 108 3 8 4

c. Inspection - Inspect, in the presence of the Engineer, and at his direction, completed DTIconnections.

Select, at random, ten percent of the DTIs or at least two, whichever is greater, for each separate connection. Probe each DTI washer being inspected with the 0.005 inch feeler gauge and document the number of refusals. If the number of refusals meets the Minimum Installation Refusals listed in Table 00560-2 consider the fastener to be correctly tensioned. If the number of refusals does not meet the Minimum Installation Refusals listed in Table 00560-2, test each DTI in the connection with the 0.005 inch feeler gauge and tighten to meet the Minimum Installation Refusals requirements.

(2) Tension Control Fasteners Tightening - Test, install, and inspect tension control fasteners at the project site.

a. Testing:


2. Verification Testing - Perform Verification Testing in a calibrated bolt tension-measuringdevice. Test a representative sample of not less than three bolt and nut assemblies of each diameter, length, and grade to be used.

Use a special round head insert in place of the typical hex head insert.

Repeat Verification Testing when the condition of fasteners are altered, when changes in method, equipment or personnel occur, or as directed.

Conduct verification tests in two stages:


First, demonstrate the method for estimating the snug-tight condition to be used on the final product. Record the snug-tight tension.

Next, apply a tension control shear wrench to demonstrate that each bolt develops a tension not less than 5% greater than required by Table 00560-1. Follow manufacturer's installation procedure for installation of bolts. Record the final tension.

3. Inspection Torque - Determine Inspection Torque in a calibrated bolt tension-measuring device. Provide a torque wrench with sufficient capacity to perform testing. Match the sampled fastener conditions to the conditions under inspection. Test at least three randomly sampled bolt, nut, and washer assemblies for each diameter, length, and grade used. Tension the sampled bolts to the specified tension in Table 00560-1 by any convenient means. Apply the Inspection Torque wrench to the tensioned bolt to determine the torque required to turn the nut 5 degrees (approximately 1 inch at a 12 inch radius) in the tensioning direction. Calculate the Inspection Torque by averaging the three bolt, nut and washer assemblies of each diameter, length, and grade.

Repeat the Inspection Torque determination when the fasteners conditions are altered, when changes in method, equipment, or personnel occur, or as directed.

b. Installation - Install tension control fasteners in two stages.

First, Using the method developed in the Verification Testing procedure, snug the connection with all bolts installed in all holes of the connection and tension to achieve snug-tight condition.

Next, apply the tension control shear wrench until the spline fractures.

c. Inspection - Inspect, in the presence of the Engineer and at his direction completed connections using the Inspection Torque wrench and visually inspect splines for each bolt in the connection. Conduct inspection tests before loss of lubricant and before corrosion begins.

Select at random ten percent or at least two, whichever is greater, of the tensioned bolts and nuts on the structure for each separate connection. Apply the Inspection Torque to each nut in the tensioning direction. If the Inspection Torque does not turn the bolt or nut, the connection will be considered properly tensioned. If the Inspection Torque turns the bolt or nut, apply the Inspection Torque to all the bolts and nut in the connection. Re-tension and re-inspect all bolts and nuts that turned at this inspection. The Contractor may re-tension all the bolts in the connection and resubmit it for inspection, provided fasteners assemblies are not damaged.

(3) Turn-of-Nut Fastener Tightening - Test, install, and inspect turn-of-nut fasteners at the Project site.


a. Testing:


2. Verification Testing - Perform verification testing in a calibrated bolt tension-measuring device. Test a representative sample of not less than three bolt and nut assemblies of each diameter, length, and grade used.

Repeat Verification Testing if the condition of fasteners are altered, when changes in method, equipment or personnel occur, or as directed.

Conduct verification tests in two stages:

First, demonstrate the method for estimating the snug-tight condition using the same method to be used on the final product. Record the snug-tight tension. Match mark the bolt, nut, and plate.

Next, apply a tensioning wrench to achieve the nut rotation requirement of Table 00560-3 and develop a tension of not less than 5% greater than required in Table 00560-1. If necessary, increase rotation to meet these requirements. Record all tension and rotation readings.

3. Inspection Torque - Determine Inspection Torque in a calibrated bolt tension-measuring device. Provide a torque wrench with sufficient capacity to perform testing. Match the sampled fastener conditions to the conditions under inspection. Test at least three randomly sampled bolt, nut, and washer assemblies for each diameter, length, and grade used. Tension the sampled bolts to the specified tension in Table 00560-1 by any convenient means. Apply the Inspection Torque wrench to the tensioned bolt to determine the torque required to turn the nut 5 degrees (approximately 1 inch at a 12 inch radius) in the tensioning direction. Calculate the Inspection Torque by averaging three bolt, nut, and washer assemblies of each diameter, length, and grade.

Repeat the Inspection Torque determination when the fastener conditions are altered, when changes in method, equipment, or personnel occur, or as directed.

b. Installation - Install fasteners using Turn-of-Nut method in two stages:

First, using the method developed in the Verification Testing procedure, snug the connection with all bolts installed in all holes of the connection and tension to achieve snug-tight condition by snugging in multiple cycles. Match mark each fastener bolt, nut and plate.


Next, apply the tensioning wrench to achieve the nut rotation determined during the Verification Testing. Do not allow the bolt to turn during the tightening process.

c. Inspection - Inspect, in the presence of the Engineer and at his direction, completed connections using the Inspection Torque wrench and the match marked nut rotation for each bolt in the connection. Conduct inspection tests before loss of lubricant and before corrosion begins.

Select at random ten percent or at least two, whichever is greater, of the tensioned bolts and nuts on the structure for each separate connection. Apply the Inspection Torque to each nut the tensioning direction. If the Inspection Torque does not turn the bolt or nut, the connection will be considered properly tensioned. If the Inspection Torque turns the bolt or nut, apply the Inspection Torque to all bolts in the connection. Re-tension and re-inspect all bolts and nuts that turned at this inspection. The Contractor may re-tension all the bolts in the connection and resubmit it for inspection, provided fastener assemblies are not damaged.

TABLE 00560-3 Nut Rotation from Snug-Tight Condition 1 Disposition of Outer Faces of Bolted Parts One face normal to Both faces sloped bolt axis and other not more than 1:20 Bolt Length sloped not more than from normal to bolt (underside of head Both faces normal 1:20 (beveled washer axis (beveled washer to end of bolt) to bolt axis not used) not used) Up to and including 1/3 turn 1/2 turn 2/3 turn 4 diameters Over 4 diameters but not exceeding 1/2 turn 2/3 turn 5/6 turn 8 diameters Over 8 diameters but not exceeding 2/3 turn 5/6 turn 1 turn 12 diameters 2, 3 (1 1/6 turn) (1 1/2 turn) (1 5/6 turn)

1 Nut rotation is relative to bolt, regardless of the element (nut or bolt) being turned. For bolts installed by one-half turn and less, the tolerance shall be plus or minus 30; for bolts installed by two-thirds turn and more, the tolerance shall be plus or minus 45.

2 No research has been performed by the Research Council on Structural Connections to

establish the turn-of-nut procedure for bolt lengths exceeding 12 diameters. Therefore, the required rotation shall be determined by actual test in a suitable tension measuring device according to 00560.29(d-3).


3 Values in parentheses are twice the rotation as defined in 02560.60(a-1) and 02560.60(a-2) for zinc coated ASTM A 325 bolts only.


00560.80 Measurement - Add the following to the end of this subsection:

The estimated quantity of structural steel is:

Structure Steel Type Quantity (Pound)

Bridge No. 22356 ASTM A709 Grade 50W 91500

00560.90 Payment - Replace the paragraph that begins "The accepted quantities…" with the following:

The accepted quantities of work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following items:

Pay Item Unit of Measurement

(a) Steel Rolled Beam ............................................................ Lump Sum

910 BRIDGE BEARINGS


Bridge bearings shall conform to applicable requirements of Section 00582 of the 2008 Oregon Standard Specifications for Construction modified as follows:

910.01.01 DESCRIPTION 00582.00 Scope - Replace this subsection, except for the subsection number and title, with the following: This work consists of furnishing and installing composite bridge bearings, elastomeric bridge bearings, and rockers and hangers for bridges as shown, specified, or directed. Add the following subsection: 00582.03 Design - Design and fabricate composite bridge bearings according to the latest edition of the AASHTO LRFD Design Specifications.


910.01.02 MATERIALS

00582.10 Materials - Replace this subsection, except for the subsection number and title, with the following:

Furnish elastomeric bridge bearings from the QPL and meeting the requirements of Section 02571.

00582.90(b) Elastomeric Bearing Pads - Replace this subsection, except for the subsection number and title, with the following:

Elastomeric bearings will be paid for at the Contract unit price per each, for the item “Bearing Devices, Bent___”.

The bent number will be inserted in the blank.

Payment will be payment in full for furnishing and placing all materials, and for furnishing all equipment, labor, and incidentals necessary for completion of the work as specified.

No separate or additional payment will be made for designing, fabricating, and testing elastomeric bearings.

911 EXPANSION JOINTS


Expansion joints shall conform to applicable requirements of the following Section 00585 of the 2008 Oregon Standard Specifications for Construction provided herein:


00585.00 Scope - This work consists of fabricating, preparing, and installing expansion joints as shown or specified.

00585.01 Definitions:

Armored Corner - Steel armoring to protect the vertical edges of a joint.

Asphaltic Plug Seal - A sealed joint composed of aggregate and flexible binder material placed over a steel bridging plate.

