Att_01b_STLI_211177_Fence-Specs.pdf

National Park Service U.S. Department of the Interior Denver Service Center

Statue of Liberty National Monument

STLI 211177

Install New Fencing at Fort Wood Final Construction Documents March 2016

Specifications

Task Order Number P15PD00400 NPS IDIQ Contract Number P15PC00019 Design Services for Design Development and Construction Documents

STLI 211177 TOC-1

TABLE OF CONTENTS

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete

DIVISION 05 – METALS

05 15 00 Wire Rope Assemblies – Stainless Steel 05 50 00 Metal Fabrications 05 52 13 Pipe and Tube Railings 05 70 00 Stainless Steel Flexible Cable Mesh

DIVISION 26 – ELECTRICAL

26 05 19 Low-Voltage Electrical Power Conductors and Cables 26 05 26 Grounding and Bonding for Electrical Systems 26 05 43 Underground Ducts and Raceways for Electrical Systems 26 05 53 Identification for Electrical Systems

DIVISION 27 - COMMUNICATIONS

27 13 51 - Single Mode Optical Fiber Splicing and Testing

DIVISION 31 – EARTHWORK

31 10 00 Site Clearing 31 20 00 Earth Moving

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 14 44 Stone Dust Pavement 32 19 20 Gate Hardware 32 84 00 Planting Irrigation 32 9119 Planting Soil 32 84 00 Turf

DIVISION 33 – SITE UTILITIES

33 46 00 Subdrainage

CAST-IN-PLACE CONCRETE 033000-1

SECTION 033000 – CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. The BIDDING REQUIREMENTS, CONTRACT FORMS, and CONDITIONS OF THE CONTRACT and applicable parts of DIVISION 1 - GENERAL REQUIREMENTS, as listed in the Table of Contents, shall be included in and made a part of this Section.

1.2 WORK INCLUDED

A. Labor, materials, equipment, services and transportation required to complete cast-in-place concrete work shown on Drawings, as specified herein, or both, including but not limited to items noted below.

1. Furnishing, placing, curing, finishing, and protection of all reinforced cast-in-place concrete above and below grade.

2. Furnishing and placing of reinforcing steel and related positioning and securing accessories, including epoxy coating where specified.

3. Furnishing and installation of admixtures, inserts for connections, waterstops, flashing reglets, and similar items in conjunction with concrete work.

4. Furnishing and installation of non-shrink grout at locations shown on the drawings.

5. Installation of items furnished by other sections (such as anchors, sleeves, bolts, pipes, and plates), and required to be cast into concrete.

6. Unless specifically excluded, furnishing and installation of any other items of cast-in-place concrete work indicated on drawings, specified, or obviously needed to make work of this Section complete.

7. Providing sources of testing laboratory to design concrete mixes.

8. Finishing, saw cutting and concrete repairs.

9. Curing concrete.

10. Cleaning concrete.

1.3 RELATED WORK SPECIFIED ELSEWHERE

A. Examine Contract Documents for requirements that affect work of this Section. Other Specification Sections that directly relate to work of this Section include, but are not limited to:

1. Division 31 - Earthwork

2. Division 05 - Metals

1.4 REFERENCES

A. Except as otherwise specified herein, perform work in accordance with specifications noted below, including latest editions of applicable specifications, codes, and standards cited therein, and latest applicable addenda and supplements. Keep copies of these items available in shop and field.

CAST-IN-PLACE CONCRETE 033000-2

1. "The International Building Code", 2012 edition.

2. “New York City Building Code”, 2014 edition.

3. "Building Code Requirements for Reinforced Concrete" (ACI 318-11), American Concrete Institute.

4. "Specifications for Structural Concrete for Buildings" (ACI 301-10), Sections 1 through 6, American Concrete Institute.

5. “Manual of Standard Practice for Detailing Reinforced Concrete”, (ACI 315).

6. "Structural Welding Code - Reinforcing Steel" (AWS D1.4-98), American Welding Society.

7. "Manual of Concrete Practice", (ACI), Volumes 1 through 5, Standards and Recommended Practices referred to in this Section.

8. American Society for Testing and Materials (ASTM) Standards referenced in this Section.

B. Any material or operation specified by reference to published specifications of manufacturer or published standard shall comply with said specification or standard. In case of conflict between referenced specifications, most stringent requirement shall govern. In case of conflict between referenced specifications and Project Specifications, Project Specifications shall govern.

1.5 SUBSTITUTIONS

A. Substitutions for member sizes, type(s) of concrete, details or any other modifications proposed by Contractor will be considered by the Contracting Officer (CO) only under following conditions:

1. That request has been made and accepted prior to submission of Shop Drawings.

2. That there is a substantial cost advantage or time advantage to Owner; or that proposed revision is necessary to obtain required materials or methods at proper times to accomplish work in time scheduled.

3. That sufficient sketches, engineering calculations, and other data have been submitted to facilitate checking by CO, including cost reductions or savings in time to complete work.

1.6 SUBMITTALS

A. Concrete Constituents:

1. Submit to CO a detailed list of concrete materials, and corresponding sources, proposed for use in concrete for this project.

2. See Section 2.2 below for submittal of strength information related to mix design.

3. If conveying concrete by pump is intended, submit related data regarding concrete materials, pumping device, and methods to CO. Demonstrate understanding of slump loss considering normal weight concrete and use of High Range Water Reducer.

