Specifications_FXSB152983_ADAL_Vehicle_MX.pdf

VEHICLE MAINTENANCE BUILDING 6211

176TH WING, ELMENDORF AFB

PW/DEN001/676620/6211 TABLE OF CONTENTS

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TABLE OF CONTENTS

SPECIFICATIONS

DIVISION 01—GENERAL REQUIREMENTS

01 88 15 Anchorage and Bracing ............................................................ 1- 5

DIVISION 02—NOT USED

DIVISION 03—CONCRETE

03 21 00 Steel Reinforcement ................................................................. 1- 3 03 30 00 Cast-in-Place Concrete............................................................. 1- 7

DIVISION 04—NOT USED

DIVISION 05—METALS

05 05 23 Welding .................................................................................... 1- 3 05 50 00 Metal Fabrications ................................................................... 1- 8

DIVISION 06—NOT USED

DIVISION 07—THERMAL AND MOISTURE PROTECTION

07 41 13 Metal Roof Panels .................................................................... 1- 8 07 62 00 Sheet Metal Flashing and Trim ................................................ 1- 7 07 92 01 Sealants and Caulking .............................................................. 1- 2

DIVISION 08—NOT USED

DIVISION 09—FINISHES

09 90 04 Painting .......................................................................................... 1- 14 Supplements:

Paint Product Data Sheet (PPDS) .................................................. 1- 1 Paint System Data Sheet (PSDS) ................................................... 1- 1

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DIVISIONS 10 THROUGH DIVISION 21—NOT USED

DIVISION 22—PLUMBING

22 07 00 Plumbing Piping Insulation............................................................ 1- 7 22 10 01 Plumbing Piping and Accessories .................................................. 1- 15 22 30 00 Plumbing Equipment ..................................................................... 1- 4 22 40 00 Plumbing Fixtures .......................................................................... 1- 6

DIVISIONS 23 THROUGH 25—NOT USED

DIVISION 26—ELECTRICAL

26 05 01 Electrical ........................................................................................ 1- 25 26 50 00 Lighting .......................................................................................... 1- 7

DIVISIONS 27 THROUGH 49—NOT USED

END OF SECTION

PW/DEN001/676620/6211 ANCHORAGE AND BRACING

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SECTION 01 88 15

ANCHORAGE AND BRACING

PART 1 GENERAL

1.01 SUMMARY

A. This section covers requirements for anchorage and bracing of equipment, distribution systems, and other nonstructural components required in accordance with the ICC 2012 International Building Code (IBC), for seismic, wind, gravity, soil, and operational loads.

1.02 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Society of Civil Engineers (ASCE): ASCE 7, Minimum Design Loads for Buildings and Other Structures.

2. International Code Council (ICC): International Building Code (IBC).

3. National Fire Protection Association (NFPA): 13, Standard for the

Installation of Sprinkler Systems.

1.03 DEFINITIONS

A. Authority Having Jurisdiction (AHJ): Permitting building agency; may be a federal, state, local, or other regional department, or individual including building official, fire chief, fire marshal, chief of a fire prevention bureau, labor department, or health department, electrical inspector; or others having statutory authority. AHJ may be Owner when authorized to be self-permitting by governmental permitting agency or when no governmental agency has authority.

B. Designated Seismic System: Architectural, electrical, and mechanical system or their components for which component importance factor is greater than 1.0.

1.04 DESIGN AND PERFORMANCE REQUIREMENTS

A. General:

1. Anchorage and bracing systems shall be designed by a qualified professional engineer registered in the State of Alaska.

2. Design anchorage and bracing of architectural, mechanical, and electrical components and systems in accordance with this section, ANCHORAGE AND BRACING PW/DEN001/676620/6211

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unless a design is specifically provided within Contract Documents or where exempted hereinafter.

3. Design attachments, braces, and anchors for equipment, components, and distribution systems to structure for gravity, seismic, wind, and operational loading.

4. Anchor and brace piping and ductwork, whether exempt or not exempt for this section, so that lateral or vertical displacement does not result in damage or failure to essential architectural, mechanical, or electrical equipment.

5. Architectural Components: Includes, but are not limited to, nonstructural walls and elements, partitions, cladding and veneer, access flooring, signs, cabinets, suspended ceilings, and glass in glazed curtain walls and partitions.

6. Provide supplementary framing where required to transfer anchorage and bracing loads to structure.

7. Adjust equipment pad sizes or provide additional anchorage confinement reinforcing to provide required anchorage capacities.

8. Design anchorage and bracing for:

a. Equipment and components that weigh more than 400 pounds and have center of mass located 4 feet or less above adjacent finished floor.

b. Equipment weighing more than 20 pounds that has center of mass located more than 4 feet above adjacent finished floor.

c. Mechanical and electrical components that are not provided with flexible connections between components and associated ductwork, piping, or conduit.

d. Distribution systems that weigh more than 5 pounds per foot that have center of mass located more than 4 feet above adjacent finished floor.

9. For components exempted from design requirements of this section, provide bolted, welded, or otherwise positively fastened attachments to supporting structure.

B. Design Loads:

1. Gravity: Design anchorage and bracing for self weight and superimposed loads on components and equipment.

2. Wind: Design anchorage and bracing for wind criteria provided on General Structural Notes on Drawings for exposed architectural components and exterior and wind-exposed mechanical and electrical equipment. Alternately, manufacturer certification may be provided for components such as roofing and flashing to verify attachments meet Project-specific design criteria.

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3. Operational:

a. For loading supplied by equipment manufacturer for IBC required load cases.

b. Loads may include equipment vibration, torque, thermal effects, effects of internal contents (weight and sloshing), water hammer, and other load-inducing conditions.

c. Locate braces to minimize vibration to or movement of structure.

d. For vibrating loads, use anchors meeting requirements of

Section 05 50 00, Metal Fabrications, for anchors with designated capacities for vibratory loading per manufacturer’s ICC-ES report.

