00010964_Att B_Special Provisions.docx

ATTACHMENT B – SPECIAL PROVISIONS

OR99W MP35 Bridge Rail Repair (McMinnville) These Special Provisions identify and modify certain sections of the Standard Specifications which are incorporated into this ITB and resulting Contract in ITB Section C.2.6. The Standard Specifications are available online at:

https://www.oregon.gov/odot/Business/Specs/2024_STANDARD_SPECIFICATIONS.pdf

All number references in these Special Provisions shall be understood to refer to the sections and subsections of the Standard Specifications bearing like numbers.

SECTION 00210 - MOBILIZATION

Comply with Section 00210 of the Standard Specifications.

SECTION 00220 - ACCOMMODATIONS FOR PUBLIC TRAFFIC

Comply with Section 00220 of the Standard Specifications modified as follows:

00220.40(e)(1) Closed Lanes - Replace this subsection, except for the subsection number and title, with the following:

Traffic Lanes may be closed on the Pacific Highway OR99W when allowed, shown, or directed during the following periods of time except as specified in 00220.40(e)(2):

Single Lane Closures – One Traffic Lane on the Pacific Highway OR99W may be closed during the following times:

Nightly, Sunday night through Friday morning, between 7:00 p.m. and 5:00 a.m.

00220.45 Load Restrictions on Bridges -

For Structure(s) No.00441, limit the combined weight of construction vehicles, Equipment, and daily Material usage to 45,000 pounds for every 1,000 square feet of surface area plus the weight of long term storage of Materials to 18,000 pounds for every 100 square feet of surface area of the Bridge or a total of 150,000 pounds for each span of the Bridge, whichever is less.

The Contractor may request alternate loadings by submitting, 30 Calendar Days before proposed loadings, stamped loading calculations and data according to 00150.35.

SECTION 00221 - COMMON PROVISIONS FOR WORK ZONE TRAFFIC CONTROL

Comply with Section 00221 of the Standard Specifications modified as follows:

00221.06 Traffic Control Plan ‑ Replace this subsection with the following subsection:

00221.06 Traffic Control Plan and Tourist-Oriented Directional and Business Logo Signs –

(a) Traffic Control Plan - Submit one of the following, 5 Calendar Days before the preconstruction conference:

(1) Agency Traffic Control Plan ‑ If the Contractor intends to use the Agency TCP without modification, a written notification indicating that the Agency TCP will be used without modification.

(2) Contractor-Modified Traffic Control Plan ‑ The Contractor may request to use a Contractor-modified Agency TCP, or a TCP developed by the Contractor. Do not use a modified TCP, or a TCP developed by the Contractor, unless approved by the Engineer. Use the Agency TCP unless a modified TCP, or a TCP developed by the Contractor is accepted.

The Engineer is not obligated to consider any modified Agency TCP or a TCP developed by the Contractor. The Agency will not be liable to the Contractor for failure to accept or act upon any request for a modified Agency TCP or a TCP developed by the Contractor.

To conserve time and funds, the Contractor may first submit a written request for a preliminary review by the Engineer. The request should contain a description of the proposal together with a rough estimate of anticipated dollar and time impacts. The Engineer will, within a reasonable time, respond to the Contractor in writing whether or not the request would be considered by the Agency.

If requesting a Contractor-modified Agency TCP, or a TCP developed by the Contractor, at a minimum the request shall meet all requirements of the Contract documents and comply with the Project transportation management plan (TMP). Provide the following information:

Stamped Working Drawings according to 00150.35 that include the proposed TCP showing all TCM and quantities of TCD.

A TPAR plan that includes:

Details and features used to provide pedestrian accessibility.

Pedestrian staging Plans at a scale no smaller than 1 inch = 50 feet.

Temporary alternate facilities or detour routes for pedestrian traffic.

Staging sequences and details for Work affecting vehicular, pedestrian, and bicycle traffic.

Proposed order and duration of the TCM.

A detailed temporary striping plan.

