Attachment B - SPS_Memaloose_Rest Stop_Improvements_TechnicalSpecs_2of2 hh.pdf

BID BOOKLET

FOR HIGHWAY CONSTRUCTION

BID BOOKLET 2 OF 2

OREGON TRAVEL INFORMATION COUNCIL

SALEM, OREGON

THE MEMALOOSE EASTBOUND AND WESTBOUND

REST AREA BUILDING IMPROVEMENTS

SIDEWALK, WATER, SEWER, BUILDING

I-84, EASTBOUND AND WESTBOUND, MP: 72.7-73.3

WASCO COUNTY, OREGON

FEBRUARY 2025

OREGON DEPARTMENT OF TRANSPORTATION

SALEM, OREGON

APPLICABLE SPECIAL PROVISIONS

The Special Provisions booklet applicable to the above-described work, for which Bids will be opened at the place, time, and date stated above, is that which contains the exact information as shown above on this page.

Bidders are cautioned against basing their Bids on a booklet bearing any different description, date(s), Class of Project, or Class of Work.

PROJECT INFORMATION

Information pertaining to this Project may be obtained from the following:

Heather Peck Rest Area Program Administrator & Project Manager 1500 Liberty St SE, Suite 150 Salem 97302 Email: Heather.PECK@tic.oregon.gov

All requests for information must be in writing with reference to the Project name.

mailto:Heather.PECK@tic.oregon.gov

TABLE OF CONTENTS FOR SPECIAL PROVISIONS

WORK TO BE DONE

PART 1 GENERAL

PART 1 GENERAL

PART 2 PRODUCTS

PART 3 EXECUTION

PART 4 GENERAL

PART 5 PRODUCTS

PART 6 EXECUTION

PART 7 PRODUCTS

PART 8 EXECUTION

PART 9 PRODUCTS

PART 10 EXECUTION

PART 11 GENERAL

PART 12 PRODUCTS

PART 13 Adhesives

PART 14 EXECUTION

PART 15 GENERAL

PART 16 PRODUCTS

PART 17 EXECUTION

PART 18 GENERAL

PART 19 PRODUCTS

PART 20 EXECUTION

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 1

SPECIAL PROVISIONS

WORK TO BE DONE

The Work to be done under this Contract consists of the following:

1. Expand and Renovate the Existing Westbound and Eastbound Restrooms.

2. Retrofit Sewer and Potable Water Connections for Building Expansions.

3. Remove and Re-install Sidewalk

Perform additional and Incidental Work as called for by the Specifications and Plans.

AUTHORITY OF CONSULTANT

The consultant will be directly in charge of the Project. However, the consultant’s authority on this Project is as designated in the official "Consultant Agreement" for this Project, and as designated by the Engineer. This does not include authority to approve Contract changes or semifinal and Final Inspection of the Project.

APPLICABLE SPECIFICATIONS

The Specifications that are applicable to the Work on this Project is the 2024 edition of the "Oregon Standard Specifications for Construction", as modified by these Special Provisions.

All Sections in Part 00100 apply, whether or not modified or referenced in the Special Provisions.

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

CLASS OF PROJECT

This is a State Project.

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 2

OREGON TRAVEL INFORMATION COUNCIL

SPECIAL PROVISIONS

FOR

SIDEWALK, WATER, SEWER, BUILDING

REST AREA BUILDING IMPROVEMENTS

I-84, EASTBOUND AND WESTBOUND, MP: 72.7-73.3

WASCO COUNTY, OREGON

PROFESSIONAL OF RECORD CERTIFICATION:

Seal w/signature

I certify the Special Provision Section(s) listed below are applicable to the design for the subject project for site sidewalk, water, and sewer work. Modified Special Provisions were prepared by me or under my supervision.

Section(s) 0010, 00120, 00130, 00140, 00150, 00160, 00165, 00170, 00180, 00190, 00195, 00196, 00197, 00199, 00210, 00220, 00221, 00222, 00237, 00280, 00305, 00310, 00320, 00330, 00445, 00490, 00641, 00759, 01140, 01170, 02001, 02690

FINAL ELECTRONIC DOCUMENT AVAILABLE UPON REQUEST

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 3

SECTION 02 41 16

STRUCTURE DEMOLITION

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Structure Demolition:

1. Demolition of designated building structures.

2. Demolition of designated site improvements including paving, curbing, site walls, and utility structures.

3. Demolition of below-grade foundations and site improvements to depth to avoid conflict with new construction or site work.

4. Removal of hollow items or items which could collapse.

5. Salvage of designated items.

6. Protection of site work and adjacent structures.

7. Disconnection, capping, and removal of utilities.

8. Pollution control during building demolition, including noise control.

9. Removal and legal disposal of materials.

10. Protection of designated site improvements and adjacent construction,

11. Interruption, capping or removal of utilities as applicable.

1.2 SUBMITTALS

A. Schedule: Submit for approval demolition schedule, including schedule and methods for capping utilities to be abandoned and maintaining existing utility service.

1.3 QUALITY ASSURANCE

A. Codes and Regulations: Comply with governing codes and regulations. Use experienced workers.

1.4 PRE-INSTALLATION MEETINGS

A. Convene minimum two weeks prior to starting work of this section.

1.5 SEQUENCING

A. Immediate areas of work will not be occupied during demolition. The public, including children, may occupy adjacent areas.

B. No responsibility for buildings and structures to be demolished will be assumed by the Owner.

C. Ensure that products of this section are supplied to affected trades in time to

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 4

prevent interruption of construction progress.

