SECTION 02465 DRILLED CONCRETE PIERS AND · PDF filedrilled concrete piers and shafts 02465 -...

SWATT | MIERS ARCHITECTS 1091 Chalon Road

DRILLED CONCRETE PIERS AND SHAFTS 02465 - 1

SECTION 02465

DRILLED CONCRETE PIERS AND SHAFTS

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Machine drilled shaft.

B. Concrete and reinforcement.

1.02 RELATED REQUIREMENTS

A. Section 03 20 00 - Concrete Reinforcing: Requirements for concrete reinforcement.

B. Section 03 30 00 - Cast-in-Place Concrete: Requirements for concrete.

1.03 REFERENCE STANDARDS

A. ACI 336.1 - Standard Specification for the Construction of Drilled Piers; American Concrete Institute International; 2001.

B. ASTM A36/A36M - Standard Specification for Carbon Structural Steel; 2014.

C. API RP 13B-1 - Recommended Practice for Field Testing Water-Based Drilling Fluids; American Petroleum Institute; 2009, 4th Ed.

D. ASTM A 53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; 2007.

E. ASTM A283/A283M - Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates; 2013.

F. ASTM A929/A929M - Standard Specification for Steel Sheet, Metallic-Coated by the Hot-Dip Process for Corrugated Steel Pipe; 2001 (Reapproved 2013).

G. ASTM D 4380 - Standard Test Method for Density of Bentonitic Slurries; 1984 (Reapproved 2006).

H. ASTM D 4381 - Standard Test Method for Sand Content by Volume of Bentonitic Slurries; 2006.

1.04 ADMINISTRATIVE REQUIREMENTS

A. Preinstallation Meeting: Conduct a preinstallation meeting one week prior to the start of the work of this section; require attendance by all affected installers.

1.05 RELATED DOCUMENTS

A. Geotechnical Engineering Report, Proposed Custom Single-Family Residential Development, 10901 Chalon Road, Bel Air, City of Los Angeles prepared by Calwest Geotechnical Consulting Engineers, dated June 2015

1. Any addenda to this report prepared prior to the Contract date shall be considered part of the report.

1.06 SUBMITTALS

A. See Section 01 33 00 - Submittal Procedures, for submittal procedures.



B. Project Record Documents: Record actual locations of piers, pier diameter, and pier length. Accurately record the following:

1. Sizes, lengths, and locations of piers.

2. Sequence of placement.

3. Final base and top elevations.

4. Deviation from indicated locations.

5. Placement and configuration of reinforcement deviations.

1.07 QUALITY ASSURANCE

A. Installer Qualifications: Company specializing in performing the work of this section with minimum 3 years of documented experience.

B. Codes and Standards: Perform all work to comply with requirements of authorities having jurisdiction.

C. Owner’s Testing and Inspection Service (Geotechnical Engineer): The Owner will employ a qualified independent geotechnical engineering testing lab to observe all work to be executed under this section. The Geotechnical Engineer shall at all times have access to the work and data and be furnished all reasonable assistance in checking the progress and coordination of all phases of work. Advice to the Contractor by the Geotechnical Engineer, either solicited or freely given, shall not diminish the Contractor's responsibility to install cast-in-place concrete piers according to these specifications.

D. The Contractor shall engage an independent laboratory to provide required submittals data including mix design tests and strength tests on alternate materials.

1.08 PROJECT CONDITIONS

A. Existing Utilities: Do not interrupt existing utilities serving facilities occupied by the Owner or others except when permitted in writing by the Owner and then only after acceptable temporary utility services have been provided.

1. Provide a minimum 72-hours' notice to the Owner and receive written notice to proceed before interrupting any utility.

PART 2 PRODUCTS

2.01 MATERIALS

A. Casing: Temporary casings of steel conforming to ASTM A283/A283M, Grade C; ASTM A36/A36M; or ASTM A929/A929M; of sufficient strength to withstand handling and drilling stresses, concrete pressures, and surrounding earth and water pressures.

B. Slurry: A stable colloidal suspension of various pulverized solids or polymers, thoroughly mixed with water as required to obtain and maintain the properties indicated below. The type of pulverized solids to be used shall be approved by the Geotechnical Engineer prior to installation.

1. Density before concrete placement, for slurry 1 foot from pier bottom shall be a maximum of 70 lb./ cu. ft., as determined by API 13B, Section 1 (Mud Balance) and ASTM D 4380.

2. Marsh funnel Viscosity, for entry slurry and pier slurry, shall be in the range of 26 to 50 sec./qt., as determined by API 13B, Section 2 (Marsh Funnel and Cup).



3. Sand content by volume before concrete placement, for slurry 1 foot from pier bottom, shall be a maximum of 4%, as determined by API 13B, Section 2 (Sand Screen Set) and ASTM D 4381.

4. Slurry pH, during excavation, shall be in the range of 8 to 12, as determined by API 13B, Section 6 (Paper Test Strips or Gas Electrode pH Meter).

C. Water: The water used to mix the slurry shall be obtained onsite or from offsite sources approved by the Geotechnical Engineer.

D. Concrete Materials and Mix: Specified in Section 03 30 00.

E. Reinforcement: Specified in Section 03 20 00.

PART 3 EXECUTION

3.01 PREPARATION

A. Verify site conditions will support equipment for performance of pier drilling and placement operations.

B. Use placement method which will not cause damage to nearby structures.

C. Protect structures near the work from damage.

D. Prepare to place piers from existing site elevations.

3.02 INSTALLATION

A. Construct piers in accordance with ACI 336.1.

B. Drill vertical pier shafts to diameters and depths indicated.

C. After excavation is begun, the pier shall be constructed expeditiously, in order to prevent deterioration of the surrounding foundation material. Deteriorated material, including material that has softened or swollen, shall be removed from the sides and bottom of the hole and shall be disposed of.

D. The bottom elevations of piers shown on the drawings is based on available boring data in the Geotechnical report. The Geotechnical Engineer will determine the actual final bearing level during excavation. The suitability of the bearing stratum shall be determined by exploration below the bottom of the excavation with a probe hole to a depth equal to the pier diameter, or as directed by the Geotechnical Engineer.

E. Portions of holes may be enlarged, backfilled with slurry cement, concrete or other material, and redrilled to the specified diameter to control caving. Backfill materials shall be chemically compatible with the concrete and steel, shall be drillable, and shall have the necessary strength required for the conditions.

F. The bottom of the hole shall be cleaned just prior to placing reinforcing or concrete to remove any loose material. If caving occurs or deteriorated materials accumulate at the bottom of the hole after placing reinforcing and prior to placing concrete, the reinforcing shall be removed and the bottom of the drilled hole cleaned. (This is not required when the slurry displacement method is used.)

G. Water that has infiltrated the hole shall be removed prior to placing concrete therein. (This is not required when the slurry displacement method is used.)

H. Reinforcing steel and concrete shall be placed as soon as practical after drilling is complete. Do not allow holes to remain open overnight. Provide visual warnings and physical barriers around open holes.



I. Allow inspection of shaft and liner prior to placement of reinforcement and concrete.

J. Place reinforcing steel in accordance with Section 03 20 00.

K. Place concrete in single pour, in accordance with Section 03 30 00 with equipment designed for vertical placement of concrete.

L. Set tops of piers to elevations indicated.

3.03 TOLERANCES

A. Install piers with maximum variation from location, plumbness, bottom area, diameter, and anchorage locations as specified in ACI 336.1.

B. Maximum Variation From Vertical: 1 in 48.

C. Maximum Variation From Design Top Elevation: Plus 1 inches, minus 1 inch.

D. Maximum Out-of-Position: 3 inches.

3.04 CONTROL OF CAVING

A. The sides of the excavation shall be prevented from caving. The use of either casing or slurry displacement, as specified herein, is acceptable.

3.05 CASING

A. Place temporary steel casings to fit tightly inside of drilled holes where necessary to control water or to prevent quick soil conditions or caving of the hole, or where directed by the Geotechnical Engineer. Temporary casing shall be watertight and of sufficient strength to withstand the loads of installation and removal, and lateral loading due to concrete and earth pressures. Surfaces of casings shall be smooth, clean and free from hardened concrete.

B. Casings shall be removed while concrete is being placed. In a dewatered hole, the concrete shall be maintained at a level at least 4 feet above the bottom of the casing, or at a level above the bottom of the casing adequate to prevent displacement of the concrete by material from outside the casing, whichever is greater.

C. Separation of the concrete during casing removal operations shall be avoided by hammering on or otherwise vibrating the casing. The withdrawl of the casing shall not leave voids or cause contamination with soil or other materials.

3.06 SLURRY DISPLACEMENT

A. Slurry level in the excavation shall be maintained at a level sufficient required to maintain a stable hole. The contractor will be required to demonstrate to the satisfaction of the Geotechnical Engineer that stable conditions are being maintained.

B. The slurry shall be obtained from sources approved by the Geotechnical Engineer. The slurry shall be mixed, stored, and transported using equipment made for these purposes.

C. The in-hole slurry shall meet the specifications prior to placement of concrete. The Contractor shall clean, recirculate, desand, or replace the slurry to maintain the required slurry properties.

D. Placement of concrete in the pier shall be completed the same day that the excavation is complete. If this is not possible, the excavation shall be redrilled, cleaned and slurry tested before concrete placement.



3.07 PLACEMENT OF REINFORCEMENT

A. Place reinforcing steel in accordance with Section 03 20 00 - Concrete Reinforcement.

3.08 PLACEMENT OF CONCRETE

A. Place concrete in accordance with Section 03 30 00 - Cast-in-Place Concrete.

B. Place concrete through tremie if an inflow of subsurface water occurs. Place concrete to height sufficient to produce a seal.

C. Concrete shall not be permitted to free fall a distance that causes segregation. Concrete shall not be permitted to fall from a height greater than 8 feet without the use of adjustable length pipes or tubes unless the flow of concrete is directed into the center of the hole using a hopper and not allowed to strike reinforcement bracing and other objects in the hole.

D. Use equipment designed for vertical placement of concrete. Vibrate concrete in upper 12 feet of pier.

3.09 FIELD QUALITY CONTROL

A. Field inspection and testing will be performed under provisions of Section 01 45 00 - Quality Control.

B. Sampling and testing of fresh concrete shall be according to the provisions of Section 03 30 00 - Cast-in-Place Concrete.

C. The Geotechnical Engineer will provide periodic inspection including the following.

1. Confirm that marked pile locations are correct prior to drilling

2. Observe condition of shaft sides and bottom

3. Determine presence of free ground water

4. Confirm proper use of drilling slurry or placement of casing, if required

5. Observe placement and stabilization of reinforcing

D. The Contractor shall facilitate the Geotechnical Engineer's inspection of each drilled hole. The Contractor shall not proceed with placement of reinforcing or concrete without approval of Geotechnical Engineer.

3.10 UNACCEPTABLE PIERS

A. Unacceptable Piers: Piers that fail, are placed out of position, are below elevations, or are damaged.

B. Provide additional piers or replace piers failing to conform to specified requirements.

3.11 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off the Owner's property.

END OF SECTION


FOUNDATION ANCHORS 02490 - 1

SECTION 02490

FOUNDATION ANCHORS

PART 1 GENERAL


A. Design, fabrication, installation and testing of foundation anchors.

1.02 REFERENCES

A. ACI 212.3R - Chemical Admixtures for Concrete; American Concrete Institute International; 2004.

B. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International; 2005.

C. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000.

D. ACI 304.2R - Placing Concrete by Pumping; American Concrete Institute International; 1996 (reapproved 2008).

E. ACI 305R - Hot Weather Concreting; American Concrete Institute International; 1999.

F. ACI 306R - Cold Weather Concreting; American Concrete Institute International; 1988 (reapproved 2002).

G. ASTM A 416/A 416M - Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete; 2006.

H. ASTM A 722/A 722M - Standard Specification for Uncoated High-Strength Steel Bars for Prestressing Concrete; 2007.

I. ASTM C 150 - Standard Specification for Portland Cement; 2009.

J. ASTM D 4327 Standard Test Method for Anions in Water by Chemically Suppressed Ion Chromatography; 2003.

K. ASTM E 329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing; 2009.

L. AWS D1.1 - Structural Welding Code - Structural Steel; 2008.

M. AWS D1.4 - Structural Welding code - Reinforcing Steel; 2005.

N. CRSI (DA1) - CRSI Design Handbook; Concrete Reinforcing Steel Institute; 2008, 10th Ed.

O. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute; 2009, 28th Edition.

P. PTI (MAN) - Post-Tensioning Manual; Post-Tensioning Institute; PTI TAB.1; 2006, 6th Edition.

Q. PTI (ANCHOR) - Recommendations for Prestressed Rock and Soil Anchors; Post-Tensioning Institute; PTI-DC35.1; 2014.



1.03 RELATED DOCUMENTS

A. Geotechnical Engineering Report, Proposed Custom Single-Family Residential Development, 10901 Chalon Road, Bel Air, City of Los Angeles prepared by Calwest Geotechnical Consulting Engineers, dated June 2015

1. Any addenda to this report prepared prior to the Contract date shall be considered part of the report.

1.04 SUBMITTALS


B. Length, type and elongation: Submit shop drawings indicating the type, length, and computed elongation of all anchors. Provide a written procedure for measuring elongation.

C. Description of installation procedures including drilling, grouting, and load testing methods.

D. Procedure for replacing/supplementing anchors: Submit plans or procedure for replacing/supplementing anchors that fail to meet the acceptance criteria or have allowable capacities less than the design capacity. Any anchor that requires replacement or supplement for any reason shall be furnished and installed at no additional cost to the Owner.

E. Bearing Detail: Submit specific details of anchor bearing.

F. Corrosion protection: Submit specific double corrosion protection details for the anchor bond length, stressing length, and anchorage.

G. Jack calibration data: Submit certified calibration data for the hydraulic jack and pressure gauge system, including at least one spare pressure gauge, and a dimensioned copy of the manufacturer's jack drawings. Jacks shall be calibrated and load versus gauge pressure curves provided for each pressure gauge for 25 percent and 75 percent of the maximum jack extension for two cycles of loading over the full range of expected load usage. At least six load increments shall be applied, and all measured points shall be shown on the calibrations.

H. Grout Mix: Submit grout mix design and copies of test reports showing that the proposed mix has been tested to produce grout with the specified properties and that the mix will be suitable for the job conditions.

I. Sample: One 5 ft length of anchor having the Double Corrosion Protection System indicated on the drawings.

J. Installation Records: Submit as-built installation records, indicating and locating all permanently installed items, including deviations from planned locations within two working days following completion of each anchor installation or load test.


A. Installer Qualifications: Company specializing in performing the work of this section with minimum 10 years of experience.

B. Field Superintendant: Minimum of five (5) years of experience in installation of permanent tieback anchors. Submit documentation of experience, including a list of previous projects, references, and resumes of key personnel to the Architect for review.



C. Codes and Standards: Perform all work to comply with requirements of authorities having jurisdiction.

D. The Owner will employ a qualified independent Geotechnical Engineer to observe all work to be executed under this section. The Contractor shall notify the Architect at least 48 hours prior to anchor installation and testing activities. The Architect shall at all times have access to the work and data and be furnished all reasonable assistance in checking the progress and coordination of all phases of work. No verbal statements or interpretations by the Architect shall be construed to diminish the Contractor's responsibility to install permanent ground anchors according to these specifications.

1.06 DELIVERY, STORAGE, AND PROTECTION

A. Handle and store anchors in such a manner as to avoid corrosion and physical damage.

B. Damage such as abrasions, cuts, nicks, welds, weld spatters, or heavy corrosion and pitting will be a cause for rejection of the element.

C. Rejected elements shall be replaced at no cost to the Owner for materials, labor, or any resulting time delay.

PART 2 PRODUCTS

2.01 MATERIALS

A. Strands

1. DYWIDAG 0.6" diameter, 7-wire, low relaxation, 270 ksi strands, conforming to ASTM A 416.

B. Anchorage.

1. The stressing anchorage shall be capable of developing 95 percent of the guaranteed ultimate tensile strength of the anchor material.

C. Couplers.

1. Uni-axial type.

2. Capable of developing at least 125% of the specified yield strength and 100 percent of the guaranteed ultimate tensile strength of the rods.

D. Sheaths for stressing length.

1. Smooth plastic sheath.

2. Minimum wall thickness of 0.02 inches.

E. Grease for stressing length.

1. Grease shall provide corrosion inhibition and lubricating properties.

2. Content of chlorides, nitrates, or sulfates, as tested according to ASTM D 4327, shall not exceed 10 ppm.

a. Exxon Rust-Ban 326, Chevron Polyurea EP Grease, #2 Grade, or approved equal.

F. Anchor grout.

1. Pumpable mixture of Portland cement, sand, water, and admixtures.



a. Admixtures that can control bleed or retard set may be used with the anchor grout. Expansive additives are not permitted.

2. Grout shall have sufficient strength to guarantee load transfer between the corrugated anchor casing and the soil surrounding the drilled hole.

3. Cement content of the grout shall not be less than 850 lbs./cubic yard of grout.

4. Minimum 28-day unconfined compressive strength of the grout: 5,000 psi.

2.02 DESIGN

A. A minimum stressing (free) length shall be included in the design of the anchors, as indicated on the drawings.

B. The Contractor shall be responsible for determining the anchor bond required to develop adequate load capacity to satisfy anchor testing acceptance criteria for the design load shown on the plans. The minimum bond length shall be as shown on the drawings. The Contractor shall determine the appropriate grouting pressures and grouting techniques.

2.03 FABRICATION

A. Anchors shall be fabricated in accordance with approved shop drawings and shall be free of dirt, detrimental rust, or other deleterious substances.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that the equipment to be used for anchor drilling, grouting, and testing operations is appropriate for the site conditions.

3.02 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, heave, lateral movement, undermining, washout, and other hazards created by the work.

B. The bond length of the anchor rods shall be degreased prior to installation.

C. No solvent residue shall remain on the anchor rods.

D. Existing Utilities: Do not interrupt existing utilities serving facilities occupied by the Owner or others except when permitted in writing by the Owner and then only after acceptable temporary utility services have been provided.

1. Provide a minimum 72-hours' notice to the Owner and receive written notice to proceed before interrupting any utility.

3.03 INSTALLATION

A. The holes for anchors shall be drilled at the locations shown on the plans. Holes shall be drilled by methods that maintain a clean open hole until grouting operations start.

B. Before installation of the anchor tendon, each hole shall be cleaned of all debris and dust by a method approved by the Architect, Special Inspection Agency and Geotechnical Engineer.

C. Subsidence, heave, or physical damage to existing site conditions caused by drilling operations shall be cause for immediate cessation of operations and repair to the



satisfaction of the Architect. The Contractor shall immediately revise his operations to prevent recurrence of such damage.

D. The hole shall be filled with grout progressively from the bottom to the top. Grouting the stressing length shall be done at low pressure. The final top of the stressing length grout column shall not contact the mat or the trumpet. Voids at the top of the free length shall only be filled with grout after stressing is complete. If the grout is to be placed in two stages, the initial stage must completely fill the hole to a point two feet above the bond length. The grouting equipment shall be capable of continuous mixing and shall produce grout free of lumps. The grout pump shall be equipped with a grout pressure gauge at the nozzle capable of measuring at least 150 psi, or twice the actual pressure used by the Contractor. Measure and report to the Architect the volume and pressure of grout for all anchors.

E. The anchor shall be pressure grouted as required to develop the strength as indicated on the drawings. Post-grouting shall be used after initial grouting if required to develop the specified bond strength.

3.04 TESTING

A. Anchor Testing shall be as indicated on the drawings.

B. Reporting and Documentation.

1. Plotting of Test Results: Plot the total and residual displacements versus test load. On the total displacement plot, show:

a. The line corresponding to the theoretical elastic elongation of the unbonded length of the tendon during testing, and

b. The apparent elastic elongation curve constructed by subtracting the residual displacement from the total displacement at each load increment.

2. Plot the displacement versus the logarithm of time for the maximum (1.33P) test load increment.

C. Non-Conforming Anchors.

1. A non-conforming anchor shall be defined as any anchor not meeting the acceptance criteria defined above. Notify the Geotechnical Engineer and Architect immediately in the event that any anchors are determined to be non-conforming.

2. For each non-conforming anchor identified, the Contractor shall either post grout and retest for compliance or install and test an additional anchor in accordance with this specification at a location specified by the Architect. No payment shall be made by the Owner for re-grouting or any additional anchors, testing or structural connections so required.

3. If additional anchors are installed, the anchors shall be tested to verify that the total capacity of the anchors installed exceeds the required load.

4. If more than 5% of the anchors tested fail to meet the design loads shown on the drawings, the Contractor shall test all anchors and shall provide additional anchors as directed by the Architect to provide capacity equivalent to that shown on the drawings.



