Amend-0002_Techspec.pdf

Lucky Peak Vehicle Storage Building W912EF-16-B-0009 Amend-0002

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00.00 28 GENERAL REQUIREMENTS

01 11 01.00 28 SUPPLEMENTARY REQUIREMENTS

01 14 00.10 28 PROJECT SITE RESTRICTIONS

01 14 00.90 28 INTEGRATING ANTITERRORISM (AT) AND OPERATIONS SECURITY

(OPSEC)

01 22 00.00 28 MEASUREMENT AND PAYMENT

01 32 01.10 28 PROJECT SCHEDULE (SMALL PROJECT)

01 33 00 SUBMITTAL PROCEDURES

01 35 29.10 28 SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02.00 28 QUALITY CONTROL SYSTEM (QCS)

01 45 04.00 28 CONTRACTOR QUALITY CONTROL

01 51 00.00 28 TEMPORARY UTILITIES

01 55 10.00 28 CONTRACTOR WORK, ACCESS AND STORAGE AREAS

01 57 20.00 28 ENVIRONMENTAL PROTECTION

01 78 00.00 28 CLOSEOUT SUBMITTALS

01 78 23.00 28 OPERATION AND MAINTENANCE DATA

DIVISION 03 - CONCRETE

03 30 00.00 28 CAST-IN-PLACE CONCRETE

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 14 00.00 28 FLUID-APPLIED WATERPROOFING

07 19 00.00 28 WATER REPELLENTS

07 92 00.00 28 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13.00 28 STEEL DOORS AND FRAMES

08 33 23.00 28 OVERHEAD COILING DOORS

08 60 45.00 28 SKYLIGHTS

08 71 00.10 28 DOOR HARDWARE

08 91 00.00 28 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 90 00.10 28 PAINTS AND COATINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19.10 28 PRE-ENGINEERED METAL BUILDING SYSTEMS

DIVISION 22 - PLUMBING

22 00 00.00 28 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00.00 28 AIR VENTILATION, AND EXHAUST SYSTEMS

23 82 46.00 28 ELECTRIC UNIT HEATERS

DIVISION 26 - ELECTRICAL

PROJECT TABLE OF CONTENTS Page 1 g4ecdmgz Line

26 05 00.00 28 GENERAL ELECTRICAL WORK

26 20 00.00 28 INTERIOR DISTRIBUTION SYSTEM

26 51 00.00 28 INTERIOR LIGHTING

DIVISION 31 - EARTHWORK

31 00 00.00 28 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 12 16.00 28 ASPHALT PAVING

