ATT A Special Provisions and Specifications~35.pdf

ATTACHMENT A

SPECIAL PROVISONS & SPECIFICATIONS FOR

I-5 SB OVER CORP (YONCALLA) REPAIR

SCOPE OF WORK TO BE DONE

The Work to be done under this contract, along Interstate 5 at MP 150.79, in Douglas County, OR consists of supplying the materials, equipment, labor and incidentals required to perform the following tasks as described in the contract plans and specifications:

• Provide temporary work zone traffic control.

• Provide temporary work access and containment.

• Complete bridge removal and construct concrete bridge deck repair, Structure No. BR07640A.

• Install permanent traffic control and guidance systems.

• Perform additional and incidental work as called for by the contract plans and specifications and as directed.

PROJECT INFORMATION

General information pertaining to this project may be obtained from the following Project Manager or approved representative:

Blake Howren, District Operations Coordinator Email: Blake.W.Howren@odot.oregon.gov

APPLICABLE STANDARD SPECIFICATIONS AND SPECIAL PROVISIONS

2024 OREGON STANDARD SPECIFICATIONS FOR CONSTRUCTION: The 2024 Oregon Standard Specifications for Construction (Standard Specifications) include detailed technical specifications in Parts 00200 through 03000 inclusive (Technical Specifications) that apply to this ITB and the resulting Contract. Some sections of the Technical Specifications are identified and modified herein, Specifications. Sections of the Technical Specifications not modified remain applicable to the Contract according to their original terms. Unless they are identified herein, Specifications, sections of the Standard Specifications in Part 00100 (General Conditions) are not applicable to this Contract. Bidders can also access this information at the following Internet address:

2024 OREGON STANDARD SPECIFICATIONS FOR CONSTRUCTION

Silence of Specifications: The apparent silence of the specifications as to any detail, or the apparent omission of a detailed description concerning any point, shall be regarded as meaning that the highest value commercial practices are to prevail and that only materials and workmanship of first quality are to be used.

mailto:Blake.W.Howren@ODOT.Oregon.gov http://www.oregon.gov/ODOT/HWY/SPECS/Pages/standard_specifications.aspx http://www.oregon.gov/ODOT/HWY/SPECS/Pages/standard_specifications.aspx

Where neither the Special Provisions nor the bid schedule indicate separate payment for the work to be completed under this Contract, perform the work as incidental for which no separate measurement or payment will be made.

LEGAL RELATIONS AND RESPONSIBILITIES

Railroads: An agreement between the Contractor and the Railroad to Work near or within Railroad property is required for this Project. A copy of the Railroad agreement and corresponding requirements is included near the front of this Special Provision booklet. The Railroad agreement and requirements are subject to change by the Railroad. The Railroad will provide the actual agreement and requirements for execution. The Contractor shall obtain all necessary permits and licenses and pay all fees. The Contractor shall obtain a fully executed copy of the agreement and requirements between the Contractor and the Railroad and provide a copy of it to the Engineer before beginning Work near or within the Railroad property or Right-of-Way.

When Railroad flagger services are required, the Agency will pay the flagger services costs up to a total of 10 Days. If this value is exceeded and additional flagging services are needed, the Contractor shall pay the Agency an amount of $1,500.00 per Day for each Day in excess of the total value identified above.

The Contractor and its Subcontractor(s) performing Work near or within Railroad property on this Project are required to complete G&W Roadway Worker Protection Training prior to commencing Work activities. The training may be accessed on the RailPros Learning Management System at the following link:

https://railpros.com/training/

All employees of the Contractor or its Subcontractor(s) will be required to submit a copy of their certification to the Railroad personnel managing the applicable project.

CENTRAL OREGON & PACIFIC RAILROAD COMPANY

Application for Contractors Access/Occupancy on Railroad Property: The following Central Oregon & Pacific Railroad agreement and exhibits are included in this Project for information and reference only. The actual Application for Contractors Access/Occupancy on Railroad Property will be provided and executed by the Central Oregon & Pacific Railroad.

