Draft_Statement_of_Work_1.pdf

Special Contract Requirements Coos Bay District Office RUSSEL CREEK TEMP BRIDGE INSTALLATION Bureau of Land Management

SPECIAL CONTRACT REQUIREMENTS

FOR THE CONSTRUCTION OF

RUSSEL CREEK TEMP. BRIDGE INSTALLATION

Statement of Work

The work shall consist of but is not limited to manufacturing and transporting the prefabricated modular bridge and all related components for temporary installation; roadway minor excavation and embankment; hauling excavated material to disposal area as showing the plans; placement of bedding and base aggregate; placement of precast concrete bridge sills; seeding; and cleanup.

The contractor shall furnish all labor, materials, equipment, tools, transportation, and supplies and shall perform all work required to complete the project as shown on the plans, shown on the manufacturer’s shop drawings, and as described in the Standard Specifications (FP-14).

The project site as shown on the plan is located on the Coos Bay District, Coos County, Oregon, Township 30 South, Range 12 West Section 19, approximately 10.3 miles south of the town of Myrtle Point. The project begins at Milepost 0.0 at the entrance of Dement Creek Road from Power Highway (542 HWY) and the end at Milepost 4.9 at the crossing Russel Creek and 30-12-19.0 Road.

Applicable Standard Specifications

The General Requirements (Division 100) and the applicable sections of Divisions 150 through 700 of the Federal Highway Administration’s "Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, U.S. Customary Units" of the U.S. Department of Transportation, Federal Highway Administration apply to this project as modified by these Special Contract Requirements and Contract Clauses contained in the contract. Unless otherwise noted, all reference headings in these Special Contract Requirements refer to divisions, sections, subsections, articles or paragraphs of the Standard Specifications, FP-14. The Contractor shall keep a copy of FP-14 on site during all construction for this project.

The FP-14 is a separately published book by the Federal Lands Highway. To download FP-14 or to obtain a hard copy, visit:

http://flh.fhwa.dot.gov/resources/pse/specs/fp-14.htm

PREFACE

Delete the Preface and substitute the following:

These Standard Specifications for the Construction of Roads and Bridges on Federal Highway Projects are issued primarily for constructing roads and bridges on Federal Highway projects under the direct administration of the Bureau of Land Management. These specifications are cited as "FP-14" indicating "Federal Project" Standard Specifications issued in 2014 and contain both United States Customary and Metric units of measure.

When designated in a contract, the FP-14 becomes part of the contract and binding upon all parties to the contract. Construction contracts of the Bureau of Land Management are also governed by the following regulations:

● Federal Acquisition Regulation (FAR), Title 48, Code of Federal Regulations, Chapter 1

The FAR regulations are not included in the FP-14. A complete copy of the FAR is available from the Superintendent of Documents, Congressional Sales Office, U.S. Government Printing Office, Washington, DC 20402.

U.S. Customary units of measure are used in the FP-14 as provided in the November 25, 2008 Memorandum from Jeffrey F. Paniati entitled Update on Metric Use Requirements for FHWA Documents. Metric units are noted in parentheses following the U.S. Customary Units. The references to Metric or Metric units apply only when the project or portion of the project expressly calls for Metric units of measure.

TABLE OF CONTENTS

Standard Specifications (FP-14) contained in the following list are applicable to this contract. All specifications not included in the specification listing but refenced by lists specifications are applicable.

DIVISION 100 GENERAL REQUIREMENTS

Section 101 Terms, Format, and Definitions Section 102 Bid, Award, and Execution of Contract Section 103 Scope of Work Section 104 Control of Work Section 105 Control of Material Section 106 Acceptance of Work Section 107 Legal Relation and Responsibility to the Public Section 108 Prosecution and Progress Section 109 Measurement and Payment

DIVISION 150 PROJECT REQUIREMENTS

Section 151 Mobilization Section 156 Public Traffic

DIVISION 200 EARTHWORK

Section 204 Excavation and Embankment Section 209 Structure Excavation and Backfill

DIVISION 300 AGGREGATE COURSES

Section 302 Minor Crushed Aggregate

DIVISION 550 BRIDGE CONSTRUCTION

Section 552 Structural Concrete Section 554 Reinforcing Steel Section 555 Steel Structures Section 556 Bridge Railing Section 562 Temporary Works Section 564 Bearing Devices Section 571 Prefabricated Structures

DIVISION 600 INCIDENTAL CONSTRUCTION

Section 625 Turf Establishment Section 633 Permanent Traffic Control Section 635 Temporary Traffic Control

DIVISION 700 MATERIALS

Section 701 Cement Section 703 Aggregate Section 709 Reinforcing Steel and Wire Rope Section 717 Structural Metal

DIVISION 100

GENERAL REQUIREMENTS

Section 101. – TERMS, FORMAT AND DEFINITIONS

101.01 Meaning of Terms. Add the following:

Delete all references to the TAR (Transportation Acquisition Regulations) in the specifications.