4. Seismic:

a. In accordance with 2012 IBC, Section 1613, and Chapter 13 of

ASCE 7.

b. Design anchorage and bracing for design criteria listed on General

Structural Notes on Drawings.

C. Seismic Design Requirements:

1. Analyze local region of body of nonstructural component for load transfer of anchorage attachment if component Ip equals 1.5.

2. Fire protection sprinkler systems designed and constructed in accordance with NFPA 13 shall be considered to meet requirements of

ASCE 7.

3. Other seismic design and detailing information identified in ASCE 7, Chapter 13, is required to be provided for new architectural, mechanical and electrical components, systems, or equipment.

1.05 SUBMITTALS

A. Action Submittals:

1. Shop Drawings:

a. List of architectural, mechanical, and electrical equipment requiring Contractor-designed anchorage and bracing, unless specifically exempted.

b. Manufacturers’ engineered seismic and non-seismic hardware product data.

c. Attachment assemblies’ drawings including seismic attachments;

include connection hardware, braces, and anchors or anchor bolts for nonexempt components, equipment, and systems.

d. Drawings for seismic attachment assemblies include connection hardware, braces, and anchors (or anchor bolts) for modified, nonexempt existing components, equipment, and systems where a combination of new and existing systems or components’ final

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condition would require anchorage or bracing under this specification for new equipment.

e. Submittal will be rejected if proposed anchorage method would create excessive stress to supporting member. Revise anchorages and strengthen structural support to eliminate overstressed condition.

B. Informational Submittals:

1. Anchorage and Bracing Calculations: For attachments, braces, and anchorages, include IBC and Project-specific criteria as noted on General Structural Notes on Drawings, in addition to manufacturer’s specific criteria used for design; sealed by a civil or structural engineer registered in the State of Alaska.

2. Manufacturer’s hardware installation requirements.

PART 2 PRODUCTS

2.01 GENERAL

A. Design and construct attachments and supports transferring seismic and non-seismic loads to structure of materials and products suitable for application and in accordance with design criteria shown on Drawings and nationally recognized standards.

B. Provide anchor bolts for anchorage of equipment to concrete or masonry in accordance with Section 05 50 00, Metal Fabrications. Provide anchor bolts of the size, minimum embedment, and spacing designated in calculations submitted by Contractor and accepted by Engineer.

PART 3 EXECUTION

3.01 GENERAL

A. Make attachments, bracing, and anchorage in such a manner that component lateral force is transferred to lateral force resisting system of structure through a complete load path.

B. Design, provide, and install overall seismic anchorage system to provide restraint in all directions, including vertical, for each component or system so anchored.

C. Provide snubbers in each horizontal direction and vertical restraints for components mounted on vibration isolation systems where required to resist overturning.

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D. Provide piping anchorage that maintains design flexibility and expansion capabilities at flexible connections and expansion joints.

1. Piping and ductwork suspended more than 12 inches below supporting structure shall be braced for seismic effects to avoid significant bending of hangers and their attachments.

E. Anchor tall and narrow equipment such as motor control centers and telemetry equipment at base and within 12 inches from top of equipment, unless approved otherwise by Engineer.

F. Do not attach architectural, mechanical, or electrical components to more than one element of a building structure at a single restraint location where such elements may respond differently during a seismic event. Do not make such attachments across building expansion and contraction joints.

3.02 INSTALLATION

A. Do not install components or their anchorages or restraints prior to review and acceptance by Engineer and AHJ.

3.03 FIELD QUALITY ASSURANCE AND QUALITY CONTROL

A. In accordance with: Section 05 50 00, Metal Fabrications.

PW/DEN001/676620/6211 STEEL REINFORCEMENT

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SECTION 03 21 00

STEEL REINFORCEMENT

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 318, Building Code Requirements for Structural Concrete and

Commentary.

b. SP-66, Detailing Manual.

2. ASTM International (ASTM):

a. A82/A82M, Standard Specification for Steel Wire, Plain, for

Concrete Reinforcement.

b. A615/A615M, Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement.

3. Concrete Reinforcing Steel Institute (CRSI):

a. Placing Reinforcing Bars.

b. Manual of Standard Practice.

4. International Code Council (ICC): Evaluation Services Report.

1.02 SUBMITTALS

A. Action Submittals:

1. Shop Drawings prepared in accordance with CRSI Manual of Standard Practice and ACI SP-66:

a. Bending lists.

b. Placing drawings.

1.03 DELIVERY, STORAGE, AND HANDLING

A. Unload, store, and handle bars in accordance with CRSI publication “Placing Reinforcing Bars.”

PART 2 PRODUCTS

2.01 MATERIALS

A. Reinforcing Bars:

1. Includes stirrups, ties, and spirals.

2. ASTM A615/A615M, Grade 60.

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2.02 ACCESSORIES

A. Tie Wire:

1. Black, soft-annealed 16-gauge wire.

2. Nylon-, epoxy-, or plastic-coated wire.

B. Bar Supports and Spacers:

1. Use precast concrete bar supports or all-plastic bar supports and side form spacers, unless noted otherwise. Do not use other types of supports or spacers.

2. Bar supports shall have sufficient strength and stiffness to carry loads without failure, displacement, or significant deformation. Space bar supports so minimum concrete cover is maintained for reinforcing between supports.

3. Use only precast concrete bar supports where concrete surfaces are exposed to weather, earth, water, chloride intrusion, or corrosive chemicals. Bar supports shall be nonconductive and have geometry and bond characteristics that deter movement of moisture from the surface to the reinforcement.