The Contractor shall obtain all necessary permits and licenses and pay all fees and obtain a fully executed copy of the railway agreement according to the Legal Relations and Responsibilities with the Railroad.

In addition, when Railroad flagger services are required, the Agency will pay for the services accordingly.

Contractor Requirements:

1.01 General

1.01.01 The Contractor shall cooperate with the Central Oregon & Pacific Railroad hereinafter referred to as "Railway" where work is over, under, on, or adjacent to Railway property and/or https://gcc02.safelinks.protection.outlook.com/?url=https%3A%2F%2Frailpros.com%2Ftraining%2F&data=05%7C02%7CBlake.W.HOWREN%40odot.oregon.gov%7C4d3f0749d0714be7a52b08ddb8d9bad2%7C28b0d01346bc4a648d861c8a31cf590d%7C0%7C0%7C638869967482657429%7CUnknown%7CTWFpbGZsb3d8eyJFbXB0eU1hcGkiOnRydWUsIlYiOiIwLjAuMDAwMCIsIlAiOiJXaW4zMiIsIkFOIjoiTWFpbCIsIldUIjoyfQ%3D%3D%7C0%7C%7C%7C&sdata=%2FzSX55P8OSta4TLdC3TIXFszZSV3G6bdIMb1b0ruIjg%3D&reserved=0 right-of-way, hereafter referred to as "Railway Property", during the construction of the I-5 SB Over CORP (Yoncalla) Repair Project.

1.01.02 The Contractor shall plan, schedule and conduct all work activities so as not to interfere with the movement of any trains on Railway Property.

1.01.03 The Contractor is subject to the absolute right of Railway to cause the Contractor's work above Railway Property to cease if, in the opinion of Railway, the Contractor's activities create a hazard to Railway Property, employees, and/or operations.

1.01.04 The Contractor shall notify the Agency Project Manager and notify the Railway's Roadmaster at (541) 840-3148, at least 20 working days before commencing any work on Railway Property. The Contractors notification to Railway, shall refer to the I-5 SB Over CORP (Yoncalla) Repair Project.

1.01.05 Subject to the movement of Railway's trains, Railway will cooperate with the Contractor such that the work may be handled and performed in an efficient manner. The Contractor shall have no claim whatsoever for any type of damages or for extra or additional compensation in the event the Contractor’s work is delayed by the Railway.

1.02 Railway Requirements

1.02.01 The Contractor shall take protective measures as necessary to keep Railway facilities, including track ballast, free of sand, debris, and other foreign objects and materials resulting from the Contractor’s operations. Any damage to Railway facilities resulting from the Contractor's operations will be repaired or replaced by Railway and the cost of such repairs or replacement shall be paid for by the Contractor.

1.03 Protection of Railway Facilities and Railway Flagger Services

1.03.01 The Contractor shall give a minimum of 14 Calendar Days' notice to the Agency's Project Manager and the Railway's Roadmaster, in advance of when flagging services will be required.

1.03.02 Railway flagger services will be required during installation and removal of falsework and containment and bridge demolition activities, but not limited thereto for the following conditions:

1.03.02a When in the opinion of the Railway representative it is necessary to safeguard Railway Property, employees, trains, engines and facilities.

1.03.02b When any excavation is performed below the bottom of tie elevation, if, in the opinion of Railway representative, track or other Railway facilities may be subject to movement or settlement.

1.03.02c When work in any way interferes with the safe operation of trains at timetable speeds.

1.03.02d When any hazard is presented to Railway track, communications, signal, electrical, or other facilities either due to persons, material, equipment or blasting in the vicinity.

1.03.02e Special permission shall be obtained from the Railway before moving heavy or cumbersome objects or equipment which might result in making the track impassable.

1.03.03 Flagging services shall be performed by qualified Railway flaggers.

1.03.03a Flagging crew generally consists of one employee. However, additional personnel may be required to protect Railway Property and operations, if deemed necessary by the Railway representative.