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 13 - SPECIAL CONSTRUCTION

SECTION 13 34 19.10 28

PRE-ENGINEERED METAL BUILDING SYSTEMS

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 GENERAL REQUIREMENTS

1.3.1 Building Configuration

1.3.2 Qualifications

1.3.2.1 Manufacturer

1.3.2.2 General Installation Requirements

1.3.2.3 Manufacturer's Representative

1.4 DESIGN REQUIREMENTS

1.4.1 Dead Loads

1.4.2 Collateral Loads

1.4.3 Roof Live Loads

1.4.3.1 Uniform Loads

1.4.3.2 Concentrated Loads

1.4.4 Roof Snow Loads

1.4.5 Wind Loads

1.4.6 Seismic Loads

1.4.7 Foundations

1.4.8 Framing and Structural Members

1.4.8.1 Expandable End-Wall Framing

1.4.9 Insulated Roof and Wall Panels

1.4.10 Provisions for Gutters And Downspouts

1.4.11 Drift Provisions

1.5 DESIGN ANALYSIS

1.6 DELIVERY AND STORAGE

1.7 WARRANTIES

1.7.1 Building System Warranty

1.7.2 Roof System Weather-Tightness Warranty

1.7.3 Roof and Wall Panel Finish Warranty

1.7.4 Sample Warranties

1.8 COORDINATION MEETING

PART 2 PRODUCTS

2.1 BUILDING COMPONENTS

2.2 FRAMING AND STRUCTURAL MEMBERS

2.3 INSULATED ROOF AND WALL PANELS

2.3.1 Insulated Roof Panels

2.3.1.1 Snow Guards

2.3.2 Insulated Wall Panels

2.3.3 Factory Color Finish

2.3.4 Sheet Metal Accessories

2.4 SCREWS FOR INSULATED ROOF AND WALL PANELS

2.5 MISCELLANEOUS FASTENERS

SECTION 13 34 19.10 28

g4ecdmgz Line

2.5.1 End-Welded Studs

2.5.2 Explosive Actuated Fasteners

2.5.3 Blind Rivets

2.5.4 Bolts

2.6 WALL LOUVERS

2.7 OPERABLE DAMPERS

2.8 DOORS

2.8.1 Hinged Doors

2.8.2 Overhead Coiling Doors

2.9 SKYLIGHT UNITS

2.10 SEALANT

2.11 GASKETS AND INSULATING COMPOUNDS

2.12 SHOP PRIMING

2.13 BOLLARDS

2.13.1 Interior Bollards

2.13.2 Exterior Bollards

PART 3 EXECUTION

3.1 ERECTION

3.1.1 Framing Members and Anchor Bolts

3.1.2 Insulated Roof Panel Installation

3.1.3 Insulated Wall Panel Installation

3.1.4 Installation of Sheet Metal Accessories

3.1.5 Installation of Gutters and Downspouts

3.1.6 Louvers and Ventilators

3.1.7 Hinged Doors

3.1.8 Overhead Coiling Doors

3.1.9 Bollards

3.1.9.1 Interior Bollards

3.1.9.2 Exterior Bollards

3.2 FIELD PAINTING

3.3 OPERATION AND MAINTENANCE (O&M) DATA

3.4 WARRANTY DATA

3.4.1 WARRANTIES

-- End of Section Table of Contents --

SECTION 13 34 19.10 28

SECTION 13 34 19.10 28

PRE-ENGINEERED METAL BUILDING SYSTEMS

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 303 (2010) Code of Standard Practice for Steel Buildings and Bridges

AISC 325 (2011) Steel Construction Manual

AISC 348 (2014) Specification for Structural Joints Using High-Strength Bolts

AISC 360 (2010) Specification for Structural Steel Buildings

AMERICAN IRON AND STEEL INSTITUTE (AISI)

AISI SG-973 (2002) Cold-Formed Steel Design Manual

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI-FM 4880 (2001)(R2007)Insulated Wall Or Wall & Roof/Ceiling Assemblies

FM GLOBAL (FM)

FM 4471 (2010) Class I Panel Roofs

ASTM INTERNATIONAL (ASTM)

ASTM A1011/A1011M (2014) Standard Specification for Steel, Sheet, and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability and Ultra-High Strength

ASTM A252 (2010) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM A325 (2014) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A490 (2014a) Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A500/A500M (2013) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A501/A501M (2014) Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing

ASTM A529/A529M (2014) Standard Specification for High-Strength Carbon-Manganese Steel of Structural Quality

ASTM A53/A53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A572/A572M (2015) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A588/A588M (2015) Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point, with Atmospheric Corrosion Resistance

ASTM A606/A606M (2009a) Standard Specification for Steel Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance

ASTM A618/A618M (2004; R 2010) Standard Specification for Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing

ASTM A653/A653M (2015) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM A792/A792M (2010) Standard Specification for Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process

ASTM A992/A992M (2011) Standard Specification for Structural Steel Shapes

ASTM C518 (2015) Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus

ASTM D2244 (2015a) Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates

ASTM D4214 (2007; R 2015) Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films

ASTM E1592 (2005; R 2012) Structural Performance of Sheet Metal Roof and Siding Systems by Uniform Static Air Pressure Difference

ASTM E283 (2004; R 2012) Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen

ASTM E331 (2000; R 2009) Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference

ASTM E72 (2015) Conducting Strength Tests of Panels for Building Construction

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 7 (2010; Errata 2011; Supp 1 2013) Minimum Design Loads for Buildings and Other Structures

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015) Structural Welding Code - Steel

INTERNATIONAL ACCREDITATION SERVICE, INC.