4. Tests for approval of concrete mixtures shall be paid for by Contractor.

B. Methods of Construction: Submit to CO, prior to starting work, description of methods, sequence of construction, and type of equipment proposed for use for performing cast-in-place concrete work.

CAST-IN-PLACE CONCRETE 033000-3

C. CO’s review is only for the effects of methods on permanent structure. This submission shall not relieve Contractor of his responsibility for providing structural design for methods and equipment, and the necessary methods, equipment, workmanship, and safety precautions.

D. Concrete Mix Design Data: Not less than four weeks prior to beginning the work, submit concrete mix design data for each proposed mix to the CO for review and approval. Mix designs shall be calculated and certified by the testing laboratory, and shall indicate the weight of each ingredient of the mixture, aggregate gradation, slump, air content, water-cement ratio and 7-day and 28-day compressive strength test results. Include a complete list of materials, including admixtures and applicable reference specifications. Include statements from concrete supplier(s) that the mix designs will achieve the specified concrete quality as noted in Sections 2.2.

E. Shop Drawings: Submit to CO detailed Shop Drawings, including erection drawings and schedules.

1. Reinforcement Drawings: prepare in accordance with ACI SP-66 Detailing Manual and ACI 315 “Manual of Standard Practice for Detailing Reinforced Concrete” and show following: elevations; dimensions of concrete work with specified reinforcement clearances; special reinforcement required for openings in concrete structures; ledges, brackets, openings, sleeves or other items furnished by other Sections, where interference with reinforcement may occur; bending diagrams; assembly diagrams; splices and laps of reinforcement; temperature and shrinkage reinforcement; construction joint reinforcement;

and shapes, dimensions, grade designations, and details of reinforcement and accessories.

Show dowels with concrete work to be placed first. Shop drawings shall be prepared, signed, and sealed by a licensed Professional Engineer.

2. CO’s checking is only a review for conformance with the design concept of the project and compliance with the information given in the contract documents. The Contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating this work with that of all other trades; and performing the work in a safe and satisfactory manner.

3. Do not proceed with fabrication of material or performance of work until corresponding item on Shop Drawing has been reviewed by the CO.

F. Samples: Submit to CO samples and/or descriptive literature of materials, products, and methods as noted herein, and as otherwise requested by CO: concrete constituents including admixtures;

form ties and spreaders; accessories for reinforcement; reglets; non-shrink cement grout; inserts;

and waterstops.

1. Do not proceed with fabrication of material/product or performance of work until Sample has been approved by CO.

G. Concrete Curing and Protection: Submit to CO detailed methods proposed for curing and protecting concrete in normal, cold and hot conditions.

H. Mill Test Certification: Submit to CO prior to delivery of reinforcing steel or concrete to job site, certified mill test reports of reinforcing steel and cement, (including names and locations of mills and shops, and analyses of chemical and physical properties), properly correlated to concrete to be used in this project. This submittal is for information and file record.

I. Certificates of Compliance: Submit manufacturer’s certificates of compliance for the following materials showing that the named material conforms to the requirements of the Contract Documents. The manufacturer’s certifications shall name the appropriate materials, the publication or publications specified as controlling the quality of that item, and shall state that the item conforms to the requirements specified. Certificates shall be printed on the manufacturer’s

CAST-IN-PLACE CONCRETE 033000-4

letterhead and shall be signed by the manufacturer’s official authorized to sign certificate of compliance, and having legal authority to bind the manufacturer. Furnishing certificates of compliance shall not provide relief of responsibility for providing materials that conform to the requirements of the Contract Documents.

1. Aggregates.

2. Admixtures.

3. Reinforcement, including epoxy coating certification.

4. Cement.

J. Corrective Work: Submit to CO drawings showing details of any proposed corrective work prior to performing corrective work.

K. Affidavit: Submit to CO, on request by CO, manufacturer's and/or supplier's and/or installer's affidavit stating that material or product provided complies with Contract Documents.

L. Plans for Job Mock-Ups: Prior to construction of field-constructed job mock-up, submit complete and accurate plans and shop drawings showing the details to be used for construction of the job mock-ups. These plans and shop drawings shall be in addition to all other shop drawings required to be submitted for the work. Such plans shall show in detail all dimensions, kind, type, and quality of all materials, applicable specification references, and such other information as is usual and customary to provide a clear and comprehensive description of the job mock-up construction contemplated. Plans for the job mock-ups shall be approved by the CO before any job mock-up work is performed. Mock-Up shall consist of three (3) barrier support posts, including one (1) typical anchor post at one end, one (1) intermediate post in the middle, and (1) end anchor post at the other end. Posts shall be spaced at 6’-0” on center. In addition, construct one (1) gate post sharing the same foundation as the end anchor post as shown on the drawings. Mock-up shall include all components of the structure, including foundations, railings, wire mesh, connections, hardware, expected finishes, etc.