1.03.03b Each time a flagger is called, the minimum period for billing shall be the eight-hour basic day.

1.03.03c The cost of flagger services provided by the Railway, when deemed necessary by the Railway representative, will be borne by ODOT according to the Legal Relations and Responsibilities with the Railroad.

SECTION 00210 - MOBILIZATION

Comply with Section 00210 of the Standard Specifications modified as follows:

Construction

00210.40 Mobilization – delete the last bullet of the bullet list. Obtaining and maintaining access to Doc Express® and using Doc Express® to submit documents will not be required on this project.

Payment

00210.90 Payment – delete the last sentence in this subsection.

SECTION 00220 - ACCOMMODATIONS FOR PUBLIC TRAFFIC

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 (I-5) 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 (I-5) may be closed during the following times:

• At all times.

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.

00221.60 Temporary Traffic Control Devices – Replace the paragraph that begins “TCD delivered to the Project Site found…” with the following paragraph:

Repair or replace TCD delivered to the Project Site found to be in “marginal” or “unacceptable” condition, at no additional cost to the Agency.

00221.90(b) Temporary Protection and Direction of Traffic – Replace the bullet that begins “Providing, Surfacing, maintain…” with the following bullet:

• Providing, surfacing, maintaining, removing, and restoring the TPAR.

SECTION 00222 – TEMPORARY TRAFFIC CONTROL SIGNS

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

00222.40(e) Temporary Sign Placement - Add the following to the end of the bullet list:

• Install a 54-inch "TRUCKS ENTERING HIGHWAY XXXX FT" sign, when construction vehicles are entering a Roadway, in advance of each exit point from the Work Area at sign spacing “A” from the “TCD Spacing Table” shown on the Standard Drawings.

• Install "ROAD WORK AHEAD" (W20-1-48) signs with a 36 by 24-inch "FINES DOUBLE"

(R2-6aP) rider on the Pacific Highway, according to the "TCD Spacing Table" shown on the Standard Drawings or as modified by the Plans except do not install the "FINES DOUBLE" rider on concrete barrier mounted signs.

• Install beyond each end of the Project, facing outgoing traffic, an "END ROAD WORK"

(CG20-2A-24) sign a distance of (A ÷ 2) according to the "TCD Spacing Table" shown on the Standard Drawings or as modified by the Plans.

• Install a 72 by 24-inch "CONSTRUCTION VEHICLE DO NOT FOLLOW" (CW23-14) sign on rigid substrate on the back of all Material or Equipment delivery vehicles.

• During bridge deck repair operations on the Pacific Highway, install temporary signing and other required TCD as shown. Install temporary speed zone signing according to and as shown in the Temporary Speed Zone Order.

Add the following subsection:

00222.40(f) Temporary Speed Zone Reduction - Install a temporary regulatory speed zone, as directed. Use regulatory signs for all required temporary speed zone signage.

00222.45(c) Radar Speed Trailers - Add the following bullet(s) to the end of the bullet list:

• Place a radar speed trailer approximately 1000 feet beyond the end of the lane closure taper, as shown on Standard Drawing TM880

• Install a 36 by 36-inch “ROAD WORK XX MPH” (CW20-1a) sign below the trailer display panel.

Use a value of 55 for “XX” on the sign

• When the Work Area for the bridge deck repair and temporary barrier placement extends approximately 1/2 mile beyond the start of the operations, place a second radar speed trailer as shown on Standard Drawing TM880. Install a 36 by 36-inch “ROAD WORK XX MPH” (CW20-1a) sign above or below the trailer display panel. Use a “XX” value equal to 15 mph below the current posted regulatory speed. If a speed is posted for a temporary regulatory speed reduction, that speed is the current posted regulatory speed.

00222.80(a) Area Basis -

Add the following sentence to the end of the paragraph that begins "Temporary signs will…":

No measurement of quantities will be made for “CONSTRUCTION VEHICLE DO NOT FOLLOW” (CW23-14) signs.