PART 2 PRODUCTS - Not applicable to this Section

PART 3 EXECUTION

3.1 STRUCTURE DEMOLITION

A. Demolition Operations: Do not damage building elements and improvements indicated to remain. Items of salvage value, not included on schedule of salvage items to be returned to Owner, shall be removed from structure. Storage or sale of items at project site is prohibited.

B. Utilities: Locate, identify, disconnect, and seal or cap off utilities in buildings to be demolished.

C. Shoring and Bracing: Provide and maintain interior and exterior shoring and bracing.

D. Occupied Spaces: Do not close or obstruct streets, walks, drives or other occupied or used spaces or facilities without the written permission of the Owner and the authorities having jurisdiction. Do not interrupt utilities serving occupied or used facilities without the written permission of the Owner and authorities having jurisdiction. If necessary, provide temporary utilities.

E. Operations: Cease operations if public safety or remaining structures are endangered. Perform temporary corrective measures until operations can be continued properly.

F. Security: Provide adequate protection against accidental trespassing. Secure project after work hours.

3.2 SCHEDULE

A. Items for Protection During Demolition include but are not limited to:

1. Designated site improvements, trees, and plantings.

2. Structures adjacent construction.

3. Parts of the structure that shall remain per construction documents

4. Existing finishes that shall remain

B. Items to be Salvaged for Reinstallation:

1. All Exterior Flood Lights

2. Water Fountains

3. Electrical Outlets

C. Items to be Salvaged for Delivery to Owner:

1. Doors and hardware.

2. Toilet accessories.

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3. Light fixtures.

4. Plumbing fixtures.

5. Decorative elements.

D. Utilities Requiring Interruption, Capping, or Removal:

1. Electric.

2. Heat.

3. Water.

4. Sewerage.

END OF SECTION

SECTION 03 21 00

REINFORCING STEEL

PART 1 GENERAL

1.1 SUMMARY

A. This Section includes all the work necessary to furnish all labor, materials, equipment, and services necessary to furnish reinforcing steel, accessories, welding, equipment and services, and place concrete reinforcement.

B. Section includes:

1. Reinforcing steel.

1.2 RELATED SECTIONS

A. Section 03 30 00 – Cast-In-Place Concrete Work.

B. Section 04 22 00 Concrete Masonry Units.

1.3 SUBMITTALS

A. Shop Drawings: Submit shop drawings of detailed placing and bending lists for the ENGINEER's approval before the reinforcement is fabricated.

B. Submit information on any reinforcing to be field bent as covered in Section 3.1.B.

C. Mill Certificates: Mill test certificates shall be submitted to the ENGINEER to certify that the reinforcing steel meets the specified requirements. Mill test certificates shall be furnished and paid for by the CONTRACTOR.

D. In addition, the ENGINEER may require that test samples be taken, and test certificates be furnished by a reputable material testing laboratory at the OWNER's expense.

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1.4 REFERENCES

A. American Concrete Institute (ACI)

1. ACI 117 “Specifications for Tolerances for Concrete Construction and Materials and Commentary”

B. American Welding Society (AWS)

1. AWS D1.4 “Structural Welding Code – Reinforcing Steel”

C. ASTM International (ASTM)

1. ASTM A184 “Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement”

2. ASTM A615 “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement”

3. ASTM A706 “Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement”

4. ASTM A767 “Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement”

5. ASTM A775 “Standard Specification for Epoxy-Coated Steel Reinforcing Bars”

6. ASTM A884 “Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement”

7. ASTM A934 “Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars”

8. ASTM A955 “Standard Specification for Deformed and Plain Stainless-Steel Bars for Concrete Reinforcement”

9. ASTM A970 “Standard Specification for Headed Steel Bars for Concrete Reinforcement”

10. ASTM A1022 “Standard Specification for Deformed and Plain Stainless-Steel Wire and Welded Wire for Concrete Reinforcement”

11. ASTM A1044 “Standard Specification for Steel Stud Assemblies for Shear Reinforcement of Concrete”

12. ASTM A1055 “Standard Specification for Zinc and Epoxy Dual Coated Steel Reinforcing Bars”

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13. ASTM A1060 “Standard Specification for Zinc-Coated (Galvanized) Steel Welded Wire Reinforcement, Plain and Deformed, for Concrete”

14. ASTM A1064 “Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete”

D. Concrete Reinforcing Steel Institute (CRSI)

1. CRSI 10MSP “(2018) Manual of Standard Practice”

2. CRSI RB4.1 “(2016) Supports for Reinforcement Used in Concrete”

1.5 QUALITY CONTROL

A. The ENGINEER may require that test samples be taken, and test certificates be furnished by a reputable material testing laboratory at the OWNER's expense.

PART 2 PRODUCTS

2.1 DEFORMED REINFORCING BARS

A. Unless otherwise specified, reinforcing steel shall be Grade 60 billet steel conforming to ASTM Specification A615 or ASTM 706.

1. All such reinforcing shall be deformed steel bars with deformations conforming to the requirements set forth in ASTM Specification A615 or ASTM 706

2. Stirrups and Ties shall be Grade 60.

B. Spiral reinforcement and steel wire shall be cold-drawn steel wire conforming to the requirements of ASTM Specification A1064 unless shown otherwise on the Drawings.

C. Welded Wire Fabric (WWF) shall conform to ASTM Specification A1064.

D. Bar and rod mats for concrete reinforcement conforming to ASTM A184

E. Tie wire, 16 gauge or heavier black annealed wire.

F. Varying grades shall not be used interchangeably in structures.

G. Reinforcing bars shall conform to the requirements of ACI 318 with lengths and bends in accordance with the fabrication tolerances of ACI 117.