If the Contractor’s request to use a Contractor-modified Agency TCP, or a TCP developed by the Contractor is approved in whole or in part, acceptance will be made by a Change Order.

The Engineer will establish prices that represent a fair measure of the value of Work to be added, changed, or deleted as a result of any accepted modifications to the Agency TCP or an accepted TCP developed by the Contractor.

Once a TCP has been accepted by the Engineer, any additional modifications must be submitted by the Contractor for Agency review following the procedure described above. The Engineer is not obligated to consider additional modifications to a previously approved TCP.

(b) Tourist-Oriented Directional and Business Logo Signs ‑ Submit one of the following for approval, at least 5 Calendar Days before the preconstruction conference:

(1) No Signs ‑ If there are no tourist-oriented directional (TOD) or business logo signs on the Project, a written notification that no TOD or business logo signs exist within the Project limits; or

(2) Signs ‑ Submit one copy of a sketch map of the Project showing all existing TOD and business logo signs and a written narrative describing how these signs will be kept in service and protected throughout all the construction stages. If modifications are necessary, submit updated information to the Engineer for approval at least 21 Calendar Days before the change is needed.

SECTION 00222 – TEMPORARY TRAFFIC CONTROL SIGNS

Comply with Section 00222 of the Standard Specifications modified as follows:

00222.45(b) Portable Changeable Message Signs - Add the following bullet to the end of this subsection:

At least seven Calendar Days before any lane closure, place one or more PCMS displaying the following message as shown, or as directed:

SECTION 00253 - TEMPORARY WORK ACCESS AND CONTAINMENT

Comply with Section 00253 of the Standard Specifications modified as follows:

00253.00 Scope - Add the following paragraph to the end of this subsection:

On Structure No. 00441, provide temporary work access and containment system for Rail Repair on spans 2 through 4.

Add the following subsection:

00253.46 Loads Placed on Structure Roadway, Shoulders, and Sidewalks ‑ When a Traffic Lane, Shoulder or sidewalk is closed the following loading may be applied to the Structure:

When a Traffic Lane or Shoulder closures are allowed on Structure No.00441:

Equipment, vehicles, and Materials may be placed in the closed:

Traffic Lane Equipment, vehicles, and Materials may NOT be placed in or on:

Active Traffic Lane No more than one vehicle operating under D.O.T. overload permit will be allowed within the closed area on each span of the Structure.

The combined effect of all loads in the closed area will be limited to:

Bending moment and maximum shear produced by one lane of H-15 on each span of the Structure.

SECTION 00290 - ENVIRONMENTAL PROTECTION

Comply with Section 00290 of the Standard Specifications modified as follows:

00290.30(a)(7) Water Quality:

Do not discharge water contaminated by pollutants including sediment, drilling fluids and waste, concrete, grout, or water contained within a work area isolation, into any waters of the State or U.S. or conveyances draining thereto until it has been treated using Materials such as those listed in 00280.15 or 00280.16 or by pumping to a vegetated upland location. Do not allow Project discharges to increase the concentration of any pollutant in the receiving water to a level that exceeds the limits prescribed by OAR 340‑041.

Do not use permanent stormwater quality treatment facilities to treat construction runoff unless prescribed by an ESCP approved under Section 00280.

If construction discharge water is released using an outfall or diffuser port, do not exceed velocities more than 4 feet per second, and do not exceed an aperture size of 1 inch.

Implement containment measures adequate to prevent pollutants from entering waters of the State or U.S. Such pollutants include but are not limited to construction and demolition materials, waste spoils, fuel or petroleum products, detergents, silt, welding slag and grindings, concrete sawcutting by-products and sandblasting abrasives.

Do not allow curing concrete or grout to be submerged within waters of the State or U.S. less than 24 hours after placement, except within work area isolation. Do not end-dump riprap into the waters of the State or U.S. Place riprap from above the ordinary high water line.