3.05 PERMANENT STRESSING

A. Upon direction of the Architect, permanent stressing as indicated on the drawings shall be applied to each anchor. Actual lock-off loads may be varied by the Geotechnical Engineer or the Architect to account for mechanical losses or project conditions.

3.06 CLEAN-UP

A. Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off the Owner's property.

END OF SECTION


CONCRETE FORMING AND ACCESSORIES 03100 - 1

SECTION 03100

CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL


A. Formwork for cast-in place concrete, with shoring, bracing and anchorage.

B. Openings for other work.

C. Form accessories.

D. Form stripping.


A. Section 03 20 00 - Concrete Reinforcing.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 04 27 31 - Reinforced Unit Masonry: Reinforcement for engineered masonry.

D. Section 05 12 00 - Structural Steel: Placement of embedded steel anchors and plates in cast-in-place concrete.


A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; 2010.

B. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International; 2010 (Errata 2012).

C. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute; 2011.

D. ACI 347 - Guide to Formwork for Concrete; American Concrete Institute; 2004.

E. ASME A17.1 - Safety Code for Elevators and Escalators; The American Society of Mechanical Engineers; 2013.

1.04 SUBMITTALS


B. Shop Drawings: Indicate pertinent dimensions, materials, bracing, and arrangement of joints and ties.


A. Perform work of this section in accordance with ACI 347, ACI 301, and ACI 318.

B. Designer Qualifications: Design formwork under direct supervision of a Professional Engineer experienced in design of concrete formwork and licensed in California.



PART 2 PRODUCTS

2.01 FORMWORK - GENERAL

A. Provide concrete forms, accessories, shoring, and bracing as required to accomplish cast-in-place concrete work.

B. Design, and construct formwork, shoring and bracing to conform to design and code requirements.

C. Design forms to contain the weight of the fluid concrete, with consideration of the pour rate and flowability of the material.

1. Where the Project requires or the Contractor elects to use self-consolidating concrete or concrete containing superplasticizers, forms shall be designed to accommodate the higher lateral pressures resulting from the more fluid plastic concrete.

D. Design and construct to provide resultant concrete that conforms to design with respect to shape, lines, and dimensions.

E. Comply with applicable codes with respect to design, fabrication, erection, and removal of formwork.

F. Comply with relevant portions of ACI 347, ACI 301, and ACI 318.

2.02 FORM MATERIALS

A. Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances.

1. Form facing for unexposed finish concrete: Contractor's choice of materials that will provide smooth, stain-free final appearance. Lumber shall be dressed on at least two edges and one side for tight fit.

2. Form facing for exposed finish concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials of known structural properties, of sufficient strength and stiffness to provide continuous, straight, smooth, exposed surfaces and prevent leakage. Furnish in largest practicable sizes to minimize number of joints.

2.03 WOOD FORM MATERIALS

A. Form Materials: At the discretion of the Contractor.

2.04 FORMWORK ACCESSORIES

A. Form Ties: Removable type, galvanized metal, fixed length, cone type, with waterproofing washer, free of defects that could leave holes larger than 1 inch in concrete surface.

B. Form Release Agent: Capable of releasing forms from hardened concrete without staining or discoloring concrete or forming bugholes and other surface defects, compatible with concrete and form materials, and not requiring removal for satisfactory bonding of coatings to be applied.

1. Composition: Colorless commercial compound that will not stain concrete, absorb moisture, impair natural bonding of concrete finish coatings, or affect color characteristics of concrete finish coatings,.



2. VOC Content: In compliance with applicable local, State, and federal regulations, maximum 350 g/l.

C. Filler Strips for Chamfered Corners: Wood strip type; 3/4 by 3/4 inch size; maximum possible lengths.

D. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.

E. Embedded Anchor Shapes, Plates, Angles and Bars: As specified in Section 05 12 00.

2.05 WATERSTOPS

A. Above-Grade Conditions

1. Preformed Strip Waterstops: Manufactured square or rectangular strip, for adhesive bonding to concrete.

a. Henry Company: Synko-Flex Waterstop.

b. Mitsubishi International Corporation; Adeka Ultra Seal.

B. Below-Grade Conditions

1. Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip, butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding to concrete, 3/4 by 1 inch.

a. Colloid Environmental Technologies Company (CETCO); Volclay Waterstop-RX.

b. Greenstreak; Swellstop.

c. MiraDRI; Mirastop.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify lines, levels and centers before proceeding with formwork. Ensure that dimensions agree with drawings.

3.02 SHORES AND SUPPORTS

A. Comply with ACI 347 for shoring and reshoring. Unless otherwise noted, the Contractor shall shore or brace all existing construction during concrete operations. It shall be the sole responsibility of the Contractor to design and provide adequate shoring, bracing, formwork, etc. to protect life and property.

3.03 ERECTION - FORMWORK

A. Erect formwork, shoring and bracing to achieve design requirements, in accordance with requirements of ACI 301.

B. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads.

C. Maintain formwork construction tolerances and surface irregularities complying with the following ACI 347 limits:

1. Provide Class A tolerances for concrete surfaces exposed to view.



2. Provide Class C tolerances for other concrete surfaces.

D. Provide chamfer strips at all outside corners and edges of reinforced concrete elements.

E. Where shoring for mild-reinforced slabs or beams will be removed prior to development of 100 percent of the specified 28-day concrete compressive strength, camber formwork to provide upward deflection in the center of slab and beam spans equal to 1/360 of the slab or beam span. This camber requirement is in addition to any compensation for deflections due to the weight of concrete during placement. Use of reshoring does not affect this camber requirement.

F. Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses, moldings, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in the Work. Use selected materials to obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste from leaking.

G. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, recesses, and the like for easy removal.

H. Provide temporary openings for clean-outs and inspections where interior area of formwork is inaccessible before and during concrete placement. Securely brace temporary openings and set tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at inconspicuous locations.

I. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

J. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.

K. Align joints and make watertight. Keep form joints to a minimum.

L. Obtain approval before framing openings in structural members that are not indicated on drawings.

M. Install void forms in accordance with manufacturer's recommendations. Protect forms from moisture or crushing.

N. Coordinate this section with other sections of work that require attachment of components to formwork.

3.04 APPLICATION - FORM RELEASE AGENT

A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

1. Verify that forms are clean and free of rust and other deleterious substances before applying release agent.

2. Do not allow excess form-release agent to accumulate in forms or come into contact with in-place concrete surfaces or reinforcing steel against which fresh concrete will be placed. Apply according to manufacturer's instructions.



B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Provide formed openings where required for items to be embedded in passing through concrete work.

B. Locate and set in place items that will be cast directly into concrete.

C. Coordinate with work of other sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other work.

D. Install accessories in accordance with manufacturer's instructions, so they are straight, level, and plumb. Ensure items are not disturbed during concrete placement.

E. Install waterstops in accordance with manufacturer's instructions, so they are continuous without displacing reinforcement. Heat seal joints so they are watertight.

F. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.

G. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly fitted so joints will not be apparent in exposed concrete surfaces.

3.06 FORM CLEANING

A. Clean forms as erection proceeds, to remove foreign matter within forms.

B. Clean formed cavities of debris prior to placing concrete.

1. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water and debris drain to exterior through clean-out ports.

2. During cold weather, remove ice and snow from within forms. Do not use de-icing salts. Do not use water to clean out forms, unless formwork and concrete construction proceed within heated enclosure. Use compressed air or other means to remove foreign matter.

3.07 FORMWORK TOLERANCES

A. Construct formwork to maintain tolerances required by ACI 117, unless otherwise indicated.

B. Construct and align formwork for elevator hoistway in accordance with ASME A17.1.

C. Camber slabs and beams in accordance with ACI 301 and as indicated on the draiwngs.


A. An independent Testing Agency will perform field inspection, as specified in Section 01 45 00 - Quality Control

B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.



3.09 FORM REMOVAL

A. Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by form-removal operations, and provided curing and protection operations are maintained.

B. Formwork supporting weight of concrete, such as beam soffits, joists, slabs, and other structural elements, may not be removed until concrete has attained at least 75 percent of the specified 28-day minimum compressive strength. Contractor shall obtain cylinders for such testing independent of cylinders obtained by Owner’s testing laboratory for quality assurance testing. Owner shall use independent testing lab suitable to Architect for such testing and bear all related costs.

1. See "Erection - Formwork" article above regarding camber requirements due to form removal prior to development for full strength.

C. Form-facing material may be removed only if shores and other vertical supports have been arranged to permit removal of form-facing material without loosening or disturbing shores and supports.

D. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

E. Store removed forms to prevent damage to form materials or to fresh concrete. Discard damaged forms.

3.10 REUSING FORMS

A. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-coating compound as specified for new formwork.

B. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not use patched forms for exposed concrete surfaces except as acceptable to the Architect.

END OF SECTION


POST-INSTALLED ANCHORS 03150 - 1

SECTION 03150

POST-INSTALLED ANCHORS

PART 1 GENERAL


A. Adhesive anchors (threaded rods or deformed bar dowels) set in holes drilled in concrete.

B. Adhesive anchors (threaded rods or deformed bar dowels) set in holes drilled in masonry.

C. Expansion anchors set in holes drilled in concrete or masonry.

D. Screw Anchors set in holes drilled in concrete.

E. Undercut anchors set in holes drilled in concrete.

1.02 RELATED SECTIONS

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

1.03 REFERENCES

A. ASTM E 488 - Standard Test Methods for Strength of Anchors in Concrete and Masonry Elements; 2010.

B. ASTM F 1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength; 2007a.

C. ICC-ES AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements; ICC Evaluation Service, Inc.; 2009.

D. ICC-ES AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements; ICC Evaluation Service, Inc.; 2009.

1.04 SUBMITTALS


B. ICC-ES reports for products proposed as alternatives to those specified.

C. Product Data: Manufacturer's data sheets on each product to be used, including:

1. Preparation instructions and recommendations.

2. Installation methods.

3. Storage and handling requirements and recommendations.


A. Manufacturer Qualifications: Firm having a minimum of five years of experience producing products of the type specified, with a complete line of installation tools and accessories.

B. The Owner will engage a qualified independent Testing Agency to perform testing and inspection related to the work specified in this Section.

1. The Testing Agency shall verify the following.



a. The specific manufacturer and model of anchors have been approved for the application by the Architect.

b. The holes are drilled at the angle required and of the diameter and depth required.

c. The holes are clean prior to installation of the anchors.

d. The adhesive packaging indicates an expiration date and that the expiration date has not passed.

e. The adhesive is mixed properly and that the initial portion of adhesive coming out of the nozzle is wasted, as required by the manufacturer.

f. Expansion anchors are installed with the manufacturer's specified torque.

g. The anchors are installed according to the manufacturer’s recommendations.

1.06 DELIVERY, STORAGE, AND HANDLING

A. Store products in manufacturer's unopened packaging until ready for installation.

B. Store and dispose of leftover materials in accordance with requirements of local authorities having jurisdiction.

1.07 PROJECT CONDITIONS

A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits.

PART 2 PRODUCTS

2.01 ACCEPTABLE PRODUCTS

A. Adhesive Anchors in Concrete.

1. HIT-HY 200, manufactured by HILTI, Inc. (ICC ESR-3187).

2. SET-XP Epoxy Adhesive, manufactured by Simpson Strong-Tie, Inc. (ICC ESR-2508).

3. AT-XP Anchoring Adhesive, manufactured by Simpson Strong-Tie, Inc. (IAPMO UES ER-263).

4. Anchorfix-3001, manufactured by Sika Corporation. (ICC ESR-3608).

B. Adhesive Anchors in Masonry.

1. HIT-HY 150 MAX, manufactured by HILTI, Inc. (ICC ESR-1967).

2. SET-XP Epoxy Adhesive, manufactured by Simpson Strong-Tie, Inc. (IAPMO UES ER-265).

C. Expansion Anchors.

1. Kwik-Bolt TZ, manufactured by HILTI, Inc. (ICC ESR-1917).

2. Strong-Bolt 2, manufactured by Simpson Strong-Tie, Inc. (ICC ESR-3037).

D. Screw Anchors.



1. Kwik HUS-EZ, manufactured by HILTI, Inc. (ICC ESR-3027).

2. Titen HD, manufactured by Simpson Strong-Tie, Inc. (ICC ESR-2713 for concrete; ICC ESR-1056 for masonry).

E. Undercut Anchors.

1. HDA Undercut Anchor, manufactured by HILTI, Inc. (ICC ESR-1546).

2. Torq-Cut Self-Undercutting Anchor, manufactured by Simpson Strong-Tie, Inc. (ICC ESR-2705).

F. Substitutions: See Section 01 60 00 - Product Requirements.

2.02 MATERIALS

A. Anchors: Steel reinforcing bars.

1. Diameter: As indicated on drawings.

2. Length: As indicated on drawings.

B. Anchors: Threaded steel rods with hex nuts.

1. Material: As indicated on drawings.

2. Diameter: As indicated on drawings.

3. Length: As indicated on drawings.

C. Anchor Bonding Adhesive.

1. Complying with requirements of ICBO ES AC58; independent agency certified; in addition to basic testing, show ability to withstand creep and ability to withstand seismic forces.

D. Screw Anchors.

1. Complying with requirements of ICBO ES AC193; independent agency certified.

E. Expansion Anchors.

1. Complying with requirements of ICBO ES AC193; independent agency certified.

F. Accessories and Tools: As recommended by adhesive manufacturer, including:

1. Screens for use in hollow and unreinforced masonry, to hold adhesive in place until cured.

2. Retaining plugs to hold adhesive and anchor in place in overhead applications.

3. Brushes for cleaning anchor holes.

4. Dispensing tools.

G. Shrink-Resistant Grout

1. As specified in Section 03 30 00 - Cast-In-Place Concrete.



PART 3 EXECUTION

3.01 PREPARATION

A. Locate existing reinforcing in the area where holes are to be drilled through nondestructive means. Mark the locations of existing reinforcing on the surface of the existing concrete or masonry.

B. Do not begin installation until conditions are such that anchors will not be disturbed before complete adhesive curing is complete.

C. Plan installation so that adhesive can be installed in optimum manner to achieve good bonding.

D. Ensure that anchors are free of grease, oil, dirt, and other foreign material.

3.02 INSTALLATION

A. Do not drill holes for anchors where existing reinforcing will interfere with proper drilling.

B. Drill holes of proper diameter and depth, in accordance with adhesive manufacturer's published structural design information.

1. If holes cannot be drilled to the proper depth due to obstructions within the existing material, abandon shallow holes and fill with non-shrink grout. Drill the replacement hole for each abandoned hole at the location indicated by the Architect.

C. Blow out and brush holes, removing dust and debris.

D. Install in strict accordance with manufacturer's instructions and recommendations.

E. Installation limitations for adhesive anchors installed in concrete:

1. Install adhesive anchors in holes drilled with a rotary impact drill or rock drill. Do not install adhesive anchors in core-drilled holes.

2. Do not install adhesive anchors in concrete having strength less than 2,500 psi, age less than 21 days, or temperature less than 50 degrees Fahrenheit.


A. An independent Testing Agency will perform field quality control tests, as specified in Section 01 45 00 - Quality Control

B. The Testing Agency shall perform tests of anchors according to ASTM E 488 and as follows:

1. Test ten percent of each application of anchors to the tensile or torque proof load as indicated on the drawings.

a. One application of anchors or dowels shall be defined as those anchors or dowels of the same type, diameter and depth installed by a single crew in a single day.

b. Test locations are random at the discretion of the testing lab, unless otherwise directed by the Architect.

c. Test at least one anchor in each unique installation condition.

2. Tension test loads shall be maintained for a minimum of two minutes.



3. Tension test criteria:

a. Anchor displacement at the end of the loading period shall be limited to one-fifth of the nominal anchor diameter.

b. Displacement following release of the test load shall return to zero.

4. Torque test criteria:

a. Anchors 1/2" diameter and larger: Test torque must be reached within 1/2 turn of the nut.

b. Anchors 3/8" diameter and smaller:Test torque must be reached within 1/4 turn of the nut.

5. Anchors that fail tests shall be replaced and retested.

a. All anchors in the same application as the failed anchor shall be tested, until 10 consecutive anchors pass.

3.04 PROTECTION

A. After cleaning, protect holes from contamination prior to anchor installation.

B. Do not disturb anchors until minimum cure time to loading has passed.

C. Protect installed products until completion of project.

D. Replace damaged and improperly installed anchors at the direction of the Architect.

3.05 CLEANUP

A. Remove from site and properly dispose of all debris from work of this section.

END OF SECTION


CONCRETE REINFORCING 03200 - 1

SECTION 03200

CONCRETE REINFORCING

PART 1 GENERAL


A. Reinforcing steel for cast-in-place concrete.

B. Supports and accessories for steel reinforcement.


A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 03 37 13 - Shotcrete: Reinforcement for shotcrete.

D. Section 04 27 31 - Reinforced Unit Masonry: Reinforcement for engineered masonry.

E. Section 31 63 29 - Drilled Concrete Piers (Caissons): Reinforcement for drilled pier foundations.


A. ACI 117 - Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute; 2010.

B. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International; 2010 (Errata 2012).

C. ACI SP-66 - ACI Detailing Manual; American Concrete Institute International; 2004.

D. ASTM A108 - Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished; 2007.

E. ASTM A 496 - Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement; 2007.

F. ASTM A615/A615M - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement; 2015.

G. ASTM A706/A706M - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement; 2014.

H. ASTM A 970/A 970M - Standard Specification for Headed Steel Bars for Concrete Reinforcement; 2009.

I. ASTM A1064/A1064M - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete; 2015.

J. AWS D1.1 - Structural Welding Code - Steel; American Welding Society; 2010.

K. AWS D1.4/D1.4M - Structural Welding Code - Reinforcing Steel; American Welding Society; 2011.

L. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute; 2009.



M. CRSI (P1) - Placing Reinforcing Bars; Concrete Reinforcing Steel Institute; Eighth Edition.

1.04 SUBMITTALS


B. Shop Drawings: Comply with requirements of ACI SP-66. Include bar schedules, shapes of bent bars, spacing of bars, and location of splices.

1. Include special reinforcing required for openings through concrete elements.

C. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project meet or exceed specified requirements.

D. Welding procedure specifications (WPSs) for each unique type of weld of reinforcing steel, characterized by (position, process, size, material).

E. Welding Procedure Qualification Record (PQR) for each weld procedure that is not prequalified by AWS D1.4.

F. Welders Certificates: Certify welders employed on the Work, verifying AWS qualification within the previous 12 months.

G. Product data and ICC ER reports for the following products:

1. Mechanical couplers.

2. Deformed bar anchors.

3. Headed terminators.

H. Reports: Submit certified copies of mill test reports for each heat of reinforcing provided to the project, documenting compliance with the applicable ASTM specification, including chemical analysis, tensile tests and bend tests.


A. Perform work of this section in accordance with ACI 301.

B. Identification of Reinforcement. The Contractor shall provide documentation with each load of reinforcement shipped to the project to indicate the manufacturer(s) and heat number(s) of all reinforcing bars included in the shipment, including mill certificates pertinent to each heat of reinforcing bars.

1. Reinforcing bars that are not so identified shall be tested to document compliance with the physical and chemical properties of the applicable ASTM specification.

C. Welding Qualifications: Welding procedure specifications, welding operators and welders shall be qualified in accordance with AWSD1.1, AWS D1.4, and as appropriate.

1. Welders' Certificates: Submit certifications for welders employed on the project, verifying AWS qualification within the previous 12 months.

2. Welders whose work fails to pass inspection shall be requalified before performing additional welding.

D. Testing Service: The Owner will engage an approved testing lab to perform all production work tests, and inspections. The Contractor shall engage a testing laboratory to provide required submittals data including strength tests on alternate materials.



1. Materials and installed work may require testing and retesting at any time during progress of Work.

PART 2 PRODUCTS

2.01 REINFORCEMENT

A. Reinforcing Steel: ASTM A615/A615M, Grade 60 (60,000 psi).

1. Deformed billet-steel bars.

B. Reinforcing Steel: ASTM A706/A706M, deformed low-alloy steel bars.

1. Required where indicated.

2. May be used at Contractor's option in all other cases.

C. Steel Welded Wire Reinforcement (WWR): Galvanized, deformed type; ASTM A1064/A1064M.

1. Form: Flat Sheets.

D. Reinforcement Accessories:

1. Tie Wire: Annealed, minimum 16 gage, 0.0508 inch.

2. Supports for Reinforcement: 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 DA4.

a. For slabs-on-grade, use concrete blocks of sufficient strength, size, and spacing, where base material will not support chair legs.

b. For exposed-to-view concrete surfaces where legs of supports are in contact with forms, provide supports with legs that are protected by plastic (CRSI Class 1) or stainless steel (CRSI Class 2).