Closed Joint - A sealed or filled joint designed to prevent water and debris from passing through the joint.

Compression Seal - A preformed elastomeric device that is precompressed in the gap of a joint.

Edgebeam - Steel armoring to protect the vertical edges of a joint opening including recesses to accept elastomeric seals.


Filled Joint - A joint using a preformed expansion joint filler, poured joint filler, traffic loop sealant, or a combination of these materials.

Open Joint - A joint designed to allow water and debris to pass through the joint.

Poured Seals - A seal made of materials that remain flexible which is poured into the gap of a joint and adheres to the sides of the gap.

Sealed Joint - A joint using a compressible or expandable seal including asphaltic plug seals, compression seals, poured seals, and strip seals.

Strip Seals - A sealed joint with an extruded elastomeric seal retained by edgebeams that are anchored to the structural elements.

911.01.02 MATERIALS

00585.10 Materials - Furnish expansion joints using materials from the QPL and meeting the following requirements:

Asphaltic Plug Seals ........................................................... 02440.19 Backer Rod ......................................................................... 02440.14 Compression and Strip Seals .............................................. 02440.20 Elastomer ............................................................................ 02570.10 Hot Poured Joint Filler ....................................................... 02440.30 Lubricant/Adhesive ............................................................ 02440.15 Polytetrafluoroethylene (PTFE) ......................................... 02570.10 Poured Seals ....................................................................... 02440.11 Preformed Joint Filler for Concrete ................................... 02440.10 Stainless Steel Sliding Surfaces ......................................... 02570.10 Structural Steel ........................................................................ 02530 Traffic Loop Sealant................................................................ 00990

00585.11 Approval of Materials - Submit QPL listed products to the Engineer for Project specific approval.

911.01.03 EQUIPMENT

00585.20 Equipment - Use approved equipment as recommended by the product manufacturer.

911.01.04 LABOR



00585.40 Filled and Closed Joint Tolerances - The following apply to all filled and closed joints:

Relative Alignment - Locate joint openings through members within 1/2 inch of plan location.

Joint Edges - Construct all joint edges straight, parallel, and without deviation from a true line by more than 1/4 inch horizontal over the length of the joint.

Joint Width - Construct all joint widths within 1/8 inch of planned joint width.

Deck Roadway Texturing - Do not groove within 6 inches of joint blockouts and bridge ends. For skewed bridges, additional ungrooved portions at joint blockouts and bridge ends are allowed to accommodate the width of the gang saw.

00585.41 Filled Joints - Unless otherwise specified, form filled joints with preformed joint filler by placing concrete directly against the preformed joint filler material. Provide formwork behind the preformed joint filler material firm enough to prevent deflection of the joint material when placing the concrete, or place preformed joint filler against formed concrete. If shown or specified, place traffic loop sealant or pour joint filler at the top of the joint.


00585.80 Measurement - No measurement of quantities will be made for expansion joints.

The estimated quantities of expansion joints are:

Quantity

Structure Joint Type (Foot)

Bridge No. 22356 Filled Joint 97

00585.90 Payment - The accepted quantities for work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following items:

Pay Item Unit of Measurement

(a) Filled Joint ..................................................................................... Lump Sum

Item (a) includes sawcutting, preformed expansion joint filler, and traffic loop sealant.


Payment will be payment in full for furnishing and placing all materials, and for furnishing all equipment, labor, and incidentals necessary to complete the work as specified.

912 BRIDGE RAILS


Bridges rails shall conform to applicable requirements of Section 00587 of the 2008 Oregon Standard Specifications for Construction modified as follows:

00587.00 Scope - Replace the first sentence with the following:

This work consists of constructing bridge and hand rails of the material or combination of materials shown or specified.

912.01.01 MATERIALS

00587.10 Materials - Replace the Concrete Coating line and add Metal Pipe Handrail with the following:

Concrete Coating ................................................................ 02210

Metal Pipe Handrail ........................................................... 02830


00587.42(e) Latex Paint Cure for PCC - Replace the bullet that begins "Apply the first coat of a latex paint..." with the following bullet:

Apply the first coat of latex paint at an application rate of 150 square feet per gallon.


00587.80 Measurement – Replace this paragraph with the following:

No measurement of quantities will be made for bridge rail work performed under this Section.

The estimated quantity of bridge rail is:

Quantity

Structure Rail Type (Foot)

Bridge No. 22356 Combination Bridge Rail Modified 210


Measurement of metal handrail will on a length basis, measured along the rail cub at the back of the sidewalk.

00587.90 Payment – Add the following to end of this subsection:

The accepted quantities of metal handrail will be paid for the Contract unit price per foot of measurement.

No separate or additional payment will be made for the concrete rail curb behind sidewalk.

No separate or additional payment will be made for powder coat of the handrail.

913 UTILITY ATTACHMENTS ON STRUCTURES


Utility attachments on structures shall conform to applicable requirements of the following Section 00589 of the 2008 Oregon Standard Specifications for Construction provided herein:


00589.00 Scope - This work consists of providing for attachment or installation of utilities on new and existing structures as shown or as directed.

913.01.02 MATERIALS

00589.10 General - Furnish utility attachment systems using materials from the QPL and meeting the following requirements:

Structural Steel ............................................................................. 02530

Forgings, Shafting, Castings, and Nonferrous Materials ............. 02540

Fasteners ...................................................................................... 02560

Reflective Sheeting ............................................................. 02910.20(a)

Resin Bonded Anchor System ................................................ 00535.10

Furnish brackets constructed of stainless steel or hot-dip galvanized structural steel.


00589.40 General - Provide sufficient space around utilities for maintenance activities.


Avoid drilling through reinforcing steel. If reinforcing steel is hit, move the anchor location and patch the hole with an approved patching material from the QPL.

Attach conduits or brackets to concrete structures with resin bonded concrete anchors, unless otherwise shown or approved.

00589.41 Natural Gas Lines - Conform to CFR 49 Part 192 in all aspects applicable to the work. Provide isolation valving 200 feet from each end of the bridge.

00589.48 Labeling - Clearly label all piping or conduit systems according to the following APWA color code:

Table 00589-1

Material Marker Background Color

Electrical Power Lines, Cables, Conduits, Lighting Cables

Red

Gas, Oil, Steam, Petroleum, Gaseous Materials Yellow

Communications, Alarm, Signal Lines, Cables, or Conduits

Orange

Potable Water Blue

Reclaimed Water, Irrigation, Slurry Lines Purple

Sewers, and Drain Lines Green

Generate purple by placing purple transparent film over white reflective sheeting. The purple tint of the transparent film shall match Federal Standard Color 595B No. 37100.

Minimum length of label shall be as shown in Table 00589-2.

Table 00589-2

Pipe O.D. Min.

Pipe O.D. Max.

Length of Label

Width of Label

3/4" 1 1/4" 8" 3/4"

1 1/2" 2" 8" 1"

2 1/2" 6" 12" 2"

8" 10" 12" 2"

10" ─ 12" 2"


Place labels on each pipe or conduit, on each side of every bent, and at each entrance to a box girder.

Where piping is above or below normal line of sight, place pipe labels so that label may be seen from normal eye height.


00589.80 Measurement - No measurement of quantities will be made for work performed under this Section.

00589.90 Payment - The accepted quantities of work performed under this Section will be paid for at the Contract lump sum amount for the item "Utility Attachment on Structures".

Payment will payment in full for furnishing and placing all materials, and for furnishing all equipment, labor, and incidentals necessary to complete the work as specified.

914 POWDER COATING METAL STRUCTURES


Powder coating metal structures shall conform to applicable requirements of Section 00593 of the 2008 Oregon Standard Specifications for Construction modified as follows:

914.01.01 MATERIALS

00593.10(b) Specifications - Replace the paragraph that begins "Furnish a polyester topcoat…", with the following paragraph:

Furnish a polyester topcoat meeting the requirements of the American Architectural Manufacturers Association (AAMA) Specification 2604.

Add the following to the end of this subsection:

Provide a topcoat color of green that matches Federal Standard 595C color # FS 34109.


00593.44 Inspecting and Testing - In the list of tests, replace the Hardness line with the following line:


Hardness .................................... AAMA 2604 and ASTM D 3363

915 PREPARING AND COATING METAL STRUCTURES


Preparing and coating metal structures shall conform to applicable requirements of Section 00594 of the 2008 Oregon Standard Specifications for Construction modified as follows:


00594.01(a) Abbreviations - Add the following abbreviation to the end of the list:

WFT - Wet Film Thickness

00594.01(b) Definitions - Replace the “Coat” definition with the following definition:

Coat - An application, or applications, of paint or other protective material to a substrate to form a specific single coat thickness.

Add the following definition to the end of the list:

Wet Film Thickness - Coating layer dimension determined with a wet film thickness gauge immediately after application and before curing.


00594.02 Design Services - Provide structural design services by a civil or structural engineer licensed to practice in the State of Oregon.

Provide marine design services by an engineer licensed in the State of Oregon to practice in the field of naval architecture or marine engineering.

00594.03 Precoating Conference - Replace this subsection, except for the subsection number and title with the following:

Before beginning any preparation and coating work, meet with the Contractor’s supervisory personnel and quality control manager, any preparation or coating subcontractors’ supervisory personnel, a representative from the coating manufacturer, and the Engineer at a mutually agreed upon time. At least 21 calendar days before the precoating conference, submit a plan for accomplishing all phases of the preparation and coating work, including the following:


Ventilation Containment Surface preparation Painting Coating materials Quality Control Plan Waste handling and disposal All other pertinent information

If the Contractor’s key personnel change, or if the Contractor proposes a significant revision to the plan for accomplishing the preparation and coating work, the Engineer may require additional precoating conferences.