101.03 Abbreviations. Add the following to (a) Acronyms:

BLM

FTMS

GSA

Bureau of Land Management Federal Test Method Standard General Services Administration

Add the following to (b) U.S. Customary unit abbreviations and symbols:

hr mp ppm

Hour Milepost Part Per Million

101.04 Definitions. Delete the definitions for the following terms:

Bid Bidder Contract Time

Delete these definitions and replace the following:

Notice to Proceed – Written notice from the Contracting Officer to the Contractor to begin the contract work.

Right-of-Way – A general term denoting (1) the privilege to pass over land in some particular line (including easement, lease, permit, or license to occupy, use, or traverse public or private lands), or (2) Real property necessary for the project, including roadway, buffer areas, access, and drainage areas.

Add the following definitions:

Maximum Particle Size – The smallest sieve opening through which all particles in the material will pass.

Neat Line – A line defining the proposed or specified limits of an excavation or structure.

Period of Performance (POP) – The specified time allowed for completion of contract work.

Pioneer Road – Temporary construction access built along the route of the project.

Shop Drawing – Include drawings, diagrams, layouts, schematics, descriptive literature, illustrations, lists or tables, performance and test data, and similar materials furnished by Purchaser to explain in detail specific portions of the work required by the contract.

Utilization Standards – The minimum size and percent soundness of trees described in the specifications to determine merchantable timber.

Section 102. – BID, AWARD, AND EXECUTION OF CONTRACT

Delete this section in its entirety.

Section 103. – SCOPE OF WORK

103.01 Intent of Contract. Add the following:

Additional work on sites within or in the vicinity of the project may be requested by the CO. Such work generally will be in response to natural disasters. Provide cost proposals and perform work as ordered by the CO.

103.02 Disputes. Delete in its entirety.

103.03 Value Engineering. Delete in its entirety.

103.04 Contractor Records. Delete in its entirety.

Section 104. – CONTROL OF WORK

104.01 Authority of the Contracting Officer (CO). Delete in its entirety.

104.02 Authority of Inspectors. Delete in its entirety.

104.03 Specifications and Drawings. Delete in its entirety.

(c) As-built drawings. Modify the first sentence to read as follows: Use one set of Contractor-provided plans exclusively for as-built drawings.

(d) Submittals. Add this section:

1. Initial, baseline and baseline construction schedule update Section 155

2. Hazardous Spill Plan per Section 107.10

3. Accident Prevention Plan per FAR 52.236-13

4. Aggregate gradation and test results – Section 301

104.04 Coordination of Contract Documents. Delete in its entirety.

Section 106. – ACCEPTANCE OF WORK

106.05 Statistical Evaluation of Work and Determination of Pay Factor. Delete in its entirety, including all references to Statistical Evaluation. All references to Section 106.05 shall be replaced with references to Section 106.04 Measured or Tested Conformance.

Section 107. – LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

107.01 Laws to be Observed. Delete in its entirety.

107.03 Bulletin Board. Delete in its entirety.

107.05 Responsibility for Damage Claims. Delete in its entirety.

107.06 Contractor’s Responsibility for Work. Delete in its entirety.

107.09 Legal Relationship of the Parties. Delete in its entirety.

107.10 Environmental Protection.

(b) Oil and hazardous substances. Add the following to the end of the third paragraph:

Sand or soils are not approved absorbent materials.

Add the following to the end of the fourth paragraph:

Report the spill to the appropriate federal, state, and local authorities as required by the SPCC plan or hazardous spill plan.

(c) Dirt, plant, and foreign material. Add the following:

All vehicles and equipment entering the project area must be clean of noxious weeds and free from oil leaks and are subject to inspection. Wash all construction equipment to thoroughly remove all dirt, plant, and other foreign material prior to entering the project. Particular attention must be shown to the under carriage and any surface where soil containing exotic seeds may exist. All the COR to inspect each piece of equipment before entering the project. Provide the cleaning and inspection records to the COR. Equipment found operating on the project that has not been inspected or has oil leaks will be shut down and subject to citation.