AC472 (2012) IAS Accreditation Criteria for Inspection Programs for Manufacturers of Metal Building Systems

INTERNATIONAL CODE COUNCIL (ICC)

ICC IBC (2012) International Building Code

METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA)

MBMA MBSM (2002) Metal Building Systems Manual

SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION

(SMACNA)

SMACNA 1793 (2012) Architectural Sheet Metal Manual, 7th Edition

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals having an "G" or "I" designation are for information only.

When used, a designation following the "G" or "I" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with SECTION 01 33 00 SUBMITTAL

PROCEDURES:

SD-02 Shop Drawings

SECTION 13 34 19.10 28

Metal building system ; G, EA Detail drawings consisting of catalog cuts for all building components and materials, design and erection drawings of the building and foundation, and an isometric view of the roof showing the design wind uplift pressure and dimensions of edge and corner zones. Shop painting and finishing specifications. Anchor bolt placement plan and column reactions.

SD-03 Product Data

Insulated Roof Panels ; G, EA

Insulated Wall Panels ; G, EA

Factory Color Finish ; G, EA

Sheet Metal Accessories ; G, EA

Screws for Insulated Roof and Wall Panels ; G, EA

Wall Louvers ; G, EA

Sealant ; G, EA

Gaskets and Insulating Compounds ; G, EA

Bollards ; G, EA

Sample Warranties ; I, EA

SD-05 Design Data

Design Analysis ; G, ST Design analysis (building and foundations including anchor bolt plans as one package with the drawings.

SD-07 Certificates

Qualifications ; G, EA Qualifications of the manufacturer, the manufacturer's Representative when one is used, and qualifications and experience of the building erector. A brief list of locations where buildings of similar design have been used shall be included with the detail drawings and shall also include information regarding date of completion, name and address of owner, and how the structure is used.

SD-08 Manufacturer's Instructions

Erection ; G, EA Manufacturer's erection instruction and erection drawings describing the preparation requirements, assembly sequence, temporary bracing, shoring, and related information necessary for erection of the metal building including its structural framework and components.

SD-10 Operation and Maintenance Data

Operation And Maintenance (O&M) Data , Data Package 3; G, EA

SECTION 13 34 19.10 28

Submit data package in accordance with Section 01 78 23.00 28

OPERATION AND MAINTENANCE DATA.

SD-11 Closeout Submittals

Warranties ; G, EA

1.3 GENERAL REQUIREMENTS

The pre-engineered metal building system covered under THIS SPECIFICATION shall be provided by a single manufacturer and shall include all components and assemblies that form a building.

1.3.1 Building Configuration

The building shall have structural steel main building frames, and secondary framing including purlins and girts, engineered and fabricated by the building systems supplier. The building shall have vertical steel walls and a gable roof system including gutters and downspouts. Roof slope shall be as shown on the drawings. The building shall consist single-span or multiple-span structures with rigid frames in the transverse direction and rigid frames or braced frames in the longitudinal direction. Exterior overhead coiling doors, entry doors and associated door hardware are specified in other sections of THIS SPECIFICATION.

Building dimensions shall be not less than those indicated. The minimum inside clear dimensions shall be as shown on the drawings.

1.3.2 Qualifications

1.3.2.1 Manufacturer

The pre-engineered metal building shall be the product of a recognized steel building systems manufacturer who has been in the practice of manufacturing pre-engineered buildings for a period of not less than five (5) years and currently certified by the International Accredi tation Service (IAS) in accordance with AC472, IAS Accreditation Criteria for Inspection Programs for Manufacturers of Metal Building Systems . The manufacturer shall be chiefly engaged in the practice of designing and fabricating steel building systems.

Submit a certificate of accreditation by IAS and qualifications of the manufacturer and qualifications and experience of the building erector. A brief list of locations where buildings of similar design have been used shall be included with the detail drawings and shall also include information regarding date of completion, name and address of owner, and how the structure is used.

Provide engineering services by an authorized currently licensed engineer in the geographical area where construction will take place, having a minimum of four years experience as an engineer knowledgeable in building design analysis, protocols and procedures for the "Metal Building Systems Manual" ( MBMA MBSM); ASCE 7, the building code in the geographic area where the construction will take place and ASTM E1592.