Add the following sentence to the end of this subsection:

Temporary signing quantities include temporary regulatory speed zone signage.

00222.90 Payment -

No separate or additional payment will be made for furnishing, installing, and maintaining 72 by 24-inch "CONSTRUCTION VEHICLE DO NOT FOLLOW" (CW23-14) signs. Payment will be included in 00221.90(b).

SECTION 00224 - TEMPORARY TRAFFIC CHANNELIZING DEVICES

Comply with Section 00224 of the Standard Specifications.

SECTION 00225 - TEMPORARY PAVEMENT MARKINGS

Comply with Section 00225 of the Standard Specifications.

SECTION 00226 - TEMPORARY ROADSIDE BARRIERS AND IMPACT ATTENUATORS

Comply with Section 00226 of the Standard Specifications modified as follows:

00226.43 Truck Mounted Attenuator – Replace the title of this subsection with “Temporary Impact Attenuator, Truck Mounted”

Replace the paragraph that begins “When workers or construction Equipment…” with the following paragraphs:

Use a temporary truck mounted impact attenuator (TMA), when workers or construction Equipment are exposed to Public Traffic on a Freeway or Multi-Lane Highway and are not located behind a rigid barrier system, as follows unless otherwise shown or directed:

• Each Shoulder or each lane closure where the preconstruction posted speed is 45 mph or more.

00226.80(b)(2) Temporary Barrier - Add the following to the end this subsection:

The quantities will be limited to those shown in Table 00226-1. The estimated quantity of Temporary Barrier is:

TABLE 00226-1

Stage/Phase Location (STA to STA)

Temporary Barrier (foot)

Temporary Barrier, Minimum Deflection

(foot) All N/A 350

Total Quantity 350

SECTION 00253 - TEMPORARY WORK ACCESS AND CONTAINMENT

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

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

On Structure No. 07640A, provide temporary work access and containment for bridge deck removal and construction on all spans.

Add the following subsection:

00253.09 Work Platform, Scaffolding and Containment Structural Design Requirements -

Design work platforms, scaffolding, and containment Structures for dead load, live load, and wind load. Obtain basic wind speed as shown on Standard Drawing TM671 and applied in the most critical direction. For Structures with fundamental frequency less than 1 Hz, design for wind loads accounting for structural dynamic effects.

Provide designs with a factor of safety of at least six for wire ropes and connecting hardware and at least four for all other components for containment Structure and work platform components.

Verify structural adequacy of the Bridge with added loading from containment Structures and work platforms using AASHTO Standard Specifications for Highway Bridges, Group II, III, V, and VI load combinations.

(a) Containment Structures Positioned Symmetrically on any Span - For containment structures positioned symmetrically on any span, design calculations for the bridge structural members are not required if all of the following conditions are satisfied:

• Total combined live load and dead load of all work platforms and containment Structures supported by the span, including all personnel, Equipment, Materials, and collected debris or water, does not exceed 175 pounds per square foot.

• Point loads do not exceed 3000 pounds at each point and point loads are spaced at least 3 feet in both horizontal directions. Point loads are applied to deck within one foot of a girder, cross beam, or diaphragm, or directly to a girder, cross beam or diaphragm.

00253.40 General - Add the following paragraph to the end of this subsection:

Containment and work platforms do not extend below bottom of existing beams.

SECTION 00280 - EROSION AND SEDIMENT CONTROL

Comply with Section 00280 of the Standard Specifications.

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.

• 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.

00290.36(a) Migratory Birds - Add the following to the end of this subsection:

Do not disturb migratory bird nesting habitat (shrubs, trees, and structures), or clear vegetation from March 1 to September 1 of each year without prior written approval from the Engineer. Notify the Engineer, in writing, a minimum of 10 Calendar Days prior to starting activities that could harm nesting birds.

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:

• BR07640A Hwy 1 SB over CORP (Yoncalla) located at I-5 MP 150.79 as shown.

Add the following subsection:

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

Add the following subsection:

00501.03 Submittals - Submit unstamped bridge removal plans according to 00150.35 3 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.