Do not begin any preparation or coating work before the plan for completing the work has been approved.

00594.05 Access and Containment For Field Preparation and Coating - Replace this subsection with the following subsection:

00594.05 Access and Containment For Field Preparation and Coating:

(a) Abrasive Blast Cleaning - Contain work debris that is generated from abrasive blast cleaning operations according to the Class 1A requirements of SSPC-Guide 6 and the following requirements:

Type A1 rigid containment material with Type C1 rigid support structure in locations adjacent to traffic.

Type A1 rigid containment floor decking. Type A2 flexible containment materials may be used where rigid containment materials are not

specified. Provide flexible containment materials that are air impenetrable and have tear strength of at least 200 pounds per foot and tensile strength of at least 300 pounds per foot.

Type H1 instrument verification of air pressure in rigid containment. Type H2 visual verification of air pressure in flexible containment. Type I1 minimum specified air movement 50 feet per minute cross draft. Use portable fans as

needed to provide air movement in stagnant areas. Type J1 exhaust air filtration 99 percent cleaning efficiency for particulate diameters above

39 microinches and less than 2 grains of particulate per thousand cubic feet of exhaust air or air recycled to the work area.

Operate dust collection, air flow, and air movement equipment during blowdown to prevent dust from settling on the structure or within the containment.

(b) Water Jet Cleaning - Contain work debris that is generated from water jet cleaning operations according to the Class 2W requirements of SSPC-Guide 6 and the following requirements:


Type A1 rigid containment material with Type C1 rigid support structure in locations adjacent to traffic.

Type A1 rigid containment floor decking. Type A2 flexible containment materials may be used where rigid containment materials are not

specified. Provide flexible containment materials that are water impenetrable and have tear strength of at least 200 pounds per foot and tensile strength of at least 300 pounds per foot.

Ceiling is not required. Sufficient wall height to effectively prevent loss of contaminated water.

(c) Tool Cleaning - Contain work debris that is generated from hand tool cleaning or power tool cleaning operations according to the Class 1P requirements of SSPC-Guide 6. For hand tool cleaning or vacuum shrouded power tool cleaning, ground covers or free-hanging tarpaulins are an acceptable alternate means of containment provided the debris is captured and controlled to the same degree as Class 1P. Provide Type A1 rigid floor decking work access platforms regardless of containment methods.

(d) Emissions - Emission from various containment systems will be assessed visually. Address any visible emissions immediately.

(e) Traffic Clearance - Maintain all traffic clearances shown. Do not allow the containment, cables, hoses, supplies, and equipment to encroach on the indicated traffic clearances at any time.

(f) Forced Air Ventilation - For containment using forced air ventilation, submit to the Engineer for review a sketch showing the size (length x width x height) and location of each containment that will be used and identifying the air moving equipment (manufacturer, model, and capacity in cubic feet per minute) for each containment, 21 calendar days before the precoating conference. Do not begin any containment work that requires forced air ventilation before the submittals have been approved by the Engineer.

(g) Spill Response - Comply with Section 00290 for spill response, spill containment, and cleanup of spills and contamination.

(h) OSHA Requirements - Comply with all applicable requirements of the Occupational Safety and Health Administration, including but not limited to applicable portions of 29 CFR Ch. XVII, Sections 1926.55 through 1926.57, 1926.62, 1926.65, 1926.450 through 1926.454, and 1926.500 through 1926.503.

00594.11(a) Coating System - Replace this subsection, except for the subsection number and title, with the following:

Furnish coating materials from the QPL and according to the following requirements:

For shop coating of steel or iron surfaces, furnish a 3 coat system with organic or inorganic zinc primer. For maintenance coating of steel or iron surfaces, furnish a 3 coat system with organic zinc primer.


For field rehabilitation of coated steel or iron surfaces, furnish a 3 coat system with surface tolerant organic zinc primer.

For shop coating or maintenance coating of non-ferrous surfaces, furnish a 2 coat system.

Do not apply coating materials until certifications required by 00165.35(a) and 00165.35(b) (See Section 937.01.04) have been provided and the materials are accepted for use by the Agency.

00594.11(b) Manufacturing - Replace this subsection, except for the subsection number and title, with the following:

Furnish coating material meeting the following requirements:

Prepared by the manufacturer. For multi-component coatings, be manufactured in separate, properly portioned containers and ready

for field mixing. Do not field mix multi-component coatings unless approved by the Engineer. Homogeneous, free of contamination, and of a consistency suitable for the specified use. Does not require a pretreatment chemical or material prior to application of the prime coat, except as

stipulated in these Specifications. Includes required tinting and coloring materials at the time of manufacturing. Do not use gray for the

first prime coat. A sufficiently different shade for each individual coat from the manufacturer, so that skips and holidays

can be easily detected. Do not tint the coating material in the field unless approved by the Engineer. Unless otherwise specified, conforms to the following colors:

Federal Standard 595C color #24272 for ODOT Green top coat. Federal Standard 595C color #30059 for weathering steel top coat. Federal Standard 595C color #26357 for miscellaneous metal on concrete bridges.

Does not vary in composition without prior notice by the manufacturer and approval of the Engineer. Has sufficient time remaining on the manufacturer’s recommended shelf life to allow for application

before expiration of that shelf life.

00594.11(c) Packaging - Replace this subsection, except for the subsection number and title, with the following:

Furnish unopened containers from the manufacturer that meet the following requirements:

Constructed of new and unused materials. Not have a capacity of more than 6 gallons. Meet U.S. Department of Transportation’s Hazardous Material Shipping Regulations. If necessary, constructed with an interior lining to prevent attack by the coating material. The lining

shall not delaminate from the container wall so as to contaminate the coating. Labeled with a quality compliance certificate according to 00165.35 (See Section 937.01.04), showing

the following: Manufacturer’s name


Exact title of coating material Manufacturer’s batch number Date manufactured Identification of all toxic substances Handling and application precautions

00594.11(d) Sampling and Testing - Replace the paragraph that begins “Have the coating material…” with the following paragraph:

Have the coating material manufacturer furnish the following to the ODOT Materials Laboratory:

Replace the bullet that begins “A material safety data…” with the following bullet:

A Material Safety Data Sheet or Safety Data Sheet with the initial sample of each type of coatingmaterial and thinner.

00594.11(e) Specifications - Replace this subsection with the following subsection:

00594.11(e) Slip-Critical Connections - The primer coat on steel-to-steel contact surfaces at all slip-critical structural bolted connections using high strength bolts shall be in conformance with Class B (slip coefficient of 0.5) coating requirements in "Test Method to Determine the Slip Coefficient for Coatings Used in Bolted Joints", as adopted by the Research Council on Structural Connections.


00594.13 Chloride Remover - When used, furnish a chloride remover from the QPL that is fully compatible with the coating system according to the recommendations of the coating system manufacturer.

915.01.02 EQUIPMENT

915.01.03 LABOR


00594.30 Quality Control Personnel - Provide a quality control manager that is responsible for managing all preparation and coating quality control activities. The quality control manager shall not be employed in a supervisory role for any preparation or coating work.



00594.40(a) New Steel Structures - Replace the sentence that begins “Prepare and coat new…” with the following sentence:

Prepare and coat new erected steel structures and features.


00594.40(e) Lighting - Provide lighting during all periods of preparation, coating, and inspection in accordance with SSPC-Guide 12, “Guide for Illumination of Industrial Painting Projects”.

00594.41(b) Welded Areas - Replace the paragraph that begins “Do not apply…” with the following paragraph:

Do not apply coating within 4 inches of the weld before the welding operation is complete.

00594.43(a) Description - Replace the bullet that begins “The best practices…” with the following bullet:

The best practices of the trade in accordance with SSPC Painting Manual, Volume 1, “Good Painting Practice”.

00594.43(b-1) Rejection - Replace this subsection, except for the subsection number and title, with the following:

Reject and do not use the contents of a container if:

The material does not arrive at the application site in the original, unopened manufacturer’s containers. The container is punctured or has a break in the lid seal. The coating materials have begun to polymerize, solidify, gel, or deteriorate in any other manner. The recommended shelf life, as stated in the manufacturer's product data sheets, has expired.

00594.43(b-3) Thinning - Replace this subsection, except for the subsection number and title, with the following:

Do not add additional thinner at the application site unless approved by the Engineer. If allowed, furnish the amount and type of thinner in conformance with the manufacturer's recommendations.

00594.43(c-1) Surface Condition - Replace this subsection, except for the subsection number and title, with the following:


Ensure that surfaces to be coated are free of moisture, dust, grease or other substances which would prevent the bonding of succeeding applications. Protect freshly coated surfaces from contamination by abrasives, dust or foreign materials from any source. Do not apply succeeding coats until the Engineer has approved the prepared surface.

00594.43(c-2) Application Methods - Replace this subsection, except for the subsection number and title, with the following:

Apply coating materials by air or airless spray, brush, roller, any combination of these methods, or as recommended by the coating material manufacturer, unless otherwise specified. If air is used for application, ensure that it is free of water, oil, or any other material detrimental to the coating system. Provide adequate separators and traps and test air cleanliness daily according to ASTM D 4285, or as directed. Regardless of which application method is used to apply the coating, use brushes to push the coating into complex details, crevices, gaps, difficult to access areas and where spraying does not adequately cover or penetrate. All application techniques shall conform to Section 7 in SSPC-PA 1.