Add the sections following:

(e) Garbage. The Contractor shall daily contain or remove all garbage (particularly food products) from the vicinity of the work to minimize the risk of attracting predators.

Section 108. – PROSECUTION AND PROGRESS

Delete this section in its entirety.

Section 109. – MEASUREMENT AND PAYMENT

109.03 Weighing Procedures and Devices.

(c) Project weighing system. Add the following:

Manual scales may be used if approved in writing by the CO and if the method of weighing meets all other contract requirements. For aggregates weighed for payment, adjust scale weights of material to deduct the daily average moisture content in excess of 2 percentage points over optimum moisture as determined by AASHTO T 99 or the designated compaction method. If moisture determination is necessary, determine the daily average moisture content in accordance with AASHTO T 255, from not less than three representative samples of aggregate taken at random intervals each day that aggregate is being weighed.

109.06 Pricing of Adjustments. Delete in its entirety.

109.07 Eliminated Work. Delete in its entirety.

109.08 Progress Payments. Delete in its entirety.

109.09 Final Payment. Delete in its entirety.

DIVISION 150

PROJECT REQUIREMENTS

Section 151. – MOBILIZATION

Description

151.01 Add the following:

Work also includes loading and transporting Government furnished bridge and materials from storage location as shown on drawings.

Payment

151.03 Add the following:

Payment will be made under:

Item No. Description of Item Pay Unit 15101 Mobilization Lump Sum

Section 156. – PUBLIC TRAFFIC

156.01 Delete in its entirety and substitute the following:

This work consists of controlling and protecting traffic within the project area. This section supplements FAR Clause 52.236-13, Accident Prevention.

Construction Requirements

156.03 Delete this section in its entirety.

156.05 Maintaining Roadways During Work Delete in its entirety and substitute the following:

Perform roadway maintenance as follows:

(a) Maintain the roadway, detours, and diversions in a safe and acceptable condition. If corrective action is requested and the corrective action is not taken immediately, the condition may be corrected, and the cost of the corrective action deducted from monies due to the Contractor.

(b) Maintain intersections with roads, residences, ranches, and other features.

156.07 Limitations of Construction Operations. Delete (i) in its entirety and substitute the following:

(i) Contractor may close the project site for the duration of the performance period.

Install closure signs at location indicated on Project Location Map.

156.08 Nighttime Operations. Delete in its entirety.

156.09 Traffic and Safety Supervisor. Delete in its entirety.

156.11 Add the following:

The bid schedule does not contain an estimated quantity for Public Traffic. This work will not be paid for directly but will be considered a subsidiary obligation of the Contractor under section 635 Temporary Traffic Control.

DIVISION 200

EARTHWORK

Section 204. – EXCAVATION AND EMBANKMENT

204.14 Disposal of Unsuitable or Excess Material. Add the following:

Designated waste disposal area:

(a) All unsuitable and excess material shall be hauled to the waste area at the location shown on the drawing.

(b) The access road into the waste area should be cleared of brush. The waste disposal area will be marked with flagging by the Government. The waste will be placed toward the back of the existing stockpile site.

(c) Embankment materials in disposal site shall be compacted by tracking construction equipment over the materials in 2-foot lift, two passes for each lift is required.

(d) No nuclear testing is required.

(e) Embankment materials shall be placed at least four (4) feet away from the existing ditch lines.

(f) The surface of the embankment materials shall be slightly crowned. Edge of the embankment materials shall be sloped at 1-1/2 to 1. No embankment materials shall be left lodged against standing trees.

(g) Upon the completion of the embankment material, seeding and mulched shall be placed in accordance with Section 625 Turf Establishment.

204.17 Add the following:

Item No. Description of Item Pay Unit 20401 Excavation Lump Sum

DIVISION 300

AGGREGATE AND BASE COURSES

Section 302. – MINOR CRUSHED AGGREGATE

Measurement

302.07 Delete in its entirety and replace with the following:

Payment measured by the ton in the bid schedule and according to Subsection 109.04.

302.08 Add the following:

Item No. Pay Item Pay Unit 30201 3/4”-0” Base Aggregate Ton 30202 1-1/2”-0” Bedding Aggregate Ton

DIVISION 550

BRIDGE CONSTRUCTION

Section 552. – STRUCTURAL CONCRETE

552.01 Delete the first paragraph of Subsection 552.01 and replace with the following:

This work consists of furnishing, placing, finishing, and curing concrete to be cast-in-place in bridges, culverts, and other structures; furnishing precast concrete elements by forming, placing reinforcing steel, placing and finishing concrete, curing, and transporting members; and materials testing and implementing quality control procedures. When specified, work also includes installation of furnished precast concrete elements, including performing all necessary grouting, welding or other connections;

and repairs or finishing associated with transport and if shown on the plans, the removal of lifting devices.