SECTION 00530 - STEEL REINFORCEMENT FOR CONCRETE

Comply with Section 00530 of the Standard Specifications modified as follows:

00530.10 Materials - Replace this subsection, except for the subsection number and title, with the following:

Concrete Inserts ...................................................................... 02513.35 Deformed Bar Reinforcement ................................................. 02510.10 Deformed Bar Reinforcement (Stainless Steel) ....................... 02513.10 Dowels .................................................................................... 02510.50

Dowels (Stainless Steel) ......................................................... 02513.50 Epoxy Coated Reinforcement ................................................. 02510.11 Galvanized Coating ................................................................ 02510.30 Headed Bar Reinforcement .................................................... 02510.25 Mechanical Splices ................................................................. 02510.20 Mechanical Splices (Stainless Steel) ...................................... 02513.20 Ties and Supports .................................................................. 02510.60 Ties and Supports (Stainless Steel) ........................................ 02513.60 Welded Wire Reinforcement ................................................... 02510.40

00530.41(a) Fabric - Replace this subsection with the following subsection:

00530.41(a) Welded Wire Reinforcement - If welded wire reinforcement is shipped in rolls, straighten it into flat sheets before placing.

00530.41(b) Ties and Supports – Replace the bullet that begins “When stainless steel rebar is specified…” with the following bullet:

• When stainless steel reinforcing is specified, use stainless steel ties and supports meeting the requirements of 02513.60.

Delete the bullet that begins “Tie stainless steel reinforcement …”.

Delete the bullet that begins “Support stainless steel reinforcement…”.

Replace the bullet that begins "Do not allow direct contact between stainless …" with the following bullet:

• Do not allow stainless steel reinforcement to directly contact ASTM A1035 CS reinforcement.

Do not allow stainless steel reinforcement or ASTM A1035 CS reinforcement in direct contact with other reinforcement with a different type of metal. When stainless steel or ASTM A1035 CS reinforcing or dowels are located near other reinforcing with a different type of metal, use nylon or polyethylene spacers to maintain a minimum 1 inch clearance between the two metals and bind them with nylon cable ties. Where insufficient space exists to maintain this minimum, either bar may be sleeved with a continuous polyethylene or nylon tube extending at least 1 inch in each direction past the point of closest contact between the two dissimilar bars.

Add the following bullets to the end of the bullet list:

• When ASTM A1035 CS reinforcing is specified, use epoxy coated ties and supports meeting the requirements of 02510.60(a).

00530.43 Splicing Welded Wire Fabric – Replace this subsection with the following subsection:

00530.43 Splicing Welded Wire Reinforcement - Overlap sheets of welded wire reinforcement as shown or provide edge and end laps not less than one mesh in width. Securely fasten sheets at the ends and edges according to 00530.41.

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

The estimated quantity of reinforcement is:

Structure Number

Uncoated Reinforcement

Quantity (Pound)

Grade 60

07640A 1870

00530.90 Payment - Replace this subsection, except for the subsection number and title, with the

The accepted quantities of reinforcement will be paid for at the Contract unit price, per unit of measurement, for the following items:

Pay Item Unit of Measurement

(a) Reinforcement, Grade _____ ........................................... Lump Sum or Pound

(b) Reinforcement, ASTM A1035 _____ ................................ Lump Sum or Pound

(c) Coated Reinforcement, Grade ____ ................................ Lump Sum or Pound

(d) Coated Reinforcement, ASTM A1035 _____ .................... Lump Sum or Pound

(e) Stainless Steel Reinforcement, Grade ____, .................... Lump Sum or Pound

(f) Welded Wire Reinforcement, Grade ____ ......................... Lump Sum or Pound

In items (a), (c), (e), and (f) the grade of reinforcement will be inserted in the blank.

In items (b) and (d) the ASTM chromium content, CS, CM, or CL will be inserted in the blank.

Item (a) and (b) include fabricating and placing uncoated reinforcement as specified.