Apply subsequent coats of paint in sufficiently different shades so that skips and holidays can be easily detected.

Apply each coat in a uniform layer, completely covering the preceding coat. Correct runs, sags, skips or other deficiencies before application of succeeding coats. Perform re-cleaning, application of additional coating, or other measures, as directed by the Engineer, at no additional cost to the Agency.

For each applicator, perform at least one WFT test 15 minutes after coating application and one WFT test per hour thereafter. Test immediately after coating application and report results.

00594.43(d-1) Number of Coats and Film Thickness - In the paragraph that begins “Apply all coats…” replace the word “date” with the word “data”.

Replace the paragraph that begins “Apply only a coating…” with the following paragraph:

Only apply zinc primer coating to steel-to-steel and steel-to-concrete contact surfaces, except top flanges, whether in the shop or field. Apply the full coating system so that it extends 1 inch into the steel-to-concrete contact surface if accessible. The dry film thickness of the primer on steel-to-steel contact surfaces shall not be less than 3 mils nor more than the manufacturer's class "B" certification allows.

00594.43(d-2) Stripe Coats - Replace the paragraph that begins “The full prime coat…” with the following paragraph:

The full prime coat may be applied prior to the prime stripe coat to prevent flash rusting of the cleaned steel surfaces if approved by the Engineer. In either case, apply the first application of prime coat by the use of brushes as described in the definition of "Stripe Coat" in 00594.01(b).


00594.43(d-3) Coating Thickness and Coverage Requirements - In the paragraph that begins “Coating thickness measurements…”, replace the first sentence with the following sentence:

The Engineer will take dry coating thickness measurements after the application of each coat and before application of the succeeding coat.

Replace the paragraph that begins “The dry film thickness…” with the following paragraph:

The Engineer will take dry film thickness measurements with a type 2 gauge according to SSPC-PA 2. The minimum dry film thickness measurements and frequency of measurements will be in accordance with SSPC-PA 2, modified as follows:

00594.43(e) Time of Application - Replace this subsection, except for the subsection number and title, with the following:

Unless otherwise approved by the Engineer, prime existing steel structure surfaces according to one of the following methods:

Prime on the same day that the surfaces are cleaned. Apply an approved rust inhibitor to the entire surface on the same day as cleaning, and prime within

48 hours after inhibitor application. Reblast all surfaces prior to coating.

Before priming surfaces prepared by waterjetting, ensure that the surfaces do not exceed “Light” flash rust as defined by the “Wipe Test” in SSPC-SP WJ-2. Ensure that all other surfaces are dry and free of flash rust before priming.

Apply each coat over the preceding coat as soon as possible, allowing for drying time of the preceding coat, weather, temperature, and similar factors, as well as the manufacturer's recommendations. A primer coat that exhibits freckle rust or is exposed to the weather for more than 60 days shall be re-prepared to the requirements of 00594.42.

Allow each coat to dry and sufficiently cure before recoating so the succeeding or additional coat can be applied without delamination, blistering, wrinkling, or loss of adhesion or cohesion. Recoat times shall conform to the manufacturer's recommendations unless they conflict with this Section or any coating problems develop. Do not revise recoat times without receiving approval from the Engineer.

00594.43(g) Adhesion - Replace this subsection, except for the subsection number and title, with the following:


Perform adhesion tests in accordance with ASTM D 4541, Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers, using "Test Method D, E, or F", as warranted or at the direction of the Engineer. Ensure that a minimum pull-off strength of 650 psi is achieved for zinc rich primers and tar based coatings, and a minimum pull-off strength of 1000 psi is achieved for all other coatings, including those over a zinc rich primer. When testing a coating or coating system with a DFT of more than 12 mils, score around the test fixture.

00594.43(h) Environmental Conditions - Replace the paragraph that begins “Application of coating…” with the following paragraph:

Do not apply coating materials if the Engineer determines that conditions are not favorable for proper application and performance of the coating.

00594.44 Inspecting - In the test table, replace the “Cleanness of Abrasive Material” line with the following line:

Oil in the Abrasive Material ASTM D 7393

In the test table, replace the “Pull-off Strength of Coating” line with the following line:

Pull-off Strength of Coating ASTM D 4541 (Method D, E, or F)

00594.60(a) Surface Preparation - Replace the paragraph that begins “If approved…” with the following paragraph:

If approved by the Engineer, prepare small areas according to SSPC-SP 15 so it does not damage adjacent areas.

916 RETAINING WALLS


Retaining walls shall conform to applicable requirements of the following Section 00596 of the 2008 Oregon Standard Specifications for Construction modified as follows:


00596.00 Scope – Replace the first paragraph with the following - This work consists of designing, furnishing and constructing retaining walls as shown and specified, and in close conformity to the lines, grades, and dimensions shown or established.


When retaining walls are to be constructed on top of existing bin walls, the design and analysis of the proposed segmental block MSE retaining walls must include the existing bin walls as a whole system. As-built drawings of the existing bin walls are available at the engineer’s office.

00596.01 Retaining Wall Types – All retaining walls are to be a proprietary retaining wall with segmental retaining wall facing units, from the same manufacturer.

0596.02 Definitions – replace with the following

0596.02 Cost Reduction Proposals - According to 00140.70 (See Section 937.01.01), cost reduction proposals will be considered for proprietary retaining wall systems that are preapproved by the Agency before advertisement of the Project.

0596.03 Variables – Replace with the following

0596.03 Definitions:

Alternate Gabion Basket Joint Fasteners - Spiral binders, high tensile locking spring steel clips, or clamp-on ring type fasteners that are an alternate to tie wire for assembling and joining gabion units.

Appurtenances - Traffic barriers, guardrail, fences, non-standard coping, drainage structures, sign supports, lighting supports, sound barriers, foundations, and utilities that are not part of the retaining wall system but are connected to, resting on, or passing through the retaining wall system.

Batter - The slope of the wall facing from vertical that is expressed as degrees, or as a ratio of the horizontal change in inches for each 12 inches of vertical change. A vertical face has a zero batter.

Extensible Tensile Reinforcements - Geosynthetic reinforcement where the deformation under load is equal to or greater than the reinforced backfill.

Inextensible Tensile Reinforcements - Steel reinforcement where the deformation under load is significantly less than the reinforced backfill.

Manufacturer - The fabricator having exclusive production rights for a proprietary retaining wall system.

Mechanically Stabilized Earth Retaining Wall System - A gravity retaining wall system composed of wall facing and granular backfill reinforced with either extensible or inextensible soil reinforcements connected to the facing elements.

Nonproprietary Retaining Wall System - A retaining wall system that is not patented or trademarked and is shown on the plans.


Piecemark - An alpha-numeric marking that identifies a specific type of retaining wall component. All components with the same piecemark are considered identical. Piecemarks shown on the working drawings identify placement of the component.

Preapproved Proprietary Retaining Wall System - A wall system that is listed in Appendix 15-D of the Geotechnical Design Manual (GDM).

Preapproved Proprietary Retaining Wall System Options - Acceptable preapproved proprietary retaining walls listed in 0A596.01 when proprietary retaining wall systems are required.

Preapproved Proprietary Retaining Wall System Alternates - Acceptable preapproved proprietary retaining walls listed in 0A596.01 when non-proprietary retaining wall systems are shown.

Proprietary Retaining Wall System - A retaining wall system that is protected by trademark, patent, or copyright and is produced or distributed by a manufacturer having exclusive rights.

Retained Backfill - Unreinforced backfill behind the back of MSE reinforced backfill.

Retaining Wall System - An engineered system of structural and geotechnical components that restrains a mass of earth. The terms "retaining wall system", "retaining structure", and "retaining wall" are used interchangeably.

0596.04 Proprietary Retaining Walls - Submit the following at least 30 Calendar Days before beginning construction of proprietary retaining walls:

• Complete stamped working drawings and design calculations prepared by the Manufactureraccording to 00150.35 (See Section 937.01.02).

• Manufacturer's field construction manual.

• Manufacturer's field representative name and qualifications.

Field verify existing ground elevations and bottom of wall elevations before preparing and submitting working drawings.

Obtain the Engineer's written approval before beginning construction of the wall system.

(a) Working Drawings - Working drawings, according to 00150.35 (See Section 937.01.02), are drawings that meet the requirements of the project documents, the AASHTO LRFD Bridge Design Specifications, as modified by the ODOT GDM, and are consistent with the preapproved retaining wall system.


Include the following items in the working drawings, as applicable:

• General Notes - Information for design and construction of the retaining wall.

• Plan View:

• Construction centerline and related horizontal curve data.

• Centerline station and offset to the wall control line or face of wall including the beginning and ending points of the retaining wall.

• Location, type, and size of all appurtenances.

• Location of right-of-way and easement boundaries, staged construction, designated wetlands, and other highway structures, features, facilities, or construction constraints.

• Length, size, number, and layout of soil reinforcements.

• Wall stations where changes in the soil reinforcement length occur.

• Elevation View:

• Wall vertical curve data and wall elevations at a sufficient number of points along the top of wall that defines the top of wall alignment.

• Field verified elevations of original and final ground lines along face of the wall and top of leveling pad.

• Vertical dimensions of steps along the top of leveling pad.

• Centerline stations and elevations at the beginning and ending of the wall.

• Horizontal offsets.