4. Precast concrete supports shall have same minimum strength and shall be made from same materials as that of the concrete in which they are to be embedded. Precast concrete supports shall be cast and properly cured for at least 7 days before use and shall have a wire or other device cast into each block for the purpose of attaching them securely to steel reinforcement.

5. Precast Concrete Supports:

a. Total bond precast, high-performance concrete bar supports as supplied by:

1) Con Sys Inc., Pinawa, MB, Canada.

2) Dayton Superior, Miamisburg, OH, Dobies.

2.03 FABRICATION

A. Follow CRSI Manual of Standard Practice.

B. Bend bars cold.

PART 3 EXECUTION

3.01 PREPARATION

A. Clean reinforcing bars of loose mill scale, oil, earth, and other contaminants.

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3.02 INSTALLATION

A. Bundle or space bars, instead of field bending where construction access through reinforcing is necessary.

B. Spacing and Positioning: Conform to ACI 318.

C. Location Tolerances: In accordance with CRSI publication, “Placing Reinforcing Bars”.

D. Splicing:

1. Follow ACI 318.

2. Use lap splices, unless otherwise shown or permitted in writing by

Engineer.

E. Tying Reinforcing Bars: Bend tie wire away from concrete surface to provide clearance of 1 inch from surface of concrete to tie wire.

PW/DEN001/676620/6211 CAST-IN-PLACE CONCRETE

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SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards that may be referenced in this section:

1. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

b. 301, Specifications for Structural Concrete.

c. 305.1, Specification for Hot Weather Concreting.

d. 306.1, Standard Specification for Cold Weather Concreting.

e. 350.1, Specification for Tightness Testing of Environmental

Engineering Concrete Containment Structures.

f. CP-1, Technical Workbook for ACI Certification of Concrete

Field Testing Technician – Grade 1.

2. ASTM International (ASTM):

a. C31/C31M, Standard Practice for Making and Curing Concrete Test Specimens in the Field.

b. C33/C33M, Standard Specification for Concrete Aggregates.

c. C39/C39M, Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens.

d. C94/C94M, Standard Specification for Ready-Mixed Concrete.

e. C109/C109M, Standard Test Method for Compressive Strength of

Hydraulic Cement Mortars (Using 2-in. or [50-mm] Cube Specimens).

f. C143/C143M, Standard Test Method for Slump of Hydraulic- Cement Concrete.

g. C150/C150M, Standard Specification for Portland Cement.

h. C260/C260M, Standard Specification for Air-Entraining

Admixtures for Concrete.

i. C595/C595M, Standard Specification for Blended Hydraulic

Cements.

j. C1017/C1017M, Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete.

3. National Ready Mixed Concrete Association (NRMCA).

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1.02 DEFINITIONS

A. Cold Weather: When ambient temperature is below 40 degrees F or is approaching 40 degrees F and falling.

B. Defective Area: Surface defects that include honeycomb, rock pockets, indentations, and surface voids greater than 3/16-inch deep, surface voids greater than 3/4 inch in diameter, cracks in liquid containment structures and below grade habitable spaces that are 0.005-inch wide and wider, and cracks in other structures that are 0.010-inch wide and wider, spalls, chips, embedded debris, sand streaks, mortar leakage from form joints, deviations in formed surface that exceed specified tolerances and include but are not limited to fins, form pop-outs, and other projections. At exposed concrete, defective areas also include texture irregularities, stains, and other color variations that cannot be removed by cleaning.

C. Exposed Concrete: Concrete surface that can be seen inside or outside of structure regardless of whether concrete is above water, dry at all times, or can be seen when structure is drained.

D. Hot Weather: As defined in ACI 305.1.

E. New Concrete: Less than 60 days old.

1.03 SUBMITTALS

A. Action Submittals:

1. Mix Designs:

a. Contain proportions of materials and admixtures to be used on

Project, signed by mix designer.

b. Documentation of average strength for each proposed mix design in accordance with ACI 301.

c. Admixtures: Manufacturer’s catalog cut sheets and product data sheets for each admixture used in proposed mix designs.

1.04 QUALITY ASSURANCE

A. Concrete construction shall conform to requirements of ACI 117 and ACI 301, except as modified herein.

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PART 2 PRODUCTS

2.01 MATERIALS

A. Cementitious Materials:

1. Cement:

a. Portland Cement: Unless otherwise specified, conform to requirements of ASTM C150/C150M.

b. Blended Hydraulic Cement:

1) Unless otherwise specified, conform to requirements of

ASTM C595/C595M.

2) Portland cement used in blended hydraulic cement, conform to requirements of ASTM C150/C150M.

c. Furnish from one source.

B. Aggregates: Furnish from one source for each aggregate type used in a mix design.

1. Normal-Weight Aggregates:

a. In accordance with ASTM C33/C33M, except as modified herein.

1) Class Designation: 4S unless otherwise specified.

b. Free of materials and aggregate types causing popouts, discoloration, staining, or other defects on surface of concrete.

2. Fine Aggregates:

a. Clean, sharp, natural sand.

b. ASTM C33/C33M.

c. Limit deleterious substances in accordance with

ASTM C33/C33M, Table 2.

3. Coarse Aggregate:

a. Natural gravels, combination of gravels and crushed gravels, crushed stone, or combination of these materials containing no more than 15 percent flat or elongated particles (long dimension more than five times the short dimension).

b. Limit deleterious substances in accordance with ASTM C33/C33M, Table 4 for specified class designation.

C. Admixtures: Unless otherwise permitted, furnish from one manufacturer.

1. Characteristics:

a. Compatible with other constituents in mix.

b. Contain at most, only trace amount chlorides in solution.