1. Reinforcing bars shall be shop fabricated unless approval is provided by the ENGINEER for field bends. See Section 3.1.B for additional information on field bending.

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 8

2. Bending shall be done cold and accomplished so that the steel will not be damaged.

3. Kinked bars shall not be used.

2.2 PLAIN REINFORCING BARS

Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A1064 unless shown otherwise on the Drawings.

Plain smooth dowels and ¼-inch diameter smooth bars conforming to ASTM A615 Grade 60.

2.3 SUPPORTS

A. Bar supports shall conform to ACI 315 and CRSI Manual of Standard Practice, Chapter 3, Bar Supports

B. Bar supports shall consist of approved high density "dobies", stainless steel chairs, plastic spacers, or plastic shim plates.

1. Brick, broken concrete masonry units, spalls, rocks or similar materials other than dobies shall not be used for support of reinforcing steel.

2. Steel chairs shall be furnished with plastic tips when incorporated into concrete exposed to view, such as in the roof slab.

3. Plastic spacers shall be PRECO BARSPAN WHEELS, as manufactured by the PRECO CORPORATION or equal.

4. Plastic shim plates may be used to support the plastic spacers and shall be used to support the vertical reinforcing in the corewall, unless shown otherwise on the Drawings.

C. Hot-dipped Galvanized Reinforcing Bars

When reinforcing bars are indicated on the Drawings to be hot-dipped galvanized, they shall be galvanized in accordance with ASTM A767 and ASTM A143. The grade of reinforcing bars shall be as specified under Section 2.1. The bars shall be galvanized in conformance with a Class 1 coating and shall be galvanized after fabrication and shearing.

D. Steel Tie Wire: Annealed steel tie wire shall be used to fasten the reinforcing steel in place.

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 9

PART 3 EXECUTION

3.1 REINFORCING BARS

Comply with the specified codes and standards and Concrete Reinforcing Steel Institutes recommended practice for "placing reinforcing bars," for details and methods of reinforcement placement and supports, and as herein specified.

A. General

1. Mild steel reinforcing bars shall be furnished, cut, bent and placed as indicated on the Drawings.

2. At the time of placing concrete, all reinforcement shall be free from loose mill scale, rust, grease, oil, or other coating which might destroy or reduce its bond with concrete.

a. Reinforcing bars with rust, mill scale or a combination of both will not be acceptable without cleaning or brushing provided that upon wire brushing a sample, the dimensions including height of deformations and weights shall not be less than the applicable ASTM requirements. Steel reinforcement which is to be placed in the work shall be stored under cover to prevent rusting and shall be placed on blocking such that no steel touches any ground surface.

3. All reinforcing steel placed in the work shall be tied together and supported in such a manner that displacement during placing of concrete and shotcrete will not occur.

4. When there is a delay in depositing concrete, reinforcement shall be re-inspected and cleaned when necessary.

B. Fabrication (Cutting and Bending)

1. Steel reinforcement shall be cut and bent in accordance with ACI 318 and to the tolerances of ACI 117 with approved practices and machine methods.

a. Bar bending shall be performed in the shop and all bars shall be bent cold.

b. If field bending is required, submit locations requiring field bending to the ENGINEER for review and approval.

c. Rebending of reinforcing bars that have been bent incorrectly is not permitted.

d. Bending, rebending, or straightening of reinforcing bars that have been cast into concrete is not permitted.

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 10

2. Reinforcement shall be accurately formed to the dimensions indicated on the Drawings and on the bending schedule.

3. Bends for hooks on bars shall be made around a pin having a diameter not less than six times the minimum thickness of the bar.

4. Deliver reinforcing bars bundled, tagged, and marked. Tags must be metal with bar size, length, mark, and other information pressed in by machine. Marks must correspond with those used on the placing drawings.

5. Do not use reinforcing that has any of the following defects:

a. Bar lengths, depths, and bends beyond the specified fabrication tolerances.

b. Bends or kinks not indicated on the drawings or approved shop drawings.

c. Bars with reducing cross-section due to rusting or other causes.

6. Replace defective reinforcement with new reinforcement having the required shape, form, and cross-section area.

C. Minimum Bar Spacing

The clear distance between parallel bars shall not be less than one and one-half times the diameter of the bars and, unless specifically authorized, shall in no case be less than 1-inch, nor less than the maximum size of coarse aggregate specified.

D. Concrete Cover (Minimum)

1. On all formed surfaces which will be exposed to water, ground or the elements, there shall be a nominal cover over the steel of 2.0-inches for bars number 6 through number 18 and 1-1/2 inches for bars number 5 and smaller, with an installation tolerance of + 1/4 inch. When crossing bars of different diameter are encountered in one face, one shall consider the bar size and location that will provide the largest cover over the nearest steel to the outside surface.

2. Unless otherwise specified in these specifications or shown on the Drawings, all reinforcing steel facing subgrades for concrete construction of the foundation or below-grade elements shall be given a nominal protective cover of 3.0-inch minimum. The largest cover shall be used when different size bars are encountered in one face.

3. The minimum cover over reinforcing steel for concrete construction of other facilities shall be as shown on the Drawings.

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4. No "bury" or "carrier" bars will be allowed unless specifically approved by the

ENGINEER.

E. Splicing

1. Except as shown or specified on the Drawings, reinforcing steel shall not be spliced at any location without specific approval by the ENGINEER. Splices in adjacent bars shall be staggered.