Item (c) and (d) include placing epoxy coated reinforcement as specified.

Item (e) includes fabricating and placing stainless steel reinforcement as specified.

Item (f) includes fabricating and placing welded wire reinforcement as specified.

Payment for reinforcement will be made when the reinforcement is incorporated into the concrete.

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 clips, wire, separators, wire chairs, or other Material used in fastening the reinforcement in place.

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

Anchor Demo.

Test

(yes/no)

Prod.

Test

(yes/no) System (Mech/ Resin)

Type (bolt/ rebar)

Size

Grade

Sustained Tension (yes/no)

07640A J02 Resin rebar #5 60 No Yes Yes

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

SECTION 00540 - STRUCTURAL CONCRETE

Comply with Section 00540 of the Standard Specifications modified as follows:

00540.10(a) Pigmented Sealer - Furnish a semi-opaque, or opaque, 100% acrylic or acrylic co-polymer resin concrete sealer meeting the following requirements:

Property Test Method Requirement UV Resistance ASTM D5894 5000 hour exposure Wind Driven Rain Resistance

ASTM D6904 reference FED TT- P-555B

No visible leaks

Permeance ASTM E96/E96M or ASTM D1653

Minimum 10 perms

Fungal Growth FED STD 141 No fungal growth after 21 Days

Provide colors and color samples as shown or directed. Furnish a sealer designated for vertical application when applied to walls. When applied to structures with soffits or overhangs, furnish a sealer that is designated for vertical and overhead application.

Furnish pigmented sealer color that conforms to the following colors:

00540.51(b) Curing Concrete Bridge Decks – Replace the bullet that begins “Maintain a continuous water…” with the following bullet:

• Except for HPC(IC), maintain a continuous water cure of the concrete surface for 14 Days. For HPC(IC), maintain a continuous water cure of the concrete surface for 7 Days.

00540.53(d) Concrete Coating – Replace the paragraph that begins “Apply either a concrete paint…” with the following paragraph:

Apply either a concrete paint or a pigmented sealer as shown or specified. Where a Class 1 or Class 2 surface finish is shown, apply a concrete paint unless specified or shown otherwise.

00540.53(d)(2) Penetrating Concrete Stain or Sealer - Replace this subsection with the following subsection:

00540.53(d)(2) Pigmented Sealer - Prepare concrete surfaces and apply 2 coats of the pigmented sealer according to the manufacturer’s recommendations. Follow all recommended curing schedules for newly placed concrete prior to application and for recoat or repair. Monitor and follow all environmental limitations as published by the manufacturer during application, and curing.

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

The estimated quantity of concrete is:

Bridge No. 07640A

Type and Class Quantity (Cu. Yd.)

Deck Concrete, Class HPC(IC) 4500 7.0

00540.80(b) Sawcut Texturing - Replace this subsection with the following subsection:

00540.80(b) Surface Texturing - The quantities of surface texturing will be measured on the area basis and will be the area of each bridge deck or approach slab as shown, less 16 inches along each curb and 6 inches from joint blockouts and bridge ends. Field measurement of surface texturing will not be made.

00540.90 Payment – Replace the Pay Item Sawcut Texturing with the following Pay Item:

Pay Item Unit of Measurement

(d) Surface Texturing ................................................... Square Yard

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 Oregon Standard Specifications for Construction, subsection 00150.35?

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

10. Has damage from stream drift been considered in the

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

B. Foundation Requirements

1. Are driven falsework piling provided as called for on the contract plans?

a. Is a minimum pile tip elevation or penetration indicated on the drawings?

b. If timber falsework piles are specified, are the recommended order lengths sufficient to virtually eliminate the possibility of pile splices?

c. Is a detailed static pile capacity analysis included in the calculations?

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

e. When piling are in an active waterway, have the potential effects of scour on axial and lateral pile support been addressed in the calculations?

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

g. Will a driving criteria graph [FHWA Gates Equation, in

00520.42(b)] plotting blow count versus stroke for an acceptable pile hammer be provided for the project inspector?