2. Air-Entraining Admixture: ASTM C260/C260M.

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D. Water and Ice: Mixing water for concrete and water used to make ice shall be potable water, unless alternative sources of water are permitted.

1. Water from alternative sources shall comply with requirements of ASTM C1602/C1602M, and concentration of chemicals in combined mixing water shall be less than:

a. Chloride Content: 500 ppm.

b. Sulfate Content as SO4: 3,000 ppm.

c. Alkalis as (Na2O + 0.658 K2O): 600 ppm.

d. Total Solids by Mass: Less than 50,000 ppm.

2.02 ANCILLARY MATERIALS

A. Bonding Agent: Unless otherwise specified, in accordance with the following:

1. ASTM C881/C881M, Type V.

2. Two-component, moisture insensitive, 100 percent solids epoxy.

3. Consult manufacturer for surface finish, pot life, set time, vertical or horizontal application, and forming restrictions.

2.03 CONCRETE MIX DESIGN

A. General:

1. Prepare design mixtures for each type and strength of concrete, selecting and proportioning ingredients in accordance with requirements of ACI 301, unless otherwise specified.

2. Use water-reducing and retarding admixture when anticipated high temperatures, low humidity, or other adverse placement conditions can adversely affect fresh properties of concrete.

3. Unless otherwise specified, desired fresh properties of concrete shall be determined by Contractor, and coordinated with concrete producer.

Fresh properties of concrete shall remain stable to satisfaction of Contractor, for duration of placement and consolidation, and shall remain in conformance with requirements of Contract Documents.

B. Potential Alkali-aggregate Reactivity of Concrete: Do not use aggregates known to be susceptible to alkali-carbonate reaction (ACR).

C. Proportions:

1. Design mix to meet aesthetic, durability, and strength requirements.

2. Where fly ash is included in mix, minimum fly ash content shall be a minimum of 15 percent of weight of total cementitious materials.

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2.04 CONCRETE MIXING

A. General: In accordance with ACI 301, except as modified herein.

PART 3 EXECUTION

3.01 PLACING CONCRETE

A. Preparation: Meet requirements ACI 301, except as modified herein.

B. Placement into Formwork:

1. Reinforcement: Secure in position before placing concrete.

2. Place concrete as soon as possible after leaving mixer, without segregation or loss of ingredients, without splashing forms or steel above, and in layers not over 1.5 feet deep, except for slabs which shall be placed full depth. Place and consolidate successive layers prior to initial set of first layer to prevent cold joints.

3. Placement frequency shall be such that lift lines will not be visible in exposed concrete finishes.

4. Vertical Free Fall Drop to Final Placement:

a. Forms 8 Inches or Less Wide: 5 feet.

b. Forms Wider than 8 Inches: 8 feet, except as specified.

5. For placements where drops are greater than specified, use placement device such that free fall below placement device conforms to required value.

a. Limit free fall to prevent segregation caused by aggregates hitting steel reinforcement.

C. Cold Weather Placement:

1. Unless otherwise permitted, shall be in accordance with requirements of ACI 306.1 and as follows:

a. Cold weather requirements shall apply when ambient temperature is below 40 degrees F or approaching 40 degrees F and falling.

b. Do not place concrete over frozen earth or against surfaces with frost or ice present. Frozen earth shall be thawed to acceptance of Engineer.

c. Unless otherwise permitted, do not place concrete in contact with surfaces less than 35 degrees F; requirement is applicable to all surfaces including reinforcement and other embedded items.

d. Provide supplemental external heat as needed when other means of thermal protection are unable to maintain minimum surface temperature of concrete as specified in ACI 306.1.

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e. Maintain minimum surface temperature of concrete as specified in ACI 306.1 for no less than 3 days during cold weather conditions.

2. External Heating Units: Do not exhaust heater flue gases directly into enclosed area as it causes concrete carbonation as a result of concentrated carbon dioxide.

3.02 FIELD QUALITY CONTROL

A. General:

1. Provide adequate facilities for safe storage and proper curing of concrete test specimens onsite for first 24 hours, and for additional time as may be required before transporting to test lab.

2. Unless otherwise specified, sample concrete for testing for making test specimens, from point of delivery.

3. Evaluation will be in accordance with ACI 301 and Specifications.

4. Test specimens shall be made, cured, and tested in accordance with

ASTM C31/C31M and ASTM C39/C39M.

B. Concrete Strength Test:

1. Unless otherwise specified, one specimen at age of 7 days for information, and two 6-inch diameter or when permitted three 4-inch diameter test specimens at age of 28 days for acceptance.

2. Provide a minimum of one spare test specimen per sample. Test spare cylinder as directed by Engineer.

C. Cold Weather Placement Tests:

1. During cold weather concreting, cast cylinders for field curing as follows. Use method that will produce greater number of specimens:

a. Six extra test cylinders from last 100 cubic yards of concrete.

b. Minimum three specimens for each 2 hours of placing time or for each 100 cubic yards.

2. These specimens shall be in addition to those cast for lab testing.

3. Protect test cylinders from weather until they can be placed under same protection provided for concrete of structure that they represent.

4. Keep field test cylinders in same protective environment as parts of structure they represent to determine if specified strength has been obtained.

5. Test cylinders in accordance with applicable sections of ASTM C31/C31M and ASTM C39/C39M.

END SECTION

PW/DEN001/676620/6211 WELDING

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SECTION 05 05 23

WELDING

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards that may be referenced in this section:

1. American Society of Mechanical Engineers (ASME):

a. BPVC SEC V, Nondestructive Examination.

b. BPVC SEC IX, Welding and Brazing Qualifications.

2. American Society of Nondestructive Testing (ASNT): SNT-TC-1A, Personnel Qualification and Certification in Nondestructive Testing.