Provide certified engineering calculations using the products submitted for:

a. Roof and Wall Wind Loads with basic wind speed, exposure category, SECTION 13 34 19.10 28 co-efficient, importance factor, designate type of facility, negative pressures for each zone, methods and requirements of attachment.

b. Roof Dead and Live Loads

c. Collateral Loads

d. Foundation Loads

e. Roof Snow Load

f. Seismic Loads

1.3.2.2 General Installation Requirements

Framing shall be erected in accordance with MBMA MBSM, common industry practices and erection instructions describing the basic sequence of assembly, temporary bracing, shoring, and related information necessary for erection of the metal building including its structural framework and components. The erector shall furnish temporary guys and bracing where needed for squaring, plumbing, and securing the structural framing against loads acting on the exposed framing, such as wind loads and seismic forces, as well as loads due to erection equipment and erection operation. Bracing furnished by the manufacturer for the metal building system shall not be assumed to be adequate during erection. Structural members shall not be field cut or altered without approval of the metal building manufacturer. Welds, abrasions, and surfaces not shop primed shall be primed after erection.

1.3.2.3 Manufacturer's Representative

A representative designated by the building manufacturer, who is familiar with the design of the building supplied and at least 2 years experience, during the last 5 years, in the erection of metal buildings similar in size to the one required under this contract, shall be present at the job site during construction, from the start of the structural framing erection until completion of the installation of the exterior covering, to assure that the building is erected properly.

1.4 DESIGN REQUIREMENTS

Criteria and definitions shall be in accordance with MBMA MBSM, except criteria for seismic loads which shall be in accordance with ICC IBC and all other loads and load combinations in accordance with ASCE 7.

1.4.1 Dead Loads

The dead load shall consist of the weight of all permanent construction such as roof, framing, covering members and all other materials of the building system.

1.4.2 Collateral Loads

Collateral load of 5 pounds per square foot shall be applied to the entire structure to account for the weight of additional permanent materials other than the building system, such as sprinklers, mechanical systems, electrical systems, hung partitions, and ceilings. This allowance does not include the weight of hung equipment weighing 50 pounds or more.

Equipment loads of 50 pounds or more shall be shown on the shop (detail) drawings and the structure (frame, purlins, girts) shall be strengthened as required. The Contractor is responsible for providing the building manufacturer the magnitude and approximate location of all concentrated loads greater than 50 pounds before design of the building commences.

1.4.3 Roof Live Loads

1.4.3.1 Uniform Loads

Uniform roof live loads, including maintenance traffic and construction loads, shall be determined and applied in accordance with ASCE 7.

1.4.3.2 Concentrated Loads

In addition to ASCE 7 roof live loads, a minimum design concentrated load of 300 pounds shall be used to simulate a construction load on roof panels. The concentrated load shall be applied at the panel midspan and shall be resisted by a single insulated roof panel assumed to be acting as a beam. The undeformed shape of the panel shall be used to determine the section properties.

1.4.4 Roof Snow Loads

The design roof snow loads, including effects of drifting, shall be determined and applied in accordance with ASCE 7. Minimum roof snow load shall be 30 psf.

1.4.5 Wind Loads

Wind pressures shall be computed and applied in accordance with ASCE 7 for aa 100 mph wind gust.

1.4.6 Seismic Loads

Seismic loads shall be computed in accordance with ICC IBC . The maximum considered earthquake spectral accelerations are as follows:

Short period (S DS): 0.33 1-second period (S D1): 0.17

Seismic Design Category for the building: C

1.4.7 Foundations

Foundations shall be designed for a minimum bottom of footing depth and minimum footing width as indicated on the drawings, with a factor of safety of 1.5 for overturning, sliding and uplift, and a concrete compressive strength as specified in SECTION 03 30 00.00 28 CONCRETE. The allowable bearing capacity at 3'-0" below exterior finish grade is 3,400 pounds per square foot.

1.4.8 Framing and Structural Members

Structural steel members and their connections shall be designed in accordance with AISC 325 and AISC 360 . Structural cold-formed steel framing members and their connections shall be designed in accordance with AISI SG-973 . Maximum deflection under applied live load, snow, or wind load shall not exceed 1/180th of the span length. Members with openings in their webs shall be designed with consideration of the additional stresses which will result due to the openings. Deflections of the steel framing above and along the side of commercially framed door openings shall be limited to a maximum allowable deflection of 1/360 of the opening width to ensure proper operation of the doors. The contractor shall include the loads that the door transfers to the building frame in the design. Framed openings shall be designed to structurally replace the covering and framing displaced. The subpurlin and/or purlin spacing shall not exceed 30 inches on centers at the corner, edge and ridge zones, and 5 foot maximum on centers for the remainder of the roof.