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 bearing capacity of the foundation materials been presented and described 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 except for manufactured assemblies been noted in the design calculations?

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 the summary for each different falsework member, except for manufactured assemblies?

E. Timber Falsework Construction

1. Are timber grades consistent with material to be delivered to the construction site, and noted on falsework drawings, and in accompanying calculations for all timber falsework material?

2. If "rough" lumber is specified for falsework by the falsework designer are the actual lumber dimensions used in calculations shown?

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

4. If plywood spans are governed by the allowable spacing of supporting joists, are the allowable and the proposed spacing shown on the falsework plans?

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

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

7. Have stringers and cap beams been checked for bearing stresses perpendicular to the grain as well as for bending and shear stresses?

8. Have posts been checked as columns as well as for compression parallel 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 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 contract plans?

2. Do posts adjacent to the openings have a minimum section modulus 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 track sheathed solid between 3 feet and 17 feet above top of rail with 5/8 inch thick minimum plywood and properly blocked at the edges?

5. Is bracing on the bents within 20 feet of the centerline of the track adequate to resist the required assumed horizontal load or minimum 5,000 pounds, whichever is greater?

Designer’s Signature Date

SECTION 00544 – HIGH EARLY STRENGTH CONCRETE

Section 00544, which is not a Standard Specification, is included in this Project by Special Provision.

Description

00544.00 Scope – This Work consists of furnishing, placing, and finishing High Early Strength Concrete (HESC) to the Specifications and in close conformity to the lines, grades and dimensions shown or established.

00544.03 Submittals – At least 7 Calendar Days before placement, provide the following information and samples to the Engineer for approval:

• Personnel qualifications according to 00558.30.

• The HESC mix design.

• A detailed work plan, by the hour, for the HESC preparation, resurfacing, and cleanup.

• Equipment specifications for all Work.

Materials

00544.10 Materials - Furnish Materials meeting the following requirements:

Concrete Rapid Hardening Hydraulic Cement Curing Materials Portland Cement Concrete Repair Material Preformed Joint Fillers for Concrete ..................... 02440.10 Synthetic Macro Fiber Reinforcing ........................ 02045.20

00544.11 Class of Concrete - Furnish Class HESC4000 - 3/4” concrete designed to attain high early strength, according to Section 02001 except as modified by this Section.

Furnish macro fiber reinforcement according to 02045.20. Introduce and mix the fibers in a way that will achieve uniform distribution.

00544.12 Permeability - Furnish the following permeability reducing admixture, dosed at the manufacturer’s recommended rate.

Liquid Low-PTM (Liquid admixture) CTS Cement Manufacturing Corp.

12442 Knott Street Garden Grove, CA 92841 Contact: Tony Tomasini Phone: (360) 607-3553

00544.13 Maturity - Establish a strength-maturity relationship for HESC mix designs according to AASHTO T 276 and AASHTO T 325 during the mix design phase for the purpose of opening to traffic. A minimum of seven early age readings will be taken at 1, 2, 3, 4, 5, 6, and 24 hours. Each reading requires averaging the two maturity cylinders and breaking two compressive strength specimens. Submit the required concrete maturity data outlined in the “Reports” sections 11.1.1 through 11.1.10 of AASHTO T 276 and 11.1.1 through 11.1.5 of AASHTO T 325 for approval by the Engineer.

00544.15 Quality Control - Provide quality control according to Section 00165 and the following:

• Sample and test according to Section 00165, matching the frequencies from Section 00559

• For all HESC, provide personnel according to 02001.50 to sample and test the mix for temperature, air content, water-cementitious ratio, density, and yield when:

• The first load of each placement is made.

• There is a visible change in the slump of the concrete.

• A set of cylinders is obtained.

• Sample and cast maturity cylinders from the last truck of the shift.