3. ASTM International (ASTM): A370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products.

4. American Welding Society (AWS):

a. A2.4, Standard Symbols for Welding, Brazing, and

Nondestructive Examination.

b. A3.0, Standard Welding Terms and Definitions.

c. D1.1/D1.1M, Structural Welding Code - Steel.

d. D1.3/1.3M, Structural Welding Code - Sheet Steel.

e. QC1, Standard for AWS Certification of Welding Inspectors.

1.02 DEFINITIONS

A. CJP: Complete Joint Penetration.

B. CWI: Certified Welding Inspector.

C. MT: Magnetic Particle Testing.

D. NDE: Nondestructive Examination.

E. NDT: Nondestructive Testing.

F. PJP: Partial Joint Penetration.

G. PQR: Procedure Qualification Record.

H. PT: Liquid Penetrant Testing.

I. RT: Radiographic Testing.

J. UT: Ultrasonic Testing.

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K. VT: Visual Testing.

L. WPQ: Welder/Welding Operator Performance Qualification.

M. WPS: Welding Procedure Specification.

1.03 SUBMITTALS

A. Shop Drawings:

1. Welding Data (Shop and Field): Submit welding data together with Shop Drawings as a complete package.

a. Clearly distinguish between shop and field welds.

b. Indicate, by welding symbols or sketches, details of welded joints and preparation of base metal.

B. Informational Submittals:

1. CWI credentials.

2. CWI visual inspection (VT) reports.

1.04 QUALIFICATIONS

A. WPQs: In accordance with AWS D1.1/D1.1M (Annex N Forms); or ASME BPVC SEC IX (Form QW-484).

B. CWI: Certified in accordance with AWS QC1, and having prior experience with specified welding codes. Alternate welding inspector qualifications require approval by Engineer.

PART 2 PRODUCTS

2.01 SOURCE QUALITY CONTROL

A. Contractor’s CWI shall be present whenever shop welding is performed. CWI shall perform inspection, at suitable intervals, prior to assembly, during assembly, during welding, and after welding. CWI shall perform inspections as required in AWS D1.1/D1.1M or referenced welding code and as follows:

1. Verifying conformance of specified job material and proper storage.

2. Inspecting weld joint fit-up and performing in-process inspection.

3. Providing 100 percent visual inspection of welds.

4. Maintaining records and preparing report confirming that the results of inspection and testing comply with the Work.

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PART 3 EXECUTION

3.01 GENERAL

A. Welding and Fabrication by Welding: Conform to governing welding codes referenced in attached Welding and Nondestructive Testing Table.

3.02 FIELD QUALITY CONTROL

A. Contractor’s CWI shall be present whenever field welding is performed. CWI shall perform inspection, at suitable intervals, prior to assembly, during assembly, during welding, and after welding. CWI shall perform inspections as required in AWS D1.1/D1.1M or referenced welding code and as follows:

1. Verify conformance of specified job material and proper storage.

2. Inspect weld joint fit-up and perform in-process inspection.

3. Provide 100 percent visual inspection of all welds.

4. Maintain records and prepare report confirming results of inspection and testing comply with the Work.

3.03 WELD DEFECT REPAIR

A. Repair and retest rejectable weld defects until sound weld metal has been deposited in accordance with appropriate welding codes.

PW/DEN001/676620/6211 METAL FABRICATIONS

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SECTION 05 50 00

METAL FABRICATIONS

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. The Aluminum Association, Inc. (AA): The Aluminum Design Manual.

2. American Galvanizers Association (AGA):

a. Inspection of Hot-Dip Galvanized Steel Products.

b. Quality Assurance Manual.

3. Requirements for Personnel and Debris Nets.

4. American Welding Society (AWS): D1.1/D1.1M, Structural Welding

Code - Steel.

5. ASTM International (ASTM):

a. A36/A36M, Standard Specification for Carbon Structural Steel.

b. A53/A53M, Standard Specification for Pipe, Steel, Black and

Hot-Dipped, Zinc-Coated, Welded and Seamless.

c. A123/A123M, Standard Specification for Zinc (Hot-Dip

Galvanized) Coatings on Iron and Steel Products.

d. A143/A143M, Standard for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement.

e. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

f. A193/A193M, Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications.

g. A194/A194M, Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

h. A283/A283M, Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates.

i. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength.

j. A325, Standard Specification for Structural Bolts, Steel, Heat Treated 120/105 ksi Minimum Tensile Strength.

k. A500/A500M, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

l. A563, Standard Specification for Carbon and Alloy Steel Nuts.

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m. A653/A653M, Standard Specification for Steel Sheet, Zinc- Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

n. A992/A992M, Standard Specification for Structural Steel Shapes.

o. F593, Standard Specification for Stainless Steel Bolts, Hex Cap

Screws, and Studs.

p. F1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and

105-ksi Yield Strength.

6. International Code Council Evaluation Service (ICC-ES):

a. AC01, Acceptance Criteria for Expansion Anchors in Masonry Elements.

b. AC106, Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry Elements.

c. AC193, Acceptance Criteria for Mechanical Anchors in Concrete Elements.

d. AC308, Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements.

e. AC70, Acceptance Criteria for Fasteners Power-driven into Concrete, Steel and Masonry Elements.

1.02 DEFINITIONS

A. Anchor Bolt: Cast-in-place anchor; concrete or masonry.

B. Concrete Anchor: Post-installed concrete anchors listed in this specification.

C. Exterior Area: Location not protected from weather by building or other enclosed structure.

D. Masonry Anchor: Post-installed masonry anchors listed in this specification.

1.03 SUBMITTALS

A. Action Submittals:

1. Shop Drawings:

a. Metal fabrications, including welding and fastener information.

b. Specific instructions for concrete anchor installation, including drilled hole size, preparation, placement, procedures, and instructions for safe handling of anchoring systems.