M. Job Mock-Ups: After acceptance of material samples, construct each mock-up item above at the Project Site for review and acceptance by the CO. Section shall show color, finish, workmanship, quality of materials, execution, appearance, and aesthetic effects and shall include representative details similar to those required and indicated. Build mock-ups to comply with the following requirements, using materials proposed for final units of work. Cast, finish, cure, and construct mock-up in same manner as will be employed in production work. Have all material on hand and in place for casting, mixing, forming, finishing, and curing the job mock-up. Job mock-up shall be completely cast, constructed, finished, and cured at least thirty days prior to any production cast-in-place concrete work at the site. Mock-ups shall be produced by the individual workers who will perform the work for the project. Retain samples of cement, sand, and aggregate used in the mock-up for comparison with materials used in the remaining work. In addition, schedule sufficient time for review of results, correction of deficiencies, reconstruction, and acceptance to prevent delay in the progress of the work. Extensions of Contract Time, additional costs, or other concessions will not be allowed due to delays or expenses caused by or in any way related to job mock-up construction and evaluation. Scope of job mock-ups will be determined for future submission. Protect and maintain mock-ups throughout construction period.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Deliver packaged materials to Project Site in original unopened and undamaged containers plainly labeled with manufacturer’s name, product name and designation, expiration period for use, mixing instructions for multicomponent materials, and other pertinent data. Store and handle

CAST-IN-PLACE CONCRETE 033000-5

materials to prevent their deterioration or damage due to moisture, temperature changes, contaminants, corrosion, breakage, and other causes.

B. Product handling shall comply with the applicable requirements of ACI 301, Chapter 2, Paragraph

25. Reinforcing bars and accessories shall be stored above the ground on platforms, skids, or other supports. Other materials shall be stored in such a manner as to avoid contamination and deterioration.

C. Damaged or non-conforming materials shall be removed from the Project site and replaced with new materials satisfactory to the CO at no additional cost to the Client.

1.8 ENVIRONMENTAL CONDITIONS

A. Cold Weather Placing: Protect concrete work from physical damage or reduced strength which could be caused by frost, freezing actions, or low temperatures, in compliance with ACI 306 and as herein specified.

1. When air temperature has fallen to or is expected to fall below 40 degrees F., uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees F., and not more than 80 degrees F., at point of placement.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

3. Do not use calcium chloride, salt and other materials containing antifreeze agents or chemical accelerators, unless otherwise accepted in mix designs.

4. When the ambient temperature is below 40 degrees F or is expected to drop below 40° in the 12 hours after anticipated placement, concrete shall not be placed unless otherwise directed by the CO.

B. Hot weather placing: When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete in compliance with ACI 305 and as herein specified.

1. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

2. Wet forms thoroughly before placing concrete. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90 degrees F. Mixing water may be chilled, or chopped ice may be used to control temperature provided, that when ice is used it shall be added with the water and counted as part of the water-cement ratio.

3. Use water-reducing retarding admixture when required by high temperatures, humidity, or other adverse placing conditions, when acceptable to the CO.

C. Keep permanent temperature record showing date and outside temperature for concreting operations. Take thermometer readings at start of work in morning, at noon, and again late in afternoon. Record locations of concrete placed during these periods so any effect temperatures may have had on construction can be correlated. Distribute copies of temperature record daily to

CO.

D. Inclement Weather: Under conditions of rain, the placing of concrete shall not commence unless adequate protection is provided to prevent damage to the surface mortar or damaging flow or wash of the concrete surface. During inclement weather conditions concrete shall be provided with adequate protection to prevent damage.

1.9 QUALITY ASSURANCE

CAST-IN-PLACE CONCRETE 033000-6

A. Pre-Construction Meeting.

1. Adopt a quality control program which will ensure compliance with specified requirements and industry standards. Appoint a person on the construction team to be responsible for quality issues, and prepare a quality control manual which outlines proposed methods for monitoring reinforcing steel placement and concrete placement consolidation and curing.

2. Prior to the start of concrete work, a pre-construction meeting shall be held at which representatives of the Owner, CO and Testing Agency and key personnel of the Contractor and Subcontractor shall be present. Key personnel shall include persons who will supply and mix special admixtures such as HRWR, DCI, silica fume, integral waterproofing; who will place reinforcing and concrete; who will consolidate and cure the concrete.

Attendance at the meeting of all parties is mandatory. Discussions at the meeting shall form the basis for the performance and inspection of concrete work.

3. Prior to the start of any item of new work, the specifications and drawings shall be reviewed at a formal meeting at which the Contractor's and Subcontractor's key personnel are present. Key personnel shall include persons actually carrying out the work in the field.

PART 2 - PRODUCTS

2.1 CONCRETE CONSTITUENTS

A. Cement: shall be domestic-made Portland Cement, free from water soluble salts or alkalis which will cause efflorescence on exposed surfaces. Portland Cement shall be Type II or Type IV, conforming to ASTM C150. Do not use air entraining cements. Use only one brand of cement for each type of cement throughout project. No visual variations in color shall result in exposed concrete. Manufacturer shall certify that no alkali reactivity is produced with the proposed combination of concrete materials when tested in accordance with ASTM C227.

B. Fly Ash: ASTM C618, Type C or F; fly ash shall not exceed 25% of cement content by weight.

Blast furnace slag products, if proposed in a concrete mix, shall not exceed 25 percent of the cement content by weight. The combination of these two products, if proposed in a submitted mix design, shall not exceed 25% of the mix cement content by weight.

C. Normalweight Fine Aggregate: shall be washed, inert, natural sand conforming to ASTM C33 and the following additional requirements.