Monitor weather and streamflow forecasts and conditions to anticipate high flows that may unintentionally inundate any portion of the Project Site.

If high flow conditions occur or are anticipated to occur that may unintentionally inundate any portion of the Project Site, remove all potentially affected Equipment, Materials, and debris from the potential inundation area. Cease Work in the area until water recedes and the risk of further high water events passes. The Engineer retains the authority to temporarily halt or modify the Work in case of excessive turbidity or damage to natural resources.

If Work in or around waters of the State or U.S. violate permit conditions or any requirement of this subsection, stop such Work and notify the Engineer.

00290.34 Protection of Fish and Fish Habitat - Add the following paragraph:

Meet with the Agency Biologist, Resource Representative, Engineer, and inspector on site, before moving equipment on-site or beginning any work, to ensure that all parties understand the locations of sensitive biological sites and the measures that are required to be taken to protect them.

00290.42 Work Containment Plan - A Work Containment Plan (WCP) is required on this Project for all activities.

Develop and submit a WCP for approval at least 28 Calendar Days prior to mobilization for all 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 (sensitive cultural or natural resources, regulated work areas, aquatic life or habitat in regulated work areas) related to Contractor operations.

Before developing the WCP, meet with Agency to review the Contractor’s activities that require the WCP 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 Engineer at least 10 Calendar Days before beginning work access or containment 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, such methods jeopardize sensitive cultural or natural resources, regulated work areas, or aquatic life or habitat in regulated work areas.

The WCP shall identify how the Contractor's construction operations will protect regulated features during mobilization, construction, maintenance, and demolition. Include a narrative describing compliance with Section 00290 as related to construction, operation, and demolition activities specified in Section 00253.

Design, construct, maintain, and remove temporary work access and containment systems according to Section 00253.

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

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

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.

SECTION 00501 - BRIDGE REMOVAL

Comply with Section 00501 of the Standard Specifications modified as follows:

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

Remove portions of the existing bridge over North Yamhill River, Hwy 1W SB, Bridge Number 00441 as shown.

00501.02 Plans - Plans of the existing Structure are available from the Engineer. Prints of these plans are available upon request.

00501.45 Salvage - Salvage the following items and deliver them to Ron Beatty, District 3 Bridge Maintenance Coordinator, 855 Airport Road SE Building W, Salem OR 97301 :

Temporary Thrie beam and temporary steel rail posts.

00501.90 Payment - Add the following to the end of this subsection:

The accepted quantities of salvaging and stockpiling portions of the existing bridge will be made at the Contract lump sum amount for the item "Extra for Salvaging and Stockpiling Bridge".

Payment includes removing, salvaging, and stockpiling portions of the existing bridge as shown and specified.

SECTION 00535 ‑ POST-INSTALLED ANCHOR SYSTEMS

Comply with Section 00535 of the Standard Specifications modified as follows:

00535.45(c) Anchor Test Summary - Test the installed anchors according to Table 00535‑2 and Section 00165.

Table 00535-2

Str.

Sheet

Test (yes/no) Prod.

Test (yes/no)

System (Mech/Resin) Type (bolt/ rebar) Size

Grade

Sustained Tension (yes/no)

Replace anchors that fail at no additional cost to the Agency.

SECTION 00542 - CONCRETE REPAIR

Section 00542, which is not in the Standard Specifications, is included in this Project by Special Provision.

Description

00542.00 Scope ‑ This Work consists of locating and repairing damaged concrete in Structures, and providing mortar or resin buildup over shallow reinforcement.

00542.01 Definitions:

Damaged Concrete ‑ Concrete that is spalled or delaminated due to vehicular impact and concrete that has been drilled, excavated, or removed during prior maintenance work or during the Work of this Contract.

Hand Patch ‑ Installing hand-troweled repair mortar in concrete cavities up to 0.50 square foot surface area.

Pumped Repair ‑ Installing Pumped Repair mortar in concrete cavities greater than 0.50 square foot surface area.