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B. Informational Submittals:

1. Concrete and Masonry Post-Installed Anchors:

a. Manufacturer’s product description and printed installation instructions.

b. Current ICC-ES Report for each type of post-installed anchor to be used.

c. Adhesive Anchor Installer Certification.

2. Hot-Dip Galvanizing: Certificate of compliance signed by galvanizer, with description of material processed and ASTM standard used for coating.

1.04 QUALITY ASSURANCE

A. Qualifications:

1. Adhesive Anchor Installer: Trained to install adhesive anchors in accordance with manufacturer’s printed installation instructions.

2. Galvanized Coating Applicator: Company specializing in hot-dip galvanizing after fabrication and following procedures of Quality Assurance Manual of the American Galvanizers Association.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Insofar as practical, factory assemble specified items. Assemblies, because of necessity, have to be shipped unassembled shall be packaged and tagged in manner that will protect materials from damage and will facilitate identification and field assembly.

B. Package stainless steel items in a manner to provide protection from carbon impregnation.

C. Protect painted coatings and hot-dip galvanized finishes from damage as a result of metal banding and rough handling. Use padded slings and straps.

D. Store fabricated items in dry area, not in direct contact with ground.

E. Store adhesives anchors at service temperature ranges recommended by manufacturer.

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PART 2 PRODUCTS

2.01 GENERAL

A. Unless otherwise indicated, meet the following requirements:

Item ASTM Reference

Steel Wide Flange Shapes A992/992M

Other Steel Shapes and Plates A36/A36M

Steel Pipe A501 or A53/A53M, Type E or S, Grade B

Hollow Structural Sections (HSS) A500/A500M, Grade B

Steel Bolts and Nuts:

Carbon Steel A307 bolts, with A563 nuts

High-Strength A325, Type 1 bolts, with A563 nuts

Anchor Bolts and Rods F1554, Grade 55, with weldability supplement S1.

Flat Washers (Unhardened) F844

Flat and Beveled Washers (Hardened)

F436

B. Bolts, Washers, and Nuts: Use stainless steel, hot-dip galvanized steel, zinc-plated steel, and aluminum material types as indicated in Fastener Schedule at end of this section.

2.02 ANCHOR BOLTS AND ANCHOR BOLT SLEEVES

A. Cast-In-Place Anchor Bolts:

1. Headed type, unless otherwise shown on Drawings.

2. Material type and protective coating as shown in Fastener Schedule at end of this section.

2.03 POST-INSTALLED CONCRETE ANCHORS

A. General:

1. Hot-dip galvanized, or zinc-plated steel.

2. Current ICC-ES Report indicating acceptance per IBC 2012 for anchors at structural applications in cracked concrete.

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3. Anchors shall be suitable for long-term loads, as well as for wind and seismic loads.

4. Acceptable for use in potable water structures by EPA and local health agencies or NSF 61.

5. Torque-Controlled Expansion Anchors (Wedge Anchors):

a. Wedge anchors used in sustained tension applications (such as overhead or cantilevered applications) shall have current ICC-ES Report that demonstrates compliance with ICC-ES AC193 for cracked concrete.

b. Manufacturers and Products:

1) ITW Ramset/Red Head, Addison, IL; Trubolt+ Wedge

Anchor (ESR-2427).

2) Hilti, Inc., Tulsa, OK; Kwik-Bolt–TZ (KB-TZ) Anchors

(ESR-1917).

3) Powers Fasteners, Brewster , NY; Power-Stud +SD2 or

+SD1 Anchors (ESR-2502 and ESR-2818).

4) Simpson Strong-Tie Co., Inc., Pleasanton, CA; Strong-Bolt

Anchors (ESR-1771).

5) Wej-It Corp., Tulsa, OK; ANKRtite CCAT Wedge Anchor

(ESR-2777).

B. Adhesive Anchors (Epoxy Anchors):

1. If approved by Engineer, adhesive anchors used in sustained tension applications (such as overhead or cantilevered applications) shall have current ICC-ES Report that demonstrates compliance with ICC-ES AC308 for cracked concrete.

2. Threaded Rod:

a. ASTM F593 stainless steel threaded rod, diameter as shown on

Drawings.

b. Length as required, to provide minimum depth of embedment.

c. Clean and free of grease, oil, or other deleterious material.

d. For hollow-unit masonry, provide galvanized or stainless steel wire cloth screen tube to fit threaded rod.

3. Adhesive:

a. Two-component, insensitive to moisture, designed to be used in adverse freeze/thaw environments.

b. Cure Temperature, Pot Life, and Workability: Compatible for intended use and anticipated environmental conditions.

c. Mixed Adhesive: Nonsag light paste consistency with ability to remain in 1-inch diameter overhead drilled hole without runout.

d. Meet requirements of ASTM C881/C881M.

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4. Packaging and Storage:

a. Disposable, self-contained cartridge system capable of dispensing both components in proper mixing ratio and fitting into manually or pneumatically operated caulking gun.

b. Store adhesive cartridges on pallets or shelving in covered storage area.

c. Container Markings: Include manufacturer’s name, product name, batch number, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

d. Dispose of when:

1) Shelf life has expired.

2) Stored other than in accordance with manufacturer’s instructions.

5. Manufacturers and Products:

a. Hilti, Inc., Tulsa, OK; HIT Doweling Anchor System, HIT

RE 500 SD (ESR-2322).

b. Simpson Strong-Tie Co., Inc., Pleasanton, CA; SET-XP Epoxy Adhesive Anchors(ESR-2508).

c. Powers Fasteners, Brewster NY, PE1000+ Adhesive anchoring system (ESR-2583).