Sieve Retained Percent #4 0 - 5 #16 25 - 40 #50 70 - 87 #100 93 - 97 Fineness Modulus 2.80 (Plus/Minus 0.20) Organic Plate 2 maximum Silt 2.0 percent maximum Mortar Strength 100 percent minimum compression ratio Soundness 5 percent max. loss, magnesium sulfate, five cycles

D. Normal weight Coarse Aggregate: shall be well-graded crushed stone or washed gravel conforming to ASTM C33. Coarse aggregate shall also meet the following additional requirements:

Designated Size (inches)

CAST-IN-PLACE CONCRETE 033000-7

3 2 1-1/2 1 3/4 1/2 3/8

FM (+/-

0.2)

7.95 7.45 7.20 6.95 6.70 6.10 5.50

Organic Plate 1 maximum Silt 1.0 percent maximum Soundness 5 percent maximum loss, magnesium sulfate, five cycles.

1. Maximum designated sizes for normal weight coarse aggregate to be used in concrete sections shall be as noted below, except that sizes shall also be chosen in conjunction with required clearances.

a. One and one-half inches for sections over ten inches in thickness.

b. One inch for sections more than eight and up to ten inches in thickness.

c. Three-quarter inch for sections more than three and up to eight inches in thickness.

E. Water: shall be from approved source, potable, clean and free from oils, acids, alkali, organic matter and other deleterious material.

F. Admixtures:

1. Water-reducing admixture: Shall comply with ANSI/ASTM C494, Type A and contain no more than .05% chloride ions.

2. High-Range Water Reducing (HRWR) admixture (Super Plasticizer): shall comply with ASTM C494, Type F or Type G and contain no more than 0.05% chloride ions:

3. Air entraining admixture shall comply with ASTM C260.

4. Evaporation retarder: *must use water-based monomolecular film; use one of the following with flatwork containing corrosion inhibiter or silica fume admixture:

5. Corrosion Inhibitor admixture: calcium nitrite based inhibitor shall comply with AASHTO M194 Type C, such as W.R. Grace "DCI Corrosion Inhibitor" or approved equivalent at the rate of 3.0 gallons per cubic yard of concrete. Use water-fog misting or evaporation retarder immediately after floating flatwork containing corrosion inhibitor.

6. Water-reducing Set Retarders: *shall conform with ASTM C494 Type D and may be used when ambient temperatures exceed 80 degrees F.

7. Accelerator admixture: *Non-chloride and non-corrosive accelerators shall conform to ASTM C494 Type C and may be used when temperatures are below 50 degrees F.

8. Prohibited admixtures: Calcium chloride, thiocynanates and admixtures containing more than .05% chloride ions are not permitted.

2.2 CONCRETE MIXTURES

A. Following ACI 211.1 recommended practice for selecting proportions for normal weight concrete, proportion concrete on the basis of previous field experiences or laboratory trial batches with the materials to be employed in the work. However, mixtures shall have the limiting

* The use of these admixtures in the concrete mix design must include due consideration of other admixtures for color and waterproofing. Admixtures must be included in trial batch mixes of concrete in order to be acceptable for use on the project.

CAST-IN-PLACE CONCRETE 033000-8

quantities or values listed below for each strength concrete with coarse aggregate less than 1½ inches.

Compressive Strength at 28 days PSI

Maximum Allowable Net Water Content

Min. Cement Factor

Gal-lons/sack Gal.

/Sack

W/C Ratio

Sack s/Cu.Yd.

Lbs./C u.Yd.

4,000 5.07 0.45 6.38 600

1. Maximum allowable net water content is the total water in the mix at the time of mixing, including free water on aggregate.

2. Consider any fly ash or silica fume as part of the cement content for purposes of establishing cement factor and w/c ratio.

3. Use maximum water-cement equal to 0.45 for concrete subject to freezing and thawing, repeated surface wetting or deicers.

4. Use High-Range Water Reducing admixture for water-cement ratios equal to or less than 0.45.

B. Concrete proportions shall be substantiated by trial mixtures made specifically for this project meeting the following restrictions:

1. Use the combination of materials proposed for use in the work. Include all admixtures required for the concrete as described herein (i.e.: air entrainment, concrete color treatment, integral waterproofing, water reducing agents).

2. Make trial mixtures having proportions and consistencies suitable for the proposed work using at least three different water-cement ratios or, for lightweight concrete, cement contents that will produce a range of strengths encompassing those required for the proposed work.

3. Design trial mixtures to produce a slump within 1 inch of the maximum permitted, and for air-entrained concrete, within 0.5 percent of the maximum allowable air content. Report the temperature of freshly mixed concrete in the trial mixtures.

4. For each proposed mixture, make and cure at least three compressive test cylinders for each age in accordance with ASTM C192. For normal, heavyweight, and mass concrete, each change of water-cement ratio shall be considered a new mixture. Test the cylinders for strength in accordance with ASTM C39 at 28 days or at a specified earlier or later age.

5. From the results of these cylinder tests, plot a curve showing the relationship between compressive strength and the water-cement ratio for normal weight concrete or cement content for lightweight concrete.

6. From this curve, the water-cement ratio for normal concrete to be used in the proposed work, shall be selected to produce an average compressive strength 1200 psi higher than the specified strength. The cement content and mixture proportions to be used shall be such that the selected water-cement ratio or cement content is not exceeded when slump is the maximum permitted. Maintain proper cement content, slump, and air content.