2. Where permitted or required, splices in reinforcing steel shall have sufficient lap to transfer full strength of the bar by bond and shear. Unless specified or shown otherwise on the Drawings, the bars at a lap splice shall be in contact with each other. In no event shall the lap be less than 40 diameters of the spliced bars.

3. Unless specified or shown otherwise on the Drawings, bars shall be lap spliced in accordance with ACI 318 and shall be fastened together with steel tie wire.

4. Unless shown otherwise on the Drawings, where bars are to be lapped spliced at joints in the concrete, all bars shall project from the concrete first placed, a minimum length equal to the lap splice length indicated on the Drawings. All concrete or other deleterious coating shall be removed from dowels and other projecting bars by wire brushing or sandblasting before the bars are embedded in a subsequent concrete placement.

F. Supports

1. All reinforcement shall be retained in place, true to indicated lines and grades, by the use of approved bar supports. The CONTRACTOR shall submit for ENGINEER's approval, samples of all bar supports he proposes to use along with a written description of where each bar support will be used.

2. The supports shall be of sufficient quantity, strength, and stability to maintain the reinforcement in place throughout the concreting operations. Bar supports shall be placed no further than 4 feet apart in each direction. Supports must be completely concealed in the concrete and shall not discolor or otherwise mar the surface of the concrete. The CONTRACTOR shall be held responsible for providing the appropriate quantity and type of bar supports.

3. Do not place reinforcing bars more than two inches beyond the last leg on continuous bar support. Do not use supports as bases for runways for concrete conveying equipment and similar construction loads.

G. Bar Tying

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1. Bars shall be tied sufficiently often to prevent shifting. There shall be at least three ties in each bar length (this shall not apply to dowel laps or to bars shorter than 4 feet, unless necessary for rigidity).

2. Slab bars shall be tied at every intersection around the periphery of the slab.

Wall bars and slab bar intersections shall be tied at not less than every fourth intersection, but at not greater than the following maximum spacings:

Slab Bars (in) Wall Bars (in)

Bars No. 5 and smaller 60 48

Bars No. 6 through No. 9 96 60

Bars No. 10 through No. 11 120 96

H. Reinforcement Around Openings -- Where reinforcing steel has to be cut to permit passage of pipe or to create openings, and should no detail be shown for extra reinforcing in such areas, the area of steel removed by the creation of the opening must be replaced by placing at least double the area of steel removed by the opening equally around the openings. The steel shall be placed such that it extends 5 feet beyond the opening on each side to provide for sufficient bond.

3.2 WELDED WIRE FABRIC REINFORCEMENT

A. General

1. All necessary tie wiring, spacing chairs, or supports shall be installed to keep the welded wire fabric in place while concrete is being placed.

2. The welded wire fabric shall be bent as shown or required on the Drawings to fit the work. Welded wire fabric shall be rolled or otherwise straightened to make a perfectly flat sheet before placing in the Work.

B. Splicing

1. Welded wire fabric shall be lap spliced as indicated on the Drawings. If the lap splice length is not indicated on the Drawings, the welded wire fabric shall be spliced in accordance with ACI 318 and no less than a minimum of 40 wire diameters of the lapped wire, or 12 inches, whichever is greater.

2. Offset end laps in adjacent widths to prevent continuous laps in either direction.

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 13

END OF SECTION

SECTION 03 30 00

CAST-IN-PLACE CONCRETE WORK

PART 4 GENERAL

4.1 SUMMARY

A. The extent of concrete work is shown on the Drawings.

B. Work includes providing formwork and shoring for cast-in-place concrete and installation of related items including reinforcing steel bar (rebar), anchor bolts, setting plates, bearing plates, anchorages, inserts, reveals, frames, nosings, sleeves and other items to be embedded in concrete.

C. Definitions

1. Batch: Used in this specification to define an overall class of concrete as delivered from a concrete batching plant or on-site batching operation.

Batching operations can continue for hours or days and as long as the class of concrete is similar, the batch would be considered the same. Multiple mixer truck loads could be used to deliver a “batch” of concrete over the course of multiple hours or days.

2. Batched/Batching: The loading of concrete, as combined and mixed at a batching/ready-mix plant, into a concrete mixer truck for delivery to the job site.

3. Truckload: A standard concrete mixer truck size is assumed to have a concrete capacity of 8 cubic yards. A truckload is used to help define the frequency of testing which of occurs per concrete mixer truck.

4. Ready-Mix Concrete: Concrete that is manufactured in a batch plant, according to a set engineered mix design. This specification assumes ready-mix concrete will be delivered by mixer truck to the job site.

4.2 RELATED SECTIONS:

A. Section 03 21 00 - Reinforcing Steel.

4.3 SUBMITTALS

A. For information only, submit a electronic copy of manufacturer’s data with application and installation instructions for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 14

compounds, water stops, joint systems, chemical floor hardeners, dry-shake finish materials, and others. Bind and submit in one submittal.

B. Submit shop drawings for fabrication, bending and placement of concrete reinforcement. Comply with the ACE 315 “Guide to Presenting Reinforcing Steel Design Details” showing bar schedules, stirrup spacing, diagrams of bent bars, and arrangements of concrete reinforcement. Include special reinforcement required at openings through concrete structures and indicate proposed spacer or carry bars.

C. Submit shop drawings for fabrication and erection of specific finished concrete surfaces as shown or specified. Show the general construction of forms including jointing, special formed joints or reveals, location and pattern of form tie placement, and other items which affect the exposed concrete visually. Submit form drawings for building columns, walls, fascias, and intersections, and concrete pan and joist system. Submit for typical sections only. ENGINEER’s review is for general architectural applications and features only. Design of formwork for structural stability and efficiency is the CONTRACTOR’s responsibility.