Saturated Surface Dry Condition ‑ Surface condition where hardened concrete is thoroughly saturated with water, but any free water has been removed from the surface.

Shallow Rebar ‑ Steel reinforcement with 1/2 inch or less of concrete cover.

00542.02 Submittals ‑ Submit the following at least 21 Calendar Days before beginning concrete repair Work according to 00150.37. Within 21 Calendar Days after receipt of submittals, the Engineer will review the submittals and designate them in writing as "approved", "approved as noted", or "returned for correction".

(a) Concrete Repair Mortar ‑ Submit before concrete repair work the following:

A description of all relevant constituents and properties of the Material. Data published by manufacturer is acceptable unless certifications of the Material characteristics are required by the Specifications.

For prepackaged products, the manufacturer’s certification that the contents include cement and Aggregate and do not include silica fume, fly ash, or any other porosity-reducing admixture. Provide the proportion (by weight) of portland cement to Sand according to the provisions of 00165.35.

The Specifications subsection with which each repair mortar complies.

If proposing alternative repair mortar to those specified in 00542.10, test data demonstrating compliance with 00542.10.

For alternate repair mortar submit three 4 by 8‑inch cylinders of repair mortar cast in the presence of the Engineer using the proposed mix proportions, admixtures, and mixing and application Equipment, at least 10 Calendar Days before starting concrete repair Work. Cast and cure the cylinders according to AASHTO T 23 or R 39.

Submit records of mix proportions and which mix design was used in each repair location. Maintain and provide records that are complete enough to be able to match repaired areas with the mix records.

(b) Concrete Repair Procedure ‑ Prior to beginning Work under this Section, submit a concrete repair procedure that includes the following:

Manufacturer’s specifications and operating instructions for all Equipment.

Details of each step to accomplish the Work.

Steps to regularly maintain quality control of all newly applied mortar.

Plan to maintain records of verification of proportion (by weight) of Sand to portland cement and quantity of any additives for all mortar mixed on-site.

Plan to maintain records identifying the mix design for each repaired area.

00542.03 Pre-welding Conference ‑ Before beginning concrete repair Work, meet with the Contractor’s supervisory personnel, concrete repair Subcontractor’s supervisory personnel, the Contractor’s certified welding inspector (CWI), and the Engineer at a mutually agreed upon time. The pre-welding conference includes discussion of the Contractor’s quality control responsibilities, documentation requirements, welding procedures and Equipment, and demonstration of welder skills.

Materials

00542.10 Patch Material:

(a) Pumped Repair Mortar ‑ Provide one of the following mortars with the required admixture as specified in 00542.15.

Pumped BASF MasterEmaco S 440MC (formerly BASF LA Repair Mortar).

Alternative repair mortar conforming to the following:

Non-polymer flowable micro-concrete Suitable for pumping At least 4,000 psi 28-Day compressive strength “Low” potential for cracking and no cracking in 28 Calendar Days when tested according to ASTM C1581, including Appendix Electrical resistivity in the range of 2,000 to 20,000 ohm-cm

Submit proposed alternative Materials for approval according to 00542.02.

(b) Hand Patch Material ‑ Provide Hand Patching Materials according to 02015.20 or 02015.30. Observe QPL remarks and follow the manufacturer’s recommendation for application.

00542.11 Non-conductive Resin ‑ Non-conductive resin is acceptable for filling cavities of 0.05 square feet or less and for resin buildup over Shallow Rebar in sound concrete. Furnish a non-conductive resin from the category “Resin Bonded Anchor System” of the QPL, mixed at a 1:1 ratio with clean abrasive blasting Material.

00542.12 Abrasive ‑ Furnish clean, dry, non-metallic grit abrasive Material with no mineral constituents that break down and remain on the surface in visible quantity. Furnish hard angular shaped abrasives from 16 - 30 mesh.