C. Admixtures

1. Use air entrainment admixture in concrete exposed to exterior environment and in accordance with manufacturer's written instructions. Interior protected concrete may be

CAST-IN-PLACE CONCRETE 033000-9

air entrained for improved workability. See ACI 301 Table 3.4.1 for required air content except that minimum for all sizes of aggregate shall be 6 percent in exterior environment.

2. Use water reducing admixture in concrete and in accordance with manufacturer's written recommendations and instructions.

3. Use high-range water reducing (HRWR):

a. In concrete with water-cement ratios equal to or less than 0.45, but do not exceed 8 inches slump.

b. In concrete where anticipated slump losses in transit prevent proper pumping, placing and finishing. Use HRWR instead of adding water at the site. Do not exceed 8 inches slump.

4. Use corrosion inhibitor admixture in concrete that will be exposed to a corrosive environment.

D. Slump shall be in accordance with Part 3 of this Section.

E. Normalweight concrete shall have an air dry weight not exceeding 150 lbs. per cubic foot.

1. Design 28 day strengths as shown in the Drawings. Unless otherwise noted, all concrete shall be 4,000 psi.

F. Any deviation from approved mix design will not be allowed without written approval of CO.

Cost of any additional testing by Testing Agency associated therewith shall be paid for by Contractor.

G. Each proposed mix design must be submitted on separate submittal pages, with each mix clearly labeled with its intended use on the project.

2.3 REINFORCEMENT AND ACCESSORIES

A. Reinforcing Steel Bars: shall be newly rolled billet steel conforming to ASTM A615, grade 60.

Bars shall be bent cold. All reinforcing bars, chairs and wire ties shall be epoxy coated;

conforming to ASTM –A775.

B. Reinforcement Accessories: Reinforcement accessories shall include spacers, chairs, ties, slab bolsters, clips, chair bars, and other devices for properly assembling, placing, spacing, supporting, and fastening reinforcement. Tie wire shall be annealed wire of sufficient strength for intended purpose, but not less than No. 18 gage. Bar supports shall conform to Chapter 3, "Bar Supports" or CRSI Manual of Standard Practice. Supports touching interior formed surfaces exposed to view shall be CRSI Class 1, plastic protected. When epoxy coated reinforcing is used, accessories shall be epoxy coated and tie wire shall be nylon, epoxy or plastic coated

2.4 RELATED MATERIALS

A. Non-shrink Grout: Use CRD-C 621, factory pre-mixed grout, Type D, non-metallic, such as one of the following or an approved equivalent:

1. "Masterflow 928"; Master Builders.

2. "Euco-NS"; Euclid Chemical Co.

3. "Five Star Grout"; Five Star Products

B. Absorptive Cover: Use burlap cloth weighing approximately 9 oz. per sq. yd., complying with AASHTO M 182, Class 2.

C. Moisture-retaining Cover: Use one of the following, complying with ANSI/ASTM C 171:

CAST-IN-PLACE CONCRETE 033000-10

1. Waterproof paper.

2. Polyethylene film.

3. Polyethylene-coated burlap.

D. Curing Compounds: Verify that products listed below meet regulations of jurisdiction for Volatile Organic Compounds (VOC) emissions. Notify CO if listed products do not comply and submit information about equivalent products that do comply.

1. Curing and Sealing Compound: Use a clear acrylic type conforming to ASTM C309, Type I, Class B.

2. Curing and Hardening Compound: Use colorless solution containing 35% of a 42 degree Baume sodium silicate solution. Use where shown on drawings

3. Dissipating Resin Curing Compound: Use a dissipating resin type compound, conforming to ASTM C309, Type I. The film must chemically break down in a two-to-four week period. Use where concrete surfaces will receive other materials.

E. Bonding Agent, Patching Mortar: Cementitious slurry containing polymer-modified latex admixture, such as one of the following:

a. "SikaTop 121, 122 or 123"; Sika Corporation

b. "Flexcon"; Euclid Chemical Co.

c. "Everbond"; L & M

F. Epoxy Injection Adhesive: Two component, 100% solids, low viscosity, moisture tolerant epoxy adhesive formulated for grouting and sealing dry and damp cracks.

1. Sikadur 52 by the Sika Corp. or approved equal.

PART 3 - EXECUTION

3.1 INSPECTION

A. Examine work prepared by other trades to receive work of this Section and report any defects affecting installation to the Contractor for correction. Commencement of work will be construed as complete acceptance of preparatory work by others.

3.2 HANDLING, STORAGE, AND PROTECTION OF MATERIALS

A. Handle and store materials separately in such manner as to prevent intrusion of foreign matter, segregation, or deterioration. Do not use foreign materials or those containing ice. Remove improper and rejected materials immediately from point of use. Cover materials, including steel reinforcement and accessories, during construction period. Stockpile concrete constituents properly to assure uniformity throughout project.

3.3 PLACING OF REINFORCEMENT

A. Place reinforcement in accordance with requirements of CRSI "Placing Reinforcing Bars".

B. Place reinforcement in accordance with ACI 117 (Tolerances) and with Contract Documents and secure firmly in position by wire ties, chairs, spacers, and hangers, each of type approved by CO.

C. Welding Reinforcement: Comply with AWS D1.4 for welding practices. Preheat and interpass temperatures shall comply with Table 5.2 of AWS D1.4. Provide mill reports to CO showing carbon content of reinforcing being welded.