1.4.8.1 Expandable End-Wall Framing

Provide engineered end walls to be expandable. Provide primary frame, capable of supporting full-bay design loads, and end-wall columns.

1.4.9 Insulated Roof and Wall Panels

Except as otherwise specified insulated roof and wall panels shall be designed in accordance with AISI SG-973 . Maximum deflection for roof and wall panels under applied live load, snow or wind loads shall not exceed 1/180th of the span length. The design analysis shall establish that the roof, when deflected under loading combinations, shall not result in ponding. Maximum deflections shall be based on sheets continuous across two or more supports with sheets unfastened and fully free to deflect.

The calculated deflection from the concentrated load shall not exceed 1/180 of the span length. The methods for resisting lateral loads shall be cross-bracing, rigid frames, or wind columns.

1.4.10 Provisions for Gutters And Downspouts

Gutters and downspouts shall be designed according to the requirements of SMACNA 1793 for storms which should be exceeded only once in five (5) years and with adequate provisions for thermal expansion and contraction.

Supports for gutters and downspouts shall be designed for the anticipated loads.

1.4.11 Drift Provisions

Lateral deflections, or drift, at the roof level of a structure in relation to the floor or slab on grade, caused by deflection of horizontal force resisting elements, shall be less than the eave height divided by 400 when lateral forces include crane loads . For all other horizontal loading, the drift shall be less than the eave height divided by 200.

1.5 DESIGN ANALYSIS

The design analysis shall be the design of a licensed Professional Engineer experienced in design of this work and shall include complete calculations for the building, its components, and the foundations.

Foundations shown on the drawings are not designed, nor accurate for the building frame. The Contractor shall obtain the services of a licensed Professional Engineer to design the building frame foundations. Formulas and references shall be identified. Assumptions and conclusions shall be explained, and cross-referencing shall be clear. Wind forces on various parts of the structure, both positive and negative pressure, shall be calculated with the controlling pressure summarized. Lateral forces due to seismic loading shall be calculated and tabulated for the various parts and portions of the building. Computer programmed designs shall be accompanied by stress values and a letter of certification, signed by a licensed Professional Engineer, stating the design criteria and procedures used and attesting to the adequacy and accuracy of the design. A narrative of the computer program delineating the basic methodology shall be included. Computer program output shall be annotated and supplemented with sketches to verify the input and output. Critical load conditions used in the final sizing of the members shall be emphasized. The design analysis shall include the name and office phone number of the designer, who shall function as a point of contact to answer questions during shop drawing review.

1.6 DELIVERY AND STORAGE

Materials shall be delivered to the site in a dry and undamaged condition and stored out of contact with the ground. Materials other than framing and structural members shall be covered with weathertight coverings and kept dry. Storage accommodations for roofing and siding shall provide good air circulation and protection from surface staining.

1.7 WARRANTIES

1.7.1 Building System Warranty

Furnish manufacturer's no-dollar-limit warranty for the metal building system. The warranty period is to be no less than 5 years from the date of acceptance of the work and be issued directly to the Government. The warranty must provide that if within the warranty period, the metal building system shows evidence of deterioration resulting from defective materials and/or workmanship, correcting of any defects is the responsibility of the metal building system manufacturer. Repairs that become necessary because of defective materials and workmanship while metal building system is under warranty are to be performed within 48 hours after notification, unless additional time is approved by the Contracting Officer. Failure to perform repairs within 48 hours of notification will constitute grounds for having emergency repairs performed by others and will not void the warranty.

1.7.2 Roof System Weather-Tightness Warranty

Furnish manufacturer's no-dollar-limit warranty for the metal panel system. The warranty period is to be no less than 10 years from the date of acceptance of the work and be issued directly to the Government.

