Specifications_Final_-_FXSB152989_ADAL_Heated_Vehicle_Parking.pdf

HEATED VEHICLE PARKING BLDG 6252

176TH WING, ELMENDORF AFB

PW/DEN001/676620/6252 TABLE OF CONTENTS

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TABLE OF CONTENTS

SPECIFICATIONS

DIVISION 01—GENERAL REQUIREMENTS

01 57 13 Temporary Erosion and Sediment Control .............................. 1- 4

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- 5 07 92 01 Sealants and Caulking .............................................................. 1- 2

DIVISION 08—OPENINGS

08 11 01 Steel Door Assemblies ............................................................. 1- 5

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 20—NOT USED

DIVISION 21—FIRE SUPPRESSION

21 05 23 General-Duty Valves for Water-Based Fire-Suppression Piping .......................................................................................... 1- 8 21 11 00 Facility Fire-Suppression Water-Service Piping ........................... 1- 17 21 11 19 Fire-Department Connections ........................................................ 1- 2 21 13 13 Wet-Pipe Sprinkler Systems .......................................................... 1- 11

DIVISIONS 22 THROUGH 25—NOT USED

DIVISION 26—ELECTRICAL

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

DIVISION 27—NOT USED

DIVISION 28—ELECTRICAL SAFETY AND SECURITY

28 31 00 Fire Detection and Alarm......................................................... 1- 22 Supplement:

Sequence of Operations Matrix ............................................... 1- 3

DIVISIONS 29 AND 30—NOT USED

DIVISION 31—EARTHWORK

31 23 16 Excavation................................................................................ 1- 2

DIVISION 32—EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Course ............................................................ 1- 4 32 12 16 Asphalt Paving ......................................................................... 1- 6

DIVISION 33—UTILITIES

33 05 01.10 High-Density Polyethylene Pressure Pipe and Fittings ........... 1- 8 33 12 16 Water Utility Distribution Valves ............................................ 1- 6

DIVISIONS 34 THROUGH 49—NOT USED

END OF SECTION

PW/DEN001/676620/6252 TEMPORARY EROSION AND

DECEMBER 2016 SEDIMENT CONTROL

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SECTION 01 57 13

TEMPORARY EROSION AND SEDIMENT CONTROL

PART 1 GENERAL

1.01 SUMMARY

A. This section covers Work to implement Best Management Practices (BMP) to control soil erosion by wind or water and keep eroded sediments and other construction-generated pollutants from moving off project sites. Requirements described in this specification are the minimum for all project construction.

This specification covers all project activities, including material sources, disposal sites, and offsite mitigation areas unless specific project activities are excluded elsewhere in this specification or in other Contract Documents controlling the Work.

B. National Pollutant Discharge Elimination System: Comply with Federal, state, and local laws, rules and regulations, and the National Pollutant Discharge Elimination System (NPDES) Construction Stormwater Discharge Permit or Permits applicable to the project. NPDES General Construction permits are required on projects that involve disturbance of 1 acre or more with potential to discharge stormwater to surface waters.

C. Other Regulations: A local government erosion and sediment control permit may apply and some local agency requirements may be more stringent than this specification. Adequate erosion and sediment control is essential for complying with the federal Endangered Species Act where construction runoff enters waters inhabited by protected species.

1.02 REFERENCES

A. Activities shall conform to the Standard Erosion Control Specification:

ADOT&PF Storm Water Pollution Prevention Guide, and Drawings. In the event of a conflict, the more stringent requirement shall apply.

1.03 SYSTEM DESCRIPTION

A. Erosion and Sediment Control: Provide, maintain, and operate temporary facilities to control erosion and sediment releases during construction period.

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B. Personnel Training: Prior to commencement of construction, applicable personnel must have an understanding of the Construction Stormwater Discharge Permit’s requirements and their specific responsibilities under the permit. At a minimum, personnel must be trained to understand the following as it relates to the scope of their job duties:

1. The location of all stormwater controls and how to maintain them.

2. Procedures for complying with the pollution prevention requirements.

3. Procedures for conducting inspections, recording findings, and taking corrective action.

C. Preventing erosion, and controlling runoff, sedimentation, and nonstormwater pollution, requires Contractor to perform temporary Work items including, but not limited to: Providing ditches, berms, culverts, and other measures to control surface water.