00542.13 Water ‑ Furnish water according to Section 02020.

00542.14 Reinforcement and Added Steel ‑ Furnish ASTM A706 Grade 60 uncoated reinforcing bars conforming to 02510.10. Furnish uncoated, ungalvanized welded wire fabric conforming to 02510.40. Other metal embedded in the mortar to facilitate concrete replacement shall be uncoated and ungalvanized.

00542.15 Admixtures ‑ Use only admixtures approved by the Engineer.

If using admixtures to reduce the water-cement ratio, or to retard or accelerate the development of strength, use only admixtures compatible with the mortar and at the rate specified by the manufacturer.

Labor

00542.30 Welders ‑ Provide certified welders and welding inspectors according to AWS D1.4.

Construction

00542.40 Work Access, Containment, and Disposal ‑ Provide Work access and debris containment according to Section 00253.

Dispose of waste according to 00290.20.

00542.41 Locating and Marking ‑ Locate and mark the following:

All concrete having visible spalling or delamination due to vehicular impact. Include within the repair boundaries all Damaged Concrete at the edges of spalls.

All visible unsound patches of Material.

All concrete that is visibly loose, or that becomes dislodged or loosened when struck with a 16-ounce masonry hammer or by other approved technique.

Verify the presence of steel with a metal detector.

The Contractor is advised that concrete containing Aggregate larger than 2 inches can cause false readings. If no steel is present, readings in such areas should be disregarded.

Do not use internal angles less than 45 degrees in defining the repair boundaries. Make all repairs at least 2 inches wide in each direction. Within these restrictions, mark boundaries such that repair areas can be efficiently sawed and excavated.

Determine and mark the location and extent of each repair excavation. Do not begin concrete removal until location and extent have been verified by the Engineer.

The Engineer will perform verification surveys of selected sections of the Work and determine the final quantity of repairs. Do not begin excavation until the Engineer has completed the verification surveys.

00542.42 Concrete Removal ‑ Sawcut the boundaries of concrete to be removed, to a depth just missing the reinforcing bars with less than 1/2 inch concrete cover or to a minimum of 1/2 inch, whichever is less. Sawcuts shall not overrun at the corners of the marked boundaries. Sawcutting is not required if the Contractor can consistently provide, by another technique, a minimum 1/2 inch deep excavation surface that is uniformly perpendicular to the original concrete surface along the marked boundary.

Remove concrete within the marked boundaries with high-pressure waterjet blasting Equipment, pneumatic hammers, chipping guns, manual picks and chisels, or other Equipment approved by the Engineer. Do not use pneumatic hammers heavier than a nominal 15-pound class. Remove concrete in such a way that removal of sound concrete beyond established boundaries is kept to a minimum. When working around reinforcing bars, avoid loosening the reinforcement or fracturing the concrete around it beyond the repair area.

Remove all Damaged Concrete within the marked boundaries to the depth of sound concrete. In areas where the reinforcing bar lacks bond with the existing concrete, continue to excavate to 1/2 inch beyond the depth of the reinforcing bar. In areas where it is difficult to determine if the reinforcing bar lacks bond with the existing concrete do not excavate beyond the depth of the reinforcing bar if a 4 inch wide exploration area shows the reinforcing bar to be free of rust scale or pitting and the reinforcing bar is not separated from the remaining concrete.

The depth of concrete damage, due to corrosion, in any member is not expected to be substantially greater than 1/2 inch beyond the depth of the reinforcing bar.

Do not remove sound concrete over Shallow Rebar.

00542.44 Shallow Rebar in Sound Concrete ‑ If Shallow Rebar exists in sound concrete and passes the sounding test, no concrete repair is necessary.

00542.45 Shallow Rebar in Damaged Concrete ‑ Where directed, treat prefabricated mesh and other closely spaced shallow metals in the same manner as Shallow Rebar in Damaged Concrete. Place additional cover Material over Shallow Rebar in Damaged Concrete according to the following:

(a) Mortar Buildup over Shallow Rebar ‑ Place additional mortar as needed to achieve at least 1/2 inch of cover over Shallow Rebar repairs.