The warranty is to provide that if within the warranty period the roof panel system shows evidence of corrosion, perforation, rupture, lost of weather-tightness or excess weathering due to deterioration of the panel system resulting from defective materials and correction of the defective workmanship is to be the responsibility of the metal building system manufacturer.

Repairs that become necessary because of defective materials and workmanship while roof panel system is under warranty are to be performed within 24 hours after notification, unless additional time is approved by the Contracting Officer. Failure to perform temporary repairs within 24 hours of notification will constitute grounds for having emergency repairs performed by others and not void the warranty. Immediate follow-up and completion of permanent repairs must be performed within 7 days from date of notification.

1.7.3 Roof and Wall Panel Finish Warranty

Furnish manufacturer's no-dollar-limit warranty for the metal panel system. The warranty period is to be no less than 20 years from the date of acceptance of the work and be issued directly to the Government.

The warranty is to provide that if within the warranty period the metal panel system shows evidence of checking, delaminating cracking, peeling, chalk in excess of a numerical rating of eight, as determined by ASTM D4214 test procedures; or change colors in excess of five CIE or Hunter units in accordance with ASTM D2244 or excess weathering due to deterioration of the panel system resulting from defective materials and finish or correction of the defective workmanship is to be the responsibility of the metal building system manufacturer.

Liability under this warranty is exclusively limited to replacing the defective coated materials.

Repairs that become necessary because of defective materials and workmanship while roof and wall panel system is under warranty are to be performed within 30 days after notification, unless additional time is approved by the Contracting Officer.

1.7.4 Sample Warranties

Submit the following sample warranties:

a. Building System Warranty

b. Roof System Weather-Tightness Warranty

c. Roof and Wall Panel Finish Warranty

1.8 COORDINATION MEETING

A coordination meeting shall be held within 45 days after contract award for mutual understanding of the metal building system contract requirements. This meeting shall take place at the building site and shall include representatives from the Contractor, the roofing/metal building system manufacturer, the roofing/metal building supplier, the erector, the designer, and the Contracting Officer. All items required by paragraph SUBMITTALS shall be discussed, including applicable standard manufacturer shop drawings, and the approval process. The Contractor shall coordinate time and arrangements for the meeting.

PART 2 PRODUCTS

2.1 BUILDING COMPONENTS

Each piece or part of the assembly shall be clearly and legibly marked to correspond with the drawings.

2.2 FRAMING AND STRUCTURAL MEMBERS

Steel 1/8 inch or more in thickness shall conform to ASTM A992/A992M , ASTM A36/A36M, ASTM A529/A529M , ASTM A572/A572M , or ASTM A588/A588M . Uncoated steel less than 1/8 inch in thickness shall conform to ASTM A1011/A1011M , ASTM A606/A606M , or ASTM A1011/A1011M . Structural pipe shall conform to ASTM A53/A53M, ASTM A252, ASTM A500/A500M , ASTM A501/A501M , and ASTM A618/A618M . Holes for structural connections shall be made in the shop.

2.3 INSULATED ROOF AND WALL PANELS

Roofing and siding shall consist of formed steel faced factory insulated panels meeting the requirements specified herein.

2.3.1 Insulated Roof Panels

Standing seam roof panels shall match the style of "CFR" as manufactured by MBCI Metal Roof and Wall Systems, or an approved equal meeting the following configuration and performance requirements: Roof panels shall consist of an inner and outer sheet of facing steel with an insulated core consisting of polyurethane or polyisocyanurate foam with a density of 2.2 to 2.5 PCF. The thermal resistance of the roof panel assembly shall be a minimum R-30 as verified by actual test values taken in accordance with the ASTM C518 steady state thermal transmission test method. Panels shall have a minimum ribbed profile and a panel coverage of not more than 42 inches wide. Panels shall have an overlapping and interlocking side joint configuration and shall be attached to the roof purlins by means of concealed fasteners with saddle clips and standing seams. Joints shall be designed to accept a concealed and continuous bead of a non-hardening butyl mastic sealant. Exterior and interior steel facing shall be a minimum 26 gauge sheet steel with a minimum yield strength of 40 KSI.

Facing steel shall have a galvanized coating conforming to ASTM A653/A653M for a galvanized coating or ASTM A792/A792M for a zincalume coating.