D. Submit electronic copy of laboratory test reports for concrete materials and mix design tests as specified.

E. Material Certificates may be provided in lieu of materials laboratory test reports.

The material manufacturer and the CONTRACTOR, certifying that each material item complies with, or exceeds, the specified requirements shall sign material certificates.

1. Temperature monitors and equipment

2. Insulation

3. Concrete cooling before placement

4. Concrete cooling after placement (i.e. cooling pipes)

5. Method of Placement (i.e. smaller or less frequent placements)

6. Other methods as proposed by the CONTRACTOR and approved by the

ENGINEER

4.4 REFERENCES

Comply with the provisions of the following codes, specifications, and standards, except as otherwise shown or specified here:

A. American Concrete Institute (ACI)

THE MEMALOOSE EASTBOUND AND WESTBOUND REST AREA BUILDING IMPROVEMENTS 15

ACI 301 “Specifications for Concrete Construction” ACI 311 “Guide for Concrete Inspection” ACI 318 “Building Code Requirements for Structural Concrete” ACI 347 “Guide to Formwork for Concrete” ACI 304 “Guide for Measuring, Mixing, Transporting and Placing Concrete” ACI 308R “Guide to External Curing of Concrete”

B. American Society for Testing and Materials (ASTM)

1. A1064, “Standard Specification for Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete“

2. C31, “Making and Curing Concrete Test Specimens in the Field“

3. C33, “Specification for Concrete Aggregate“

4. C39, “Compressive Strength of Cylindrical Concrete Specimens“

5. C40, “Organic Impurities in Fine Aggregate for Concrete“

6. C85, “Cement Content of Hardened Portland Cement Concrete“

7. C88, “Soundness of Aggregates by use of Sodium Sulfate or Magnesium Sulfate“

8. C94, “Standard Specifications for Ready-Mixed Concrete“

9. C131, “Resistance to Degradation of Small Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine“

10. C136, “Method for Sieve Analysis to Fine and Coarse Aggregate“

11. C138, “Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete -- eLearning Course“

12. C143, “Slump of Portland Cement Concrete“

13. C150, “Standard Specification for Portland Cement“

14. C156, “Water Retention by Concrete Curing Materials“

15. C173, “Air Content of Freshly Mixed Concrete by the Volumetric Method“

16. C231, “Air Content of Freshly Mixed Concrete by the Pressure Method“

17. C233, “Standard Method of Testing Air-Entraining Admixtures for Concrete“

18. C260, “Standard Specifications for Air-Entraining Admixtures for Concrete“

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19. C441, “Standard Test Method for Effectiveness of Mineral Admixtures in Preventing Excessive Expansion of Concrete Due to the Alkali-Aggregate Reaction“

20. C457, “Microscopical Determination of Air-Void Content and Parameters of the Air-Void System in Hardened Concrete“

21. C494, “Standard Specifications for Chemical Admixtures for Concrete“

22. C670, “Preparing Precision Statements for Test Methods for Construction Materials“

23. C803, “Penetration Resistance of Hardened Concrete“

24. C1064, “Standard Test Method for Temperature of Freshly Mixed Hydraulic- Cement Concrete“

25. C1602, “Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete“

26. C1778, “Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete“

27. E96, “Standard Test Methods for Gravimetric Determination of Water Vapor Transmission Rate of Materials“

28. E1745, “Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs“

C. Comply with building code requirements which are more stringent than the above and all OSHA requirements.

4.5 QUALITY ASSURANCE

A. Workmanship

The CONTRACTOR is responsible for correction of concrete work that does not conform to the specified requirements, including strength, tolerances, and finishes. Correct deficient concrete as directed by the OWNER or ENGINEER.

The CONTRACTOR shall also be responsible for the cost of corrections to any other work affected by or resulting from corrections to the concrete work.

B. Concrete Testing Service

The OWNER or a representative of the OWNER will engage a special inspector/testing laboratory to perform material evaluation tests and to design concrete mixes. See detailed requirements in Part 3.14 “Quality Control Testing during Construction”. Per the OWNER or ENGINEER’s requirements the

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CONTRACTOR shall notify the designated representative to schedule the special inspections and materials testing required by the project documents.

C. Testing Requirements

Materials and installed work may require testing and retesting, as directed by the OWNER or ENGINEER, at anytime during the progress of the work. Allow free access to material stockpiles and facilities at all times.

The costs for preparation of mix designs (if required by the OWNER to be performed by an independent testing laboratory) and testing of concrete and materials shall be borne by the OWNER, except when materials do not meet specified requirements, in which case such costs shall be borne by the CONTRACTOR.

D. Tests for Concrete Materials

1. Test aggregates by the methods of sampling and testing of ASTM C33.

2. For Portland cement, sample the cement and determine the properties by the methods of test of ASTM C150.

3. Submit written reports to the OWNER and ENGINEER, for each material sampled and tested prior to the start of work. Provide the project identification name and number, date of report, name of CONTRACTOR, name of concrete testing service, source of concrete aggregates, material manufacturer and brand name for manufactured materials, values specified in the referenced specification for each material, and test results. Indicate whether or not material is acceptable for intended use.

4. Certificates of material properties and compliance with specified requirements may be submitted in lieu of testing. The materials producer and the CONTRACTOR must sign certificates of compliance.