• Changes in the top of wall slope.

• Type and size of facing components.

• Layout of MSE wall panels, including wall finish pattern.

• Typical Sections:

• Typical sections at intervals of 50 feet or less along the wall.

• Wall construction and limits of reinforced backfill.

• Locations, length, size, and number of soil reinforcements.

• Original and final ground lines across typical sections, including roadways, highway structures, and other facilities.

• Construction centerline stationing at each typical section.

• Structural and Geometric Details:

• Leveling pad details, showing depths and limits of proposed excavation beyond the neat lines of the wall.

• Top of wall elements such as coping, traffic barrier, and impervious membrane.

• Panel details.

• Final front face batter.

• Details of wedges, shims, clamps, or bracing.

• Reinforcing bar bend details.


• Surface and subsurface drainage details for the wall, including drainage swale, filters, drains, and collector and outlet pipes.

• Wall facing and soil reinforcement construction details at utility and drainage facilities, overhead sign support footings, bridge abutments, piles, shafts, and other structures.

• Wall initiations and terminations.

• Details for wall slip joints, curves, external, internal, and acute angle corners,

• Maximum inclinations of wall backslope and foreslope.

• Elevation, slope, and width of wall bench in front of wall.

• Locations of anticipated shoring.

• Appurtenances:

• Wall appurtenance details needed to construct the wall.

• Wall appurtenance details that are required but not fully detailed on the plans.

• Facing Components:

• Dimensions, including thickness.

• Details necessary to construct the facing components.

• Reinforcing steel in the component.

• Location of tensile soil reinforcement attachment devices embedded in the facing.

• Class of concrete finish.

• Architectural treatment, if applicable.

• Soil Reinforcements - Soil reinforcement dimensions and details necessary to construct the wall.

• Wall Construction Methods and Construction Sequence:

• Wall construction methods.

• Construction sequence.

• Locations of all shoring.

• Materials and Quantity Summary List - All items of each wall.

(b) Design Calculations - Design calculations are calculations that meet the requirements of the project documents, AASHTO LRFD Bridge Design Specifications, as modified by the ODOT GDM, and are consistent with the preapproved retaining wall system, and according to 00150.35. Include the following items in the design calculations, as applicable:

• Design Limits:

• Structural and geotechnical design input parameters and design assumptions.

• Wall design loads, load combinations, load factors, and resistance factors for each limit state. • Methodology:


• Design steps with a detailed design narrative explaining the design and demonstrating how thedesign meets all applicable design requirements.

• Explanation of all symbols and variables used in the calculations.

• Hand calculations verifying results of computer generated wall design. Hand calculations are notrequired if the MSEW® version 3.0 or later software program is used to design the wall.

• External Stability Calculations - Calculations showing that the retaining wall system meets externalstability requirements, including overturning, sliding, and bearing capacity.

• Internal Stability Calculations:

• Calculations showing that the retaining wall meets internal stability requirements at each level ofthe wall.

• Calculations showing adequate resistance against soil reinforcement rupture, pullout, and,reinforcement-facing connection failure.

• Calculations showing adequate structural resistance of facing elements.

• Calculations showing all structural details meet internal stability requirements, includingconstruction details to accommodate vertical and horizontal obstructions in the reinforced backfill.

• Compound Stability - Calculations showing that the retaining wall meets compound stabilityrequirements.

• Appurtenances:

• Design calculations for wall appurtenances that are required but not fully detailed on the plans.

• Calculations for all appurtenance load effects on the wall.

The following retaining wall design parameters have been established for this Project:

• Foundation soil unit density ................................................... 110 lbs./cu. ft.

• Foundation soil angle of internal friction ..................................... 28 degrees

• Foundation soil maximum allowablebearing resistance 2500 lbs./sq. ft.

• Foundation soil sliding coefficient ........................................................... 0.3

• Retained soil unit density ....................................................... 115 lbs./cu. ft.

• Retained soil angle of internal friction ......................................... 30 degrees

• Reinforced soil unit density ................................................... 130 lbs./cu. ft.

• Reinforced soil angle of internal friction ..................................... 34 degrees

• Peak ground acceleration coefficient (PGA) ........................................ 0.22g

• Short period spectral acceleration coefficient (SS). .............................. 0.52g

• Long period spectral acceleration coefficient (S1) ............................... 0.23g• Site class ...................................................................................................... E

• Peak seismic ground acceleration coefficientmodified by zero period site factor (As) ................................................... 0.35g

• Horizontal seismic acceleration coefficient (kh) ................................... 0.17g


See Figure 5 on the following page for detailed pressure diagrams.

Seismic parameters need only apply to segmental walls, not to the lower bin wall analysis.

916.01.02 MATERIALS

00596.10(a) Agency Approval – Delete this sub-section.

00596.10(d) Quality Control – Replace this paragraph with the following paragraph - Provide quality control according to Section 00165 (See 937.01.04).

00596.16(c.2) Geogrid – Replace this sentence with the following: Provide geogrid according proprietary wall manufacturers recommendation.

916.01.03 LABOR

00596.30 Quality Control Personnel – Delete this sub-section


The estimated quantity of retaining walls are:

Structure Area

NW Wall 1455 sq. ft.

SW Wall 245 sq. ft.

1520

Changes per Addendum #3.

330

karenw

Line

karenw

Line



917 METAL GUARDRAIL


Metal guardrail shall conform to applicable requirements of Section 00810 of the 2008 Oregon Standard Specifications for Construction modified as follows:


00810.43 Erection of Rails and Other Components - In the paragraph that begins “Toe nail blocks…”, replace “10d” with “16d”.

918 RIPRAP PROTECTION


Riprap protection shall conform to applicable requirements of Section 00390 of the 2008 Oregon Standard Specifications for Construction.

918.01.01 MATERIAL

00390.11(b) Test Requirements - Under the "Material Test" column next to "Degradation" replace (ODOT TM 208A) with (ODOT TM 208). Under the "Requirement" column next to "Sediment Height" replace 8" with 8.0".


00390.43 Riprap Backing - Add the following sentence to the end of the paragraph:

Use either riprap geotextile or a filter blanket under the riprap.

00390.44(b) Loose Riprap - Replace the bullet that begins "According to 00350.43…" with the following bullet:

• According to 00350.41(d), if riprap is placed on geotextile.

919 WORK CONTAINMENT PLAN AND SYSTEM


Work containment plan and system shall conform to applicable requirements of Section 00290 of the 2008 Oregon Standard Specifications for Construction modified as follows:


00290.42 Work Containment Plan and System - A work containment plan (WCP) and a work containment system (WCS) are required on this Project for bridge removal and construction activities.


Develop and submit a WCP for approval at least 28 Calendar Days prior to mobilization for bridge removal and construction activities. Maintain a copy of the WCP on the Project Site at all times during construction, readily available to employees and inspectors. Ensure that all employees comply with the provisions of the WCP. Design the WCP to avoid or minimize disturbance to protected features (property, sensitive cultural or natural resources, the Regulated Work Area, or other features identified by Agency) related to Contractor operations.

Before developing the WCP, meet with Agency to review the Contractor’s activities that require a WCP and WCS and to ensure that all parties understand the locations of protected features to be avoided and the measures needed to avoid and protect them.

Notify the Project Manager at least 10 Calendar Days before beginning WCS construction activities.

The Agency reserves the right to stop work and require the Contractor to change the WCP methods and equipment before any additional Contract work, at no additional cost to the Agency, if and when, in the opinion of the Agency, that such methods jeopardize the safety of traffic, the integrity of the new structure, damage protected features, or destroy aquatic life or habitat in the Regulated Work Area.

Provide a WCP and a WCS according to the following:

(a) Work Containment Plan (WCP) - The WCP shall identify the prevention of delivery of construction debris, material or other contaminants to protected features, caused by the Contractor's construction operations including but not limited to mobilization, construction, maintenance, and demolition. Implement the WCP as approved. The WCP shall:

Include relevant construction, operation, or demolition activities. Include a work containment system to provide complete containment measures that prevent

construction waste, debris, rubble (for example: dust, concrete debris and saw cutting by-products, welding slag, and grindings) and work materials from damaging protected features.

Not require any tree removal, clearing, or grubbing, unless approved by the Project Manager. Prohibit the use of treated timber. Prohibit the use of concrete form release agents within waters of the State and U.S., wetlands, drainage

ditches, water quality facilities, or other water conveyances. Include full containment of fueling procedures. Require the WCS to be fire retardant or resistant to fire from welding slag, torch operation or any

sparks from the Work. Require the WCS to be weather resistant.

(b) Work Containment System (WCS) - The WCS shall consist of a containment system that is rigid and in place before removal work begins, as described in the WCP. Design the containment system for not less than the system self-weight plus 25 psf live loading, or system self-weight plus debris weight plus removal equipment weight, or load combinations. Debris weight includes the possibility of a concrete form failure, concrete spills, and any other construction material load imposed on the containment system.

The WCS shall show specific attention to the need for special care in demolition work. Provide all required shoring, bracing, barricades, fencing, and other devices that may be required, and exercise all necessary precautions to fully protect pedestrian, vehicular, and navigation traffic, and to minimize disturbance to protected features and to prevent damage to the new bridge or other structures.

The WCS shall be designed and stamped by a registered Professional Engineer. Include all load assumptions and calculations and submit stamped working drawings to the Agency according to 00150.35 (See Section 937.01.02).