Length of panels shall be as required to cover the entire length of any unbroken roof slope. Provisions shall be made for thermal expansion and contraction consistent with the type of system to be used. Roof panels shall meet loading requirements for the pre-engineered building system as specified above and shall also have the ability to withstand positive and negative wind loads when tested in accordance with ASTM E72 Vacuum Chamber Method for a standard deflection criteria of L/180. Panels shall have a Factory Mutual Class 1 approval for metal roofing constructed in accordance with the full scale ANSI-FM 4880 and FM 4471 test programs.

2.3.1.1 Snow Guards

Provide a pipe-style snow guard system compatible for use on a standing seam metal roof. Snow guard system shall not penetrate the insulated roof panels. Attachment of the snow guard system shall utilize a clamp-to-seam bracket that contains a minimum of two set screws per bracket and holds a minimum of two pipes. Snow guard system components shall be powder coated in a color to match the insulated roof panels.

2.3.2 Insulated Wall Panels

Wall panels shall match the style of "Classic" as manufactured by MBCI Metal Roof and Wall Systems, or an approved equal meeting the following configuration and performance requirements: Wall panels shall consist of an inner and outer sheet of facing steel with an insulated core consisting of polyurethane or polyisocyanurate foam with a density of 2.2 to 2.5 PCF. The thermal resistance of wall panels shall be a minimum R-21 as verified by actual test values taken in accordance with the ASTM C518 steady state thermal transmission test method. Panels shall have an offset "plank" profile and a panel coverage of not more than 42 inches wide. Panels shall have a double tongue and groove side joint configuration that allows for a concealed attachment of the panel fasteners. Joints shall be designed to accept a concealed and continuous bead of a non-hardening butyl mastic sealant. Exterior and interior steel facing shall be a minimum 26 gauge sheet steel with a minimum yield strength of 40 KSI. Facing steel shall have a galvanized coating conforming to ASTM A653/A653M for a galvanized coating or ASTM A792/A792M for a zincalume coating. Panels shall span the various exterior wall heights in unbroken lengths. Provisions shall be made for thermal expansion and contraction consistent with the type of system to be used.

Wall panel shall meet loading requirements for the pre-engineered building system as specified above and shall also have the ability to withstand positive and negative wind loads when tested in accordance with ASTM E72 Vacuum Chamber Method for a standard deflection criteria of L/180. The weather-tightness of the installed wall panels shall be tested and verified by the ASTM E283 air infiltration method and the ASTM E331 water penetration method. Air leakage shall not exceed 0.01 CFM per square foot of wall at a pressure differential of 12.0 PSF. Water leakage shall not be observed at the panel joint at a pressure differential less than 6.27 PSF. Panels shall have a Factory Mutual Class 1 approval for wall and roof/ceiling construction in accordance with the full scale ANSI-FM 4880 and FM 4471 test program.

2.3.3 Factory Color Finish

The exterior sheet steel facing of the insulated roof and wall panels shall have a factory applied finish on the exposed side. The exterior finish shall consist of a baked-on 0.2 mil thick primer and a baked-on polyvinylidene fluoride topcoat of not less than 0.7 mil dry film thickness.

Color of exterior finish shall be as selected by the C.O.R. from the manufacturer's standard offering. The interior finish shall consist of a minimum 0.15 mil thick primer coat and a minimum 0.35 mil thick white backer coat . The roofing and siding manufacturer shall supply a 20-year finish warranty as specified above for the metal building system warranties.

2.3.4 Sheet Metal Accessories

Gutters, downspouts, flashings, trims, metal closure strips and curbs, fascia, caps, diverters, and similar metal accessories shall be the manufacturer's standard products and shall be fabricated of not less than 24 gauge galvanized sheet steel. The finish of accessories shall be polyvinylidene fluoride with coating thickness and final color to match that of the exterior face sheet of the roof panels. Molded closure strips shall be bituminous-saturated fiber, closed-cell or solid-cell synthetic rubber or neoprene, or polyvinyl chloride premolded to match configuration of the roofing or siding and shall not absorb or retain water.