E. Allowable Tolerances:

1. Construct formwork to provide completed cast-in-place concrete surfaces complying with the tolerances specified in ACI 347, and as follows:

a. Variation from plumb in lines and surfaces of columns, piers, walls and rises; 1/4-inch per 10 feet, but not more than 1-inch. For exposed corner columns, control joint grooves, and other conspicuous lines, 1/4-inch in any bay or 20 feet maximum; 1/2-inch maximum in 40 feet or more.

b. Variation from level or grade in slab soffits, ceilings, beam soffits, and rises 1/4-inch in 10 feet, 3/8-inch in any bay or 20 feet maximum, and 3/4-inch in 40 feet or more. For exposed lintels, sills, parapets, horizontal grooves and other conspicuous lines, 1/4-inch in any bay or 20 feet maximum and 1/2-inch in 40 feet or more.

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c. Variation from position of the linear lines and related columns, walls, and partitions, 1/2-inch in any bay or 20 feet maximum, and 1-inch in 40 feet or more.

d. Variation in sizes and locations of sleeves, floor openings, and wall openings, 1/4-inch.

e. Variation in cross-sectional dimensions of columns and beams and thickness of slabs and walls, minus 1/4-inch and plus 1/2-inch.

f. Variations in footing plan dimensions, minus 1/2-inch and plus two (2) inches; misplacement or eccentricity, two (2) percent of the footing width in direction of misplacement but not more than two (2) inches; thickness reduction, minus five (5) percent.

g. Variation in steps - In a flight of stairs, 1/8-inch for rise and 1/4-inch for treads; in consecutive steps, 1/16-inch for rise and 1/8-inch for treads.

h. Circular structures shall be constructed in a true circular form, with maximum variation of 1/4-inch from the dimensions shown on the plans.

2. Before concrete placement check the lines and levels of erected formwork.

Make corrections and adjustments to ensure proper size and location of concrete members and stability of forming systems.

3. During concrete placement check formwork and related supports to ensure that forms are not displaced and that completed work will be within specified tolerances.

F. Quality Control Testing During Construction

See Section 3 - Execution.

4.6 CONCRETE MIX DESIGNS

A. All concrete materials shall be proportioned so as to produce a workable mixture in which the water content will not exceed the maximum specified.

B. If the concrete mix designs specified herein have not been used previously by the ready-mix supplier or if directed by the ENGINEER, mix proportions and concrete strength curves for regular cylinder tests, based on the relationship of 7, 14 and 28 day strengths versus slump values of two (2), four (4), and six (6) inches, all conforming to these Specifications, shall be established by an approved ready-mix supplier or an independent testing laboratory. A laboratory, independent of the ready-mix supplier, shall be required to prepare and test all concrete cylinders.

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[The costs for preparation of mix designs (if required by the OWNER to be performed by an independent testing laboratory) shall be borne by the OWNER.]

Testing of concrete and materials shall be borne by the OWNER, except when materials do not meet specified requirements, in which case such costs shall be borne by the CONTRACTOR.

C. The exact proportions by weight of all materials entering into the concrete delivered to the jobsite shall conform to the approved mix design unless specifically so directed by the ENGINEER or Laboratory for improved specified strength or desired density, uniformity and workability.

D. The proportions of such mix design shall be based on a full cubic yard of hardened concrete.

E. Ready-mix companies or jobsite batch plants shall furnish delivery tickets, signed by a Certified Weighmaster, on which each shall state the weight of aggregates, sand, cement, admixtures and water and the number of cubic yards of concrete furnished, which will be compared against the approved mix design.

F. There shall be no variation in the weights and proportions of materials from the approved mix design.

G. There shall be no variation in the quality and source of materials once they have been approved for the specific mix design.

4.7 READY-MIXED CONCRETE

Ready-mixed concrete shall conform to the requirements of ACI 301 and ASTM C 94.

In case of conflict, ACI 301 shall govern.

4.8 SAMPLE

Upon request by the OWNER or ENGINEER the CONTRACTOR shall pour and finish one 2-foot square exposed aggregate concrete sample for ENGINEER’s approval prior to construction if exposed aggregate is included on job.

4.9 JOB CONDITIONS

Maintain continuous traffic control and access for vehicular and pedestrian traffic as required for other construction activities as well as to adjoining facilities for regular operation. Utilize flagmen, barricades, warning signs and warning lights as required, to maintain a safe entrance and passage on all roads or drives abutting the project.

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PART 5 PRODUCTS

5.1 WALL FORMS

A. Full Height Pours: The wall form design shall be such that wall sections can be poured full height without creating horizontal cold joints and without causing snapping of form ties which shall be of sufficient strength and number to prevent spreading of the forms during the placement of concrete and which shall permit ready removal of the forms without spalling or damaging the concrete.

B. Wall Form Ties

1. Form ties which remain in the wall of a subgrade water-retaining structure shall have waterstops and a 1.5 inch minimum breakback or cone depth.

2. Snap ties, if used, shall not be broken until the concrete has reached the design concrete strength. Snap ties, designed so that the ends must be broken off before the forms can be removed, shall not be used. The use of tie wires as form ties will not be permitted. Fully threaded stub bolts may be used in lieu of smooth ties with waterstops.

3. Taper ties with plastic or rubber plugs of an approved and proven design may also be used. The plugs must be driven into the hole with a steel rod, placed in a cylindrical recess made therefore in the plug. At no time shall plugs be driven on the flat area outside the cylindrical recess. Provide A-58 SURE PLUG as manufactured by DAYTON SUPERIOR or approved equal.

4. Ties shall positively secure the wall to the required dimension and hold the wall to that dimension prior to and during concrete placement.

C. Wall Form Stiffeners

1. Horizontal walers shall consist of structural steel channels, angles or tubing of adequate size to retain the concrete without deflecting.