Material

552.02 Add the following references to Subsection 552.02:

Dowel bars 709.01(f) Falsework and forms 562 Hook bolts 709.01(e) Mortar cement 701.02(b) Reinforcing steel 554 Structural Steel 717.01

552.03 Delete the first paragraph and substitute the following:

Design and produce concrete mixtures that conform to Tables 552-1, 552-2, and 552.3 as required for the class specified. Determine design strength values according to Section 4 of ACI 301, Specifications for Structural Concrete.

Delete Table 552-1 and its footnotes and replace with the following table and footnotes:

Table 552-1 Composition of Concrete

Class of Concrete

Minimum Compress Strength

@ 28-Days, f’c, Psi (MPa)

Maximum Water/

Cementitious Material

Ratio

Coarse Aggregate Size Number

AASHTO M 43 (1)

A 4500 (31.0) 0.45 5, 56, 57

A (AE) (5) 4500 (31.0) 0.45 5, 56, 57

C 4500 (31.0) 0.45 7, 78

C(AE) 4500 (31.0) 0.45 7, 78

D(AE) (2) 500 (34.5) 0.40 5, 56, 57

P (Precast, Prestressed) (3)(4)(5) See plans - 6, 7, 67, 68, 78

P(AE) (3)(4)(5) See plans - 6, 7, 67, 68, 78 S (Seal) - 0.54 5, 56, 57

(1) Meet the processing requirements of AASHTO M 43, Table 1 – Standard Sizes of Processed Aggregate.

(2) The maximum water-soluble chloride ion (Cl-) content is 0.15 percent by mass of cement. Determine the water-soluble chloride ion content of concrete made with mix ingredients at an age between 28 and 48 days according to ASTM C1218.

Submit test results with the concrete mix design for approval.

(3) The maximum water-soluble chloride ion (Cl-) content is 0.06 percent by mass of cement. Determine the water-soluble chloride ion content of concrete made with mix ingredients at an age between 28 and 48 days according to ASTM C1218.

Submit test results with the concrete mix design for approval.

(4) Use Class P (AE) concrete in the entire depth of the top flange of all multi-beam bride girders. In lieu of this, Class P (AE) concrete may be used for fabrication of the entire girder and throughout the entire depth of prestressed slabs. In all cases, furnish concrete meeting the 2/8 day specified minimum concrete strength requirements for the prestressed members as shown on the plans, unless otherwise specified.

(5) Use Class A (AE) or Class P (AE) concrete for precast elements to be used as substructure elements, such as footings or foundations. Use Class P (AE) concrete for fabrication of precast elements to be used in a precast (non-prestressed) superstructure element, including slabs, girders, and box culverts where traffic will be in contact with the horizontal top surface. In all cases, furnish concrete meeting the 28 day specified minimum concrete strength requirements for the precast or prestressed members as shown on the plans, unless otherwise specified.

552.03 Delete the second paragraph of Subsection 552.03 and replace with the following:

Submit written concrete mix designs on FHWA Form 1608, 552 Structural Concrete Mix Design Submittal, or other format that is professional in appearance and provides all of the required information in subsection (a) through (z) of this section, 552.03.

552.03 Delete the first and second sentences of the third paragraph of Subsection 552.03 and replace with the following:

Verify mixture design with trial mixes prepared according to Section 4 of ACI 301 from proposed sources or with previous concrete production data for the mixture design submitted from proposed sources. Allow at least 30 calendar days for approval before production.

552.03 Delete item (w) from the third paragraph of Subsection 552.03 and substitute the following:

(w) Specified design strength (f’c) and required average strength (f’cr) for the concrete mixture at 28 days as determined by the process described in Section 4 of ACI 301. This process and associated calculations are outlined on FHWA Form 1608, pages 4 and 5. Pending 28-day strength results, a mix design may be approved on the basis that 7-day compressive strength results meet or exceed 85 percent of the required average strength (f’cr) at 28 days;

552.03 Add the following item under the list of items to be included in the mix design submittal:

(z) Evaluation of potential aggregate reactivity.