00290.90 Payment - Add the following paragraph(s) to the end of this subsection:

The work containment plan and the work containment system will be paid for at the Contract lump sum amount for the item "Work Containment Plan and System".

Payment will be payment in full for furnishing all materials, equipment, labor, and incidentals necessary to complete the work as specified. Payment includes providing and updating the work containment plan and for designing, constructing, maintaining, and removing the containment system.

920 CONCRETE


Concrete shall conform to applicable requirements of Section 02001 of the 2008 Oregon Standard Specifications for Construction modified as follows:


02001.02 Abbreviations and Definitions - Replace the "Modifiers" line with the following:

Modifiers - Pozzolans, ground granulated blast furnace slag, and latex.

Replace the "Pozzolans" line with the following:

Pozzolans - Fly ash, silica fume, and metakaolin.

920.01.02 CONCRETE MIX DESIGNS

02001.30 Concrete Mix Design - In the paragraph that begins “Submit new or current…”, replace the sentence that begins “Allow 14 calendar days…” with the following sentence:

Allow 21 calendar days for the review.

Replace the paragraph that begins "High performance concrete..." with the following paragraph and bullets:

High performance concrete (HPC) mix designs shall contain any of the following:

Cementitious material with 66% portland cement, 30% fly ash, and 4% silica fume.


Cementitious material with modifiers proportioned according to 02001.31(c) and with trial batches performed to demonstrate that the proposed alternate mix design provides a maximum of 1,000 coulombs at 90 days when tested according to AASTHO T 277.

Cementitious material with modifiers and with trial batches performed to demonstrate that the proposed alternate mix design provides a maximum of 1,000 coulombs at 90 days when tested according to AASTHO T 277.

02001.31(b) Pozzolans - Replace this subsection, except for the subsection number and title, with the following:

Pozzolans or GGBFS may be used separately or in combinations up to 30% of the total cementitious materials content.

02001.31(c) Modifiers - Replace this subsection, except for the subsection number and title, with the following:

Modifiers may be used separately or in combinations as approved by the Engineer. Alternate HPC proportions may be:

Fly Ash 12% - 18%

GGBFS 20% - 35%

Silica Fume 3% - 5%

For alternate HPC mix designs do not replace more than 50% of total cementitious material with modifiers.

When silica fume is added to truck mixed concrete, mix the batch a minimum of 100 revolutions at the mixing speed specified by the manufacturer before leaving the batch plant.

02001.31(f) Aggregate - Replace the paragraph that begins "If the nominal... and the three bullets with the following paragraph and bullets:

If the nominal maximum size of the coarse aggregate is not included as a part of the class of concrete, or shown on the plans, any size from 1 1/2 inch to 3/8 inch nominal maximum size aggregate may be used according to the ACI guidelines except:

Use 3/4 inch nominal maximum size or larger aggregates in bridge deck concrete. Use 1 1/2 inch nominal maximum size aggregates in paving concrete unless otherwise indicated. Use 3/8 inch nominal maximum size aggregates in drilled shafts unless otherwise indicated.


02001.32(b) Plastic Concrete - Add the following to the bottom of the test and test method list:

Length Change ASTM C 157

Permeability AASHTO T 277

Add the following subsections:

02001.32(d) Length Change Tests - For all HPC mix designs, make at least three specimens from the trial batch for length change testing. Test samples according to ASTM C 157. Wet cure the samples until they have reached an age of 14 days, including the period in the molds. Store and measure samples according to ASTM C 157, section 11.1.2. Report length change results at 4, 7, 14, 28, and 56 day time intervals.

02001.32(e) Permeability Tests - For alternate HPC mix designs, make at least three specimens for permeability testing. Prepare, cure, dry and test according to AASHTO T 277. Report permeability in coulombs at 90 days.

Permeability tests are not required when HPC mix designs contain cementitious material with 66% portland cement, 30% fly ash, and 4% silica fume.

02001.34 Current Mix Designs - Add the following paragraphs to the end of this subsection:

For HPC mix designs, test according to the following and submit results:

Test Test Method Acceptance Value

Length Change ASTM C 157

Permeability AASHTO T 277 1,000 coulombs (max.) at 90 days

Add the following subsections:

02001.34(a) Length Change Tests - For all HPC mix designs make at least three specimens for length change testing. Test samples according to ASTM C 157. Wet cure the samples until they have reached an age of 14 days, including the period in the molds. Store and measure samples according to ASTM C 157, section 11.1.2. Report length change results at 4, 7, 14, 28, and 56 day time intervals.

02001.34(b) Permeability Tests - For alternate HPC mix designs make at least three specimens for permeability testing. Prepare, cure, dry and test according to AASHTO T 277. Report permeability in coulombs at 90 days.


Permeability tests are not required when HPC mix designs contain cementitious material with 66% portland cement, 30% fly ash, and 4% silica fume.

921 PORTLAND CEMENT


Portland cement shall conform to applicable requirements of Section 02010 of the 2008 Oregon Standard Specifications for Construction modified as follows:

921.01.01 MATERIALS

02010.10(b) Specifications - Replace the bullet that begins "Cement used west…” with the following bullet:

Cement shall have a total alkali content (sodium and potassium oxide calculated as Na2O + 0.658 K2O) not exceeding 0.60%.

922 PCC REPAIR


PCC repair shall conform to applicable requirements of the following Section 02015 of the 2008 Oregon Standard Specifications for Construction provided herein:


02015.00 Scope - This Section includes the requirements for PCC Repair materials.

922.01.02 MATERIALS

02015.10 Materials - All PCC repair materials are acceptable for structural applications when used according to the manufacturer’s recommendations.

02015.20 PCC Repair - Furnish PCC repair material from the QPL.

02015.30 PCC Repair, Polymer Modified - Furnish polymer modified PCC repair material from the QPL.

02015.40 PCC Repair, High Performance - Furnish High Performance PCC repair material from the QPL.

923 WATER



Water shall conform to applicable requirements of Section 02020 of the 2008 Oregon Standard Specifications for Construction modified as follows:

923.01.01 MATERIALS

02020.10 Water - Replace this subsection, except for the subsection number and title, with the following:

(a) General - Water used in mixing or curing concrete, mortar, grout, and in mixing cement-treated base shall be reasonably clean, and free of oil, sugar, organic matter, or other substances injurious to the finished product.

(b) Potable - Potable water may be used without testing if the Contractor provides a quality compliance certificate verifying that the water has met the limits and ranges of ASTM C 1602, according to tests made within the last two years.

Water approved for public use by the Oregon Health Division may be accepted for use without testing.

(c) Non-Potable, Unknown Quality, or Suspected Quality - Non-potable, Unknown Quality, or Suspected Quality water shall be tested at no additional cost to the Agency. Test according to ASTM C 114 and ASTM C 1603. Water from concrete production operations is considered Unknown Quality. Results of testing shall comply with the limits and ranges of ASTM C 1602 and shall be available for review upon request.

924 MODIFIERS


Modifiers shall conform to applicable requirements of Section 02030 of the 2008 Oregon Standard Specifications for Construction modified as follows:

924.01.01 MATERIALS

02030.10 Fly Ash - Replace this subsection with the following subsection:

02030.10 Fly Ash - Furnish Class C, Class F, or Class N fly ash from the QPL and conforming to AASHTO M 295 (ASTM C 618).

02030.20(a) Types - Replace the sentence that begins “The silica fume portion…” with the following two sentences:


The silica fume portion shall conform to AASHTO M 307. Total alkalies, as equivalent Sodium Oxide (Na2O), shall be 1.5 percent maximum.


02030.50 Metakaolin - Provide metakaolin from the QPL and conforming to AASHTO M 295 (ASTM C 618) Class N.

925 CHEMICAL ADMIXTURES


Chemical admixtures shall conform to applicable requirements of Section 02040 of the 2008 Oregon Standard Specifications for Construction modified as follows:

925.01.01 MATERIALS

02040.10 Materials - Replace the table with the following:

Admixture Specification

Air-entraining AASHTO M 154 (ASTM C 260)

Type A - Water-reducing AASHTO M 194 (ASTM C 494)

Type B - Retarding AASHTO M 194 (ASTM C 494)

Type C - Accelerating AASHTO M 194 (ASTM C 494)

Type D - Water-reducing and Retarding AASHTO M 194 (ASTM C 494)

Type E - Water-reducing and Accelerating AASHTO M 194 (ASTM C 494)

Type F - Water-reducing, High Range AASHTO M 194 (ASTM C 494)

Type G - Water-reducing, High Range and Retarding AASHTO M 194 (ASTM C 494)

Type S - Specific Performance AASHTO M 194 (ASTM C 494)

926 CURING MATERIALS


Curing materials shall conform to applicable requirements of Section 02050 of the 2008 Oregon Standard Specifications for Construction modified as follows:

926.01.01 MATERIALS


02050.10 Liquid Compounds - In the paragraph that begins "Furnish liquid…", replace "AASHTO M 148" with "ASTM C 309".

Add the following to the end of this subsection:

Before using liquid compounds, submit one quart samples of each lot for testing except samples are not required for commercial grade concrete applications unless the liquid compound is a conditionally approved product.