(b) Resin Buildup over Shallow Rebar ‑ In areas where additional buildup is not feasible, or where buildup would detract from the aesthetic appearance of the Structure, provide additional cover using non-conductive resin conforming to 00542.12. Apply the resin in 2 inch wide strips over the Shallow Rebar.

00542.46 Surface Preparation ‑ Abrasive-blast or water-blast all concrete surfaces that are to receive additional mortar cover or patches, to remove all debris, loose concrete, concrete pulverized during removal, scale, and loose rust. Blast exposed reinforcing bars according to SSPC Standard SP6 “Commercial Blast Cleaning” or equivalent procedure. Do not allow prepared surfaces to remain exposed more than 36 hours before placing repair mortar.

Prepare surfaces that are to receive additional mortar or resin cover with a surface profile according to International Concrete Repair Institute (ICRI) Guideline 310.2R-2013 surface profile CSP 6 (1/8 inch surface profile).

00542.48 Patch Installation:

(a) Forms ‑ Provide smooth-surfaced form Materials. Provide adequate support and bracing of forms to prevent deflection under the weight and pressure of new mortar, and to prevent vibration damage to mortar during setting and curing. Leave forms in place for a minimum of 3 Days after mortar placement.

Provide watertight form Materials and a watertight form system to prevent loss of water during presoaking and repair mortar placement. Incorporate enough pumping ports to ensure consistent placement and enough vent holes or vent tubes to allow air to escape extreme surface irregularities and remote cavities. Limit port spacing to prevent mortar segregation.

Provide forms that can readily be removed and reinstalled for presoaking, flushing, blowdown, and for verification of Surface Saturated Dry Condition.

(b) Pre-soak ‑ Saturate the substrate concrete for at least 24 hours before application of repair mortar. Use either a watertight form kept full of water; saturated burlap or foam Material packed inside the forms, in contact with the entire existing concrete surface, and soaked frequently; or any other method demonstrated to produce Saturated Surface Dry Condition.

After the substrate has been saturated, temporarily remove the form and, immediately before placing mortar, remove all dust, dirt, and other debris by flushing the surface with water pressurized to at least 60 psi, followed by blasting with clean compressed air to remove excess water. Provide a damp surface free of standing water and free of contaminants when applying repair mortar. Light surface rust that appears during the pre-soak stage does not need to be removed. When the concrete surface is in Saturated Surface Dry Condition and free of contaminants, and reinforcement is clean or has only light surface rust, immediately reinstall the forms and place mortar.

(c) Mixing ‑ When a package of prepackaged repair mortar is opened, mix the entire contents of the package.

Mix repair mortar according to the manufacturer’s instructions including, but not limited to, mixing speed, mixing time, and mixing Equipment.

(d) Placing Repair Mortar ‑ Pump repair mortar and achieve thorough and uniform hydration without the use of excess water.

Do not place mortar before acceptance of Saturated Surface Dry Condition by the Engineer.

Do not place mortar during freezing weather or if temperatures are likely to drop below freezing during the cure period for the mortar. Do not apply mortar to frosted surfaces. Follow the manufacturer’s recommendations regarding temperature and weather conditions during mortar placement.

Provide adequate pumping pressure into each port to ensure mortar completely fills the cavity and mortar is observed at all vents. Vibrate only if approved by the Engineer in advance.

(e) Adjacent Surface Protection ‑ Protect surfaces outside the repair area from mortar overshoot and drip. Remove the excess Material from these areas after the application has been completed.

(f) Mix Records ‑ Record proportion (by weight) of Sand to portland cement and the quantity of any additives for all mortar mixed on-site at the start of each mortar placement operation and every time proportions or additives are changed. Keep a record of which mix is used for each repair area.

00542.49 Curing ‑ Take care to avoid cracks in the new mortar due to excessive surface evaporation. Continuously cure all newly applied mortar according to the manufacturer’s recommended curing schedule.