If the results of any test are outside of the specification limits, stop placement of the load. Correct the load or, if the load cannot be corrected, do not incorporate it into the Work. Test subsequent loads before any further concrete placement. Correct subsequent loads if any of the tests are still outside the specification limits. Return to the specified test frequency when the test results from two consecutive loads are shown to meet the specification limits.

00544.17 Acceptance of Concrete – Acceptance of concrete will be according to Section 00165 and the following:

(a) Aggregate - Acceptance of Aggregate will be according to 02690.12.

(b) Plastic Concrete - Acceptance of the plastic concrete will be based on the tests performed by the Contractor's QCT, according to the tolerances and limits for water/cementitious ratio, air entrainment, and temperature of Section 02001.

(c) Hardened Concrete - Acceptance of hardened concrete will be based on one set of three cylinders cast from each 50 cubic yards of concrete placed. Cast a minimum of one set per production shift. Cast and cure the test specimens according to AASHTO T 23 in 4 x 8 inch single-use plastic molds and test at 28 Days according to AASHTO T 22.

(1) General - For all HESC, acceptance of hardened concrete will be based on an analysis of compressive strength tests of cylinders cast by the QCT. Test the cylinders at an Agency certified laboratory.

(2) Actual Strength Test Value (ASTV) - The ASTV at 28 Days is the average compressive strength of the three cylinders tested. Discard all specimens that show definite evidence, other than low strength, of improper sampling, molding, handling, curing, or testing. The average strength of the remaining cylinders is considered the test result.

(3) Acceptance - Hardened concrete with an ASTV meeting or exceeding the specified design strength, ƒ'c will be accepted for strength. If the ASTV is less than ƒ'c but at least 85 percent of ƒ'c, the Engineer may review the results to determine if the concrete represented by the cylinders is suitable for the intended purpose. Remove concrete that has an ASTV less than 85 percent of ƒ'c unless otherwise authorized in writing by the Engineer. If the concrete is removed, the cost of removal, replacement and all related Work shall be the Contractor's responsibility. If the Engineer determines that the concrete is suitable for the intended purpose, the concrete may be allowed to remain in place, subject to a price adjustment according to 00150.25.

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 3 Days of the test. Provide evidence that a reasonable ƒ'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.

Equipment

00544.20 Equipment - Remove all Equipment that leaks oil or other contaminants from the work area until they are repaired.

00544.21 Mobile Mixer for HESC - Furnish self-contained, mobile, continuous mixing Equipment for proportioning, mixing and placing HESC that:

• is self-propelled and carries sufficient unmixed dry bulk cement, Sand, Coarse Aggregate, admixtures, and water to produce a minimum of 6 cubic yards of concrete on site.

• provides positive measurement of cement being introduced into the mix by meter or counter.

• provides positive control of the flow of water into the mixing chamber. Water flow is readily adjustable to provide for minor variations in Aggregate moisture.

• is calibrated to automatically proportion and blend all components according to the mix design on a continuous or intermittent basis as required by the placing operation.

Perform a calibration and yield test on each mixer prior to the first placement to accurately proportion the specified mix. Use a written calibration procedure from the mixer manufacturer, a procedure provided by the Agency or other written procedure acceptable to the Agency. Calibrate the mixer in the presence of the Engineer. Provide the Engineer with information about the scheduled date, time and place for the calibration. Perform a new calibration on every Project and when the source of Materials changes, when the mixer undergoes a major repair, or when requested by the Engineer.

00544.22 Finishing Equipment - Furnish a roller screeds or truss screeds capable of providing a smooth travel surface. Roller screeds are to be of adequate diameter and weight as to not float on the surface of the placement or flex during finishing operations.

00544.23 Miscellaneous Equipment:

(a) Hand Tools - Furnish hand tools for placing and finishing concrete. Use manual type screeds with approved vibrators attached to consolidate and finish smaller areas where it is impracticable to use a finishing machine. Use spud vibrators when depths exceed 2 1/2 inches. Use supplemental vibration along the meet lines where adjacent pours come together at bulkheads, and along curb lines, unless it can be shown that vibration reaches the meet lines.

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