E. Mechanical Couplers:

1. Mechanical Couplers shall provide Type 2 splices, unless indicated otherwise on the drawings.

a. Type 1 splices: Couplers shall be capable of developing 125 percent of the specified yield strength of the spliced reinforcing bar.

b. Type 2 splices: Couplers shall be capable of developing 125 percent of the specified yield strength and shall be capable of developing 100 percent of the specified tensile strength of the spliced reinforcing bar.

2. Products.

a. Lenton Taper Threaded Rebar Splices, manufactured by ERICO International Corporation, IAPMO ER 0129.

1) Type 1 or Type 2 splices.

b. HRC 510 Xtender Mechanical Couplers, manufactured by Headed Reinforcement Corp., ICC ESR-2764.

1) Type 1 or Type 2 splices.



c. Bar-Lock Coupler Systems, manufactured by Dayton Superior Corporation, ICC ESR-2495

1) "S" Series: Type 1 splices only.

2) "L" Series: Type 1 or Type 2 splices.

F. Deformed Bar Anchors. ASTM A 108, flux-filled, cold-worked wire, deformed per ASTM A 496.

1. Nelson Type D2L. ICC ESR-2907.

2. Approved equivalent.

G. Headed Terminators. Compliant with ASTM A970.

1. Headed Reinforcement Corp., HRC 100-Series T-Heads. ICC ER-5292.

a. Permitted only for ASTM A 706/A 706M, low-alloy steel bars.

2. Headed Reinforcement Corp., HRC 555 T-Heads. IAPMO ER 0177.

a. Permitted only for ASTM A 706/A 706M, low-alloy steel bars.

3. Erico International Corporation, Lenton Terminators. IAPMO ER 0188


2.02 FABRICATION

A. Fabricate concrete reinforcing in accordance with CRSI (DA4) - Manual of Standard Practice and ACI SP-66 - ACI Detailing Manual.

B. Welding of reinforcement is permitted only as indicated on the drawings or with the specific approval of Architect. Perform welding in accordance with AWS D1.4.

C. Locate reinforcing splices where indicated on the drawings.

1. Reinforcing splices not indicated on the drawings are permitted only with specific prior approval of the Architect.

PART 3 EXECUTION

3.01 PLACEMENT

A. Place, support and secure reinforcement against displacement. Do not deviate from required position. Supports, spacers and tie wires shall conform to the recommendations of CRSI (P1) - Placing Reinforcing Bars.

B. Welding of reinforcing steel shall only be permitted for bars conforming to ASTM A-706.

C. Do not displace or damage vapor barrier.

D. Accommodate placement of formed openings.

E. Maintain concrete cover around reinforcing as indicated on the Drawings.

3.02 INSTALLATION TOLERANCES

A. Conform to installation tolerances for reinforcing bars and embedded items required by ACI 117.




A. An independent Testing Agency will perform field inspection and quality control testing prior to concrete placement, as specified in Section 01 45 00 - Quality Control.

B. Special Inspection. Special Inspection is required for the following elements of the work.

1. Reinforcing steel placement. The special inspector shall verify the following.

a. The reinforcing grade, size, number, location, and bend detailing are as shown on the drawings and are in acceptable condition.

b. All required devices have been properly installed to secure the reinforcement in place during the placement of concrete.

2. Installation of mechanical couplers on reinforcing bars. The special inspector shall verify the following.

a. The specific manufacturer and model of couplers have been approved for the application by the Architect.

b. The couplers are installed according to the manufacturer’s recommendations and applicable code approval reports.

3. Welding of reinforcing steel. Welding of reinforcing steel shall only be permitted for bars conforming to ASTM A706. The special inspector shall verify the following.

a. An appropriate approved welding procedure specification (WPS) is available at the site and that the welder has properly considered the process to be performed and the joint configuration.

b. The welder follows the essential variables of the WPS.

c. The materials and process comply with the applicable provisions of AWS D1.1 and AWS D1.4, and these specifications.

d. Each welder has satisfactorily passed appropriate AWS qualification tests for the procedure to be performed, and if pertinent, has undergone recertification.

4. Deformed bar anchors:

a. Visually inspect welds of deformed bar anchors in accordance with AWS D1.1.

b. Perform bend tests on deformed bar anchors in accordance with AWS D1.1.

1) Perform tests on one anchor in this manner for each operator in each shift of work.

2) In addition, perform tests on all anchors where visual inspections reveal either less than a continuous 360 degree flash or repaired welds.

3) When the test of any anchors results in failure, perform tests on adjacent anchors, continuing until ten consecutive anchors pass the tests.



c. Testing laboratory will report test results promptly and in writing to Contractor, the Owner, the Architect, and the Building Department.

END OF SECTION


CAST-IN-PLACE CONCRETE 03300 - 1

SECTION 03300

CAST-IN-PLACE CONCRETE

PART 1 GENERAL


A. Concrete for composite floor construction.

B. Elevated concrete slabs.

C. Floors and slabs on grade.

D. Concrete walls.

E. Concrete foundations.

F. Joint devices associated with concrete work.

G. Miscellaneous concrete elements, including equipment pads.

H. Concrete curing.

I. Non-shrink grout


A. Section 03 05 00 - Curing, Sealing and Hardening Concrete Floors.

B. Section 03 10 00 - Concrete Forming and Accessories: Forms and accessories for formwork.

C. Section 03 20 00 - Concrete Reinforcing.

D. Section 07 92 00 - Joint Sealants: Products and installation for sealants for saw cut joints and isolation joints in slabs.

E. Section 05 12 00 - Structural Steel Framing.

F. Section 05 31 00 - Steel Decking.


A. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete; American Concrete Institute International; 1991 (Reapproved 2009).

B. ACI 211.2 - Standard Practice for Selecting Proportions for Structural Lightweight Concrete; American Concrete Institute International; 1998 (Reapproved 2004).

C. ACI 212.3R - Chemical Admixtures for Concrete; American Concrete Institute International; 2004

D. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International; 2010 (Errata 2012).

E. ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute International; 2004 (errata 2007).

F. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000 (Reapproved 2009).



G. ACI 305R - Hot Weather Concreting; American Concrete Institute International; 2010.

H. ACI 306R - Cold Weather Concreting; American Concrete Institute International; 2010.

I. ACI 308R - Guide to Curing Concrete; American Concrete Institute International; 2001 (Reapproved 2008).

J. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International; 2011.

K. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field; 2010.

L. ASTM C33/C33M - Standard Specification for Concrete Aggregates; 2013.

M. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens; 2014.

N. ASTM C109/C109M - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens); 2013.

O. ASTM C 138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete; 2009.

P. ASTM C150/C150M - Standard Specification for Portland Cement; 2012.

Q. ASTM C 157 - Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete; 2008

R. ASTM C 171 - Standard Specification for Sheet Materials for Curing Concrete; 2007.

S. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete; 2008.

T. ASTM C 227- Standard Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method); 2010.

U. ASTM C330/C330M - Standard Specification for Lightweight Aggregates for Structural Concrete; 2014.

V. ASTM C494/C494M - Standard Specification for Chemical Admixtures for Concrete; 2013.

W. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete; 2012.

X. ASTM C 989 - Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars; 2009a.

Y. ASTM C1240 - Standard Specification for Silica Fume Used in Cementitious Mixtures; 2014.

Z. ASTM C 1260 - Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method); 2007.

AA. ASTM C 1293 - Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction; 2008b.

AB. California Department of Transportation (Caltrans) CTM 217 - Method of Test for Sand Equivalent; 2008.



AC. California Department of Transportation (Caltrans) CTM 227 - Method of Test for Evaluating Cleanness of Coarse Aggregate; 1999.

1.04 SUBMITTALS


B. Submit the following to the Architect for review, prior to performing work.

1. Mix designs and test data for concrete mixes, 15 days minimum prior to intended placement. Mix design submittals shall include, as a minimum, the following:

a. List of materials proposed weights and volumes of each material per cubic yard.

b. Specification of source for each material.

c. Gradation listing of aggregates and certification that coarse and fine aggregates meet the requirements listed in the Concrete Materials Article of this Section.

d. List of admixtures, with manufacturer's data sheets.

e. Certification that all aggregates are compatible with the proposed cement.

2. Drawings indicating proposed locations of construction joints and control joints.

3. Description of curing methods proposed and products to be employed.

4. Laboratory test reports to justify the compressive strength of each proposed mix design.

C. Submit the following to the Architect for record:

1. Product data and Material Safety Data Sheets (MSDS) for proprietary materials and items, including curing compounds, epoxy resins, surface treatments and proprietary anchoring systems.

2. Tickets for each batch of concrete delivered to the jobsite containing the following information:

a. The mix identification number.

b. The specified compressive strength.

c. The volume of concrete in the delivery truck.

d. The time the concrete was batched (i.e. the time that water was discharged into the delivery truck to mix with the cement and aggregates).

e. List of admixtures.

f. Slump of concrete as placed.

g. Volume of water added to the delivery truck after initial batching.

h. Location where the concrete is being placed, including plan location and story.




A. Perform work of this section in accordance with ACI 301 and ACI 318.

1. Maintain one copy of each document on site.

B. For each class of concrete, acquire cement from one source and aggregate from one source for the entire project.

C. Follow recommendations of ACI 305R when concreting during hot weather.

D. Follow recommendations of ACI 306R when concreting during cold weather.

E. The Contractor shall engage a testing laboratory to provide required submittals data including concrete mix design tests and strength tests on alternate materials.

1. Materials and installed work may require testing and retesting at any time during progress of Work.

F. Testing Service: The Owner will engage an approved testing lab to perform all production work tests, and inspections. The Owner's Testing Service shall also be known as the Special Inspector.

1. The Owner's Testing Service shall review all mix designs and confirm their appropriateness for the intended purpose.

2. Special Inspection. Special Inspection is required for the following elements of the work.

a. Placement of concrete. The special inspector shall verify the following.

1) The concrete delivered to the job has been prepared with the approved mix design appropriate for the application and is transported and placed within the time and under the conditions permitted by ASTM C94 and this specification.

2) The concrete is placed, consolidated, and finished as indicated on the drawings.

3) Test specimens are taken and cured as indicated in this specification.

PART 2 PRODUCTS

2.01 FORMWORK

A. Comply with requirements of Section 03 10 00.

2.02 REINFORCEMENT

A. Comply with requirements of Section 03 20 00.

2.03 CONCRETE MATERIALS

A. Cement: ASTM C 150, Type II - Moderate Portland type.

B. Fine and Coarse Aggregates: ASTM C 33. Aggregates shall be hard durable material from established sources with proven records of successful use in providing concrete with minimum shrinkage.

1. For exposed exterior surfaces, do not use fine or coarse aggregates that contain substances that may cause spalling.



2. Coarse Aggregate: Cleanness value not less than 75 when tested per Caltrans CTM 227.

3. Fine Aggregate: Sand equivalent not less than 75 when tested per Caltrans CTM 217.

4. The restriction on alkali-aggregate reactivity noted in Sections 7.3 and 11.2 of ASTM C 33 shall apply. Aggregates shall be tested according to ASTM C 227, C 1260, or C 1293 and shall be considered innocuous if the limits provided in Appendix X1 of ASTM C 33 are met.

C. Lightweight Aggregate: ASTM C330/C330M.

D. Fly Ash: ASTM C618, Class F.

E. Ground Granulated Blast Furnace Slag: ASTM C 989, Grade 100 or 120.

F. Silica Fume: ACI 211.1.

G. Water: Clean and not detrimental to concrete.

2.04 ADMIXTURES

A. Do not use chemicals that will result in soluble chloride ions in excess of 0.1 percent by weight of cement.

B. Waterproofing Admixture: Admixture formulated to reduce permeability to liquid water, with no adverse effect on concrete properties.

1. Products:

a. Hycrete, Inc; W1000: www.hycrete.com.

b. W.R. Meadows, Inc.; ADI-CON CW Plus: www.wrmeadows.com.

c. Xypex Chemical Corporation; XYPEX Admix C-500: www.xypex.com.

C. General: As approved by Architect. Conform to ACI 212.3R Concrete admixtures shall not contain calcium chloride.

D. Air Entrainment Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures.

E. Chemical Admixtures: ASTM C 494/C 494M, Type A - Water Reducing, Type B - Retarding, Type C - Accelerating, Type D - Water Reducing and Retarding, Type E - Water Reducing and Accelerating, Type F - Water Reducing, High Range, and Type G - Water Reducing, High Range and Retarding.

1. The Contractor may propose the use of admixtures not conforming to ASTM C 494/C 494M. Such admixtures may be used with prior review and approval of the Architect. Approval of such admixtures is at the sole discretion of the Architect.

2.05 ACCESSORY MATERIALS

A. Bonding Agent: Two-component, 100% solids, moisture-tolerant, structural epoxy adhesive product compliant with ASTM C881.

1. Sikadur 32 Hi-Mod LPL, manufactured by Sika Corp.

2. MasterEmaco P 124, manufactured by BASF Master Builders Solutions.



3. Euco #452 Series or Duralcrete Series, manufactured by Euclid Chemical Company.

4. FX-752 Epoxy Bonding Agent, manufactured by Simpson Strong-Tie Company.


B. Non-Shrink Grout: Premixed compound consisting of non-metallic aggregate, shrinkage compensating agents, Portland cement, water reducing and plasticizing agents. Product shall be non-corrosive and non-staining, complying with COE CRD-C 621 and ASTM C 1107.

1. Minimum Compressive Strength at 48 Hours: 2,000 psi.

2. Minimum Compressive Strength at 28 Days: 7,000 psi.

3. Flowable Products:

a. Sikagrout 212, manufactured by Sika Corp.

b. MasterFlow 713, manufactured by BASF Master Builders Solutions.

c. NS Grout, manufactured by Euclid Chemical Company.

d. FX-229, manufactured by Simpson Strong-Tie Company.

e. Approved equivalent.

C. Moisture-Retaining Cover: ASTM C 171; regular curing paper, white curing paper, clear polyethylene, white polyethylene, or white burlap-polyethylene sheet.

D. Liquid Curing Compound: ASTM C 309, Type 1-D, clear or translucent with fugitive dye. Moisture loss not more than 0.5 kg per square meter of surface in 72 hours when tested per ASTM C 156.

1. Liquid curing compound shall form a uniform, continuous adherent film that will not check, crack or peel, and shall be free of holidays, pinholes or imperfections.

2. Liquid curing compound shall not affect the proper bonding of waterproof membranes, floor coverings, surface coverings or paint.

2.06 BONDING AND JOINTING PRODUCTS

A. Construction Joint Devices: Integral galvanized steel; 0.027 inch thick, formed to tongue and groove profile, knockout holes spaced at 6 inches, ribbed steel spikes with tongue to fit top screed edge.

B. Sealant and Primer: As specified in Section 07 90 05.

2.07 CONCRETE MIX DESIGN

A. Proportioning Normal Weight Concrete: Comply with ACI 211.1 recommendations.

B. Proportioning Structural Lightweight Concrete: Comply with ACI 211.2 recommendations.

C. Concrete Strength: Establish required average strength for each class of concrete on the basis of field experience or trial mixtures, as specified in ACI 301.

1. For trial mixtures method, employ independent testing agency acceptable to Architect for preparing and reporting proposed mix designs.



a. Do not use the same testing lab for field quality control testing.

2. Mix designs shall be accompanied by compressive tests and slump test reports; and by standard deviation analysis if field experience method is used.

D. Aggregate Size and Gradation.

1. Maximum aggregate size for each class of concrete is indicated on the drawings.

2. Select the aggregate size range for each class of concrete to produce a well-graded mixture of aggregate sizes.

a. For 1-1/2 inch maximum aggregate size, no more than 50 percent by weight of the total coarse aggregate shall pass through a 3/4 inch square sieve.

b. For 1 inch maximum aggregate size, no more than 50 percent by weight of the total coarse aggregate shall pass through a 1/2 inch square sieve.

c. For 3/4 inch maximum aggregate size, no more than 50 percent by weight of the total coarse aggregate shall pass through a 3/8 inch square sieve.

d. For 1/2 inch maximum aggregate size, no more than 50 percent by weight of the total coarse aggregate shall pass through a No. 4 square sieve.

e. For 3/8 inch maximum aggregate size, no more than 50 percent by weight of the total coarse aggregate shall pass through a No. 8 square sieve.

E. Admixtures: Add acceptable admixtures as recommended in ACI 211.1 and at rates recommended or required by manufacturer.

1. Admixtures may be used only with prior approval of the Architect.

2. Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) in concrete, as required, for placement and workability.

a. Modify the dosage of air-entraining admixtures when also employing mid-range water reducers, which may entrain additional air.

3. Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 degrees Fahrenheit.

4. Use admixtures for water reduction and set accelerating or retarding in strict compliance with manufacturer's directions.

F. Mix Design requirements for each class of concrete shall be as indicated on the drawings.

G. Control of Drying Shrinkage.

1. Concrete mix designs for all elements other than foundations shall be designed to produce concrete with a 35-day (total) drying shrinkage of less than 0.045 percent.

2. Drying shrinkage shall be determined from tests performed in accordance with ASTM C 157.



3. Test specimens for shrinkage tests shall be 4-inch by 4-inch by 11.25-inch prisms.

4. Documentation of successful drying shrinkage tests shall be provided for each mix design as part of the Contractor's mix design submittals.

H. Slump Limits: Proportion and design mixes to result in concrete slump at point of placement as follows:

1. Not less than 2 inches and not more than 4 inches for concrete without high-range water-reducing admixtures (superplasticizers).

2. Concrete containing high-range water-reducing admixture (superplasticizer): Not more than 8 inches.

I. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by the Architect. Laboratory test data for revised mix design and strength results must be submitted to and accepted by the Architect before using in Work.

J. Mix Design Limitations:

1. Portland Cement content: Maximum of 80 percent by weight of total cementitious materials.

2. Fly Ash content.

a. Foundations: Minimum 50 percent by weight of total cementitious materials.

b. Other applications: Minimum 20 percent by weight of total cementitious materials.

3. Silica Fume Content: Maximum 7 percent by weight of total cementitious materials.

4. Water-Cementitious Material ratio: Maximum 50 percent by weight, or as indicated on the drawings.

5. Total air content, determined in accordance with ASTM C 173:

a. Exterior applications subject to freeze/thaw conditions: 4% to 6%.

1) Calculated air void spacing factor, when determined in accordance with ASTM C 457, shall be less than 0.008 in.

b. Interior applications and exterior applications not subject to freeze/thaw conditions: 3% maximum.

c. Interior slabs with hard steel trowel finish: 2% maximum.

2.08 MIXING

A. Ready-Mixed Concrete: Comply with requirements of ASTM C 94, and as specified.

1. Mixing and delivery time shall be limited to 90 minutes.

a. When air temperature is between 85 and 90 degrees Fahrenheit, reduce mixing and delivery time to 75 minutes.



b. When air temperature is above 90 degrees Fahrenheit, reduce mixing and delivery time to 60 minutes.

c. Longer mixing and delivery times may be approved by the Architect for mix designs containing appropriate admixtures to improve flowability and increase set time.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.02 PREPARATION

A. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

B. Where new concrete is to be bonded to previously placed concrete, prepare existing surface by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions.

C. Where new concrete with integral waterproofing is to be bonded to previously placed concrete, prepare surfaces to be treated in accordance with waterproofing manufacturer's instructions. Saturate cold joint surface with clean water, and remove excess water before application of coat of waterproofing admixture slurry. Apply slurry coat uniformly with semi-stiff bristle brush at rate recommended by waterproofing manufacturer.

D. Interior Slabs on Grade: Install vapor retarder under interior slabs on grade. Lap joints minimum 6 inches. Seal joints, seams and penetrations watertight with manufacturer's recommended products and follow manufacturer's written instructions. Repair damaged vapor retarder before covering.

3.03 JOINTS

A. Construction Joints: Locate and install construction joints as indicated on the drawings. Additional construction joints may be provided with prior approval of the Architect.

1. Prior to placing concrete against hardened concrete, thoroughly roughen existing concrete surface to ¼” amplitude. Apply bonding agent, in accordance with manufacturer’s instructions, on all hardened concrete surfaces that will be joined with fresh concrete.

B. Control Joints: Locate control joints in slabs-on-grade on a regular, rectangular grid layout, so as to enclose no more than 200 square feet of floor area between joints. The areas enclosed between joints shall have a ratio of long-to-short sides of no more than 2:1. Construction joints may replace control joints in the calculation of enclosed area. Control joints shall be placed as closely as possible to natural crack locations, such as columns or walls, as well as re-entrant corners of slabs.