552.08 Delivery

Delete the last sentence of the first paragraph of Subsection 552.08(a) and replace with the following:

Do not exceed 130 total revolutions at mixing speed, including both initial mixing and remixing. Do not exceed 300 total revolutions, including both mixing and agitating speed.

Delete table 552-4 and its footnotes and replace with the following table and footnotes:

Table 552-4 Concrete Remixing and Discharge Time Limits

Cement Type (1) Admixtures Remixing Time Limit (hour)

Discharge Time Limit (hour)

Type I, IA, II, IIA, V, or approved blended hydraulic cement

None 0.75 1.00

Type I, IA, II, IIA, V, or approved blended hydraulic cement

ASTM C494, Type B, D, or G(2)

1.25 1.50

Type I, IA, II, IIA, V, or approved blended hydraulic cement

Hydration stabilizer 3.00 Approved design discharge time limit,

3.50 maximum

Type III None 0.50 0.75

Type III ASTM C494, Type B, D, or G(2)

1.00 1.25

(1) AASHTO M 85 or AASHTO M 240 as applicable.

(2) ASTM C494 defines Type B as a retarding admixture, Type D as a Water-reducing and retarding admixture, and Type G as a Water-reducing, high range, and retarding admixture.

552.18 Loads on New Concrete Structures. Add the following paragraph

Do not allow public traffic on the bridge until approaches, curbs, and bridge rail are complete and in-place. Erect barricades at each end of bridge spans when road approaches allow vehicles to drive directly onto the structure.

Delete Subsections 552.20, 552.21, and 552.22 and replace with the following:

552.20 Precent Elements. Precast concrete elements and members considered structural in nature shall meet the following specifications of this section.

(a) Certification and/or Quality Assurance of precast Manufacturing Plant. Furnish precast concrete members using a plant with one of the following certifications, appropriate to the type of member being fabricated:

(1) Precast/Prestressed Concrete Institute (PCI)

(a) Bridge 1, Precast Bridge Products (no prestressed reinforcing).

(b) Commercial 1, Precast Concrete Products (no prestressed reinforcing).

(2) National Precast Concrete Association (NPCA)

(3) American Concrete Pipe Association (ACPA)

When available, submit a copy of the transmittal letter of the latest PCI, NPCA, or ACPA inspection and certification with the shop drawings.

In Lieu of the above certification, the Contractor shall retain a professional engineer to provide quality assurance for the work by inspection and certifying in writing the concrete members are constructed in accordance with the contract specifications and SR Section 552 and shall include information including but not limited to the following:

(a) Shop drawings review.

(b) Concrete member dimensions.

(c) Concrete mix design.

(d) Aggregate sources, moisture contents, test results.

(e) Steel reinforcing placement.

(f) Concrete curing and strength test results.

(g) Concrete material certifications.

(h) Placement mixing, delivery and sampling.

(i) Properly calibrated production and test equipment

(j) Proper records keeping including; personnel qualifications and training records, material sources, quality control testing results for the aggregate and concrete, pre-pour and post-pour inspection reports, batching records, disposition of failing products, and shipping.

Material sources shall be on the State’s approved supplier list or approved in writing by the

CO.

Furnish the certification or supplemental information above to the CO prior to shipment of materials and installation at the job site.

Perform all sampling, testing, and inspection necessary to ensure quality control of the component materials and the concrete. Sample and test for quality control and acceptance testing in accordance with the AASHTO or ASTM test methods prescribed in Section 552.

Maintain adequate records of all inspections and tests. Keep records that indicate the nature and number of observations made, the number and type of deficiencies found, the quantities approved and rejected, and the nature of any corrective action taken.

(b) Precast Manufacturing Plant (i.e. Casting Yard). The precasting of concrete structural members may be done at a casting yard of an industry-certified plant or a casting yard of the Contractor’s choice with the appropriate certifications discussed above.

(c) Tolerances. Place and consolidate concrete so that shrinkage cracks are minimized in the member.

Verify that the prefabricated elements will fit-up and align properly before shipping from the precast facility. Assembling each superstructure and substructure composed of prefabricated elements in the yard prior to shipping the elements to the project site is a suitable way to perform such verification. If assembled in the yard, use blocking to simulate the support of the elements and the spacing between the elements. Verify all elements are constructed in compliance with all plan requirements. Dry fit all connections in the fabrication yard prior to installation of the elements at the bridge site.

Fabricate precast concrete foundation units straight and true size and shape with exposed edges and corners precise and true so each finished unit complies with the following dimension tolerances as well as position tolerances for cast in items:

(1) Do not vary the length by more than ¾ inch.