2. As required the walers shall be rolled or welded to the proper radii or offset brackets shall be used for shaping the wall to the dimensions shown on the Drawings and shall be used both for inside and outside wall forms in direct contact with the wall panels and at vertical spacings of no more than 96 inches on center.

3. There shall be at least one such waler within 24 inches of the top and bottom of the wall.

4. The largest dimension of the steel waler shall be in the radial direction.

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5. Vertical structural steel or wood members shall be spaced so as to have sufficient rigidity and strength to insure the proper vertical alignments with the aid of braces under all predictable stress conditions.

6. In lieu of the above, a different system and spacings may be used if it is satisfactorily demonstrated to the ENGINEER that it will be equally effective.

5.2 FORMS FOR EXPOSED FINISH CONCRETE

Unless otherwise shown or specified, construct all formwork for exposed concrete surfaces with plywood, metal, metal-framed plywood-faced or other acceptable panel-type materials, to provide continuous, straight, smooth, exposed surfaces. Finish in largest practicable sizes to minimize number of joints and to conform to joint system shown on drawings. Provide form material with sufficient thickness to withstand pressure of newly-placed concrete without bow or deflection. Use overlaid plywood complying with U.S. Product Standard PS-1 “B-B High Density Overlaid Concrete Form”, Class I. Use flexible spring steel forms or laminated boards free of distortion and defects to form radius bends as required.

5.3 FORMS FOR UNEXPOSED FINISH CONCRETE

A. Form concrete surfaces which will be unexposed in finished structure with plywood, lumber, metal or other acceptable material. Provide lumber dressed on at least two (2) edges and one (1) side for tight fit.

5.4 FORM MATERIALS

A. Form Coatings

Provide commercial formulation form-coating compounds that will not bond with, stain nor adversely affect concrete surfaces, and will not impair subsequent treatments of concrete surfaces requiring bond or adhesion, nor impede wetting of surfaces to be cured with water or curing compound. Petroleum based coatings shall not be used for structures in creeks and waterways. Biodegradable coatings shall be used which will not contaminate the creeks/waterways or an alternate method for stripping the form shall be proposed.

B. Chamfers, Reveals, Drips

Provide preformed PVC or shaped wood or metal of size and profile as shown on drawings.

C. Cylindrical Columns and Supports

Form round-section members with paper or fiber tubes, constructed of laminated plies using water-resistant type adhesive with wax-impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide units having “seamless” interior to minimize spiral gaps or seams.

D. Pan Forms

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Provide forms for concrete pan-type construction complete with covers and end enclosures to form a true, clean, smooth concrete surface. Design units for easy removal without damaging placed concrete. Block adjoining pan units if required to avoid lateral deflection of formwork during concrete placement and compaction.

Provide standard or tapered end forms, as shown.

If required, factory-fabricate pan form units to required sizes and shapes of the following:

1. Steel - 16 gauge minimum, free of dents, irregularities, sag and rust, or

2. Glass-Fiber Reinforced Plastic - Molded under pressure with matched dies,

0.11 inches minimum wall thickness.

E. Inserts & Embeds

Provide metal inserts for anchorage of materials or equipment to concrete construction, not supplied by other trades and as required for the work. Provide “Parabolt” by the Molly Company, “Phillips Red-Head”, “Burke” or approved equal products. The CONTRACTOR is responsible for insuring that all required anchorage not specified in the project documents is installed per current building code and applicable ICC report requirements.

5.5 REINFORCING MATERIALS

A. See Section 03 21 00 – Reinforcing Steel for additional information.

B. Reinforcing Bar (rebar): ASTM A615 or ASTM 706 and as follows below

Stirrups and Ties Grade 60 All other Uses Grade 60

C. Steel Wire: ASTM A1064, plain, cold-drawn, steel.

D. Welded Wire Fabric (WWF): ASTM A1064, welded steel wire fabric.

E. Supports for Reinforcement

Provide supports for reinforcement including bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing bars and welded wire fabric in place. Use wire bar type supports complying with CRSI recommendations, unless otherwise specified. Wood, brick, concrete blocks and other devices will not be acceptable. For slabs-on-grade, use supports with sand plates or horizontal runners where wetted base materials will not support chair legs. For exposed-to-view concrete surfaces, where legs of supports are in contact with forms, provide supports with legs that are hot-dip galvanized, after fabrication, or plastic protected or stainless steel protected.

5.6 CONCRETE MATERIALS

A. Portland Cement

ASTM C150, Type II or ASTM C595, Type IL meeting the MS designation per ASTM C1012 unless otherwise acceptable to ENGINEER. Use only one (1) brand

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of cement throughout the project, unless otherwise acceptable to the ENGINEER.

The use of ground granulated blast furnace slag is not allowed.

B. Aggregates

ASTM C33 and as herein specified. Provide aggregates from a single source for all exposed concrete.

Local aggregates not complying with ASTM C33 but which have shown by special test or actual service to produce concrete of adequate strength and durability may be used when acceptable to the ENGINEER.

1. Fine Aggregate - Clean, sharp, natural sand free from loam, clay, lumps or other deleterious substances. Dune sand, bank-run sand and manufactured sand are not acceptable.

2. Coarse Aggregate - Clean, uncoated, processed aggregate containing no clay, mud, loam or foreign matter, as follows:

a. Crushed stone processed from natural rock or stone.

b. Washed gravel, either natural or crushed. Use of pit or bank run gravel is not permitted.

c. Maximum Aggregate Size - Not larger than one-fifth (1/5) of the narrowest dimensions between sides of forms, one-third (1/3) of the depth of slabs, nor three-fourths (3/4) of the minimum clear space between individual reinforcing bars or bundles of bars.