CAST-IN-PLACE CONCRETE 033000-11

D. Do not bend, tackweld or cut reinforcement in field in any manner other than as shown on Drawings unless specific approval for each case is given by CO.

E. At time concrete is placed, reinforcement shall be free of excessive rust, scale, or other coatings that will destroy or reduce bond. Paint reinforcement expected to be exposed to weather for a considerable length of time with a heavy coat of cement grout. Protect stored materials so as not to bend or distort bars in any way. Bars that become damaged will be rejected. Repair damage to coating of epoxy coated rebar in strict accordance with epoxy manufacturer's published instructions.

F. Before concrete is cast, check all reinforcement after it is placed to insure that reinforcement conforms to Contract Documents and approved Shop Drawings. Such checking shall be done only by qualified experienced personnel. In addition, notify the CO at least 36 hours prior to concrete placement so a visit may be made to observe completed reinforcement before concrete placement.

3.4 INSTALLATION OF EMBEDDED ITEMS

A. Conform to requirements of ACI-318, paragraph 6.3, "Conduits and Pipes Embedded in Concrete".

3.5 MIXING, CONSISTENCY, AND DELIVERY OF CONCRETE

A. Use ready-mixed concrete produced by plant acceptable to CO. Hand or site mixing shall not be done. Batch constituents, including admixtures, at central plant. Admixtures shall be premixed in solution form and dispensed as recommended by manufacturer.

B. Concrete shall arrive at the job site at a slump of 2 to 4 inches and at the time of deposit shall be as follows.

1. If high-range water reducing admixture (superplasticizer) is used, it may be added at the job site after verifying that the delivery slump is 2 to 4 inches. Maximum slump after adding HRWR shall be 8 inches.

2. For lightweight concrete, use HRWR to offset slump loss between charging and discharging ends of pumping system.

3. For normalweight concrete, water may be added at the site only to make up water withheld at the plant. Batching plant shall document on the driver's delivery ticket any water withheld at the plant. When water has not been withheld and slump is too low for proper handling of concrete, use HRWR to bring slump within specified range.

C. Transport ready mixed concrete to site in watertight agitator or mixer trucks loaded not in excess of rated capacities. Discharge at site within one and one-half hours after cement was first introduced into mix. Do not use concrete with a temperature greater than 85 degrees F. Central mixed concrete shall be plant mixed a minimum of five minutes. Agitation shall begin immediately after premixed concrete is placed in truck and shall continue without interruption until discharged. Transit mixed concrete shall be mixed at mixing speed for at least ten minutes immediately after charging truck followed by agitation without interruption until discharged.

D. Do not retemper (mixing with or without additional cement, aggregates, or water) concrete which has partially hardened.

3.6 PLACING CONCRETE

CAST-IN-PLACE CONCRETE 033000-12

A. If concrete pumping is proposed, refer to "Submittals, Concrete Constituents", in this Section for requirements. If lightweight concrete pumping is proposed, use a pipe diameter of 5 inches.

Concrete may be placed into the pump at the maximum but not more than the specified slump.

B. Remove water and foreign matter from excavations. Place no concrete on frozen soil and provide adequate protection against frost action during freezing weather.

C. To secure bond at construction joints, thoroughly clean concrete surfaces with water jet or compressed air. Before new concrete is deposited, saturate joint surface with water.

D. Do not place concrete having slump outside of allowable slump range. The loss of slump between pump and discharge end of pipeline shall not exceed two inches.

E. Transport concrete from mixer to place of final deposit as rapidly as practical by methods which prevent separation of ingredients and displacement of reinforcement, and which avoid rehandling.

Deposit no partially hardened concrete. When concrete is conveyed by chutes, equipment shall be of such size and U-shaped design as to insure continuous flow in chute. Do not use flat (coal) chutes. Use metal or metal lined chutes with different portions having approximately the same slope. Slope shall not be less than 25 degrees nor more than 45 degrees from horizontal. Use a baffle or spout at the discharge end of the chute to prevent segregation. If discharge end of chute is more than five feet above surface of concrete, use spout with its lower end at surface of deposit.

When operation is intermittent, discharge chute into hopper. Do not allow concrete to flow horizontally over distances exceeding five feet.

F. Place concrete in such manner as to prevent segregation and accumulations of hardened concrete or reinforcement above mass of concrete being placed. To achieve this end, use suitable hoppers, spouts with restricted outlets and tremies as required.

G. During and immediately after depositing, compact concrete in accordance with ACI 309 by means of internal type mechanical vibrators or other tools to produce required quality of finish.

Vibration shall be done by experienced operators under close supervision and shall be carried on only enough to produce homogeneity and optimum consolidation without permitting segregation of constituents or "pumping" of air. Vibrators used for normalweight concrete shall operate at speed of not less than 7,000 rpm and be of suitable capacity. Do not use vibrators to move concrete. Keep at least one vibrator on hand for every 10 cubic yards of concrete placed per hour, plus one spare. Vibrators shall be operable and on site prior to starting placement.

H. Place vertical lifts not to exceed 18 inches. Vibrate through successive lifts to avoid pour lines.

Vibrate first lift thoroughly until top of lift glistens to avoid stone pockets, honeycomb, and segregation.

I. Deposit concrete continuously, and in layers of such thickness that no concrete will be deposited on concrete which has hardened sufficiently to cause formation of seams and planes of weakness within section.