00542.50 Finish ‑ Finish all exposed surfaces and surface defects to straight and true lines as shown. Provide a Class 2 surface finish according to 00540.53 on all exposed surfaces and a general surface finish according to 00540.53 on all other surfaces, with no coating on any surface unless otherwise directed.

00542.51 Delamination Survey ‑ After mortar repair Work has cured, conduct a delamination survey of all repaired areas with the Engineer according to the following:

Sound all repaired areas with a 1-pound masonry hammer or by other approved technique.

Mark boundaries of all delaminations in the repaired areas.

Identify the marked delamination that needs Patching.

Make repairs when delamination repair areas do not meet the acceptance criteria of 00542.52.

Upon completion of the survey, prepare and sign a survey report that identifies all areas to be patched. Submit the survey report for review and acceptance by the Engineer. Repair the identified areas in a manner satisfactory to the Engineer.

After Patching the identified areas, repeat the delamination survey. Repeat the delamination survey and repair procedure until all areas of unsound concrete have been repaired and accepted.

Following the bond strength test of cores according to 00542.52(b), the Engineer will visually inspect the cores for sand pockets and voids. If sand pockets or voids are found, the area from which the core was taken will be marked by the Engineer to aid in the Contractor’s delamination survey.

00542.52 Production Quality Control Testing ‑ Acceptance of Work performed under this Section will be according to the following tests:

(a) Compressive Test ‑ For each 100 square feet of mortar placed on the Bridge, but not less than once per production Work shift, cast at the same time and under the same conditions three 4 by 8 inch cylinders for testing. Cast the cylinders in single-use plastic molds. Cast and cure strength specimens according to AASHTO T 23 or AASHTO R 39. Test the cylinders for compressive strength according to AASHTO T 22 following a 28‑Day cure.

The minimum acceptable 28-Day compressive strength of cylinders is 3300 psi.

(b) Pull-off Test ‑ Following a 7-Day cure of the mortar patch, core one test specimen from each 100 square feet of newly applied mortar placed on the Bridge surface, at locations designated by the Engineer. Locate cores to avoid damaging reinforcing bar. Core approximately 1/2 inch into the original concrete. Do not break cores free before testing. Perform pull-off tests of the cores in the presence of the Engineer.

Measure the core bond strength according to ASTM C1583. Use pull-test dollies with the same diameter as the cores. Conduct the test until failure.

The minimum acceptable bond strength between the new and original concrete is 175 psi.

If the test shows failure at less than 100 psi, retest after checking Equipment and verifying core angle is perpendicular to the surface. If the patch area is too small for another test, use alternate patch location. If the retest shows failure at less than 100 psi, then a pull-off test may be performed on in situ concrete substrate in the vicinity of the patch area to determine the existing concrete substrate tensile strength. If in situ concrete substrate fails at 100 psi or less, the Engineer will re-evaluate the original concrete substrate.

Individually seal the cores taken from the Bridge in plastic bags and tag them for identification.

If any quality control test fails to meet the minimum requirements, any or all repair mortar represented by that test may be rejected by the Engineer.

00542.53 Deficient Repair Mortar ‑ Repair, at no additional cost to the Agency, all mortar patches that show an alligator cracking in the surface or uncontrolled cracks visible without magnification. Perform additional testing as directed to determine the extent of deficient mortar in the production test area represented. If additional patches are found to be deficient, repair the production test area represented according to the Specifications at no additional cost to the Agency. Repairs include, but are not limited to, removal and replacement of patches found to be substandard.

Repair small crevices a maximum of 0.4 inch deep and 0.1 inch wide at the edge of a patch with non-conductive resin mixed with abrasive blasting Material or other approved patch Material, at no additional cost to the Agency. Cut out pockets or other defects and replace with new repair mortar according to this Section.

Measurement

00542.80 Measurement ‑ The quantities of Work performed under this Section will be measured according to the following:

(a) Locate Concrete Repair ‑ No measurement of quantities will be made for locating concrete repairs. The estimated quantity of locating concrete repairs is 30 square feet.