1. Control joints shall be produced through the use of pre-formed strips or by saw-cutting. Saw-cut joints shall be performed as soon as the concrete surface has hardened sufficiently to prevent aggregates from being dislodged by the saw. It is the responsibility of the Contractor to determine the appropriate timing for performing saw cuts, considering the mix design, the ambient temperature and other conditions.

2. Control joints are not required for slabs in excess of 6 inches thick that are reinforced with top and bottom mats of continuous reinforcing steel, each mat having a reinforcement ratio of at least 0.002 in two orthogonal directions.



3.04 PLACING CONCRETE

A. Place concrete in accordance with ACI 304R.

B. Place concrete for floor slabs in accordance with ACI 302.1R.

C. Notify Architect not less than 24 hours prior to commencement of placement operations.

D. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken.

E. Ensure reinforcement, inserts, waterstops, embedded parts, and formed construction joint devices will not be disturbed during concrete placement.

F. Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on concrete that has hardened sufficiently to cause seams or planes of weakness. Deposit concrete to avoid segregation at its final location.

G. Do not allow fresh concrete to fall more than 8 feet without using pipes, tubes, or other means to prevent segregation.

H. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints. At construction joints or placements against existing concrete, thoroughly roughen surface to 1/4-inch amplitude, clean off all dust and debris and place bonding agent immediately prior to concrete placements.

1. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand-spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete complying with ACI 309.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix to segregate.

I. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until completing placement of a panel or section.

1. Consolidate concrete during placement operations so that concrete is thoroughly worked around reinforcement, other embedded items and into corners.

2. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations.

3. Maintain reinforcing in proper position on chairs during concrete placement.

J. Cold-Weather Placement: Comply with provisions of ACI 306 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by low temperatures.

1. When air temperature has fallen to or is expected to fall below 40 degrees Fahrenheit, uniformly heat water and aggregates before mixing to obtain a



concrete mixture temperature of not less than 50 degrees Fahrenheit and not more than 80 degrees Fahrenheit at the point of placement.

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

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

K. Hot-Weather Placement: When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305 and as specified.

1. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 degrees Fahrenheit. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. 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 embedding in concrete.

3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas.

L. Finish floors level and flat, unless otherwise indicated, within the tolerances specified below.

3.05 SEPARATE FLOOR TOPPINGS

A. Prior to placing floor topping, roughen substrate concrete surface and remove deleterious material. Broom and vacuum clean.

B. Place required dividers, edge strips, reinforcing, and other items to be cast in.

C. Apply bonding agent to substrate in accordance with manufacturer's instructions.

D. Place concrete floor toppings to required lines and levels.

1. Place topping in checkerboard panels not to exceed 20 ft in either direction.

E. Screed toppings level, maintaining surface flatness of maximum 1:1000.

3.06 FLOOR FLATNESS AND LEVELNESS TOLERANCES

A. An independent testing agency, as specified in Section 01 40 00, will inspect finished slabs for conformance to specified tolerances.

B. Maximum Variation of Surface Flatness:

1. Exposed Concrete Floors: 1/4 inch in 10 ft.

2. Under Seamless Resilient Flooring: 1/4 inch in 10 ft.

3. Under Carpeting: 1/4 inch in 10 ft.

C. Correct the slab surface if tolerances are less than specified.



D. Correct defects by grinding or by removal and replacement of the defective work. Areas requiring corrective work will be identified. Re-measure corrected areas by the same process.

3.07 CONCRETE FINISHING

A. Repair surface defects, including tie holes, immediately after removing formwork.

B. Unexposed Form Finish: Rub down or chip off fins or other raised areas 1/4 inch or more in height.

C. Exposed Form Finish: Rub down or chip off and smooth fins or other raised areas 1/8 inch or more in height. Provide uniformity of color and texture through one of the following methods:

1. Smooth Rubbed Finish: Wet concrete and rub with carborundum brick or other abrasive, not more than 24 hours after form removal.

2. Grout Cleaned Finish: Wet areas to be cleaned and apply grout mixture by brush or spray; scrub immediately to remove excess grout. After drying, rub vigorously with clean burlap, and keep moist for 36 hours.

3. Cork Floated Finish: Immediately after form removal, apply grout with trowel or firm rubber float; compress grout with low-speed grinder, and apply final texture with cork float.

D. Concrete Slabs: Finish to requirements of ACI 302.1R, and as follows:

1. Surfaces to Receive Thick Floor Coverings: "Wood float" as described in ACI 302.1R; thick floor coverings include quarry tile, ceramic tile, and terrazzo with full bed setting system.

2. Surfaces to Receive Thin Floor Coverings: "Steel trowel" as described in ACI 302.1R; thin floor coverings include carpeting, resilient flooring, seamless flooring, thin set quarry tile, thin set ceramic tile, and raised access flooring.

3. Decorative Exposed Surfaces: Trowel as described in ACI 302.1R; use steel-reinforced plastic trowel blades instead of steel blades to avoid black-burnish marks; decorative exposed surfaces include surfaces to be stained or dyed, pigmented concrete, surfaces to receive liquid hardeners, surfaces to receive dry-shake hardeners, surfaces to be polished, and all other exposed slab surfaces.

4. Other Surfaces to Be Left Exposed: Trowel as described in ACI 302.1R, minimizing burnish marks and other appearance defects.

5. In areas with floor drains, maintain floor elevation at walls; pitch surfaces uniformly to drains as indicated on drawings.

6. Apply nonslip broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated. Coordinate required finish with Architect before application.

a. Static coefficient of friction on clean, dry surface:

1) Walking surfaces: 0.5

2) Accessible routes: 0.6

3) Accessible ramps: 0.8



E. Curbs, slabs and pads: Round exposed edges and corners with 1/2 inch radius, except where chamfered as indicated in Section 03 10 00.

3.08 CURING AND PROTECTION

A. Comply with requirements of ACI 308R. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

1. Normal concrete: Not less than 7 days.

2. High early strength concrete: Not less than 4 days.

C. Formed Surfaces: Cure by moist curing with forms in place for full curing period.

D. Surfaces Not in Contact with Forms:

1. Slabs and Floors To Receive Adhesive-Applied Flooring: Curing compounds and other surface coatings are usually considered unacceptable by flooring and adhesive manufacturers. If such materials must be used, either obtain the approval of the flooring and adhesive manufacturers prior to use or remove the surface coating after curing to flooring manufacturer's satisfaction.

2. Begin curing as soon as free water has disappeared and before surface is dry.

3. Initial Curing: When concrete bleed rate, concrete temperature, ambient temperature, relative humidity, wind speed, and solar heating create a risk of premature drying, keep concrete surface continuously moist by water ponding, water-fog spray, or saturated burlap. Start as soon as free water has disappeared and before surface is dry.

a. Ponding: Maintain 100 percent coverage of water over floor slab areas, continuously for 3 days.

b. Spraying: Spray water over floor slab areas and maintain wet.

c. Saturated Burlap: Saturate burlap-polyethylene and place burlap-side down over floor slab areas, lapping ends and sides; maintain in place.

4. Intermediate Curing: When concrete finishing is completed before final set of the concrete and when final curing methods might damage the concrete either mechanically or by raising the water/cement ratio of the near-surface region, conduct intermediate curing using evaporation retarder or fogging.

5. Final Curing: Begin final curing immediately after finishing is complete, after the concrete has reached final set and will not be damaged by final curing operations. Employ one or a combination of the following methods:

a. Moisture-Retaining Sheet: Lap strips not less than 3 inches and seal with waterproof tape or adhesive; secure at edges.

b. Moisture-retaining cover: Place in widest practicable width with sides and ends lapped at least 3 inches. Seal in place with waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

c. Curing Compound: Apply in two coats at right angles, using application rate recommended by manufacturer.



1) Reapply curing compound to surfaces that are subject to rainfall within three hours of initial application.

2) Reapply compound to surfaces subject to traffic or construction operations that wear down or damage the membrane.

3.09 CONCRETE SURFACE REPAIRS

A. Patching Defective Areas: Repair and patch defective areas with cement mortar immediately after removing forms, when acceptable to the Architect.

B. Mix dry-pack mortar, consisting of one part Portland cement to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using only enough water as required for handling and placing.

1. Cut out honeycombs, rock pockets, voids over 1/4 inch in any dimension, and holes left by tie rods and bolts down to solid concrete but in no case to a depth less than 1 inch. Make edges of cuts perpendicular to the concrete surface. Thoroughly clean, dampen with water, and brush-coat the area to be patched with bonding agent. Place patching mortar before bonding agent has dried.

2. For surfaces exposed to view, blend white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Provide test areas at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike-off slightly higher than surrounding surface.

C. Repairing Formed Surfaces: Remove and replace concrete having defective surfaces if defects cannot be repaired to satisfaction of the Architect. Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. Flush out form tie holes and fill with dry-pack mortar or precast cement cone plugs secured in place with bonding agent.

1. Repair concealed formed surfaces, where possible, containing defects that affect the concrete's durability or strength. If defects cannot be repaired, remove and replace the concrete.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface tolerances specified for each surface and finish. Correct low and high areas as specified. Test unformed surfaces sloped to drain for trueness of slope and smoothness by using a template having the required slope.

1. Repair finished unformed surfaces containing defects that affect the concrete's durability or strength. Surface defects include crazing and cracks in excess of 0.01 inch wide or that penetrate to the reinforcement or completely through nonreinforced sections regardless of width, spalling, popouts, honeycombs, rock pockets, and other objectionable conditions.

2. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days.

3. Correct low areas in unformed surfaces during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. Proprietary underlayment compounds may be used when acceptable to the Architect.

4. Repair defective areas, except single holes not exceeding 1 inch in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with



clean, square cuts and expose reinforcing steel with at least 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials to provide concrete of same type or class as original concrete. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

E. Repair isolated single holes 1 inch or less in diameter by dry-pack method. Groove top of cracks and cut out holes to sound concrete and clean of dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place dry-pack before bonding agent has dried. Compact dry-pack mixture in place and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

F. Perform structural repairs with prior acceptance of the Architect as to method and procedure, using specified epoxy adhesive and mortar.

G. Repair methods not specified above may be used, subject to acceptance of the Architect.


A. An independent Testing Agency will perform field inspection and quality control testing, as specified in Section 01 45 00 - Quality Control

B. Provide free access to concrete operations at project site and cooperate with appointed firm.

C. Tests of concrete and concrete materials may be performed at any time to ensure conformance with specified requirements.

D. Sampling and testing for quality control during concrete placement shall include the following.

1. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with ASTM C 94.

a. Slump: ASTM C 143; one test at point of discharge for each set of compression test specimens; additional tests when concrete consistency seems to have changed.

b. Unit Weight: ASTM C 138, one sample for each batch or ready-mix truck load of lightweight concrete.

c. Concrete Temperature: ASTM C 1064; One test hourly when air temperature is 40 degrees Fahrenheit and below or 80 degrees Fahrenheit and above, and one test for each set of compressive-strength specimens.

2. Compression Test Specimens: ASTM C 31; One set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required.

a. Take one additional test cylinder per set during cold-weather concreting (as defined in "Cold-Weather Placement" paragraph of "Placing Concrete" Article of this Section) cured on job site under same conditions as the concrete it represents.

3. Compressive-Strength Tests: ASTM C 39; One specimen shall be tested at 7 days, two specimens tested at 28 days, and one specimen retained for later testing if required.



a. 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 300 psi.

b. Frequency of tests: A minimum of one set of cylinders shall be tested for any individual structural element or each day's placement of a class of concrete exceeding 25 cu. yd. An additional set of cylinders shall be tested for each 100 cu. yd. of each class of concrete.

1) When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used.

4. Continuous inspection is required during concrete placement.

5. Verify that specified curing temperatures and techniques are maintained.

6. Test and inspection results shall be reported in writing to the Owner, Architect, ready-mix producer, and Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, specified compressive strength (f'c), concrete mix proportions and materials, compressive breaking strength, and age of concrete at break.

7. Additional Tests: The testing lab will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by the Architect. Testing lab may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

3.11 DEFECTIVE CONCRETE

A. Test Results: The testing agency shall report test results in writing to Architect and Contractor within 24 hours of test.

B. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

C. Repair or replacement of defective concrete will be determined by the Architect. The cost of additional testing shall be borne by Contractor when defective concrete is identified.

D. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of Architect for each individual area.

3.12 PROTECTION

A. Do not permit traffic over unprotected concrete floor surface until fully cured.

3.13 CLEAN-UP

A. Remove from site and properly dispose of all debris from work of this section.

END OF SECTION


SHOTCRETE 03370 - 1

SECTION 03370

SHOTCRETE

PART 1 GENERAL


A. Materials and processes for installation of shotcrete. This Section includes shotcrete applied by the wet-mix process only. Dry-mix shotcrete is not acceptable.


A. Section 03 10 00 - Concrete Forming and Accessories: Prepared forms to achieve configuration, contours, and tolerances required.

B. Section 03 20 00 - Concrete Reinforcing.

C. Section 03 30 00 - Cast-in-Place Concrete.


A. ACI 506.2 - Specification for Materials, Proportioning, and Application of Shotcrete; American Concrete Institute International; 2013.

B. ACI CP-60 - Craftsman Workbook for ACI Certification of Shotcrete Nozzleman; American Concrete Institute International; 2002.

C. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field; 2010.

D. ASTM C 42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete; 2004.

E. ASTM C 94 - Standard Specification for Ready-Mixed Concrete; 2009a.

F. ASTM C 142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregates; 1997 (Reapproved 2004).

G. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete; 2010.

H. ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method; 2009a.

I. ASTM C 618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Concrete; 2008a.

J. ASTM C 1140 - Standard Practice for Preparing and Testing Specimens from Shotcrete Test Panels; 2003a.

K. ASTM C 1602 - Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete; 2006.

L. California Department of Transportation (Caltrans) CTM 217 - Method of Test for Sand Equivalent; 2008.

M. California Department of Transportation (Caltrans) CTM 227 - Method of Test for Evaluating Cleanness of Coarse Aggregate; 1999.

N. California Department of Transportation (Caltrans) CTM 515 - Method of Test for Relative Mortar Strength or Portland Cement Concrete Sand; 1995.


SHOTCRETE 03370 - 2

1.04 ADMINISTRATIVE REQUIREMENTS

A. Preinstallation Meeting: Convene one week before starting work of this section.

1.05 SUBMITTALS


B. Mix design and test data for shotcrete, 10 days minimum prior to shooting of preconstruction test panels. Include complete list of materials, including admixtures and copies of test reports showing mix has been successfully tested to produce shotcrete with specified properties. Obtain acceptance prior to preconstruction testing.

C. Product data for proprietary materials and items, including reinforcement and forming accessories, pre-bagged shotcrete materials, admixtures, patching compounds, and curing compounds.

D. Nozzlemen certifications in accordance with ACI CP-60. Submit, for each nozzleman, certification in each type of shotcrete application required. Include the name of the certifying agency and the date of certification.

E. Procedures: Submit description of shotcrete process proposed.


A. Perform Work in accordance with ACI 506.2.

B. Testing Service: The Owner will engage a testing laboratory to perform special inspections and tests of production work and of preconstruction testing. The Contractor shall engage an independent laboratory to provide required submittal data including shotcrete mix design tests and qualification panel tests. Materials and installed work may require testing and retesting at any time during progress of work.

C. Applicator Qualifications: Company specializing in performing shotcrete installations, with minimum 5 years of documented experience, not including swimming pools.

1. Any individual applying shotcrete must be certified as an ACI Shotcrete Nozzleman by the American Concrete Institute as outlined in ACI Certification publication CP-60.

1.07 MOCK-UP

A. Test Panels: Prior to starting work provide mock-up for evaluation of materials and workmanship:

1. For each different thickness of shotcrete shown on the drawings, prepare a set of three test panels. Each application crew performing production shotcrete work shall prepare a full set of three test panels for each shotcrete thickness that they will perform.

a. Comply with ASTM C 1140.

b. Each test panel shall be a minimum of 3 feet high by 3 feet wide.

1) Larger test panels are acceptable, provided that the specified reinforcing is installed over the entire panel area.

c. The shotcrete mix design used for each test panel shall be of the same as will be used in production. The shotcrete shall be shot at the same angle as will be used in production.


SHOTCRETE 03370 - 3

d. Each test panel shall be reinforced to reproduce the most congested area specified on the drawings in order to check for proper shotcrete placement around reinforcing steel. Include the proposed test panel reinforcing in reinforcement shop drawings.

2. The Testing Agency shall take six 3-inch-diameter core specimens from each test panel for testing.

a. Three of the six cores in each panel shall be taken through reinforcing steel. The Testing Agency shall inspect these cores for voids behind reinforcing bars and grade each core according to ACI 506.2.

1) Acceptance criteria: The maximum acceptable average grade for cores taken from each test panel is 2.5. The maximum acceptable grade from any individual core is 3.

2) Application crews who prepare test panels with unacceptable core grades per ACI 506.2 shall not be permitted to perform production work unless tests on additional panels are succesful.

b. The remaining three cores in each panel shall be taken through unreinforced sections in the panels and shall be tested for 28-day compressive strength in accordance with ASTM C 42. The average compressive strength of three cores taken from test panels must equal or exceed 100% of the specified compressive strength, and no individual core shall have a compressive strength less than 90% of the specified strength.

1) Application crews who prepare test panels that do not meet these strength requirements shall not be permitted to perform production work unless tests on additional panels are succesful.

B. Locate mock-up where directed.

1.08 FIELD CONDITIONS

A. Maintain material and surrounding air temperature at minimum 50 degrees F prior to and during installation and maintain material at this minimum temperature for 7 days after completion of work. Provide equipment and cover to maintain minimum temperature.

B. Suspend shotcrete operations during high winds, rainy weather, or near freezing temperatures when work cannot be protected.

PART 2 PRODUCTS

2.01 SHOTCRETE MATERIALS

A. Reinforcing: Comply with requirements of Section 03 20 00.

B. Concrete materials shall conform to applicable requirements of Section 03 30 00 - Cast-In-Place Concrete, and ACI 506.2, except as otherwise specified herein for adjustment of aggregate and mix for placing. Any adjustment to the aggregate shall not be made without the prior approval.

1. Cement: Portland Cement, ASTM C 150; Type II, Low Alkali, delivered to the batch plant in original packages.

2. Fly Ash: ASTM C 618, Class F.

3. Water: Clean and not detrimental to concrete.


SHOTCRETE 03370 - 4

a. A mixture of potable and reclaimed water.

b. Mixture shall contain no less than 50% potable water.

c. Mixture shall comply with ASTM C 1602, including all optional requirements.

4. Admixtures: Chemical type conforming to ASTM C 494.

5. Aggregates:

a. General: ASTM C 33 except as otherwise specified.

b. Coarse Aggregates:

1) Cleanness value of the coarse aggregate shall be not less than 75 when tested per Caltrans CTM 227.

2) The Contractor has the option of using 1/2-inch maximum aggregate in lieu of 3/8-inch specified, provided the larger aggregate does not create problems in placing the shotcrete as demonstrated by preconstruction testing.

c. Fine Aggregates:

1) The average sand equivalent value shall be not less than 75, when tested per Caltrans CTM 217.

2) The relative mortar strength shall not be less than 95 percent of strength developed by Ottawa sand, when tested per Caltrans CTM 515.

d. Grading: Furnish aggregates of required sizes per following grading: Sieve Size Percentage by Weight

Passing Sieve for Coarse Aggregates

Percentage by Weight Passing Sieve for Fine Aggregates

1/2" 100% 100% 3/8" 85% - 100% 100% #4 10% - 30% 95% - 100% #8 0% - 10% 65% - 90% #16 0% - 5% 45% - 75% #30 0% 30% - 50% #50 0% 10% - 22% #100 0% 2% - 8%

2.02 SHOTCRETE MIX

A. Provide wet mix design that gives good compaction and low percentage of rebound, is stiff enough not to sag.

1. Proportions: Cement and aggregates to produce shotcrete having minimum 28-day compressive strength in place as specified on the Drawings.

2. Wet Mix Shotcrete: Use a combination of 70 - 80 percent fine aggregate and 20 - 30 percent 3/8-inch maximum size coarse aggregate per cubic yard, as necessary for specified finish.

a. Maximum slump for wet mix concrete shall be 2 inches.


SHOTCRETE 03370 - 5

b. Minimum slump for wet mix concrete shall be 1-1/2 inches.

3. The proportion of water to cement shall be accurately controlled so as to produce thorough and uniform hydration of the shotcrete which when shot will form a homogeneous mass containing neither sags nor dry sand formations.

B. Ready-Mix Concrete: Ready-mix concrete per ASTM C 94 may be used, provided quantity and rate of delivery of materials permits unrestricted progress of work.