J. Clean chutes, hoppers, spouts, adjacent work, etc. before and after each run; discharge water and debris.

3.7 CONCRETE CURING AND PROTECTION

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Where corrosion inhibitor or silica fume admixture have been used, provide continuous water-fog spray or mist or evaporation retardant to prevent plastic shrinkage cracks during initial setting time.

B. Start curing before concrete has dried and immediately after placing and finishing. Weather permitting; keep continuously moist for not less than 7 days.

CAST-IN-PLACE CONCRETE 033000-13

C. Curing Methods: Keep concrete surface continuously wet by moist curing, by moisture-retaining cover curing, by curing compound, and by combinations thereof, as herein specified.

1. Provide moisture curing in accordance with ACI 308 and by the following methods at Contractor's option:

a. Covering with water.

b. Continuous water-fog spray.

c. Covering concrete surface with specified absorptive cover, thoroughly saturating cover with water and keeping continuously wet. Place absorptive cover to provide coverage of concrete surfaces and edges, with 4" lap over adjacent absorptive covers

2. Provide moisture-cover curing as follows:

a. Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width with sides and ends lapped at least 3" and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

3. Provide curing compound as follows:

a. Apply uniformly by power-spray or roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.

b. Curing compound must be compatible with other admixtures in the concrete mix.

D. Hot weather placing: When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete in compliance with ACI 305 and as herein specified.

1. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

2. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90 degrees F. Mixing water may be chilled, or chopped ice may be used to control temperature provided, that when ice is used it shall be added with the water and counted as part of the water-cement ratio.

3. Use water-reducing retarding admixture when required by high temperatures, humidity, or other adverse placing conditions, when acceptable to the CO.

E. Keep permanent temperature record showing date and outside temperature for concreting operations. Take thermometer readings at start of work in morning, at noon, and again late in afternoon. Record locations of concrete placed during these periods so any effect temperatures may have had on construction can be correlated. Distribute copies of temperature record daily to

CO.

3.8 ACCEPTANCE AND REPAIRING OF CONCRETE SURFACES

A. Intent of this Specification is to require mixtures of concrete and workmanship so that concrete surfaces will require no patching.

1. Remove and replace concrete with surface defects exceeding the limitations of ACI 301, Section 13.3.1 or having honeycombs, excessive air voids (bugholes), mismatched coloring, pour lines or sand streaking. The standard of acceptability shall be the surface quality of the approved sample panels and mock-up.

CAST-IN-PLACE CONCRETE 033000-14

2. Where patching is acceptable to CO, procedure shall comply with ACI 301-96, Chapter 9 and Section 13.6 and as described below.

B. Do not patch defective concrete and honeycombed areas unless examined and approval is given by CO. If such approval is received by contractor, areas involved shall be chipped down square and at least one inch deep to sound concrete by means of cold chisels or pneumatic chipping hammers. If honeycomb exists around reinforcement, chip to provide clear space at least three-quarter inch wide all around steel to ensure proper bond thereto. Repairs thicker than one and one-half inches shall be built-up on successive days, each layer of one and one-half inches being applied as described in ACI 301-96 Chapter 9. Use specified bonding agent.

C. Remove and replace patches which become crazed, cracked, or sound hollow upon tapping, at Contractor's expense.

3.9 INSPECTION AND TESTING

A. Inspection and testing of cast-in-place concrete work will be performed by a testing agency under the Contractor. Materials and workmanship shall be subjected to inspection and testing in mill, shop and/or field by testing agency and shall be subjected to periodic observation by the CO.

B. Requirements of this section are generally written for purpose of securing best workmanship and end result. Certain deviations may be desirable under certain project conditions, however, and may be allowed after examination by and upon written approval of CO. Any such approved deviation shall not be construed as a waiver of requirements of Specifications.

C. Notify CO and testing agency prior to start of any phase of concrete work so as to afford them reasonable opportunity to schedule site visit. Such notification shall be made at least 36 hours in advance.

D. Facilitate inspection and testing by testing agency. Furnish testing agency upon request with:

1. Information as to time and place of shipments of materials to plant and project site.

2. Free and safe access and assistance for testing materials and proper facilities for inspection of work in plant and at proper site.

3. Covered box large enough to contain twenty-four standard concrete cylinders. At temperatures below 60 degrees F., box shall be electrically heated to maintain inside temperature of 60 to 80 degrees F. Place cylinders in box immediately after molding and cover with moist burlap until delivery to laboratory, 24 to 72 hours after molding.

4. Copies of mill test reports of shipments of cement and reinforcing steel.

E. Promptly replace concrete materials or redo work which has been rejected by CO and/or testing agency, either at plant or at job site, to satisfaction of CO and/or testing agency and at no expense to the Owner.

F. Correct, or remove and replace concrete work which does not meet requirements of Contract Documents for aesthetic appearance as directed by CO. Criteria for acceptance shall be based on a mockup preapproved by the CO. Cost of such correction or removal and replacement shall be at Contractor's expense.

G. Sampling and testing for quality assurance during placement of concrete may include the following, as directed by CO. Samples will be made at the point of discharge from the ready-mix truck.