3. These limitations may be waived if, in the judgment of the ENGINEER, workability and methods of consolidation are such that concrete can be placed without honeycomb or voids.

4. In general it is desired that normal commercial mixes using 1-1/2-inch or 3/4-inch maximum aggregate size be used.

5. Aggregate for exposed aggregate concrete shall consist of selected aggregate of washed clean river gravel in color range of medium to dark in browns and grays; material uniformly sized 5/8-inch to 3/4-inch.

C. Water; Clean, fresh, potable: ASTM C1602.

D. Air Entraining Admixture: ASTM C260.

E. Water-Reducing Admixture: ASTM C494, Type A or F

F. Set-Control Admixtures: ASTM C494, as follows:

1. Type B, Retarding.

2. Type C, Accelerating.

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3. Type D, Water-reducing and Retarding.

4. Type E, Water-reducing and Accelerating.

Calcium chloride will not be permitted in concrete, unless otherwise authorized in writing by the ENGINEER.

5.7 RELATED MATERIALS

A. Waterstops

1. Provide flat, dumbbell type or centerbulb type waterstops at construction joints and other joints as shown. Size to suit joints or as shown. Provide PVC waterstops complying with Corps of Engineer’s CRD-C 572. Waterstops provided to be Greenstreak 701 or approved equal.

2. For new concrete cast against existing concrete provide a non-bentonite, hydrophilic waterstop with a CJ-0725-3K profile. Construction joint waterstops provide shall be Greenstreak Hydrotite or approved equal.

B. Bituminous and Fiber Joint Filler

Provide resilient and non-extruding type premolded bituminous impregnated fiberboard units complying with ASTM D1751, FS HH-F-341, Type 1 and AASHTO M 213. Provide one of the following products:

1. Elastite; Philip Carey/Celotex

2. Flexcell; Celotex Corp.

3. Crane Fiber 1390; W.R. Grace & Co.

4. Fibre; W.R. Meadows, Inc.

5. Tex-Lite; J & P Petroleum Prod. Inc.

6. Sonoflex; Sonneborn/Contech, Inc.

C. Vapor Barrier

D. Provide a vapor barrier over all prepared base material for interior areas. ASTM E1745 Class C polyethylene sheeting, minimum 15 mil thickness with a maximum permeance rating of 0.01 perms per ASTM E96, a minimum puncture resistance of 3000 grams per ASTM D1709 B, and a tensile strength of 70 lbs/in per ASTM E154 Section 9. Provide W.R. Meadows, Inc. Polyolefin Vapor Barrier - Perminator, or approved equal.

E. Form Ties (for forms other than wall forms)

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Factory-fabricated, adjustable-length, removable or snapoff metal form ties, designed to prevent form deflection, and to prevent spalling concrete surfaces upon removal. Unless otherwise shown, provide ties so portion remaining within concrete after removal is at least 1.5 inches inside concrete. Unless otherwise shown, provide form ties, which will not leave holes larger than 1-inch in diameter in concrete surface.

F. Concrete Curing Materials

Concrete curing materials shall be in accordance with ACI 301 Section 5 and ACI

308.1 Section 2.

1. Concrete curing or sealing compounds shall not be used at interior spaces where Dur-a-Flex flooring is being applied.

2. Water-based resin curing compound. W.R. Meadows, Inc. 1100; Euclid Kurez DR VOX; or approved equal.

3. Acrylic curing and sealing compound. W.R. Meadows, Inc. CS-309-30, or approved equal.

4. Water emulsion acrylic curing and sealing compound formulated of acrylic polymers of water-based carrier. W.R. Meadows, Inc. VOCOMP-20, Euclid Luster Seal WB, or approved equal.

G. Chemical-Hardener Finish: Provide W.R. Meadows, Inc. Liqui-Hard (interior surfaces); W.R. Meadows, Inc. Liqui-Hard Ultra (interior surfaces),W.R. Meadows, Inc. Med-Cure (exterior surfaces); or approved equal.

H. Non-slip Aggregate Finish

Provide fused aluminum oxide grits, or crushed emery, as abrasive aggregate for non-slip finish with emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide. Use material that is factory-graded, packaged, rustproof and non-glazing, and is unaffected by freezing, moisture and cleaning materials.

5.8 PROPORTIONING NORMAL CONCRETE

A. Proportion mixes by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required, complying with ACI 211.1. All measurements shall be by weight. All concrete admixtures will either be by the same supplier to insure compatibility. If different suppliers are used a memorandum from EACH admixture supplier will be provided stating the compatibility of their product with the other supplier’s products.

B. The slump shall be between two inches and four inches when tested in accordance with ASTM Specifications C 143. Variations in the slump range may be allowed by the ENGINEER if admixtures, such as water reducers or superplasticizers, are utilized in

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the concrete mix. Regardless of the measured slump, the maximum allowable water-cement ratios as specified here-in, shall be strictly adhered to.

C. Compressive Strength, Water and Cement Content

Not withstanding what has been stated here-before, and unless shown otherwise on the Drawings, the concrete shall meet the following requirements. All concrete except as noted otherwise on the drawings shall have 4,500 psi 28-day compressive strength and a maximum water/cement ratio of 0.45. Up to a maximum of 15% of cementitious material may be fly ash in accordance with ASTM C618. The use ground granulated blast furnace slag is not allowed for any surfaces in contact with potable water.

D. Retarding Densifiers

1. All concrete (as defined in 2.9 below) used for wall construction shall also contain DARATARD-17, as manufactured by Grace Const.