(2) Do not vary the height/width from that shown in the design by more than ¼ inch.

(3) Do not allow defects in local smoothness that vary more than ¼ inch in 10 feet for any surface, except when special finishing or form liners are called out or accepted as part of the submittal.

(4) Do not vary the position of inserts for structural connections from that shown in the shop drawings by more than ½ inch, except as submitted and approved.

(5) Comply with Section 554 Reinforcing steel in the placement of mild reinforcement.

(d) Submittals. Submit four (4) sets of shop drawings to the CO for approval according to subsection 104.03, a minimum of 21 days before fabrication of the precast member(s). In lieu of hard copy shop drawing submittals, electronic submittals are acceptable. Show all details necessary for fabrication, including the following:

(1) Details and location of all lifting holes, inserts, hardware, devices, and any additional reinforcing required for lifting. Include supporting calculations and lifting procedures.

(2) Description of the method of curing, handling, storing, and transporting the elements.

(3) Concrete mix design for all precast elements.

(4) Details and location of Government-furnished date plate if shown on the plans.

(e) Quality Assurance.

(1) Permanently mark each element with date of fabrication, supplier identification and module identification. Stamp markings in fresh concrete.

(2) Prevent cracking or damage of precast components during handling and storage.

(3) Replace or repair defective or broken precast concrete deck and concrete deck overhang elements according to section 106. Requests to repair defective or broken elements are subject to the following;

(a) Obtain approval before performing concrete repairs.

(b) Concrete repair work must re-establish the module’s structural integrity, durability, and aesthetics to the satisfaction of the CO.

(c) Describe the cause of damage and the corrective action taken to eliminate future damage.

(d) Submit an updated CPM schedule showing the effects of repair work on project completion.

(4) Elements will be rejected if they do not conform to the contract documents, and for the following reasons:

(a) Full-depth cracking of concrete and concrete breakage that is not repairable.

(b) Cracks that extend to the nearest reinforcement place, or fine surface cracks that do not extend to the nearest reinforcement plane but are numerous or extensive.

(c) Camber that does not meet the requirements of the plans, or fabrication drawings.

(d) Honeycombed texture.

(e) Dimensions exceeding the allowable tolerances.

(f) Damage during fabrication, transportation, erection, or construction.

(5) Document all test results for structural concrete. Show in the quality control files at least the following information:

(a) Element identification.

(b) Date and time of fabrication concrete pour.

(c) Concrete cylinder test results.

(d) Concrete mix design and the batch print out.

(e) Form-stripping date.

(f) Location and number of blockouts and lifting inserts.

(g) Temperature, moisture, and duration of curing periods.

(h) Approved repair procedures.

(f) Handling, storing, and transporting.

(1) Damage/Cracking. Prevent cracking or damage of prefabricated elements and modules during handling, storing, and transporting.

(2) Precast Element Sizes. Finalize the size of precast elements with consideration for shipping restrictions, equipment availability, and site constraints. Show the final element sizes on the assembly plan.

(3) Lifting Devices. The design and detailing of the lifting devices are the responsibility of the contractor. Use lifting devices in a manner that does not cause damage, cracking, or torsional forces. Place the lifting devices in locations that are not visible once the prefabricated element is placed, or within recessed pockets that can be patched after installation.

(4) Safety. The Contractor is responsible for the safety and stability of prefabricated elements during all stages of handling, transportation, and construction.

(5) Handling and Storing. Store the precast units in a horizontal and upright position, supported at their designated bearing points. Follow Chapter 5 of the PCI Design Handbook for handling and erection bracing requirements.

Lift the precast elements so that the angle between the top surface of the precast element and the lifting line is not less than 60 degrees when measured from the top surface of the precast elements to the lifting line. If two cranes are used, then the lifting lines shall be vertical. Lift the modules at the designated points. The Contractor is responsible for handling stresses in the modules. Choose the locations of the lifting points so that the anticipated flexural tensile stress induced in the top of the structural concrete for the assumed support locations is not greater than the allowable stress.

Select smooth and well compacted storage areas to prevent damage due to differential settlement. Support precast elements during storage to prevent cracking or creep induced deformation (sagging). Check precast elements at least once per month to ensure that creep‐induced deformation does not occur.

Protect the elements from freezing temperatures for 5 days after casting or until precast concrete attains design compressive strength. Do not remove thermal protection for any length of time before the units attain the specified compressive strength when the surrounding air temperature is below 20 °F (‐6 °C).