2.03 FORM MATERIALS

A. Forms for Exposed Finish Shotcrete: Plywood, metal, or other acceptable panel-type materials, to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints.

B. Forms for Unexposed Finish Shotcrete: Plywood, lumber, metal, or other acceptable material. Provide lumber dressed on at least 2 edges and one side for tight fit.

C. See Section 03 10 00 - Concrete Forms and Accessories for additional requirements.

2.04 EQUIPMENT

A. Mixing Equipment: Capable of thoroughly mixing aggregate, cement, and water in sufficient quantity to maintain continuous placement.

B. Delivery Equipment: Capable of discharging wet mix aggregate, cement, and water accurately, uniformly, and continuously.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify existing conditions before starting work.

B. Verify that conditions are acceptable and are ready to receive work.

C. Before any shotcrete is placed, the Contractor shall ascertain that all reinforcing steel has been installed and blocked from the existing concrete surface and formwork.

D. Verify that field measurements are as shown on drawings.

E. Verify fabricated forms are:

1. True to line and dimension.

2. Adequately braced against vibration during placement.

3. Constructed to permit escape of trapped air during gunning operations.

4. Constructed to minimize rebound during gunning operations.

F. Verify correct placement of reinforcement with sufficient clearances to permit complete encasement.

G. Verify that all fittings, anchors, inserts, etc., to be embedded in the shotcrete have been placed as specified and inspected.

1. The Contractor is responsible for maintaining the alignment of all work embedded in the shotcrete during its installation.

H. Ensure easy access to shotcrete surfaces for screeding and finishing, and to permit uninterrupted application.


SHOTCRETE 03370 - 6

3.02 PREPARATION

A. Remove existing unsound concrete from substrate surfaces.

1. Minimize abrupt changes in depth of area to be repaired.

B. Clean reinforcement of loose mill scale, rust, oil, and other substances which will interfere with bond, in accordance with ACI 506R.

C. Determine operating procedures for placement in close quarters, extended distances, or around unusual obstructions where placement velocities and mix consistency may be adjusted during application.

D. Clean and wet cementitious or absorptive substrate surfaces prior to receiving shotcrete. Keep porous surfaces damp for several hours prior to placement of shotcrete.

E. Protect adjacent surfaces not receiving shotcrete.

3.03 ALIGNMENT CONTROL

A. Provide alignment wire to establish thickness and plane of required surfaces.

B. Install alignment wire at corners and offsets not established by forms.

C. Tighten alignment wire true to line. Position adjustment devices to permit additional tightening.

3.04 MIXING AND DELIVERY TIME

A. Mixing and delivery time shall be limited to 90 minutes.

1. When air temperature is between 85 and 90 degrees Fahrenheit, reduce mixing and delivery time to 75 minutes.

2. When air temperature is above 90 degrees Fahrenheit, reduce mixing and delivery time to 60 minutes.

3. Longer mixing and delivery times may be approved by the Architect for mix designs containing appropriate admixtures to improve flowability and increase set time.

3.05 APPLICATION

A. Place shotcrete only in the presence of the designated Special Inspector.

B. Place reinforcement in accordance with ACI 506.2.

C. Use mixing and delivery equipment capable of thoroughly mixing aggregate, cement, and water in sufficient quantity to maintain continuous and uniform placement.

D. Do not place shotcrete on surfaces that are frozen, spongy, or where there is free water.

E. Achieve maximum compaction with minimum rebound. Direct intermittently flowing shotcrete away from the work until flow again becomes constant.

F. Build-up to required thickness in multiple passes to achieve layering. Encase reinforcement with the first pass.

1. Except when enclosing reinforcing steel, the nozzle shall be held at right angles to the surface to be shotcreted and at a distance from 2-1/2 to 3 feet. When enclosing reinforcing steel, the nozzle shall be held so as to direct the material behind the bars. Each side of each bar shall be shot separately.


SHOTCRETE 03370 - 7

G. Application of walls shall begin at the bottom. Thickness of layer, when gunning walls, is thickness at which shotcrete does not sag. Keep top surface of thick layers at about 45 degrees slope. Any deposits of loose sand or rebound shall be removed form surfaces before shotcreting.

H. Completely encase reinforcement with sound shotcrete. A second experienced nozzleman equipped with an air jet shall attend the operator whenever reinforcing steel is being enclosed and shall precede the nozzle and blow out all rebound and sand which may have lodged behind the steel.

I. Allow each layer to take initial set before applying succeeding layers.

J. Remove laitance, loose materials, and rebound by brooming; remove laitance which has taken final set by sandblasting, then clean surface with air or water jet. Cut out rebound pockets, unbounded (drummy) areas, sags, and other defects; replace with new shotcrete. Apply succeeding layer to dampened preceding layer.

K. Do not permit applied shotcrete to sag, slough, or displace.

L. Should rebound pockets, sags, sloughing or other defects occur in the work, they shall be cut out and replaced as approved and at the Contractor’s expense. Prevent the shotcrete from being dragged or torn.

M. After initial set of final layer, remove excess material outside of forms and alignment lines.

N. Sandblast to remove laitance. Clean with air/water pressure jet.

O. Remove rebound at construction and expansion joints.

P. Remove rebound material that does not fall clear of work; discard salvaged rebound.

Q. Maintain shotcrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of shotcrete.

R. Immediately after placement, protect shotcrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

S. Screeds shall be placed to establish the thickness, surface planes and form to the shotcrete. All surfaces shall be rodded to these screeds. Both horizontal and vertical screeds shall be installed at corners and offsets not clearly established by the formwork.

T. Construction Joints: Structures are designed as monolithic units and all shotcrete in one unit of construction shall be placed, insofar as possible, in one continuous operation. Construction joints, except as detailed on the drawings, shall be avoided. Contractor shall have back-up equipment on site so that work will not be interrupted.

U. Apply curing compound to exposed surfaces according to manufacturer's instructions.

V. Puddle Shotcrete: the use of “puddled shotcrete”, in which air pressure is reduced and water content of the mix increased to facilitate the placing in difficult locations, will not be permitted. Shotcrete shall not be placed where the stream from the nozzle cannot directly impinge on the surface on which the shotcrete is to be placed. Where shooting conditions are difficult, the specified results shall be obtained by maintaining normal air pressure and water ratio and reducing the supply of material.

3.06 SURFACE FINISH

A. Surface Finish: Except as indicated below, conform to requirements of Section 03 30 00 - Cast-in-Place Concrete.


SHOTCRETE 03370 - 8

B. Surface Finish by exposure condition:

1. Exterior surfaces, exposed to view: Rubber Float Finish.

2. Exterior surfaces, not exposed to view: Wood Float Finish.

3. Interior surfaces, exposed to view: Steel Trowel Finish.

4. Interior surfaces, not exposed to view: Wood Float Finish.

C. Patching of Defects: Conform to requirements of Section 03 30 00 - Cast-in-Place Concrete.

3.07 CURING

A. Comply with the requirements of Section 03 30 00 - Cast-in-Place Concrete.

3.08 DEFECTIVE WORK

A. Repair or replace defective work as approved, including slump cracks, rebound pockets and hollow spots, at Contractor’s expense.


A. An independent Testing Agency will perform field inspection and quality control testing, as specified in Section 01 45 00 - Quality Control

B. Special Inspection of reinforcing steel shall include the following:

1. Confirm bar size, bends, and placement, and adequacy of tieing and support.

C. Wet Mix Sampling: ASTM C 172. Collect samples of fresh shotcrete to perform air content and slump tests specified. ASTM C 31 for making test specimens.

D. Air Content and Slump Test: ASTM C 231 for air content an ASTM C 142 for slump. Test for every 50 cubic yards of wet mixed shotcrete placed, or a minimum of one each day.

E. Production Test Panels: Prepare production test panels with minimum dimensions of 2 by 2 feet by depth of shotcrete to be placed. Prepare one panel per shift for each nozzleman performing shotcrete work. The nozzleman performing the work shall make the test panels in the same position and manner as the jobsite requirements during the course of the work. One-half of the panel shall contain the same reinforcement as the structure, and the other half of the panel shall be unreinforced.

1. Test panels larger than the specified minimum are acceptable, provided that the specified reinforcing is installed over one-half of the entire panel.

2. Field cure panels in the same manner as the work.

3. From the unreinforced half of each test panel, take a minimum of three samples for each strength requirement specified.

4. From the reinforced half of each test panel, take one sample which includes reinforcing. Samples shall be graded for visual defects to determine conformance to these Specifications.

F. Compressive Strength Testing: ASTM C 42 for cutting cores and testing compressive strength at 28 days. Minimum core diameter and length shall be 3 inches.


SHOTCRETE 03370 - 9

1. The average compressive strength of three cores taken from each test panel must equal or exceed 100% of the specified compressive strength, and no individual core shall have a compressive strength less than 90% of the specified strength.

G. Visual Inspection: Samples shall be marked to indicate location where samples were taken and date of shotcrete placement. Samples shall be visually inspected and graded by the Testing Agency using the grading system in ACI 506.2.

1. Acceptance criteria: The maximum acceptable average grade for cores taken from each test panel is 2.5. The maximum acceptable grade from any individual core is 3.

H. Negative Results from Test Panel: When shotcrete does not meet the specified requirements and was taken from a test panel, additional samples shall be taken from the area of work in place represented by the test panel, and tested for conformance to the specifications as directed by the Architect. Shotcrete not meeting the specified requirements shall be removed and new shotcrete shall be provided.

I. Negative Results from Work In Place: When shotcrete does not meet specified requirements and was taken from work in place, additional samples shall be taken from the area of work in place and tested for conformance to the specifications as directed by the Architect. Shotcrete not meeting the specified requirements shall be removed and new shotcrete shall be provided.

J. Repair of Sample Areas: ACI 301. After sampling shotcrete work in place and determining that shotcrete meets the specified requirements, repair areas where samples were removed with non-shrink patching mortar.

K. Provide additional test panels, as specified for mock-up, during the course of the work as may be requested by the testing agency.

3.10 PROTECTION

A. During progress of work, protect walls, floors, equipment and other items from damage by dust, rebound, and water. Promptly clean all items contacted by dust or rebound by scraping, brushing, or washing as surfaces permit.

B. Do not permit applied work to damage adjacent surfaces.

3.11 CLEAN-UP

A. Keep premises clean during the progress of the Work. Remove all waste, refuse, debris, samples, and mock-up panels upon completion of the Work.

END OF SECTION


MASONRY MORTARING AND GROUTING 04050 - 1

SECTION 04050

MASONRY MORTARING AND GROUTING

PART 1 GENERAL


A. Mortar for masonry.

B. Grout for masonry.


A. Section 04 27 31 - Reinforced Unit Masonry.


A. ACI 530/530.1/ERTA - Building Code Requirements and Specification for Masonry Structures and Related Commentaries; American Concrete Institute International; 2011.

B. ACI 530.1/ASCE 6/TMS 602 - Specification for Masonry Structures; American Concrete Institute International; 2008.

C. ASTM C5 - Standard Specification for Quicklime for Structural Purposes; 2010.

D. ASTM C94/C94M - Standard Specification for Ready-Mixed Concrete; 2015.

E. ASTM C144 - Standard Specification for Aggregate for Masonry Mortar; 2011.

F. ASTM C150/C150M - Standard Specification for Portland Cement; 2012.

G. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes; 2006 (Reapproved 2011).

H. ASTM C270 - Standard Specification for Mortar for Unit Masonry; 2014a.

I. ASTM C387/C387M - Standard Specification for Packaged, Dry, Combined Materials for Concrete and High Strength Mortar; 2011b.

J. ASTM C404 - Standard Specification for Aggregates for Masonry Grout; 2011.

K. ASTM C476 - Standard Specification for Grout for Masonry; 2010.

L. ASTM C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry; 2012.

M. ASTM C979/C979M - Standard Specification for Pigments for Integrally Colored Concrete; 2010.

N. ASTM C1019 - Standard Test Method for Sampling and Testing Grout; 2013.

O. IMIAWC (CW) - Recommended Practices & Guide Specifications for Cold Weather Masonry Construction; International Masonry Industry All-Weather Council; current edition.

P. IMIAWC (HW) - Recommended Practices & Guide Specifications for Hot Weather Masonry Construction; International Masonry Industry All-Weather Council; current edition.



1.04 SUBMITTALS


B. Product Data: Include design mix and test data for mortar and grout. Indicate whether the Proportion or Property specification of ASTM C 270 is to be used. Include complete list of materials, material sources, admixtures, and copies of test reports.

C. Product data for proprietary materials and items, including admixtures.


A. Comply with provisions of ACI 530/530.1/ERTA, except where exceeded by requirements of the contract documents.

1. Maintain one copy of each document on project site.

B. Codes and Standards: Comply with provisions of the codes, specifications, and standards, listed above in "References," except where more stringent requirements are shown or specified.


A. Maintain packaged materials clean, dry, and protected against dampness, freezing, and foreign matter.

1.07 FIELD CONDITIONS

A. Cold and Hot Weather Requirements: Comply with requirements of ACI 530/530.1/ERTA or applicable building code, whichever is more stringent.

B. Cold Weather Requirements: Comply with recommendations of IMIAWC (CW).

C. Hot Weather Requirements: Comply with IMIAWC (HW).

PART 2 PRODUCTS

2.01 MORTAR AND GROUT APPLICATIONS

A. At Contractor's option, mortar and grout may be field-mixed from packaged dry materials, made from factory premixed dry materials with addition of water only, or ready-mixed.

B. Mortar Mix Designs: ASTM C270, Proportion Specification.

1. Engineered Masonry: Type M or S.

C. Grout Mix Designs:

1. Engineered Masonry: 3,000 psi strength at 28 days; 8-10 inches slump; provide premixed type in accordance with ASTM C 94/C 94M.

a. Fine grout for spaces with smallest horizontal dimension of 2 inches or less.

b. Coarse grout for spaces with smallest horizontal dimension greater than 2 inches.

c. Add admixtures in accordance with manufacturer's instructions; mix uniformly.

d. Do not use anti-freeze compounds to lower the freezing point of mortar.



e. If water is lost by evaporation, re-temper only within two hours of mixing.

f. Use mortar within two hours after mixing at temperatures of 90 degrees F, or two-and-one-half hours at temperatures under 40 degrees F.

2.02 MATERIALS

A. Portland Cement: ASTM C150.

1. Type: Type II - Moderate.

2. Color: Color as required to produce approved color sample.

B. Masonry Cement: Not Allowed.

C. Hydrated Lime: ASTM C207, Type S.

D. Quicklime: ASTM C5, non-hydraulic type.

E. Mortar Aggregate: ASTM C 144, standard masonry type; clean, dry, protected against dampness, freezing, and foreign matter.

F. Grout Aggregate: ASTM C404.

G. Pigments for Colored Mortar: Pure, concentrated mineral pigments specifically intended for mixing into mortar and complying with ASTM C979/C979M.

1. Color(s): To match Architect's sample(s) when incorporated into specified mix design(s).

H. Water: Clean and potable.

I. Admixtures, General: As approved by the Architect. Conform to ACI 212.3R. Admixtures shall not contain calcium chloride.

J. Grout admixtures.

1. Grout installed using high-lift techniques shall contain shrinkage compensating, water reducing and set retarding admixture. Acceptable products:

a. GA213 R-Grout Aid, manufactured by Orco Blended Products.

b. Grout Additive, manufactured by E-Z Mix, Inc.

c. Sika Grout Aid, manufactured by Sika Corporation.

2.03 MORTAR MIXING

A. Thoroughly mix mortar ingredients in accordance with ASTM C270 and in quantities needed for immediate use.

B. Maintain sand uniformly damp immediately before the mixing process.

C. Add mortar color in accordance with manufacturer's instructions. Provide uniformity of mix and coloration.

2.04 GROUT MIXING

A. Mix grout in accordance with ASTM C94/C94M.

B. Thoroughly mix grout ingredients in quantities needed for immediate use in accordance with ASTM C476 for fine and coarse grout.



C. Add admixtures in accordance with manufacturer's instructions; mix uniformly.

PART 3 EXECUTION

3.01 INSTALLATION

A. Install mortar and grout to requirements of section(s) in which masonry is specified.

B. Work grout into masonry cores and cavities to eliminate voids.

C. Do not displace reinforcement while placing grout.

D. Remove excess mortar from grout spaces.

3.02 GROUTING

A. Perform grouting by means of high-lift technique, except in locations that mandate use of low-lift grouting technique.

1. Do not use high-lift grouting where size of cavities mandates use of fine grout.

B. Low-Lift Grouting:

1. Limit height of pours to 12 inches.

2. Limit height of masonry to 16 inches above each pour.

3. Pour grout only after vertical reinforcing is in place; place horizontal reinforcing as grout is poured. Prevent displacement of bars as grout is poured.

4. Place grout for each pour continuously and consolidate immediately; do not interrupt pours for more than 1-1/2 hours.

C. High-Lift Grouting:

1. Verify that horizontal and vertical reinforcement is in proper position and adequately secured before beginning pours.

2. Hollow Masonry: Limit lifts to maximum 4 feet and pours to maximum height of 24 feet.

3. Place grout for spanning elements in single, continuous pour.


A. An independent testing agency will perform field tests, in accordance with provisions of Section 01 45 00 - Quality Control.

B. Test and evaluate mortar in accordance with ASTM C780 procedures.

1. Test with same frequency as specified for masonry prisms.

C. Test and evaluate grout in accordance with ASTM C1019 procedures.

1. Test with same frequency as specified for masonry prisms.


REINFORCED UNIT MASONRY 04220 - 1

SECTION 04220

REINFORCED UNIT MASONRY

PART 1 GENERAL


A. Concrete Block.

B. Reinforcement and Anchorage.

C. Construction of Reinforced Masonry Walls.

D. Accessories.


A. Section 03 20 00 - Concrete Reinforcement: Reinforcing steel for grouted masonry.

B. Section 04 05 11 - Masonry Mortaring and Grouting.


A. ACI 530/530.1/ERTA - Building Code Requirements and Specification for Masonry Structures and Related Commentaries; American Concrete Institute International; 2011.

B. ACI 530.1/ASCE 6/TMS 602 - Specification For Masonry Structures; American Concrete Institute International; 2008.

C. ASTM A615/A615M - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement; 2015.

1.04 SUBMITTALS


B. Product Data: Provide data for masonry units.

C. Manufacturer's Certificate: Certify that masonry units meet or exceed specified requirements.


A. Comply with provisions of ACI 530/530.1/ERTA, except where exceeded by requirements of the contract documents.

1. Maintain one copy of each document on project site.

B. Codes and Standards: Comply with provisions of the codes, specifications, and standards, listed above in "References," except where more stringent requirements are shown or specified.


A. Deliver, handle, and store masonry units by means that will prevent mechanical damage and contamination by other materials.

B. Store masonry units aboveground on level platforms that allow air circulation under stacked units.

C. Cover materials as necessary to protect against wetting prior to use.



D. Deliver, store, and install masonry units in such a manner as not to exceed the floor design live loads specified on the structural drawings.

PART 2 PRODUCTS

2.01 CONCRETE MASONRY UNITS

A. Concrete Block: Comply with referenced standards and as follows:

1. Size: Standard units with nominal face dimensions of 16 x 8 inches and nominal depth of 8 inches.

2. Blocks shall be open-end bond-beam units, except where other configurations are required at wall ends, corners, jambs or intersections.

3. Special Shapes: Provide non-standard blocks configured for corners.

4. Masonry Units: ASTM C 90, Grade N, medium weight.

a. Compressive Strength at 28 days: as indicated on the drawings.

b. Hollow block.

c. Exposed Faces: Manufacturer's standard color and texture where indicated.

d. Exposed faces: Special color and texture where indicated.

2.02 MORTAR AND GROUT MATERIALS

A. Mortar and Grout: As specified in Section 04 05 11.

2.03 REINFORCEMENT AND ANCHORAGE

A. Reinforcing Steel: ASTM A615/A615M, Grade 60 (60,000 psi) yield strength.

1. Deformed billet-steel bars.

2. Size and spacing as indicated on the drawings.

3. See Section 03 20 00 - Concrete Reinforcement for additional requirements.

2.04 ACCESSORIES

A. Cleaning Solution: Non-acidic, not harmful to masonry work or adjacent materials.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive masonry.

B. Verify that related items provided under other sections are properly sized and located.

C. Verify that built-in items are in proper location, and ready for roughing into masonry work.

3.02 PREPARATION

A. Direct and coordinate placement of metal anchors supplied for installation under other sections.

B. Clean reinforcement of loose rust.



C. Ensure that units are clean and free of dust, including dust from cutting, dirt, and other foreign materials.

D. Examine foundations and bearing surfaces to assure that surfaces to support masonry are to proper grades and elevations and free of dirt and other deleterious material

E. Coordinate penetrations in masonry with other disciplines.

F. For areas where high-lift grouting will be employed, provide cleanout openings as follows:

1. Hollow Masonry: Not less than 8 inches high at the bottom of each cell to be grouted, formed by cutting out face shell of masonry unit.