C. Adhesive Threaded Inserts:

1. Stainless steel, internally threaded inserts.

2. Manufacturer and Product: Hilti, Inc., Tulsa, OK; HIS-RN Insert with

HIT-RE 500-SD adhesive.

2.04 POST-INSTALLED MASONRY ANCHORS

A. General: AISI Type 316 stainless, hot-dip galvanized, or zinc-plated steel, as shown in Fastener Schedule at end of this section.

B. Current ICC Evaluation Report indicating acceptance per IBC 2012 for anchors at structural applications in masonry.

C. Manufacturers and Products:

1. Hilti, Inc., Tulsa, OK;Kwik-Bolt-3 (KB-3) (ESR-1385), for grout-filled masonry.

2. Powers Fasteners, Brewster NY, T308+ Epoxy Adhesive Anchoring System in Unreinforced Masonry (ESR-3149), Power-Stud+ SD1 (ESR-2966) for grout-filled masonry, Wedgebolt+ (ESR-1678) for grout-filled masonry.

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2.05 SOURCE QUALITY CONTROL

A. Visually inspect all fabrication welds and correct deficiencies.

1. Steel: AWS D1.1/D1.1M, Section 6 and Table 6.1, Visual Inspection Acceptance Criteria.

PART 3 EXECUTION

3.01 INSTALLATION OF METAL FABRICATIONS

A. General:

1. Install metal fabrications plumb and level, accurately fitted, free from distortion or defects.

2. Install rigid, substantial, and neat in appearance.

3. Install manufactured products in accordance with manufacturer’s recommendations.

4. Obtain Engineer approval prior to field cutting steel members or making adjustments not scheduled.

3.02 CAST-IN-PLACE ANCHOR BOLTS

A. Locate and hold anchor bolts in place with templates at time concrete is placed.

B. Use anchor bolt sleeves for location adjustment and provide two nuts and one washer per bolt of same material as bolt.

C. Minimum Bolt Size: 1/2-inch diameter by 12 inches long, unless otherwise shown.

3.03 CONCRETE AND MASONRY POST-INSTALLED ANCHORS

A. Begin installation only after concrete or masonry to receive anchors has attained design strength.

B. Install in accordance with manufacturer’s instructions.

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C. Provide minimum embedment, edge distance, and spacing as follows, unless indicated otherwise by anchor manufacturer’s instructions or shown otherwise on Drawings:

Anchor Type

Minimum Embedment

(Bolt Diameters)

Minimum Edge Distance

(Bolt Diameters)

Minimum Spacing

(Bolt Diameters)

Expansion 9 6 12

Adhesive 9 9 13.5

D. Use only drill type and bit type and diameter recommended by anchor manufacturer. Clean hole of debris and dust with brush and compressed air per manufacturer’s printed installation instructions.

E. When embedded steel or rebar is encountered in drill path, slant drill to clear obstruction. If drill must be slanted more than 10 degrees to clear obstruction, notify Engineer for direction on how to proceed.

F. Adhesive Anchors:

1. Do not install adhesive anchors when temperature of concrete is below 40 degrees F or above 100 degrees F, unless cold temperature adhesives, compliant with ACI 308 are used. Refer to the respective ICC-ES report and manufacturer’s printed installation instructions.

2. Remove water from hole with oil-free compressed air. Damp or water filled holes may be allowed only if approved in manufacturer’s printed installation instructions and ICC-ES report.

3. For hollow-unit masonry, install screen tube in accordance with manufacturer’s printed installation instructions.

4. Do not disturb anchor during recommended curing time.

5. Do not exceed maximum torque as specified in manufacturer’s printed installation instructions.

PW/DEN001/676620/6211 METAL ROOF PANELS

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SECTION 07 41 13

METAL ROOF PANELS

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. ASTM International (ASTM):

a. A653/A653M, Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

b. A792/A792M, Standard Specification for Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process.

c. C1311, Standard Specification for Solvent Release Sealants.

d. D523, Standard Test Method for Specular Gloss.

e. E903, Standard Test Method for Solar Absorptance, Reflectance, and Transmittance of Materials Using Integrating Spheres.

f. E1646, Standard Test Method for Water Penetration of Exterior

Metal Roof Panel Systems by Uniform Static Air Pressure Difference.

g. E1680, Standard Test Method for Rate of Air Leakage through Exterior Metal Roof Panel Systems.

2. FM (Factory Mutual) Global (FMG):

a. Approval Guide.

b. 4471, Approval Standard for Class 1 Panel Roofs.

3. Sheet Metal and Air Conditioning Contractors’ National Association (SMACNA): Architectural Sheet Metal Manual.

4. Underwriters Laboratories Inc. (UL): 580, Standard for Safety Tests for Uplift Resistance of Roof Assemblies.

1.02 SYSTEM DESCRIPTION

A. Design Requirements: Provide professional engineering services needed to design roof system and assume engineering responsibility.

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B. Performance Requirements:

1. Water Penetration: No water penetration when tested in accordance to ASTM E1646 at the following test pressures:

a. Test Pressure: Roof slope less than or equal to 30 degrees:

2.86 lbf/square feet.

2. Wind Uplift Resistance: Provide metal panel assemblies that comply with UL 580 for Class 90.

3. Thermal Movement: Provide metal roof panel assemblies that allow for thermal movement resulting from temperature change of 120 degrees F (67 degrees C), ambient and 180 degrees F (100 degrees C), material surface.

4. Glare Resistance: Specular reflectance of not more than 10 when measured in accordance with ASTM D523 at an angle of 85 degrees.