Before transporting precast concrete members, provide written certification that the members were fabricated and visually inspected in conformance with 552 and meet minimum quality requirements.

(6) Additional Reinforcement. Provide additional reinforcement, as needed, to meet the requirements of handling, transporting, and erecting precast members.

(7) Requirements Prior to Shipping. Do not ship precast concrete members until concrete cylinder tests, manufactured from the same concrete and cured under the same conditions as the members, indicate that the concrete in each member has attained the minimum required design strength and is at least 7 days old.

(g) Installation.

(1) Install members without damage to structural capacity, shape, or finish. Replace or repair damaged members.

(2) Install members level and plumb without exceeding the following allowable tolerances:

(a) Plan Location from Design Datum: Plus or Minus ½ in. (±13mm).

(b) Top Elevation from Nominal Top Elevation: Plus or Minus 3/8 in. (±6mm).

(c) Maximum Plumb Variation over the Lesser of Height of Structure or 100 ft (30 m): 1 in. (25 mm).

(d) Plumb in Any 10 ft (3 m) of Element Height: ¼ in. (6mm).

(e) Maximum Jog in Alignment of Matching Edges: ¼ in. (6mm).

552.21 Acceptance.

See Table 552-9 for sampling, testing, and acceptance requirements and the quality characteristic category.

Reinforcing steel, anchor devices, elastomeric bearings, and material for concrete and grout will be evaluated under Subsection 106.03. Furnish production certifications for hydraulic cement, reinforcing steel, and any other cementitious materials.

Cast in place concrete mixture’s slump, air content, density, and temperature will be evaluated under Subsections 106.02 and 106.04.

Concrete compressive strength will be evaluated under Subsection 106.05. The lower specification limit is the minimum required compressive strength at 28 days (f’c) specified in the contract. Remove and replace concrete represented by cylinders having a compressive strength less than 90 percent of the minimum 28-day strength (f’c).

Concrete for precast concrete members will be evaluated under Subsections 106.02, 106.03, and 106.04.

Construction of all precast concrete members and concrete structures (including batching, placing, finishing, and curing concrete) will be evaluated under Subsections 106.02 and 106.04.

Reinforcing steel will be evaluated under Section 554.

Falsework and forms will be evaluated under Section 562.

552.22 Measure the Section 552 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable.

When measuring structural concrete by the cubic yard (cubic meter), measure in the structure.

Do not measure reinforcing steel, concrete, anchorages, plates, nuts, and other material contained within or attached to the unit for precast concrete structural members.

552.23 The accepted quantities will be paid at the contract price per unit of measurement for the Section 552 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05

571 – PREFABRICATED STRUCTURES

Add section when a prefabricated structure or structure component will be designed by a fabricator.

571.01 This work consists of designing, fabricating, delivering and installing prefabricated modular bridge superstructures, substructures and all related components. The work also includes excavation and backfill and anchoring bridge superstructures to abutments as required.

Material

571.02 Conform to the following Subsections:

Bridge Railing 556 Precast Concrete 552 Reinforcing Steel 554 Steel Structures 555 Structural Metal 717 Structural Concrete 552

Concrete compressive strength, structural steel tensile strength, finish and designation, and other material specifications shall be as required or if not listed in the contract documents, take them from the manufacturer’s drawings, and have them approved by the CO prior to fabrication.

571.03 Design requirements. For required design standards and loadings use AASHTO “LRFD Bridge Design Specifications” current edition, except where bridge plans require additional loads or configurations.

Submit shop drawings and design calculations signed by a professional engineer registered in the state where the bridge will be located or in the state where the bridge is manufactured.

Submit a load rating for the superstructure of the bridge, as designed, stamped and signed by a professional engineer registered in the state of Oregon, with a note stating the load rating is for the superstructure as designed. Perform the load rating in accordance with the AASHTO, Manual for Bridge Evaluation, for the following vehicle configurations: HL-93, Type 3, Type 3S2 (federal and ODOT), Type 3-3, NRL, Special Hauling Vehicles (ODOT) SU4 through SU7, and Emergency Vehicles EV2 and EV3, providing rating factors for each of these configurations utilizing the Load and Resistance Factor Rating method.

571.04 Design Drawings. When furnishing a prefabricated bridge superstructure, submit design drawings, calculations, or shop drawings at least 21 days in advance of the start of fabrication to allow time for review and correction of any changes and approval by the CO. Include plan, elevation, and section views of the modular bridge superstructure, dimensions of all components, welding and connection details, and general and specific notes regarding design and construction.