3.03 COURSING

A. Establish lines, levels, and coursing indicated. Protect from displacement.

B. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness.

C. Concrete Masonry Units:

1. Bond: Running.

2. Coursing: One unit and one mortar joint to equal 8 inches.

3. Mortar Joints: Concave.

3.04 PLACING AND BONDING

A. Do not wet masonry units, except in hot, dry weather when units are warm to the touch. Wetting of surface with light fog spray is permitted.

B. Lay solid masonry units in full bed of mortar, with full head joints, uniformly jointed with other work.

C. Lay hollow masonry units with face shell bedding on head and bed joints.

D. Buttering corners of joints or excessive furrowing of mortar joints is not permitted.

E. Remove excess mortar as work progresses.

F. Interlock intersections and external corners.

G. Do not shift or tap masonry units after mortar has achieved initial set. Where adjustment must be made, remove mortar and replace.

H. Perform job site cutting of masonry units with proper tools to provide straight, clean, unchipped edges. Prevent broken masonry unit corners or edges. Do not use chipped or cracked units.

I. When joining fresh masonry to set or partially set masonry construction, clean exposed surface of set masonry and remove loose mortar prior to laying fresh mortar.

1. Do not use toothing to join new masonry to set or partially set masonry when continuing a horizontal run.

2. If necessary to stop off a horizontal run of masonry, rack back one-half block length in each course.

J. Units for bottom courses of walls shall be laid with bond-beam cutouts facing downward.



K. Isolate masonry partitions from structure, as indicated on the drawings.

3.05 REINFORCEMENT AND ANCHORAGE

A. Reinforcement Bars: Secure at locations indicated and to avoid displacement during grouting. Minimum spacing between bars or to masonry surfaces shall be one bar diameter.

B. Maintain reinforcing bar positions within 1/4 inch of specified locations.

3.06 GROUTING

A. Grouting shall be as specified in Section 04 05 11.

3.07 CONTROL AND EXPANSION JOINTS

A. Do not continue horizontal reinforcement through control joints, except that horizontal reinforcement at the tops of walls shall remain continuous.

B. Install preformed control joint device in continuous lengths. Seal butt and corner joints in accordance with manufacturer's instructions.

3.08 BUILT-IN WORK

A. As work progresses, install built-in metal door frames and other items to be built into the work and furnished under other sections.

B. Install built-in items plumb, level, and true to line.

C. Bed anchors of metal door and glazed frames in adjacent mortar joints. Fill frame voids solid with grout.

D. Provide a minimum of 1 inch of solidly grouted space between built-in items and face shells.

E. Do not build into masonry construction organic materials that are subject to deterioration.

3.09 TOLERANCES

A. Maximum Variation From Unit to Adjacent Unit: 1/16 inch.

B. Maximum Variation from Plane of Wall: 1/4 inch in 10 ft and 1/2 inch in 20 ft or more.

C. Maximum Variation from Plumb: 1/4 inch per story non-cumulative; 1/2 inch in two stories or more.

D. Maximum Variation from Level Coursing: 1/8 inch in 3 ft and 1/4 inch in 10 ft; 1/2 inch in 30 ft.

E. Maximum Variation of Joint Thickness: 1/8 inch in 3 ft.

3.10 CUTTING AND FITTING

A. Cut and fit for chases. Coordinate with other sections of work to provide correct size, shape, and location.

B. Obtain approval prior to cutting or fitting masonry work not indicated or where appearance or strength of masonry work may be impaired.

3.11 PARGING

A. Dampen masonry walls prior to parging.



B. Scarify each parging coat to ensure full bond to subsequent coat.

C. Parge masonry walls in two uniform coats of mortar to a total thickness of 3/4 inch.

D. Steel trowel surface smooth and flat with a maximum surface variation of 1/8 inch per foot.


A. An independent testing agency will perform field quality control tests, as specified in Section 01 45 00 - Quality Control

B. Prism Tests: Test masonry and mortar prisms for compressive strength in accordance with ASTM C 1314. Perform tests and evaluate results.

1. Test Frequency: One set of three prisms for each 5,000 square feet of wall area constructed, but no less than one set in total.

3.13 CLEANING

A. Remove excess mortar and mortar smears as work progresses.

B. Replace defective mortar. Match adjacent work.

C. Clean soiled surfaces with cleaning solution.

D. Use non-metallic tools in cleaning operations.

3.14 PROTECTION

A. Without damaging completed work, provide protective boards at exposed external corners that are subject to damage by construction activities.

END OF SECTION


STRUCTURAL STEEL 05120 - 1

SECTION 05120

STRUCTURAL STEEL

PART 1 GENERAL


A. Fabrication and erection of structural steel work, as shown on drawings including schedules, notes, and details showing size and location of members, typical connections, and types of steel required.

1. Structural steel is that work defined in AISC 303.

B. Structural steel framing members, support members, suspension cables, sag rods, and struts.

C. Galvanized finish for steel members.

D. Steel deck support angles.

E. Base plates, shop installed shear stud connectors.


A. Section 03 30 00 - Cast-in-Place Concrete: Shrink-resistant grout.

B. Section 05 31 00 - Steel Decking


A. AISC 303 - Code of Standard Practice for Steel Buildings and Bridges; American Institute of Steel Construction, Inc.; 2010.

B. AISC 360 - Specification for Structural Steel Buildings, American Institute of Steel Construction, Inc.; 2010.

C. ASTM A 6/A 6M - Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling; 2013a.

D. ASTM A 36/A 36M - Standard Specification for Carbon Structural Steel; 2008.

E. ASTM A53/A53M - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; 2012.

F. ASTM A108 - Standard Specification for Steel Bar, Carbon and Alloy, Cold Finished; 2013.

G. ASTM A123/A123M - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products; 2015.

H. ASTM A 325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength; 2010a.

I. ASTM A 500/A 500M - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes; 2009.

J. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nuts; 2007a (Reapproved 2014).



K. ASTM A572/A572M - Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel; 2015.

L. A673/A673M-07 Standard Specification for Sampling Procedure for Impact Testing of Structural Steel

M. ASTM A 673/A 673M - Standard Specification for Sampling Procedure for Impact Testing of Structural Steel; 2007.

N. ASTM A 913/A 913M - Standard Specification for High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self-Tempering Process (QST); 2007.

O. ASTM A992/A992M - Standard Specification for Structural Steel Shapes; 2011 (Reapproved 2015).

P. ASTM C1107/C1107M - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink); 2014.

Q. ASTM F436 - Standard Specification for Hardened Steel Washers; 2011.

R. ASTM F 959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners; 2009.

S. ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength; 2007a.

T. AWS A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination; American Welding Society; 2012.

U. AWS D1.1/D1.1M - Structural Welding Code - Steel; American Welding Society; 2011 w/Errata.

V. IAS AC172 - Accreditation Criteria for Fabricator Inspection Programs for Structural Steel; International Accreditation Service, Inc.; 2011.

W. GS-11 - Green Seal Environmental Standard for Paints and Coatings; 2008, Second Ed.

X. SSPC-SP 2 - Hand Tool Cleaning; Society for Protective Coatings; 1982 (ed. 2004).

1.04 SUBMITTALS


B. Shop Drawings and Erection Drawings:

1. Indicate profiles, sizes, spacing, locations of structural members, openings, attachments, and fasteners.

2. Indicate welded connections with AWS A2.4 welding symbols. Indicate net weld lengths and sizes. Distinguish between shop and field welds. Identify welds by WPS number.

3. No Contract Document in any form shall be used as a background for a Shop Drawing or erection drawing.

4. Include details of cuts, connections, splices, camber, holes, stiffeners, doubler plates, and other pertinent data, such as surface preparation. Include setting drawings, templates, and directions for installation of embedded items to be installed by others.



5. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify high-strength bolted slip-critical, direct-tension, or tensioned shear/bearing connections.

6. Each sheet of shop drawings submitted shall incorporate a pre-applied stamp for indicating the results of the engineering review. The Architect will furnish the required text and graphics of the stamp to Contractor upon request.

C. Manufacturer's Mill Certificates: Certify that products meet or exceed specified requirements.

D. Mill Test Reports: Indicate structural strength, destructive test analysis and non-destructive test analysis.

1. Structural steel including chemical and physical properties and Charpy V-notch test results, where specifically required.

2. Bolts, nuts, and washers including mechanical properties and chemical analysis.

3. Direct-tension indicators.

4. Tension-control, high-strength bolt-nut-washer assemblies.

E. Weld filler metal manufacturer's data sheets, indicating filler metal classification, characteristics, recommended ranges of heat inputs, permissible positions, strength and CVN toughness, if applicable.

F. Welders Certificates: Certify welders employed on the Work, verifying AWS qualification within the previous 12 months.

G. Welding Procedure Specifications (WPS) per AWS D1.1 for each weld.

H. Welding Procedure Qualification Record (PQR) for each weld procedure that is not prequalified by AWS D1.1


A. Fabricate structural steel members in accordance with AISC 360 - Specification for Structural Steel Buildings.

1. Perform all welding in accordance with AWS D1.1/D1.1M - Structural Welding Code - Steel.

B. Comply with the applicable provisions of AISC 303 - Code of Standard Practice for Steel Buildings and Bridges, amended as follows:

1. Section 3.3, second paragraph, delete first sentence and replace with: “When discrepancies exist between the Design Drawings and Specifications, the more restrictive requirement shall govern unless otherwise agreed to by the Architect subject to the general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections

2. Section 4.1, first sentence: Delete “complete” and insert “showing in sufficient detail the scope of Work items” after “Specifications”.

3. Section 4.1, delete the second sentence.

4. Section 4.3, second sentence, after “following conditions” add: “as amended and/or superseded by the agreement with the Owner”.

5. Section 4.3, replace every occurrence of “CAD” with “digital.”



6. Section 4.4, delete the second and third sentences.

7. Section 4.4.2, delete this section in its entirety and replace with “Comments and markings or lack thereof on shop drawings or submissions do not constitute an express or implied change to the Contract Documents”.

8. Section 6.5, insert before the first sentence:” Unless otherwise noted on the Contract Documents”.

9. Section 7.10.3, delete the second sentence of the first paragraph and replace it with: “The Erector shall have the sole responsibility for determining the means and methods used to properly and adequately temporarily brace the framing during erection.”

10. Section 7.11.1, delete second sentence and replace it with: “The erector shall coordinate with the General Contractor the installation and removal of all safety protection”.

11. Section 7.14, delete in its entirety.

12. Section 9.1.1, delete “completely”.

13. Section 9.3, delete in its entirety.

14. Appendix A, delete in its entirety.

C. Maintain one copy of each document on site.

D. Fabricator: Company specializing in performing the work of this section with minimum ________ years of documented experience.

E. Fabricator Qualifications: A qualified steel fabricator that is accredited by the International Accreditation Service (IAS) Fabricator Inspection Program for Structural Steel (AC172).

1. Fabricator shall participate in the AISC Quality Certification Program and shall be designated an AISC Certified Plant, Category STD.

F. Erector: Company specializing in performing the work of this section with minimum ________ years of documented experience.

1. Erector shall participate in the AISC Certification Program and shall be designated an AISC Certified Erector, Category CSE.

G. Comply with applicable provisions of the specifications and documents referenced above:

H. Prefabrication/Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1.


A. Deliver structural steel to Project site in such quantities and at such times to ensure continuity of erection.

B. Store materials to permit easy access for inspection and identification. Keep steel members off ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steel members and packaged materials from erosion and deterioration.

1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that become dry or rusty before use.



2. Do not store materials on structure in a manner that might cause distortion, damage, or overload to members or supporting structures. Repair or replace damaged materials or structures as directed.

C. Store welding consumables in accordance with supplier recommendations.

1.07 COORDINATION

A. Furnish anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, sheet metal templates, instructions, and directions for installation.

PART 2 PRODUCTS

2.01 MATERIALS

A. Channels, Angles, M-shapes and S-shapes: ASTM A 36/A 36M.

B. W-shapes and Tees: ASTM A 913/A 913M, Grade 65, where indicated on the drawings.

C. W-Shapes and Tees: ASTM A 992/A 992M, unless otherwise noted on the drawings.

D. Plates greater than 4 inches thick: ASTM A 572/A 572M, Grade 42.

E. Rolled shapes, plates 4 inches or less in thickness, and bars: ASTM A 572/A 572M, Grade 50.

F. Cold-Formed Structural Tubing: ASTM A500/A500M, Grade C.

G. Pipe: ASTM A 53/A 53M, Type E or S, Grade B, Finish black.

H. Shear Stud Connectors (Welded Headed Studs): Flux-filled headed anchors. Made from ASTM A 108 Grade C-1010 through C-1020 bars.

1. Nelson Type H4L (1/4-inch through 5/8-inch diameter) or S3L (3/4-inch or 7/8-inch diameter). ICC ESR-1170.


I. Threaded Stud Connectors (Welded Threaded Studs): Flux-filled threaded anchors. Made from ASTM A 108 Grade C-1010 through C-1020 bars.

1. Nelson Type CPL (partially threaded) or CFL (fully threaded)


J. Sag Rods: ASTM A 36/A 36M.

K. High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, medium carbon, plain, heavy hex steel structural bolts. ASTM A563 heavy hex carbon-steel nuts; and ASTM F436 hardened carbon-steel washers.

1. Galvanized nuts, bolts and washers are required where connecting galvanized members.

L. Galvanized High-Strength Bolts.

1. Acquire all galvanized nuts and bolts for the project from a single source.

2. Galvanize all threaded portions of fastener assemblies (both nuts and bolts) using a single consistent process. Provide nuts with visible dye lubricant.



M. Anchor Rods: ASTM F1554, Grade: 55, with supplementary requirement S1, plain, with matching ASTM A563 or A563M nuts and ASTM F436 Type 1 washers.

1. Galvanized rods, nuts, and washers are required where anchoring galvanized members.

N. Load Indicator Washers: ASTM F959. Required at all connections requiring high-strength bolts, with size, type and coating matching the specifed bolts.

O. Toughness Requirements for Heavy Rolled Shapes and Thick Plates:

1. Rolled shapes with flanges 2.0 inches thick or thicker that incorporate complete-joint-penetration welds shall have CVN toughness of 20 ft.-lb. @ 70 degrees Fahrenheit, in accordance with ASTM A 6, Supplementary Requirement S30, Charpy V-Notch Impact Test for Structural Shapes - Alternate Core Location.

2. Plates 2.0 inches thick or thicker that incorporate complete-joint-penetration welds shall have CVN toughness of 20 ft.-lb. @ 70 degrees Fahrenheit, measured at any location permitted by ASTM A 673.

P. Welding Materials: AWS D1.1 and AWS D1.8, as applicable; type required for materials being welded.

1. Minimum tensile strength: 70 ksi.

Q. Grout: Non-shrink, non-metallic aggregate type, complying with ASTM C1107/C1107M and capable of developing a minimum compressive strength of 7,000 psi at 28 days.

R. Shop and Touch-Up Primer: Fabricator's standard, complying with VOC limitations of authorities having jurisdiction.

1. Primer shall contain no more than 250 grams per liter of VOCs, conforming to Green Seal Standard GS-11.

S. Touch-Up Primer for Galvanized Surfaces (cold galvanizing compound): Fabricator's standard, complying with VOC limitations of authorities having jurisdiction.

1. Primer shall contain no more than 250 grams per liter of VOCs, conforming to Green Seal Standard GS-11.

2.02 FABRICATION

A. Shop fabricate to greatest extent possible. Fabricate according to AISC 303 and AISC 360, Chapter M.

B. Develop indicated camber for members.

C. Identify high-strength structural steel according to ASTM A 6/ A 6M and maintain markings until structural steel has been erected.

D. Mark and match-mark materials for field assembly.

E. Fabricate structural steel to compensate for column axial deformations due to dead loads and to accommodate weld shrinkage during welding operations so that at completion of erection, structure will be plumb within tolerance limits of AISC 303.

F. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1.



G. Bolt Holes: Cut, drill, or punch bolt holes perpendicular to metal surfaces. Use standard holes, except as noted on the drawings.

H. Finishing: Accurately finish ends of columns and other members transmitting bearing loads.

I. Clean and prepare structural component surfaces in accordance with SSPC SP-2.

J. Shop prime structural steel members. Do not prime surfaces that will be galvanized, fireproofed, field welded, in contact with concrete, or high strength bolted.

K. Galvanize exterior steel members, and those so designated on the drawings, to comply with ASTM A 123/A 123M. Provide minimum 1.7 oz/sq ft galvanized coating.

1. Fabricate structural steel in accordance with Class 1 guidelines as described in AGA’s “Recommended Details for Galvanized Structures.”

2. Fill all vent holes and grind smooth after fabricating.

3. Fabricate in accordance with the applicable portions of ASTM A 143, A 384, and A 385. Avoid fabrication techniques that could cause distortion and embrittlement of the steel.

4. The Fabricator shall consult with the Architect and hot-dip galvanizer regarding potential problems or potential handling problems during the galvanizing process that may require modification of design before fabrication begins.

5. Coordination between Fabricator and Galvanizer:

a. Review approved shop drawings.

b. Location of holes and lifting lugs for galvanizing.

c. Avoiding using unsuitable marking paints, grease, oil paint, and other deleterious material.

d. Removal of welding slag, splatter, anti-splatter compounds and burrs prior to delivery for galvanizing.

e. Removal of surface contaminants and coating that would not be removable by the normal chemical cleaning process in the galvanizing operation.

f. Provide passivating chromate dip or similar treatment to prevent wet storage stain.

2.03 SHOP CONNECTIONS

A. High-Strength Bolts: Shop install high-strength bolts according to AISC 348 for type of bolt and type of joint specified.

1. All joints: Snug Tightened.

B. Welded Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work.



PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that conditions are appropriate for erection of structural steel and that the work may properly proceed.

1. Verify elevations of concrete and masonry bearing surfaces and locations of anchor rods, bearing plates, and other embedments, with steel erector present, for compliance with requirements.

2. Proceed with installation only after unsatisfactory conditions have been corrected.

3.02 PREPARATION

A. The structure is designed to be self-supporting when complete. Design and provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place, unless otherwise indicated.

3.03 ERECTION

A. Erect structural steel in compliance with AISC 303 and AISC 360, Chapter M.

B. Allow for erection loads, and provide sufficient temporary bracing to maintain structure in safe condition, plumb, and in true alignment until completion of erection and installation of permanent bracing.

C. Field weld components and shear studs indicated on shop drawings.

D. Use carbon steel bolts only for temporary bracing during construction, unless otherwise specifically permitted on drawings. Install high-strength bolts in accordance with AISC 348.

E. Do not field cut or alter structural members without approval of Architect.

F. After erection, field prime welds, abrasions, and surfaces not shop primed or galvanized, except those surfaces to be fireproofed or in contact with concrete.

G. After erection of galvanized members, apply cold galvanizing primer to field welds and areas where galvanic coating has been damaged or compromised.

H. Base Plates: Clean concrete and masonry bearing surfaces of bond-reducing materials, and roughen surfaces prior to setting base plates. Clean bottom surface of base plates.

1. Set base plates for structural members on wedges, shims, or setting nuts as required.

2. Weld plate washers to top of base plate, where indicated on the drawings.

3. Snug-tighten anchor rods after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of base plate before packing with grout.

4. Promptly pack grout solidly between bearing surfaces and base plates so no voids remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply with manufacturer's written installation instructions for shrinkage-resistant grouts.



I. Anchor Bolts: Install anchor bolts with additional threads above top of nut, as indicated on the drawings. After curing of base-plate grout, bolt extensions may be sawn off, but not thermally cut.

J. Grout solidly between column plates and bearing surfaces, complying with manufacturer's instructions for nonshrink grout. Trowel grouted surfaces smooth.

K. Thermal cutting torches may be used in the field for correcting fabrication errors in structural framing only with the approval of the Architect. When thermal cutting is permitted, cutting shall be done only with a mechanically guided torch or a torch controlled using a guide bar, except as permitted below. Cuts shall be smooth and regular in contour, and free of notches. The radius of reentrant corners shall be no less than one-half inch. Cuts performed to modify beam copes may be made with a smaller radius, but shall not be cut square.

1. Thermal-cut edges that are not welded and will be free of substantial stresses, as determined by the Architect, may be cut manually with an unguided torch provided the specified AISC edge distances to holes are maintained.