02050.40 Liquid Evaporation Reducer Compounds - Delete this subsection.

927 SEALERS


Sealers shall conform to applicable requirements of the following Section 02060 of the 2008 Oregon Standard Specifications for Construction provided herein:


02060.00 Scope - This Section includes the requirements for concrete and crack sealers.

927.01.02 MATERIALS

02060.10 Low Modulus Concrete and Crack Sealer - Furnish low modulus concrete and crack sealer from the QPL.

02060.20 High Modulus Concrete and Crack Sealer - Furnish high modulus concrete and crack sealer from the QPL.

02060.30 Water Repellent Concrete Sealer - Furnish water repellent concrete sealer from the QPL.

928 COATING MATERIALS FOR TIMBER AND CONCRETE


Coating materials for timber and concrete shall conform to applicable requirements of Section 02210 of the 2008 Oregon Standard Specifications for Construction modified as follows:

928.01.01 MATERIALS


02210.10 General - Replace this subsection with the following subsection:

02210.10 General:

(a) Manufacturing - Furnish coating material meeting the following requirements:

All coats in the coating system shall be from the same manufacturer. Multi -component coating materials shall be proportioned by the manufacturer with each

component in its correct proportion and furnished in separate containers ready for field mixing. Be homogeneous, free of contamination, and of a consistency suitable for the specified use. Not vary in composition without prior notice by the manufacturer and approval of the Engineer. The coating material is not reformulated.

Use the coating material before expiration of the manufacturer's recommended shelf life.

(b) Packaging - Package the material in containers meeting the following requirements:

Be new steel or plastic of not more than 6 gallon capacity. Meet U.S. Department of Transportation's Hazardous Material Shipping Regulations. Be original and unopened. Be labeled with the following:

Manufacturer's name Exact title of coating material Manufacturer's batch number Date of manufacture

929 GEOSYNTHETICS


Geosynthetics shall conform to applicable requirements of Section 02320 of the 2008 Oregon Standard Specifications for Construction modified as follows:

929.01.01 MATERIALS

02320.10(a-1) Geotextiles - Replace the bullet that begins "Meet or exceed…" with the following bullet:

Meet or exceed the properties specified in 02320.20.

02320.10(a-2) Geogrids - Replace this subsection, except for the subsection number and title, with the following:

Furnish geogrid reinforcements approved as Type 1 MSEW Geogrid on the QPL.


02320.10(c-1) Level A - Manufacturer's Test Certification - Replace this subsection, except for the subsection number and title, with the following:

Furnish test result certificates according to 00165.35 (See 937.01.04) from the geosynthetic manufacturer and the following:

a. Geotextiles - For geotextiles, include the following:

Minimum average roll values for each of the specified properties from the same production run as the delivered material.

Test results for factory seams. Production run number, production plant name and location.

If the geotextile material is modified, remanufactured, relabeled or sewn, furnish an additional certificate from the supplier making the changes that explain the altered properties, seam strength or relabeling.

b. Geogrids - For mechanically stabilized earth retaining wall geogrid, include the following:

Average roll values for each of the specified properties from the same production run as the delivered material.

Production run number, production plant name, and location. Manufacturer’s name and address. Full product name and information. QPL Product Category and the Standard Specification subsection number. Retaining wall location referencing the drawing name, detail, and structure number. Polymer types for geogrid and coating, if present. Primary resin type, class, grade, and category for HDPE (ASTM D 1248) and

PP (ASTM D 4101).

02320.10(c-2) Level B - Manufacturer's Quality Compliance Certificate - In the paragraph that begins "If the brochure…" replace the words "in Table 02320-1" with the words "in 02320.20".

02320.10(d-2) Testing - Replace this subsection title with the title "Geotextile Testing".


02320.10(d-3) Geogrid Testing - For mechanically stabilized earth retaining wall geogrid, provide laboratory test results that demonstrate the average roll value for each geogrid product is greater than or equal to the geogrid ultimate wide width tensile strength reported for the initial geogrid product evaluation and approval on the QPL. Determine the ultimate wide width tensile strength (Tult) according to ASTM D 6637. If the average roll value for each geogrid reinforcement product is less than the geogrid ultimate wide width tensile strength identified on the QPL, the entire production run will be rejected.


02320.20 Geotextile Property Values - Replace Table 02320-1 with the following tables:

Table 02320-1 Geotextile Property Values for Drainage Geotextile 1, 2

Geotextile Property ASTM

Test Method Units

Geotextile Property Requirements

Type 1 Type 2

Woven Nonwoven Woven Nonwoven

Grab Tensile Strength (minimum) Machine and Cross Machine Directions

D 4632 lb 180 115 250 160

Grab Failure Strain

(minimum) Machine and Cross Machine Directions

D 4632 % < 50 ≥ 50 < 50 ≥ 50

Tear Strength (minimum) D 4533 lb 67 40 90 56

Puncture Strength

(minimum) D 6241 lb 370 220 495 310

Apparent Opening Size

(AOS) (maximum)

U.S. Standard Sieve

D 4751 — 40 40 40 40

Permittivity (minimum) D 4491 sec-1 0.5 0.5 0.5 0.5

Ultraviolet Stability Retained Strength (minimum)

D 4355

(at 500 hours) % 50 50 50 50

1 All geotextile properties are Minimum Average Roll Values (MARV). The test results for any sampled roll in a lot shall meet or exceed the values shown in the table.

2 Woven slit film geotextiles (geotextiles that are made from yarns of a flat, tape-like character) are not acceptable.


Table 02320-2 Geotextile Property Values for Riprap Geotextile 1, 2


Test Method Units


Type 1 Type 2

Woven Nonwoven Woven Nonwoven


D 4632 lb 250 160 315 200

Grab Failure Strain


D 4632 % < 50 ≥ 50 < 50 ≥ 50

Tear Strength (minimum) D 4533 lb 90 56 110 80

Puncture Strength

(minimum) D 6241 lb 495 310 620 430


(AOS) (maximum)

U.S. Standard Sieve

D 4751 — 40 40 40 40

Permittivity (minimum) D 4491 sec-1 0.5 0.5 0.5 0.5


D 4355

(at 500 hours) % 70 70 70 70


2 Woven slit film geotextiles (geotextiles that are made from yarns of a flat, tape-like character) are not acceptable.


Table 02320-3 Geotextile Property Values for Sediment Fence 1


Test Method Units


Supported Unsupported

— Elongation 2

≥ 50%

Elongation 2

50%


D 4632 lb 90

90

120

100

120

100


(AOS) (maximum)

U.S. Standard Sieve

D 4751 — 30 30 30

Permittivity (minimum) D 4491 sec-1 0.05 0.05 0.05


D 4355

(at 500 hours) % 70 70 70


2 Measured according to ASTM D 4632.


Table 02320-4 Geotextile Property Values for Subgrade Geotextile (Separation) 1


Test Method Units


Woven Nonwoven

Grab Tensile Strength


D 4632 lb 180 113

Grab Failure Strain


D 4632 % < 50 ≥ 50

Tear Strength (minimum) D 4533 lb 68 41

Puncture Strength

(minimum) D 6241 lb 371 223


(AOS) (maximum)

U.S. Standard Sieve

D 4751 — 30 30

Permittivity (minimum) D 4491 sec-1 0.05 0.05


D 4355

(at 500 hours) % 50 50



Table 02320-5 Geotextile Property Values for Embankment Geotextile 1


Test Method Units


Woven Nonwoven



D 4632 lb 315 200

Grab Failure Strain


D 4632 % < 50 ≥ 50

Tear Strength (minimum) D 4533 lb 110 80

Puncture Strength

(minimum) D 6241 lb 620 430


(AOS) (maximum)

U.S. Standard Sieve

D 4751 — 30 30

Permittivity (minimum) D 4491 sec-1 0.02 0.02

Ultraviolet Stability Retained

Strength (minimum)

D 4355

(at 500 hours) % 50 50



Table 02320-6 Geotextile Property Values for Pavement Overlay Geotextile 1


Test Method Units


Nonwoven



D 4632 lb 100

Grab Failure Strain


D 4632 % ≥ 50

Asphalt Retention

(minimum) D 6140 oz./sq.ft. 2.8

Melting Point (minimum) D 276 F 300


930 JOINT MATERIALS


Joint materials shall conform to applicable requirements of Section 02440 of the 2008 Oregon Standard Specifications for Construction modified as follows:

930.01.01 MATERIALS

02440.10 Preformed Joint Fillers for Concrete - Replace this subsection, except for the subsection number and title with the following:

Furnish preformed joint fillers for concrete from the QPL conforming to the requirements of AASHTO M 153 or AASHTO M 213.

931 REINFORCEMENT


Reinforcement shall conform to applicable requirements of Section 02510 of the 2008 Oregon Standard Specifications for Construction modified as follows:

931.01.01 MATERIALS

02510.10 Deformed Bar Reinforcement - Replace the sentence that begins "Unless otherwise specified…" with the following sentence:


Unless otherwise specified or shown, all reinforcing bars shall be Grade 60.

02510.20 Mechanical Splices - Replace the bullet that begins “Provide mechanical splices…” with the following bullet:

Provide mechanical splices from the QPL that develop at least the specified tensile strength or 135% of the specified minimum yield strength of the reinforcing bars in tension, whichever is less. Where bars of different sizes or strengths are connected, the governing strength shall be the strength of the smaller or weaker bar.


02510.25 Headed Bar Reinforcement - Furnish Class HA headed steel bar from the QPL for concrete reinforcement. The headed steel bar shall develop the specified minimum tensile strength of the reinforcing bars, according to ASTM A 970. Ferrous-filler coupling sleeves, forged headed steel bars, and welded headed steel bars are not allowed for concrete reinforcement.