D. To the degree possible, coordinate this temporary Work with permanent drainage and erosion control work the Contract requires.

E. Engineer may require additional temporary control measures if it appears pollution or erosion may result from weather, nature of materials, or progress on the Work.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 PREPARATION

A. Engineer’s acceptance of the Temporary Erosion and Sediment Control (TESC) Plan is required prior to starting earth disturbing activities.

B. Include proposed stockpile areas and installation of temporary erosion control devices, ditches, or other facilities in Work phasing plans.

C. Areas designated for Contractor’s use during Project may be temporarily developed as specified to provide working, staging, and administrative areas.

Include control of sediment from these areas in the TESC Plan.

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3.02 MAINTENANCE

A. The Erosion and Sediment Control Plan (ESCP) measures described in this specification are minimum requirements for anticipated Site conditions.

During the construction period, upgrade these measures as needed to comply with all applicable local, state, and federal erosion and sediment control regulations.

B. Maintain erosion and sediment control BMPs so they properly perform their function until Engineer determines they are no longer needed.

C. The intentional washing of sediment into storm sewers or drainage ways must not occur. Vacuuming or dry sweeping and material pickup must be used to cleanup released sediments.

D. Inspect BMPs in accordance with the schedule in the Construction Stormwater Discharge Permit(s) or as directed by Engineer.

E. Complete an inspection report within 24 hours of an inspection. Each inspection report shall be signed and identify corrective actions. Document that corrective actions are performed within 7 days of identification. Keep a copy of all inspection reports at the Site or at an easily accessible location.

F. Initiate repair or replacement of damaged erosion and sediment control BMPs immediately, and work completed by end of next work day. Significant replacement or repair must be completed within 7 days, unless infeasible.

G. Within 24 hours, remediate any significant sediment that has left construction site. Investigate cause of the sediment release and implement steps to prevent a recurrence of discharge within same 24 hours. Perform in-stream cleanup of sediment according to applicable regulations.

H. At end of each work day, stabilize or cover soil stockpiles or implement other BMPs to prevent discharges to surface waters or conveyance systems leading to surface waters.

I. Temporarily stabilize soils at end of shift before holidays and weekends, if needed. Ensure soils are stable during rain events at all times of year.

J. Initiate stabilization by no later than end of next work day after construction work in an area has stopped permanently or temporarily.

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3.03 REMOVAL

A. When Engineer determines that an erosion control BMP is no longer required, remove BMP and all associated hardware from the Project limits. When materials are biodegradable, Engineer may approve leaving temporary BMP in place.

PW/DEN001/676620/6252 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/DEN001/676620/6252 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.

f. Cure concrete as specified in accordance with ACI 308.1-11.

1) Protect concrete from freezing until end of curing period and until concrete has attained a compressive strength of 3,500 psi or design compressive strength if less than 3,500 psi.

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.

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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/DEN001/676620/6252 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/DEN001/676620/6252 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/DEN001/676620/6252 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.

B. Performance Requirements:

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

a. Test Pressure:

1) Roof slope less than or equal to 30 degrees: 2.86 lbf/square feet.

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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.

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.

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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:

1. 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: Refer to Paragraph Standing Seam, Snap-Joint.

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. Prior to beginning installation, examine rough-in location for items penetrating metal roof panels and coordinate with seam locations.

3.02 PREPARATION

A. Layout Pattern:

1. Lay out panels starting at building face to capture vertical rib under inside corner flashing.

2. Coordinate Work of this section with flashing, trim, and other construction to provide a permanently leakproof, secure, and noncorroding installation.

3.03 INSTALLATION

A. General:

1. Apply roofing only in dry weather and where weather conditions permit.

2. Install in accordance with manufacturer’s written instructions and warranty requirements.

3. Comply with recommendations of the SMACNA “Architectural Sheet

Metal Manual.”

4. Install metal roofing and fascia and soffit system consisting of nonstructural sheet metal panels held to substrate with concealed fasteners where possible.

5. Closures and Trim:

a. Provide ridges, hips, valleys, eaves, rakes, fascia, coping, gutters, downspouts, and other exposed trim and flashing for a weather-tight roofing and fascia and soffit system.

b. Provide metal closures at peaks, rake edges, rake wall, and each side of ridge caps.

c. Flash and seal metal roof panels with weather closures at eaves, rakes, and at…