1.03 SUBMITTALS

A. Action Submittals:

1. Shop Drawings: Drawings showing thickness and dimensions of parts and accessories, fastening and anchoring methods, details, and locations of seams, joints, and other provisions for thermal movement.

Distinguish between factory-assembled and field-assembled work.

Include drawings at not less than 1/4-inch to 1-foot scale and details at not less than 3-inch to 1-foot scale.

B. Informational Submittals: Manufacturer’s printed installation instructions.

1.04 QUALITY ASSURANCE

A. Applicator’s Qualifications: documented experience installing metal roofing and flashing of similar type specified.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Delivery: Deliver components and metal roof panels so as not to be damaged or deformed. Package for protection during transportation and handling.

B. Storage and Handling:

1. Protect against damage and discoloration.

2. Handle panels with nonmarring slings.

3. Do not bend panels.

4. Store panels aboveground on pallets or platforms, with one end elevated for drainage.

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5. Protect strippable protective covering from exposure to sunlight except as necessary for metal roof installation.

6. Stack panels to prevent twisting, bending, or abrasion, and to provide ventilation.

7. Protect panels against standing water and condensation between adjacent surfaces.

8. If panels become wet, immediately separate sheets, wipe dry with clean cloth, and separate sheets for air-drying.

9. During storage prevent contact with materials that may cause discoloration or staining.

1.06 COORDINATION

A. Coordinate metal roof installation with flashing and trim as specified in Section 07 62 00, Sheet Metal Flashing and Trim.

B. Coordinate work with construction of support frame and other adjoining work.

PART 2 PRODUCTS

2.01 ROOFING PANELS

A. Material: Steel, galvanized, ASTM A653/A653M, coating designation G90, or ASTM A792/A792M coated steel, 24-gauge minimum metal thickness.

B. Surface: Embossed finish.

C. Finish: Polyvinylidene Fluoride: Kynar 500, two coats minimum.

D. Color: As selected from manufacturer’s standard color range, closest possible match to existing wall panels.

E. Standing Seam, Snap-Joint:

1. Factory-formed metal roof panels with vertical ribs at panel edges and intermediate stiffening ribs symmetrically space between vertical ribs;

designed for sequential field installation by mechanically attaching panels to supports using concealed clips located under one side of panel and engaging opposite edge of adjacent panels and snapping together.

2. Panel Coverage: 16 inches or 18 inches.

3. Panel Height: 1.5 inches.

4. Manufacturers:

a. AEP-SPAN; Design Span hp for roof panels and Flush Panel for soffits.

b. Berridge; CEE Lock for roof panels and L Panels for soffits.

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2.02 METAL SOFFIT PANELS

A. General: Provide factory-formed metal soffit panels designed to be field-assembled by lapping and interconnecting side edges of adjacent panels and mechanically attaching through panel to supports using concealed fastening and field or factory-applied sealant in side laps; included accessories for a complete, weathertight installation.

B. Flush Profile: Solid panels formed with vertical panel edges and flat pan between panel edges with flush joint between panels.

1. Material: Aluminum-zinc alloy coated sheet steel 24-gauge.

2. Finish: Fluoropolymer.

3. Color: Match existing wall panels as closely as possible.

4. Panel Coverage: 12 inches.

5. Panel Height: 1 inch.

6. Manufacturers and Products: See Article Roofing Panels.

2.03 ACCESSORIES

A. Slip Sheet: Coated-glass fiber fire-resistant slip sheet as recommended by sheet metal roofing manufacturer.

B. Fasteners: Self-tapping screws, bolts, nuts, self-locking rivets and bolts, end-welded studs, and other suitable fasteners designed to withstand design loads.

Provide exposed fasteners with heads matching color of metal by means of plastic caps or factory-applied coating.

1. Fasteners for Roof Panels: Self-drilling or self-tapping Type 410 stainless steel or zinc-alloy steel hex washer head with EPDM or PVC washer.

2. Fasteners for Flashing and Trim: Self-drilling screws with hex washer head or blind fastener rivets of high-strength aluminum or stainless steel.

C. Holddown Clips: System manufacturer’s ASTM A792/A792M standard shape steel.

D. Closures: Manufacturer’s standard neoprene blocks shaped to fit roof metal profile.

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E. Sealant:

1. Joint Sealant: Type 6 as specified in Section 07 92 01, Sealants and Caulking.

2. Butyl Sealant: Butyl-rubber based, solvent-release sealant per

ASTM C1311.

F. Isolation Paint: ASTM D1187, asphalt.

2.04 FABRICATION

A. Fabricate and finish metal roof panels and accessories at factory to the greatest extent possible.

B. Provide panel profile, including major ribs and any intermediate stiffening ribs for full panel length.

C. Panel Length: Roof panels shall be full length from eave to ridge, unless otherwise indicated or limited by shipping limitations.

D. Where indicated, fabricate metal roof panel joints with factory-installed captive gaskets or separator strips that provide a tight seal and prevent metal-to-metal contact.

E. Form and fabricate sheets, battens, strips, cleats, valleys, ridges, edge treatments, integral flashings, gutters, downspouts, and other components of specified metal roofing panels to profiles, patterns, and drainage arrangement shown, and as required for permanent leakproof construction, and as recommended by SMACNA’s “Architectural Sheet Metal Manual.”

F. Provide for thermal expansion and contraction of Work.

G. Finishes:

1. Protect finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping.

2. Variations in appearance of abutting or adjacent pieces are acceptable if they are within one-half the range of approved sample. Noticeable variations within same piece are not acceptable. Variations in other component appearances are acceptable if within range of approved samples and are assembled or installed to minimize contrast.

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PART 3 EXECUTION

3.01 EXAMINATION

A. Examine substrates and conditions for compliance with alignment tolerances required by metal roof panel manufacturer.