02510.40 Welded Wire Fabric - Replace this subsection with the following subsection:

02510.40 Welded Wire Reinforcement - Welded wire reinforcement shall conform to AASHTO M 55 (ASTM A 185). Deformed welded wire reinforcement shall conform to AASHTO M 221 (ASTM A 497).

932 STEEL AND CONRCETE PILES


Steel and concrete piles shall conform to applicable requirements of Section 02520 of the 2008 Oregon Standard Specifications for Construction modified as follows:

932.01.01 MATERIALS

02520.10(c) Steel H-Piles - Replace the sentence that begins "Steel shall conform to..." with the following sentence:

Steel shall conform to the requirements of ASTM A 36 or ASTM A 572, Grade 50.

933 STRUCTURAL STEEL



Structural steel shall conform to applicable requirements of Section 02520 of the 2008 Oregon Standard Specifications for Construction modified as follows:

933.01.01 MATERIALS

02530.71 Repair of Hot-Dip Galvanizing - Replace this subsection, except for the subsection number and title, with the following:

Repair damaged hot-dip galvanizing according to ASTM A 780 and ASTM A 123. Minimum dry film thickness is 3 mils. Minimum zinc content for Method A2 is 92 percent on the dry film.

934 FASTENERS


Fastener shall conform to applicable requirements of Section 02560 of the 2008 Oregon Standard Specifications for Construction modified as follows:

934.01.01 MATERIALS

02560.70 Lubricating Fasteners - Replace this subsection, except for the subsection number and title, with the following:

Furnish all galvanized and coated fasteners with a factory applied commercial water-soluble wax that contains a visible dye of a color that contrasts with the color of galvanizing or coating. Black fasteners shall be "oily" to the touch when installed.

Field lubricate galvanized bolts in tapped holes, galvanized anchor rods, and galvanized tie rods with a lubricant from the QPL. Apply lubricant to threads and to bearing surfaces that will turn during installation.

Protect fasteners from dirt and moisture at the job site. Clean, relubricate with a lubricant from the QPL, and retest fasteners that do not pass the field rotational capacity test. Obtain the Manufacturer's approval before relubricating tension control fasteners that are designed to automatically provide the tension.

Coat the outer surface of the collar in lock-pin and collar fasteners with an approved Manufacturer lubricant.

935 BASE AGGREGATE


Base aggregate shall conform to applicable requirements of Section 02630 of the 2008 Oregon Standard Specifications for Construction modified as follows:


935.01.01 MATERIALS

02630.10(a) Grading - In Table 02630-01, add the following sieve size line before the No. 10 sieve size line and add the following footnote at the end to the table:

No. 4 *

* Report percent passing sieve when no grading requirements are listed

02630.10(b) Fracture of Rounded Rock - In the sentence that begins "Fracture of rounded rock…", replace "AASHTO TP 61" with "AASHTO T 335".

02630.11(b) Fracture of Rounded Rock - In the sentence that begins "Fracture of rounded rock…", replace "AASHTO TP 61" with "AASHTO T 335".

936 PCC AGGREGATE


PCC aggregate shall conform to applicable requirements of Section 02690 of the 2008 Oregon Standard Specifications for Construction modified as follows:

936.01.01 MATERIALS

02690.20(e-1) Fracture - In the sentence that begins "Provide aggregate…", replace "AASHTO TP 61" with "AASHTO T 335".


937 2008 OREGON STANDARD SPECIFICATIONS FOR CONSTRUCTION VOLUME 1 REFERENCE GUIDGE


The following provides a cross reference guide for references to “2008 Oregon Standard Specifications for Construction Volume 1” that occur in the specifications referenced for this project.

937.01.01 SCOPE OF WORK - SECTION 00140

00140.30 Agency-Required Changes in the Work - Refer and conform to applicable requirements in Subsection 104.03.00 CHANGES IN THE WORK.

00140.40 Differing Site Conditions - Refer and conform to applicable requirements in Subsection 104.04.00 CHANGED CONDITIONS.

937.01.02 CONTROL OF WORK - SECTION 00150

00150.25 Acceptability of Materials and Work - Refer and conform to applicable requirements in Subsection 106.02.00 QUALITY OF MATERIALS AND 106.03.00 SAMPLING AND TESTING.

00150.35 Plans and Working Drawings - Refer and conform to applicable requirements in Subsection 104.02.00 SHOP DRAWINGS and as noted below.

(a) Plans - The Plans will show details of lines, grades, and Typical Section of the Roadway, and locations and design details of Structures.

(b) Working Drawings - The Contractor shall supplement the Agency-prepared Plans with stamped or unstamped Working Drawings that show all information necessary to complete the Work. The applicable Section or Subsection of the Standard Specifications will indicate the supplemental information required and whether the drawings are to be stamped or unstamped. Stamped and unstamped Working Drawings are defined as follows:

(1) Stamped Working Drawings - Working Drawings, calculations, and other data which are prepared by or under the direction of a Professional Engineer licensed in the State of Oregon, and which bear the engineer’s signature, seal, and expiration date.

(2) Unstamped Working Drawings - Working Drawings, calculations, and other data that do not bear an engineering seal.

937.01.03 SOURCE OF MATERIALS - SECTION 00160 – Delete this section.


937.01.04 QUALITY OF MATERIALS - SECTION 00165

SECTION 00165 Quality of Materials - Refer and conform to applicable requirements in Section 106 CONTROL OF MATERIALS.

00165.35 Non-field-Tested Materials - Refer and conform to applicable requirements in Subsections:

106.02.00 QUALITY OF MATERIALS 106.03.00 SAMPLING AND TESTING 106.04.00 CERTIFICATION

00165.40 Statistical Analysis - Delete this subsection in its entirety.

00165.91 Fabrication Inspection Expense - Fabrication of certain items outside of the State creates additional shop and plant inspection expense to the Agency. It is impractical, and extremely difficult, to determine the actual additional expenses incurred. Therefore, each time that inspection by Agency personnel is necessary, payment to the Contractor will be reduced by an amount computed at the following rates:

Zone Place of Fabrication Reduction in Payment

1 All of State of Oregon, and those $0

portions of adjacent states within 50

airline miles of the Oregon border

2 Outside of Zone 1, and up to 300 $100 per Calendar Day

airline miles from the Oregon border

3 Outside of Zone 2, up to 3,000 airline Round trip coach airfare from

miles from the Oregon border, and Portland, Oregon plus $100

within the continental United States. per Calendar Day

4 Outside of Zone 3, or outside of the Round trip coach airfare from

continental United States. Portland, Oregon plus $150

per Calendar Day

Calendar Day charges begin on the first day the Agency's inspector begins travel to begin work at the fabrication site, and continue without interruption through the final day of travel back to the State. The


Contractor will be notified in writing of the dates of beginning and ending of Calendar Days used in computing payment reduction.

This Subsection applies to all fabricated items or manufactured Materials that are inspected by Agency personnel when fabricated or manufactured in the State. They include, but are not limited to:

Structural steel fabrication; Prestressed concrete members; Precast concrete; Signs; Preservative treatment of wood products; Epoxy coating of reinforcing steel; and Other items specifically identified in the Specifications as requiring fabrication site or in-plant

inspection by the Agency.

937.01.05 PROSECUTION AND PROGRESS - SECTION 00180

00180.80 Adjustment of Contract Time - Refer and conform to applicable requirements in Subsection 108.05.00 CONTRACT TIME EXTENSIONS.

00180.90 Termination of Contract and Substituted Performance - Refer and conform to applicable requirements in Subsections:

108.09.00 OWNER’S RIGHT TO DO WORK 108.10.00 TERMINATION OF CONTRACT 108.11.00 DEFAULT BY CONTRACTOR

937.01.06 MEASUREMENT OF PAY QUANTITIES - SECTION 00190

00190.10(h) Lump Sum Basis - Refer and conform to applicable requirements in Subsection 101.03.00 DEFINITIONS.

937.01.07 PAYMENT - SECTION 00195

00195.20 Changes to Plans or Character of Work - Refer and conform to applicable requirements in Subsection 109.03.00 PAYMENT FOR CHANGES INITIATED BY THE OWNER and Subsection 109.04.00 ELIMINATED ITEMS.

00195.30 Differing Site Conditions - Refer and conform to applicable requirements in Subsection 104.04.00 CHANGED CONDITIONS.


00195.50 Progress Payments and Retained Amounts - Refer and conform to applicable requirements in Subsection 109.07.00 PROGRESS PAYMENTS AND RETAINAGE.

00195.80 Allowance for Materials Left on Hand - Refer and conform to applicable requirements in Subsection 109.04.00 ELIMINATED ITEMS.

937.01.08 PAYMENT FOR EXTRA WORK - SECTION 00196

SECTION 00196 Payment For Extra Work - Refer and conform to applicable requirements in Subsection 109.05.00 PAYMENT FOR EXTRA WORK.

937.01.09 PAYMENT FOR FORCE ACCOUNT WORK - SECTION 00197

SECTION 00197 Payment For Force Account Work - Refer and conform to applicable requirements in Subsection 109.06.00 PAYMENT FOR FORCE ACCOUNT WORK.

937.01.10 DISAGREEMENTS, PROTESTS AND CLAIMS - SECTION 00199

SECTION 00199 Disagreements, Protests and Claims - Refer and conform to applicable requirements in Subsection 104.04.00.

** END OF DIVISION **

Documents

APPENDIX C TECHNICAL SPECIFICATIONS FOR BRIDGE …...00520.41(d) Preboring - Add the following sentence to the end of this subsection: Use augering, wet-rotary drilling or other approved