2. Other thermal-cut edges and edges to be welded may be cut manually with an unguided torch to a line within 1/8 inch of the finished dimension, with final removal of material completed by chipping or grinding to produce a surface quality equal to that of the base metal edges.

3.04 FIELD CONNECTIONS

A. Splice members only where indicated.

B. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that must be enlarged to admit bolts.

C. High-Strength Bolts: Field install high-strength bolts according to AISC 348 for type of bolt and type of joint specified.

1. All joints: Snug Tightened.

D. Welded Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work.

3.05 TOLERANCES

A. As indicated in AISC 303.

3.06 QUALITY CONTROL

A. An independent testing agency will perform field quality control tests and inspections, as specified in Section 01 45 00 - Quality Control.

B. General: Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by a qualified inspection laboratory. Such inspections and tests will not relieve Contractor of responsibility for providing materials and fabrication procedures in compliance with specified requirements.

1. Promptly remove and replace materials or fabricated components that do not comply.

2. Verify all dimensions and conditions at the job site that affect the work prior to the start of construction of fabrication of steel. Promptly notify the Architect if



discrepancies are found within the drawings or between the drawings and existing conditions.

3. Promptly notify the Architect whenever design of members and connections for any portion of structure are not clearly indicated.

C. Inspection of High-Strength Bolting: Provide verification of bolted connections in accordance with AISC 348.

1. Inspection of connections using high-strength bolts shall include the following.

a. Verification that manufacturer certifications for fastener components are available for all joints.

b. Verification that the proper bolting procedure and fasteners (grade, type, and length) are selected for each joint detail. The fasteners shall be marked in accordance with ASTM requirements.

c. Verification that all connected plies within the grip of the bolt and any materials used under the bolt head or nut are composed of steel only.

d. Verification that the connecting elements, including the appropriate faying surface condition and hole preparation, meet applicable requirements for the joint type.

e. Verification of the nominal dimensions of bolt holes.

f. Verification that burrs larger than 1/16 inch in height have been removed or reduced to 1/16 inch in height or less from the faying surfaces of all joints.

g. Inspection and documentation of pre-installation verification testing by the installation personnel for fastener assemblies and methods used.

h. Inspection of materials handling, packaging, and storage.

2. Continuous inspection of the following is required for the duration of high-strength bolting procedures.

a. Verification that fastener assemblies of suitable condition are placed in all holes and that washers (where required) are properly positioned.

b. Verification that fastener components that are not turned by the wrench are prevented from rotating.

c. Verification that nuts in snug-tight joints cannot be removed without the use of wrench.

d. For pretensioned or slip-critical joints, verification the joint is brought to the snug-tight condition prior to the pretensioning operation and that the fasteners are pretensioned in accordance with AISC 348.

D. Inspection of Welded Connections

1. Inspection of welded connections shall include the following.

a. Verification that applicable and approved Welding Procedure Specifications (WPS) are available for all welds to be performed.

b. Verification that manufacturer certifications for filler metals and fluxes (welding consumables) are available for all welds to be performed.



c. Verification that base material and welding consumable selection conforms to the requirements of the approved WPS.

d. Verification that welders are appropriately qualified for the type, position, and class of weld to be performed.

e. Verification of the contractor’s welder identification system.

f. Inspection of materials handling, packaging, and storage.

2. Continuous inspection of the following is required for the duration of welding procedures, except for single-pass fillet welds (throat less than 5/16") and for all welding performed in fabrication shops approved by the authority having jurisdiction.

a. Inspection of joint fit-up for groove welds shall include the following: joint preparation; dimensions including alignment, root opening, root face, and bevel; cleanliness of steel surfaces; tack weld quality and location; and backing type and fit (if applicable).

b. Inspection of joint fit-up for fillet welds shall include the following: dimensions including alignment and gaps at root; cleanliness of steel surfaces; and tack weld quality and location.

c. Inspection of configuration and finish of access holes.

d. Verification that welding is not performed over cracked tack welds.

e. Verification that welding is not performed in adverse environmental conditions.

f. Verification of applicable requirements of the approved WPS shall include the following: inspection of welding equipment settings; verification of travel speed, welding materials, shielding gas type and flow rate, application of preheat, interpass temperature control, proper position, and that intermixing of filler metals is avoided.

g. Verification of welding techniques implemented shall include the following: interpass and final cleaning, each pass is within the profile limitations, and each pass meets the applicable quality requirements.

3. Inspection of finished joints shall include the following:

a. Verification of the weld size, length, and location.

b. Verification that welds meet visual acceptance criteria including crack prohibition, weld/base-metal fusion, filling of craters, weld profile conformance, weld size, and undercuts and porosity within limits.

c. Inspection of any arc strikes, reinforcing or contouring fillet welds (if required), and approved repair activities performed.

d. Inspection of the web k-area for cracks within 3 inches of the weld when welding of doubler plates, continuity plates, or stiffeners in the k-area has been performed.

e. Verification that backing and weld tabs have been removed (if required).

E. Inspection and Testing of Automatic End-Welded Studs.



1. Welded headed studs and welded threaded studs shall be inspected and tested according to the requirements of AWS D1.1 for stud welding and as follows:

a. Visually inspect all stud welds.

b. Perform bend tests on welded headed studs and torque tests on welded threaded studs in accordance with AWS D1.1.

1) Perform tests on one stud in this manner for each operator in each shift of work.

2) In addition, perform tests on all studs where visual inspections reveal either less than a continuous 360 degree flash or repaired welds.

3) When the test of any stud results in failure, perform tests on adjacent studs, continuing until ten consecutive studs pass the tests.

END OF SECTION


STEEL DECKING 05310 - 1

SECTION 05310

STEEL DECKING

PART 1 GENERAL


A. Composite floor deck.

B. Bearing plates and angles.


A. Section 03 20 00 - Concrete Reinforcing.

B. Section 03 30 00 - Cast-in-Place Concrete: Concrete topping over metal deck.

C. Section 05 12 00 - Structural Steel.


A. ASTM A 36/A 36M - Standard Specification for Carbon Structural Steel; 2008.

B. ASTM A123/A123M - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products; 2015.

C. AWS D1.1/D1.1M - Structural Welding Code - Steel; American Welding Society; 2011 w/Errata.

D. AWS D1.3 - Structural Welding Code - Sheet Steel; American Welding Society; 2008.

E. SDI (DM) - Publication No.31, Design Manual for Composite Decks, Form Decks, Roof Decks; Steel Deck Institute; 2007.

F. SSPC-Paint 20 - Zinc-Rich Primers (Type I, "Inorganic," and Type II, "Organic"); Society for Protective Coatings; 2002 (Ed. 2004).

1.04 SUBMITTALS

A. See Section 01 30 00 - Administrative Requirements, for submittals procedures.

B. Shop Drawings: Indicate deck plan, support locations, projections, openings, pertinent details, and accessories. Obtain reviewed structural steel shop drawings and verify all conditions before preparing shop drawings for steel deck.

C. Product Data: Provide deck profile characteristics, dimensions, structural properties, and finishes.

D. ICC reports: Submit current ICC reports for products proposed as substitutes of those specified.

E. Welders Certificates: Certify welders employed on the Work, verifying AWS qualification within the previous 12 months.


A. Installer Qualifications: Engage an experienced Installer who has completed steel deck similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance.



B. All steel decking installation and all related field welding shall be inspected by the Testing Agency.

C. Welding Standards: Comply with applicable provisions of AWS D1.1 and AWS D1.3.

1. Certify that each welder has satisfactorily passed AWS qualification tests for welding processes involved and, if pertinent, has undergone recertification.


A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling.

B. Protect with a waterproof covering and ventilate to avoid condensation.

C. Store deck on dry wood sleepers; slope for positive drainage.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Steel Deck:

1. Verco Manufacturing Co.; Product As indicated on drawings, or ICC-certified approved equal.

2.02 MATERIALS

A. Steel decking:

1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS) Grade 33/230, with G90/Z275 galvanized coating.

B. Composite Deck: Fluted steel sheet embossed to interlock with concrete.

1. Vented deck, provided with preformed vents in low flutes for ventilation of concrete.

2.03 ACCESSORY MATERIALS

A. Miscellaneous Steel Shapes, Plates and Angles: ASTM A 36/A 36M steel.

B. Welding Materials: Welding electrodes shall conform to AWS D1.1 and to Table 5.1 of AWS D1.3. Electrodes shall be as recommended by their manufacturers for the position or other conditions of actual use.

C. Fasteners: Galvanized hardened steel, self-tapping.

D. Weld Washers: Mild steel, uncoated, 3/4 inch outside diameter, 1/8 inch thick.

E. Shop and Touch-Up Primer: SSPC-Paint 25, zinc oxide, complying with VOC limitations of authorities having jurisdiction and Federal Specification TT-P-641, Type II.

F. Touch-Up Primer for Galvanized Surfaces: SSPC-Paint 20, complying with VOC limitations of authorities having jurisdiction.

2.04 FABRICATED DECK ACCESSORIES

A. Sheet Metal Deck Accessories: Metal closure strips, wet concrete stops, and cover plates, 20 gage thick sheet steel; of profile and size required; finished same as deck.



B. Roof Sump Pans: Formed sheet steel, 14 gage, 0.0747 inch minimum thickness, flat bottom, sloped sides, recessed 1-1/2 inches below roof deck surface, bearing flange 3 inches wide, sealed watertight.

C. Floor Drain Pans: Formed sheet steel, 14 gage, 0.0747 inch minimum thickness, flat bottom, sloped sides, recessed 1-1/2 inches below floor deck surface, bearing flange 3 inches wide, sealed watertight.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify existing conditions prior to beginning work.

B. Coordinate deck penetrations with other trades.

3.02 FABRICATION

A. All fabrication, bevel cuts, etc., shall be done in the shop and shall be equal to a high standard of workmanship. All deck units shall be shipped to the field in standard widths and in precut lengths so that end joints occur over supporting members.

B. Deck sections shall be cut to fit all openings which are shown on the Drawings. Dimensions of openings and holes required for the work of other trades will be provided by the respective trades for cutting of deck, and cutting and welding of deck shall be performed by the deck erector.

C. Misalignment of deck sections and cuts, short lengths and poor workmanship shall be cause for rejection by the Architect. All rejected work shall be replaced at the Contractor's expense.

3.03 INSTALLATION

A. Workmanship:

1. Decking shall be installed in the field by an approved steel deck applicator with at least 5 years demonstrated successful experience in this type of work.

2. Installation of work shall be performed by workers skilled in their trade, in conformance with established standards of good practice.

B. Erect metal deck in accordance with SDI Design Manual and manufacturer's instructions. Align and level.

C. Weld deck in accordance with AWS D1.3/D1.3M.

D. Position roof drain pans with flange bearing on top surface of deck. Fusion weld at each deck flute.

E. Position floor drain pans with flange bearing on top surface of deck. Fusion weld at each deck flute.

F. Immediately after welding deck and other metal components in position, all welds, burned areas, and damaged surface coatings, shall be thoroughly cleaned to bright metal by wire brushing and coated with zinc-dust oxide touch-up primer.

G. Installation:

1. The steel deck units shall be placed on the supporting framework, aligned and adjusted to final position before being permanently fastened. Each unit shall be brought to proper bearing on the supporting members. If the supporting



members are not properly aligned or sufficiently level to permit proper bearing of the steel units, the Contractor shall notify the Architect prior to taking corrective action to ensure properly aligned work.

2. Deck units shall be placed in straight alignment for the entire length of run with close registration of the cells of one unit with those of abutting and adjoining units, and with a 2 inch minimum end bearing of open-section abutting units.

3. Deck units shall not be placed on supporting members until all connections of the structural steel assembly are completed.

4. Welding:

a. Make all welds as indicated on the drawings. Button punching or clinching of deck for final attachment will not be permitted, except as as specifically indicated on the drawings.

b. Steel deck units shall be fastened to the steel framework by the arc welding process. Welds shall be free of sharp points or edges.

c. All welding shall be done by competent, experienced welders thoroughly familiar with the metal to be welded, and certified for welding of light-gage metal.

d. Deck sheets shall be welded to the supporting member and to each other with welds as indicated on the drawings.

5. Decking shall be installed in a continuous operation to avoid delays in the construction.

6. Cut holes and provide opening reinforcement as detailed on the Drawings. Holes other than those detailed on the Drawings shall be done only as specifically approved by the Architect. In general, reinforcing is not required for holes less than 6 inches in diameter. See details on Drawings for limitations.

H. Closures: Provide closures where required. Closure pieces shall be cut same shape as deck profile as indicated on the drawings. Fasten in place by welding.

I. Openings:

1. Provide metal reinforcement and closure pieces as as indicated on the drawings.

2. Openings larger than 24 inches shall be supported with structural framing as specified in Section 05 12 00 - Structural Steel and Section 05 50 00 - Metal Fabrications, and as indicated on the drawings.

3. Openings not indicated on the drawings, such as openings required for ducts, stacks, conduits, plumbing vents, etc., shall be cut, closed, supported and reinforced. Opening reinforcing shall be as as indicated on the drawings. Reinforcing framing shall be supplied by trades needing penetrations and openings in the deck.

3.04 DEFECTIVE WORK

A. All work not in conformance with these specifications and generally accepted standards of the trade will be deemed defective by the Architect and will be rejected. All work which is defective shall be corrected or replaced as directed by the Contractor. Corrections, redesign and replacement of defective work shall be at the Contractor's expense.



3.05 CLEAN-UP

A. After erection, erector shall sweep deck clean and remove all debris from the deck.

B. Immediately in front of the roofing or concrete crew, the deck erector shall recheck all welds and other fastenings to ascertain that installation is complete, intact, and ready for roofing or concrete crew.


A. A qualified independent testing agency employed by the Owner will perform field quality-control inspection and testing in accordance with Section 01 45 00 - Quality Control.

B. Inspection of steel deck shall include the following:

1. Verification that manufacturer certifications are available for all deck types.

2. Verification that the proper installation and fastening procedures are selected for each deck type.

3. Continuous inspection is required during placement, installation and welding of steel deck.

C. Welded headed studs will be inspected and tested according to the requirements of AWS D1.1 Chapter 7 for stud welding and as follows:

1. Verification that studs are applied in a prequalified position or that applicable qualification tests incorporate the specified decking material.

2. Visual inspection of all completed stud welds.

3. Bend tests on welded headed studs in accordance with AWS D1.1.

a. Perform tests on one stud in this manner for each operator in each shift of work.

b. In addition, perform tests on all studs where visual inspections reveal either less than a continuous 360 degree flash or repaired welds.

c. When testing of studs results in failure, perform tests on all adjacent studs, continuing until ten consecutive studs pass the tests.

4. Testing laboratory will report test results promptly and in writing to Contractor, the Owner, the Architect, and the Building Department.

D. Remove and replace work that does not comply with specified requirements.

E. Additional testing will be performed to determine compliance of corrected work with specified requirements.

END OF SECTION


ROUGH CARPENTRY 06100 - 1

SECTION 06100

ROUGH CARPENTRY

PART 1 GENERAL


A. Structural dimension lumber framing.

B. Sheathing.

C. Preservative treated wood materials.

D. Miscellaneous framing and sheathing.

E. Concealed wood blocking, nailers, and supports.

F. Miscellaneous wood nailers, furring, and grounds.

G. Metal framing connections applied to existing and new wood framing.


A. Section 05 12 00 - Structural Steel: Prefabricated beams and columns for support of wood framing.

B. Section 06 17 33 - Wood I-Joists.

C. Section 06 18 00 - Manufactured Structural Wood.


A. ASTM A 153/A 153M - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware; 2009.

B. ASTM A653/A653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process; 2015.

C. AWPA C2 - Lumber, Timber, Bridge Ties and Mine Ties -- Preservative Treatment by Pressure Processes; American Wood Protection Association; 2003.

D. AWPA U1 - Use Category System: User Specification for Treated Wood; American Wood-Protection Association; 2009.

E. PS 1 - Structural Plywood; National Institute of Standards and Technology; 2009.

F. PS 20 - American Softwood Lumber Standard; National Institute of Standards and Technology, Department of Commerce; 2010.

G. WCLIB (GR) - Standard Grading Rules for West Coast Lumber No. 17; West Coast Lumber Inspection Bureau; 2004, and supplements.

H. WWPA G-5 - Western Lumber Grading Rules; Western Wood Products Association; 2011.

1.04 SUBMITTALS


B. Product Data: Provide technical data on wood preservative materials and application instructions.



C. Manufacturer's Certificate: Certify that wood products supplied for rough carpentry meet or exceed specified requirements.


A. Lumber: Comply with PS 20 and approved grading rules and inspection agencies.

1. Acceptable Lumber Inspection Agencies: WCLIB.

B. Preservative-Treated Wood: Provide lumber and plywood marked or stamped by an ALSC-accredited testing agency, certifying level and type of treatment in accordance with AWPA standards.


A. General: Cover wood products to protect against moisture. Support stacked products to prevent deformation and to allow air circulation.

B. Deliver all materials in timely manner to insure uninterrupted progress of the work. Manufactured materials shall be delivered in unopened original containers marked with the manufacturer's name.

C. Store all materials immediately upon receipt at job site so as to preclude damages and permit ready access for identification and inspection of each shipment. Remove damaged or deteriorated materials from the premises.

D. Members shall be protected from weather and damage during transportation, erection, and construction.

E. Store material at site off ground and in a vertical position. Protect from weather and moisture by wrapping each load. Wrapping shall be slit to allow moisture to escape, but care shall be taken against staining by weather and sun.

PART 2 PRODUCTS

2.01 GENERAL REQUIREMENTS

A. Dimension Lumber: Comply with PS 20 and requirements of specified grading agencies.

1. If no species is specified, provide any species graded by the agency specified; if no grading agency is specified, provide lumber graded by any grading agency meeting the specified requirements.

2. Grading Agency: Any grading agency whose rules are approved by the Board of Review, American Lumber Standard Committee (www.alsc.org) and who provides grading service for the species and grade specified; provide lumber stamped with grade mark unless otherwise indicated.

B. Lumber fabricated from old growth timber is not permitted.

2.02 DIMENSION LUMBER

A. Grading Agency: West Coast Lumber Inspection Bureau (WCLIB).

B. Grading Agency: Western Wood Products Association (WWPA).

C. Sizes: Nominal sizes as indicated on drawings, S4S.

D. Moisture Content: Kiln-dry or MC15.

E. Stud Framing (2 by 2 through 2 by 6 ):



1. Species: Douglas Fir-Larch.

2. Grade: No. 2.

F. Joist, Rafter, and Small Beam Framing (2 by 6 through 4 by 16 ):

1. Species: Douglas Fir-Larch.

2. Grade: No. 1 & Btr.

G. Miscellaneous Framing, Blocking, Nailers, Grounds, and Furring:

1. Lumber: S4S, No. 2 or Standard Grade.

2. Boards: Standard or No. 3.

H. Miscellaneous Blocking, Furring, and Nailers:

1. Lumber: S4S, No. 1 or Construction Grade.

2.03 CONSTRUCTION PANELS

A. Sheathing: APA PRP-108/APA PRPR-108, Form B455, Rated Sheathing, Exterior Exposure Class, and as follows:

1. Span Rating: 24/0.

2.04 ACCESSORIES

A. Fasteners and Anchors:

1. Metal and Finish: Hot-dipped galvanized steel per ASTM A 153/A 153M for high humidity and preservative-treated wood locations, unfinished steel elsewhere.

B. Joist Hangers: Hot dipped galvanized steel, sized to suit framing conditions. Provide hangers manufactured by Simpson Strong-Tie.

1. For contact with preservative treated wood in exposed locations, provide minimum G185 galvanizing per ASTM A653/A653M.

C. Water-Resistive Barrier: 15 lb. asphalt-impregnated inorganic felt, grade D.

2.05 FACTORY WOOD TREATMENT

A. Treated Lumber and Plywood: Comply with requirements of AWPA U1 - Use Category System for wood treatments determined by use categories, expected service conditions, and specific applications.

1. Preservative-Treated Wood: Provide lumber and plywood marked or stamped by an ALSC-accredited testing agency, certifying level and type of treatment in accordance with AWPA standards.

B. Preservative Pressure Treatment of Lumber Above Grade: AWPA U1, Use Category UC3B, Commodity Specification A using waterborne preservative to 0.25 lb/cu ft retention.

1. Kiln dry lumber after treatment to maximum moisture content of 19 percent.

2. Treat lumber in contact with masonry or concrete.

3. Treat lumber exposed to weather.



C. Where possible, cut material before treatment. Surfaces exposed by field fabrication or handling abuse shall be field treated per AWPA Standard M4. Thoroughly saturate exposed areas with the preservative and dry before setting.