(b) Concrete Repair ‑ Concrete repair will be measured on the area basis. Measurement will be the outside measurement of the area of Work marked for concrete repair, not including areas marked for mortar buildup over Shallow Rebar, after locating concrete repair and before concrete removal Work. The area of Work marked for concrete repair does not include initially sound concrete that is damaged or micro-fractured by the Contractor’s operations.

Payment

00542.90 Payment ‑ 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 item(s):

Pay Item Unit of Measurement

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.

No separate or additional payment will be made for providing mix proportion or mix design records.

No payment will be made for repair of initially sound concrete that is micro-fractured or otherwise damaged by the Contractor’s operations.

SECTION 00543 - ARCHITECTURAL TREATMENT

Section 00543, which is not a Standard Specification, is included in this Project by Special Provision.

Description

00543.00 Scope - This Work consists of applying concrete surface color to the indicated concrete faces, as shown in the Plans.

00543.02 Required Submittals - Submit the following at least 10 Calendar Days before the preconstruction conference:

Five copies of the stain manufacturer’s written application instructions;

One color sample for each proposed stain to be used; and A description of proposed containment methods and plan for disposal of chemical or other residues.

Materials

00543.12 Colored Stain - Furnish a semi-opaque, solvent-based, colored stain that penetrates the surface of the concrete. The stain shall allow moisture and vapor transmission and shall not alter the surface or its resistance to attack by moisture, alkali, acid, mildew, mold, or fungus.

Furnish concrete surface stain color that conforms a SAE AMS-STD-595C color that best matches the clean and dry surface of the existing concrete bridge rail.

Furnish one of the following stains or approved equal:

Canyon Tone Stain, by United Coating 8001 N Bruce Road Spokane, WA 99217 Telephone: (509) 998-6270

Chemprobe Conformal Stain, by Tnemec Corporation 7929 Second Ave. S.

Seattle, WA 98108 Telephone: (206) 661-2086

Miller's Pigmented Acrylic Stain and Sealer for Concrete Surfaces, by Miller Paint Co.

12703 NE Whitaker Portland, OR 97230 Telephone: (503) 255-0190

Submit color chip to the Engineer for approval before ordering stain.

00543.15 Quality Control - Provide quality control according to Section 00165.

Labor

00543.30 Personnel Qualifications – Perform architectural treatment Work using a company experienced in architectural treatment Work. The firm performing the Work of this Section shall have successfully completed a minimum of 5 projects involving comparable textured and colored concrete construction within the previous 5 years. Submit documentation according to 00543.02.

Construction

00543.42 Coloring - After the concrete has cured as recommended by the stain manufacturer, but not less than 28 Days after concrete placement unless approved by the Engineer, stain the surfaces where shown, following the manufacturer’s instructions.

Ensure the concrete surface is free of all laitance, dirt, dust, grease, efflorescence, curing agents, form release agents, paint, or other foreign material before applying stain.

Sand blasting or other methods that reduce the approved surface texture will not be allowed for cleaning concrete surfaces. If using pressure washing, manage wash water according to Section 00290.

The stained surface shall be free of blemishes, discoloration, surface voids, and conspicuous form marks.

Measurement

00543.80 Measurement - The quantities of Architectural Treatment will be measured on the area basis and will be the area of treatment on the indicated concrete faces, including faces of approved test panels incorporated into the main concrete surface.

No measurement of quantities will be made for test panels, including architectural treatment of test panels not included in the main concrete surface.

Payment

00543.90 Payment - 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) Architectural Treatment Square Yard

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.

No separate or additional payment will be made for:

finishing caulking compounds concrete surface colorant concrete sealers

SECTION 00587 - BRIDGE RAILS

Comply with Section 00587 of the Standard Specifications modified as follows:

00587.80 Measurement - Add the following to the end of this subsection:

The estimated quantity of bridge rail is:

Bridge No. 00441 Ornamental Rail 38