1. Sampling Fresh Concrete: ASTM C172, except modified for slump to comply with ASTM C94.

CAST-IN-PLACE CONCRETE 033000-15

a. Slump: ASTM C143; one test for each concrete load and one test for each set of compressive strength test specimens.

b. Air Content: ASTM C173, volumetric method for lightweight or normalweight concrete; ASTM C231 pressure method for normalweight concrete; one for each set of compressive strength test specimens.

c. Concrete Temperature: Test hourly when air temperature is 40 degrees F. (4 degrees C.) and below, and when 80 degrees F. (27 degrees C.) and above; and each time a set of compression test specimens made.

d. Compression Test Specimen: ASTM C31; one set of 4 standard cylinders for each compressive strength test, unless otherwise directed. Mold and store cylinders for laboratory cured test specimens except when field-cure test specimens are required.

One set of cylinders shall be taken for every 50 cubic yards or fraction thereof.

2. Compressive Strength Tests: ASTM C39; one set for each 25 cu. yds. or fraction thereof, of each concrete class placed in any one day; one specimen tested at 7 days, 2 specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

a. When strength of field-cured cylinders is less than 85% of companion laboratory-cured cylinders, CO may direct Contractor to evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete or to redesign the mix.

b. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength, and no individual strength test result falls below specified compressive strength by more than 500 psi.

c. Test results will be reported in writing to CO and Contractor on same day that tests are made. Reports of compressive strength tests shall contain the project identification name and number, date of concrete placement, name of concrete testing agency, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials;

compressive breaking strength and type of break for both 7-day tests and 28-day tests.

d. Additional Tests: The testing agency will make additional tests of in-place concrete when test results show specified concrete strengths and other characteristics have not been attained in the structure, as directed by CO.

e. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42, or by other methods as directed, including load testing. Contractor shall pay for such tests conducted, and any other additional testing as may be required, when unacceptable concrete is verified.

H. Nondestructive Testing of Welded Reinforcing Steel: The testing agency will make tests of welded reinforcing in accordance with AWS D1.4. Butt welded reinforcing shall be tested by radiographic or magnetic particle methods. Parallel-welded reinforcing shall be visually inspected.

END OF SECTION 03 30 00

Stainless Steel Wire Rope Assemblies 05 15 00-1

SECTION 05 15 00 – WIRE ROPE ASSEMBLIES – STAINLESS STEEL

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes:

1. Stainless Steel Wire Rope Assemblies

2. Stainless Steel Fittings, End Terminals, Hardware, and Accessories

B. Related Sections:

1. Division 5 – Pipe and Tube Railings

2. Division 5 – Metal Fabrications

3. Division 5 – Stainless Steel Flexible Cable Mesh

1.2 REFERENCES

A. General: Standards listed by reference, including revisions by issuing authority, form a part of this specification section to extent indicated. Standards listed are identified by issuing authority, authority abbreviation, designation number, title or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation.

B. American Society for Testing and Material (ASTM International)

1. ASTM A380 - Practice for Cleaning and Descaling Stainless Steel Parts, Equipment and Systems.

2. ASTM A492 - Specification for Stainless Steel Rope Wire.

3. ASTM A554 – Welded Stainless Steel Mechanical Tubing.

4. ASTM A554 – Specification for Welded Stainless Steel Mechanical Tubing

5. ASTM A555 - Stainless Steel Wire.

6. ASTM E985 – Standard Specification for Permanent Metal Railing Systems and Stairs for Buildings

7. ASTM F1145 - Specification for Turnbuckles, Swaged, Welded, Forged.

Stainless Steel Wire Rope Assemblies 05 15 00-2

1.4 SYSTEM DESCRIPTION

A. Performance Requirements: Provide Stainless Steel Cable Railing System and mounting hardware which have been manufactured and installed to meet or exceed manufacturer’s and project performance criteria.

1.5 SUBMITTALS

A. Submit listed submittals in accordance with Conditions of the Contract and Division 1 Submittal Procedures Section.

B. Product Data: Submit Manufacturer’s product data sheet for specified products.

C. Shop Drawings: Show layout, sizes, dimensions, details, and installation of railing frame components. Include Details of rope attachment, tensioning methods, hardware, and tensioning and mounting methodology.

D. Samples: Submit samples of rope and/or hardware.

E. Mock-Up: see Mock-Up requirements in Specification Section 033000.

F. Quality Assurance/Control Submittals:

1. Test reports: Submit any test report demonstrating compliance with intended use and code requirements.

2. Certificates: Submit manufacturer’s certificate that product meets or exceeds specified requirements

G. Closeout Submittals: Submit the Following:

1. Warranty: Submit manufacturer’s standard warranty documents

2. Maintenance Data: Include manufacturer’s standard cleaning and maintenance instructions to avoid detrimental actions to finishes and performance.

1.7 QUALITY ASSURANCE

A. Qualifications:

1. Installer Qualifications: Installer should be experienced in performing work of this section and should have specialized in installation of work similar to that required for this project.

Stainless Steel Wire Rope Assemblies 05 15 00-3

B. Pre-Installation Meetings: Conduct with Contractor, Fabricator, Installer and any other subcontractors whose work involves cable railing system to verify project requirements, framing and support conditions, mounting surfaces, manufacturer's installation instructions, and warranty requirements. Comply with Division 1 requirements.

1.9 DELIVERY, STORAGE, AND HANDLING

A. General: Comply with Division 1 Product Requirements Sections Ordering: Comply with manufacturer’s ordering instructions and lead time requirements to…