D. Pressure-Treated Wood, including lumber, plywood or finish items, required to be field painted, shall be treated only by methods which will not be inhibitive to proper adhesion, or appearance, or quality of the finish required.

PART 3 EXECUTION

3.01 PREPARATION

A. Prepare concrete bearing surfaces to receive stud walls. Where out-of-plane variations exceed 1/8 inch, grind down high spots and fill in low spots with non-shrink grout.

B. Coordinate installation of rough carpentry members specified in other sections.

3.02 INSTALLATION - GENERAL

A. Select material sizes to minimize waste.

B. Reuse scrap to the greatest extent possible; clearly separate scrap for use on site as accessory components, including: shims, bracing, and blocking.

C. Where treated wood is used on interior, provide temporary ventilation during and immediately after installation sufficient to remove indoor air contaminants.

3.03 FRAMING INSTALLATION

A. Set structural members level, plumb, and true to line. Discard pieces with defects that would lower required strength or result in unacceptable appearance of exposed members.

B. Make provisions for temporary construction loads, and provide temporary bracing sufficient to maintain structure in true alignment and safe condition until completion of erection and installation of permanent bracing.

C. Install structural members full length without splices unless otherwise specifically detailed.

D. Comply with member sizes, spacing, and configurations indicated, and fastener size and spacing indicated, but not less than required by applicable codes.

E. Construct double joist headers at floor and ceiling openings and under wall stud partitions that are parallel to floor joists; use metal joist hangers unless otherwise detailed.

F. Provide bridging at joists in excess of 8 feet span as detailed. Fit solid blocking at ends of members.

G. Frame wall openings with two or more studs at each jamb; support headers on cripple studs.

H. Stud Wall Framing:

1. Cut studs and posts with square ends, unless otherwise shown, and erect plumb.

2. Studs in walls shall be placed with shortest dimension parallel to run of wall.

a. Exterior wall studs shall be as shown on Drawings. See architectural drawings for partition stud sizes.



b. Studs shall extend full height to supporting framing.

3. Double studs on each side of openings, unless noted otherwise.

4. Openings in structural stud walls shall be framed with headers across the top with minimum size of 8 inches deep x stud width resting on cripple studs, unless otherwise noted.

5. Top plates shall be double, set one at a time; sill plates single, secured as indicated on Drawings.

a. Corners where stud wall or partitions meet shall be framed solid.

b. Double top plates shall be lapped at corners.

c. Where openings are cut through plates, install 16 gauge steel strap ties 1-1/2 inches wide at single plate and 2-5/16 width at double plate extending minimum 9 inches past each cut.

6. Walls and partitions containing plumbing, heating or other pipes shall be framed to give proper clearances for piping without notching of studs.

7. Holes through studs exceeding one-third the width of stud are not permitted without approval by Architect.

8. Provide 2x fire stops as required by Code and as indicated on Drawings.

I. Joist Framing (at ceiling):

1. Joists and beams shall be accurately aligned.

a. Position and space as shown.

b. Coordinate with other framing and to other trades prior to actual construction.

c. Provide solid blocking over supports unless otherwise noted.

2. Place joists and beams with crown up.

3. Maximum Spacing of Repeating Members: 16 inches at ceilings, unless otherwise shown.

4. Joists shall have full bearing over entire plate width.

a. Splice only over supports or plates.

b. Lap and nail overlapping ends.

5. Architect reserves right to reject and have replaced at Contractor's expense split studs and joists as well as twisted or warped studs or joists that are not in alignment with rest of wall or roof.

J. Cutting and Blocking:

1. Provide and install wood blocking, furring strips, or grounds detailed or required to provide anchorage for finishes, accessories, fixtures, etc., as required to complete work.

a. Blocking and/or backing shall be securely bolted or otherwise anchored in place.



2. Cutting of wood girders, beams, or joists for electrical and mechanical lines shall be limited to bored holes not larger than one-fourth of the beam depth and located within the middle third of the span.

a. Single bored holes with diameter of more than 2 inches are not permitted without special provisions for framing beams, acceptable to Architect.

b. Location of cuts in framing shall receive prior approval by Architect.

K. Plywood Roof Sheathing:

1. Lay with face grain perpendicular to joists or as indicated on Drawings.

2. Stagger panel end joints as indicated on Drawings.

3. Butt panel ends and edges to a close, but not tight fit (allow APA minimum spaces).

4. Screw or nail as indicated on the Drawings & Specifications.

L. Nailed Connections and Fastenings:

1. Joist hangers and framing connectors shall be installed according to manufacturer's recommendations as framing proceeds. Install required nails in the holes provided in the manufactured items.

2. Minimum nailing, unless otherwise shown or noted, shall conform to CBC Table 2304.9.1.

3. Use only common nails, unless otherwise noted.

a. Where required, predrill to prevent splitting.

b. Structurally and/or architecturally objectionably split members shall be replaced.

M. Bolted Connections:

1. All wood structural connections using bolts, drift pins, etc., shall be installed in strict accordance with the provisions of the "National Design Specification for Stress-Grade Lumber and Its Fastenings", latest edition. Bolt holes shall be a minimum of 1/32 inch to a maximum of 1/16 inch larger than the bolt diameter.

2. Bolt heads and nuts shall bear on standard malleable iron (M.I.) washers or steel hardware.

3. All nuts shall be re-tightened at the completion of the project or immediately prior to application of covering finish materials.

N. Screws:

1. For lag screws and wood screws, prebore holes as follows.

a. Within shank length: Lead hole diameter equal to shank diameter.

b. Within threaded length: Lead hole diameter equal to 70 percent of shank diameter.

2. Wax may be used as lubrication for screw threads. Do not use soap as lubrication for screw threads.

3. Screw, do not drive, all lag screws and wood screws.



4. Lag screw heads shall bear on standard malleable iron (M.I.) washers or steel hardware.

O. Building and Flashing Papers:

1. Install building paper on exterior walls and parapets.

a. Install two layers horizontally in shingle fashion, weather lapping minimum 2 inches for horizontal joints and minimum 6 inches for vertical joints.

b. Stagger vertical joints.

c. Securely staple paper to substrate.

2. Install flashing paper in 18 inch wide strip over building paper at internal and external building corners and saddle over top of parapets and walls.

a. Weatherlap ends 6 inches minimum.

b. Staple flashing paper in place.

3. Install flashing paper in 9 inch wide strip, folded in 90 degree angle, at window and door openings.

a. At head of openings, folded paper shall form inverted "U" covering head and portion of jamb; building paper laps over flashing paper.

b. At jamb and sill folded paper laps over building paper.

c. Always fold and lap flashing paper to prevent water from migrating behind building paper.

d. Staple flashing paper in place.

3.04 BLOCKING, NAILERS, AND SUPPORTS

A. Provide framing and blocking members as indicated or as required to support finishes, fixtures, specialty items, and trim.

B. In framed assemblies that have concealed spaces, provide solid wood fireblocking as required by applicable local code, to close concealed draft openings between floors and between top story and roof/attic space; other material acceptable to code authorities may be used in lieu of solid wood blocking.

C. In walls, provide blocking attached to studs as backing and support for wall-mounted items, unless item can be securely fastened to two or more studs or other method of support is explicitly indicated.

D. Where ceiling-mounting is indicated, provide blocking and supplementary supports above ceiling, unless other method of support is explicitly indicated.

3.05 SITE APPLIED WOOD TREATMENT

A. Apply preservative treatment compatible with factory applied treatment at site-sawn cuts, complying with manufacturer's instructions.

B. Allow preservative to dry prior to erecting members.

3.06 TOLERANCES

A. Framing Members: 1/4 inch from true position, maximum.



B. Variation from Plane (Other than Floors): 1/4 inch in 10 feet maximum, and 1/4 inch in 30 feet maximum.

3.07 CLEANUP:

A. Upon completion of the work, remove all debris, rubbish and surplus materials from the site. Do not leave any wood, shavings, sawdust, etc. on the ground or buried in fill.

END OF SECTION


MANUFACTURED STRUCTURAL WOOD 06170 - 1

SECTION 06170

MANUFACTURED STRUCTURAL WOOD

PART 1 GENERAL


A. Glue laminated wood beams and purlins.

B. Fire retardant treatment of wood.

C. Laminated Veneer Lumber (LVL)

D. Parallel Strand Lumber (PSL)

E. Laminated Strand Lumber (LSL)

F. Steel hardware and attachment brackets.


A. Section 06 10 00 - Rough Carpentry


A. AITC A190.1 - American National Standard for Wood Products - Structural Glued Laminated Timber; American Institute of Timber Construction; 2007.

B. WCLIB (GR) - Standard Grading Rules for West Coast Lumber No. 17; West Coast Lumber Inspection Bureau; 2004, and supplements.

1.04 SUBMITTALS


B. Product Data: Provide technical data on wood preservative materials, application technique and resultant performance information.

C. ICC ES Reports for all types of manufactured structural wood members.

D. Shop Drawings: Indicate framing system, sizes and spacing of members, loads and cambers, bearing and anchor details, bridging and bracing, framed openings, and connection details.


A. Manufacturer/Fabricator Qualifications: Company specializing in manufacture of glue laminated structural units with three years of documented experience, and certified by AITC in accordance with AITC A190.1.


A. Protect members to AITC requirements for load wrapped.

B. Leave individual wrapping in place until finishing occurs.

C. Deliver all materials in timely manner to insure uninterrupted progress of the work. Manufactured materials shall be delivered in unopened original containers marked with the manufacturer's name.



D. Store all materials immediately upon receipt at job site so as to preclude damages and permit ready access for identification and inspection of each shipment. Remove damaged or deteriorated materials from the premises.

E. Shipment and erection of plywood web joists shall be in accordance with the appropriate standards and as specified herein.

F. Members shall be protected from weather and damage during transportation, erection, and construction.

G. Store material at site off ground and in a vertical position. Protect from weather and moisture by wrapping each load. Wrapping shall be slit to allow moisture to escape, but care shall be taken against staining by weather and sun.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Glued-Laminated Structural Units:

1. Sentinel Structures, Inc: www.sentinelstructures.com.

2. Unit Structures: www.unitstructures.com.

3. Western Wood Structures, Inc: www.westernwoodstructures.com.

4. Substitutions: See Section 01 60 00 - Product Requirements.

2.02 GLUED-LAMINATED UNITS

A. Glued-Laminated Units: Fabricate in accordance with AITC 117 Industrial grade.

1. Verify dimensions and site conditions prior to fabrication.

2. Cut and fit members accurately to length to achieve tight joint fit.

3. Fabricate member with camber built in.

4. Do not splice or join members in locations other than those indicated without permission.

5. After end trimming, seal with penetrating sealer in accordance with AITC requirements.

2.03 MATERIALS

A. Lumber: Softwood lumber conforming to WCLIB grading rules . Allowable stresses shall be as indicated on the drawings.

B. Laminated Veneer Lumber (LVL): "Microllam LVL" manufactured by Weyerhaeuser, conforming to ICC-ES Report ESR-1387, with the following minimum design stresses:

1. Fb = 2510 psi, FV = 285 psi, Fc perp = 750 psi, E = 2,000,000 psi

C. Parallel Strand Lumber (PSL): "Parallam PSL" manufactured by Weyerhaeuser, conforming to ICC-ES Report ESR-1387, with the following minimum design stresses:

1. Fb = 2900 psi, Fv = 290 psi, Fc perp = 750 psi, E = 2,000,000.

D. Laminated Strand Lumber (LSL): "1.55E Timberstrand LSL" manufactured by Weyerhaeuser, conforming to ICC-ES Report ESR-1387, with the following minimum design stresses:



1. Fb = 2325 psi, Fv = 310 psi, Fc perp = 900 psi, E = 1,550,000.

2.04 FABRICATION

A. Fabricate glue laminated structural members in accordance with AITC Industrial grade.

B. Verify dimensions and site conditions prior to fabrication.

C. Cut and fit members accurately to length to achieve tight joint fit.

D. Fabricate member with camber built in.

E. Do not splice or join members in locations other than those indicated without permission.

F. After end trimming, seal with penetrating sealer in accordance with AITC requirements.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that supports are ready to receive units.

3.02 PREPARATION

A. Coordinate placement of bearing items.

3.03 ERECTION

A. Lift members using protective straps to prevent visible damage.

B. Set structural members level and plumb, in correct positions or sloped where indicated.

C. Provide temporary bracing and anchorage to hold members in place until permanently secured.

D. Fit members together accurately without trimming, cutting, splicing, or other unauthorized modification.

E. Swab and seal the interior wood surfaces of field drilled holes in members with primer.

3.04 TOLERANCES

A. Framing Members: 1/2 inch maximum from true position.

3.05 CLEANUP:

A. Upon completion of the work, remove all debris, rubbish and surplus materials from the site. Do not leave any wood, shavings, sawdust, etc. on the ground or buried in fill.

END OF SECTION


WOOD I-JOISTS 06176 - 1

SECTION 06176

WOOD I-JOISTS

PART 1 GENERAL


A. Wood I-joists for roof and floor framing.

B. Bridging, bracing, and anchorage.


A. Section 06 10 00 - Rough Carpentry: Material requirements for blocking, plates, and miscellaneous framing.


A. PS 2 - Performance Standard for Wood-Based Structural-Use Panels; National Institute of Standards and Technology; 2010.

1.04 SUBMITTALS


B. Product Data: Manufacturer's literature describing materials, dimensions, allowable spans and spacings, bearing and anchor details, bridging and bracing requirements, and installation instructions; identify independent inspection agency.

C. Shop Drawings: Indicate sizes and spacing of joists, bracing and bridging, bearing stiffeners, holes to be cut (if any), and framed openings between joists.

D. Certificate: Certification by joist manufacturer that products delivered are of the same design and construction as those evaluated by the independent inspection agency.


A. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years of documented experience.


A. Deliver products to site in manufacturer's original packaging with manufacturer's name and product identification intact and legible.

B. Protect products from damage due to weather and breakage.

C. Protect joists from warping or other distortion by stacking in upright position, braced to resist movement, with air circulation under coverings and around stacks.

D. Handle individual joists in the upright position.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. Wood I-Joists:

1. Weyerhaeuser; Product ____: www.woodbywy.com.

2. Substitutions: See Section 01 60 00 - Product Requirements.



2.02 MATERIALS

A. Wood I-Joists: Solid lumber top and bottom flanges and oriented strand board (OSB) webs bonded together with structural adhesive; sizes and spacing as indicated on the drawings.

1. Oriented Strand Board: Comply with PS 2.

2. Adhesive: Tested for wet/exterior service in accordance with ASTM D2559.

3. Depth: As indicated on drawings.

4. Fabrication Tolerances:

a. Flange Width: Plus/minus 1/32 inch.

b. Flange Thickness: Minus 1/16 inch.

c. Joist Depth: Plus 0, minus 1/8 inch.

5. Marking: Mark each piece with depth, joist spacing, and allowable span for joist spacing.

B. Wood-Based Components:

1. Wood fabricated from old growth timber is not permitted.

C. Joist Bridging: Type, size and spacing recommended by joist manufacturer.

D. Wood Blocking: In accordance with Section 06 10 00.

E. Fasteners: Electrogalvanized steel, type to suit application.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that supports and openings are ready to receive joists.

B. Verify that field measurements are as indicated on shop drawings.

3.02 PREPARATION

A. Coordinate placement of bearing items.

3.03 ERECTION

A. Install joists in accordance with manufacturer's instructions.

B. Set structural members level and plumb, in correct position.

C. Make provisions for erection loads and for sufficient temporary bracing to maintain structure plumb and in true alignment until completion of erection and installation of permanent bracing.

D. Do not field cut or alter structural members without approval of Architect.

E. Install permanent bridging and bracing.



3.04 TOLERANCES

A. Framing Members: 1/2 inch maximum, from true position.

END OF SECTION


SEISMIC RESTRAINT FOR NONSTRUCTURAL COMPONENTS 13480 - 1

SECTION 13480

SEISMIC RESTRAINT FOR NONSTRUCTURAL COMPONENTS

PART 1 GENERAL


A. Anchorage of nonstructural components.

B. Certification of designated nonstructural components or systems.


A. Section 03 82 16 - Post-Installed Anchors.

1.03 DEFINITIONS

A. Nonstructural Components: Components or systems that are not part of the building’s structural system, whether inside or outside, above or below grade. Nonstructural components include:

1. Architectural Elements, including, but not limited to facades that are not part of the structural system; cornices and other architectural projections; parapets that do not function structurally; glazing; nonbearing partitions; suspended ceilings; stairs isolated from the building structure; cabinets and bookshelves exceeding 6 feet in height; medical equipment; and storage racks.

2. Electrical Elements, including, but not limited to power and lighting systems; transformers; switchgear and switchboards; auxiliary engine-generator sets; transfer switches; motor control centers; motor generators; selector and controller panels; fire protection and alarm systems; special life support systems; and telephone and communication systems.

3. Mechanical Elements, including, but not limited to heating, ventilating, and air-conditioning systems; medical gas systems; plumbing systems; sprinkler systems; pneumatic systems; boiler equipment and components.

4. Transportation Elements, including, but not limited to mechanical, electrical and structural elements for transport systems, i.e., elevators and dumbwaiters, including hoisting equipment and counterweights.

B. Components or Systems Designated for Certification:

1. Mechanical and electrical equipment that must remain operable following design earthquake ground motion. Such equipment is designated in the Construction Documents.

2. Components containing or incorporating hazardous substances and designated with a component importance factor, Ip of 1.5. Such components are designated in the Construction Documents.


A. ASCE/SEI 7 - Minimum Design Loads for Buildings and Other Structures; American Society of Civil Engineers; 2010.

B. ASME A17.1 - Safety Code for Elevators and Escalators; American Society of Mechanical Engineers; 2007.



C. ASME B31E - Standard for the Seismic Design and Retrofit of Above-Ground Piping Systems; American Society of Mechanical Engineers; 2008.

D. CBC - California Building Code; California Building Standards Commission; 2013.

E. NFPA 13 - Installation of Sprinkler Systems; National Fire Protection Association; 2013.

1. As amended by the CBC.


A. Designer Qualifications: Perform design under direct supervision of a Professional Engineer experienced in design of this type of work and licensed in California.

1.06 DESIGN REQUIREMENTS

A. Design components and attachments according to Chapter 13 of ASCE/SEI 7, except that specific components and systems noted below shall comply with alternative standards.

1. Pressure piping systems and their supports shall be designed and constructed in accordance with ASME B31E.

2. Fire Protection sprinkler piping systems shall be designed and constructed in accordance with NFPA 13.

3. Elevators and escalators shall be designed and constructed in accordance with ASME 17.1.

B. Exempt Components and Systems. The following components and systems are exempt from the requirements of this Section, unless noted otherwise.

1. Furniture and temporary or movable equipment.

2. Mechanical and electrical components where all of the following apply:

a. Ip (per ASCE/SEI 7) equal to 1.0.

b. The component is positively attached to the structure.

c. There are flexible connections between the component and associated ductwork, piping or conduit.

d. One of the following conditions apply:

1) The component weight is 400 lb. or less and its center of gravity is 4 ft. or less above the adjacent floor level.

2) The component weighs 20 lb. or less.

3) The component weighs less than 5 lb. per linear ft.

C. Design Parameters:

1. Seismic Design Category: E.

2. Short Period Spectral Acceleration, Sds: 1.513g.

3. Component Amplification Factor, ap: Per ASCE/SEI 7, Table 13.5-1.

4. Component Response Modification Factor, Rp: Per ASCE/SEI 7, Table 13.5-1.



5. Component Importance Factor, Ip: Per ASCE/SEI 7, Section 13.1.3.

1.07 SUBMITTALS


B. Calculations: Calculations, stamped by a Professional Engineer registered in California, documenting each component's location within the building, its weight, design lateral force, and means of attachment to the structure, as well as accommodation of displacements for each applicable component and system.

1. Calculations shall document the location, dimensions, configuration, thickness and strength of the structural elements to which components are to be attached. It is the responsibility of the Contractor to determine this information, or to request missing information from the Architect.

C. Shop Drawings: Drawings, stamped by a Professional Engineer registered in California, showing the size, configuration, and details of attachment to the structure for each applicable component and system.

D. Certificates:

1. Certification, on the basis of shake-table testing or experience data, that designated components containing or incorporating hazardous substances can maintain containment of such materials following the design earthquake.

2. Certification, on the basis of shake-table testing or experience data, that designated mechanical and electrical equipment can remain operable following the design earthquake.

PART 2 PRODUCTS

2.01 ANCHORS TO CONCRETE

A. As specified in Section 03 82 16 - Post-Installed Anchors.

PART 3 EXECUTION


A. An independent testing agency will perform field quality control tests and inspections, as specified in Section 01 45 00 - Quality Control.

END OF SECTION

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