When furnishing prefabricated substructure components, submit design drawings, calculations, or shop drawings at least 21 days in advance of the start of fabrication to allow time for review and correction of any changes and approval by the CO. Include plan, elevation and section views of the prefabricated substructure units, dimensions, connection details, and general and specific notes regarding design and construction, including calculations and notes verifying the final constructed product will perform within the allowable bearing capacity shown on the plans and the abutments will be stable for lateral earth pressures.

571.05 General. Perform excavation, backfill and embankment work under sections 204, 208 and 209.

Construct approaches that allow a smooth transition onto the bridge. Ensure the deck surface and superstructure components are clean and free of debris until final acceptance of the project.

571.06 Performance. Notify the CO at least 7 days before delivering the structure components to the project site or to a designated storage location.

If the prefabricated superstructure is not installed immediately upon delivery to the project site, provide appropriate equipment and labor to unload and stack, support, and store all material at the delivery point.

Support and stack all components to prevent damage. Furnish and install blocking to support all components.

Furnish all tools, devices, special equipment, and material needed for installation in well-marked watertight containers suitable for long-term, outdoor storage.

571.07 Contractor Furnished Prefabricated Bridge Superstructure, Substructure, or Structure Components. Furnish the following items for approval prior to delivery of the bridge component:

(a) Certification of structural steel, fasteners, and hardware.

(b) Certification of galvanizing process used.

(d) Precast fabrication certification that precast concrete components meet the fabrication and quality control requirements as submitted in accordance with 552.20.

(e) A complete list of all structure components, hardware, and fasteners.

(f) Complete instructions and drawings. Provide drawings that are black line, of reproducible quality, on 11x17 sheet size. Furnish the same information in an approved electronic format.

571.08 Acceptance. Materials for the structure will be evaluated under Subsections 106.02 and 106.03, and in accordance with the Acceptance Subsection for each material as referenced in 571.02.

571.09 Measure the Section 571 pay items listed in the bid schedule according to Subsection 109.02.

571.10 The accepted quantities will be paid at the contract price per unit of measurement for the Section 571 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

DIVISION 600

INCIDENTAL CONSTRUCTION

Section 625. – TURF ESTABLISHMENT

625.01 Delete in its entirety and replace with the following:

This work consists of spreading grass seed and straw mulch over areas of disturbed soil. Mulch shall comply with 713.05(a). Government to furnish a native grass seed mix in sufficient quantity for the sites. Native grass seed will be available for pick up at the Coos Bay District office located at 1300 Airport Lane North Bend, OR 97459 during regular business hours. Arrange pick up time with the COR 24 hours in advance.

625.12 Add the following:

Item No. Pay Item Pay Unit 62501 Seeding & Mulching Lump Sum

Section 633. – PERMANENT TRAFFIC CONTROL

633.01 Delete in its entirety and replace with the following:

This work installing Government furnished object markers.

Section 635. – TEMPORARY TRAFFIC CONTROL

635.25 Add the following:

Payment will be made under:

Item No. Pay Item Pay Unit 63501 Temporary Traffic Control Lump Sum

DIVISION 700

MATERIAL

Section 717. – STRUCTURAL METAL

Delete Subsection 717.01 (e) and replace it with the following:

717.01 Structural Steel.

(e) High-strength bolts, nuts, and washers. Conform to ASTM F3125, Grade A325 or A490 as specified. Use Type 1 bolts with steels other than weathering steel. Use Type 3 bolts with weathering steel.

Grade A325, Type 1 bolts may be either hot-dip galvanized according to AASHTO M 232, Class C or mechanically galvanized according to ASTM B695, Class 50. Retest galvanized bolts after galvanizing according to ASTM F3125. Do not galvanize Grade A490 bolts.

Galvanize washers, nuts, and bolts of any assembly by the same process. Overtap the nuts to the minimum required for the fastener assembly and lubricate with a lubricant containing a visible dye.

Except as noted below, for Grade A325, Type 1 bolts, use nuts conforming to ASTM A563, Grades DH, DH3, D, C, or C3. For Grade A490, Type 1 bolts, use nuts conforming to ASTM A563, Grade DH. Heat treat nuts to be galvanized to Grade DH. Lubricate galvanized nuts with a lubricant containing a visible dye.

Provide plain nuts with a minimum hardness of 89 HRB. Use only Grade C3 or Grade DH3 nuts with Grade A325, Type 3 bolts. Use only Grade DH3 nuts with Grade A490, Type 3 bolts.

Use washers conforming to ASTM F436.