2.4 SCREWS FOR INSULATED ROOF AND WALL PANELS

Screws for roof and wall panels shall be zinc-coated steel or steel coated with a baked-on fluoropolymer or epoxy coating formulated to inhibit corrosion. Screws shall be self-drilling with a hex-head design of a diameter and length as required to meet the specified loading requirements and as recommended by the fastener manufacturer for the combined thickness of the insulated panel and the joined steel. All exposed fasteners shall have metal washers with laminated EPDM or neoprene gaskets. Fasteners for attaching wall panels to supports shall provide both tensile and shear strength of not less than 750 lbs per fastener. Screws for attachment of sheet metal accessories shall be the manufacturer's standard. All exposed screws shall be color finished or provided with plastic color caps to match the color of the sheet metal covering or accessory they attach.

2.5 MISCELLANEOUS FASTENERS

2.5.1 End-Welded Studs

Automatic end-welded studs shall be shouldered type with a shank diameter of not less than 3/16 inch and cap or nut for holding covering against the shoulder.

2.5.2 Explosive Actuated Fasteners

Fasteners for use with explosive actuated tools shall have a shank of not less than 0.145 inch with a shank length of not less than 1/2 inch for fastening panels to steel and not less than 1 inch for fastening panels to concrete.

2.5.3 Blind Rivets

Blind rivets shall be aluminum with 3/16 inch nominal diameter shank or stainless steel with 1/8 inch nominal diameter shank. Rivets shall be threaded stem type if used for other than the fastening of trim. Rivets with hollow stems shall have closed ends.

2.5.4 Bolts

Bolts shall be not less than 1/4 inch diameter, shouldered or plain shank as required, with proper nuts.

2.6 WALL LOUVERS

Wall louvers shall be as specified in Section 08 91 00.00 28 METAL WALL

LOUVERS.

2.7 OPERABLE DAMPERS

Operable dampers shall be as specified in Section 23 00 00.00 28 , AIR

VENTILATION AND EXHAUST SYSTEMS.

2.8 DOORS

2.8.1 Hinged Doors

Doors shall be as specified in SECTION 08 11 13.00 28 STEEL DOORS AND FRAMES. Hardware for doors shall be as specified in SECTION 08 71 00.10 28

DOOR HARDWARE.

2.8.2 Overhead Coiling Doors

Overhead coiling doors shall be as specified in SECTION 08 33 23.00 28

OVERHEAD COILING DOORS.

2.9 SKYLIGHT UNITS

Dome skylight units shall be as specified in SECTION 08 60 45.00 28

SKYLIGHTS

2.10 SEALANT

Sealant shall be an elastomeric type containing no oil or asphalt.

Exposed sealant shall be colored to match the adjacent sheet metal and shall cure to a rubber like consistency.

2.11 GASKETS AND INSULATING COMPOUNDS

Gaskets and insulating compounds shall be nonabsorptive and suitable for insulating contact points of incompatible materials. Insulating compounds shall be nonrunning after drying.

2.12 SHOP PRIMING

Ferrous surfaces shall be cleaned of oil, grease, loose rust, loose mill scale, and other foreign substances and shop primed. Primer coating shall be in accordance with the manufacturer's standard system.

2.13 BOLLARDS

2.13.1 Interior Bollards

Provide commercially available surface-mounted safety bollards suitable for bolt-down installation on concrete slabs:

a. 6-inch diameter

b. Schedule 40 steel pipe

c. Installed height 42-inches or 48-inches above finish floor

d. Powder coated finish, "safety yellow"

e. Welded baseplate, min. 1/2-inch thick with four 3/4-inch anchor holes

f. Welded cap, rounded or flat

2.13.2 Exterior Bollards

Provide commercially available embedded type safety bollards suitable for embedment in concrete footing:

a. 8-inch diameter

b. Schedule 80 steel pipe

c. Finished height above paving 48-inches, over all height as required

d. Finish: galvanized

e. Concrete filled, with mounded top

PART 3 EXECUTION

3.1 ERECTION

Dissimilar materials which are not compatible when contacting each other shall be insulated from each other by means of gaskets or insulating compounds. Improper or mislocated drill holes in panels shall be plugged with an oversize screw fastener and gasketed washer; however, panels with an excess of such holes or with such holes in critical locations shall not be used. Exposed surfaces shall be kept clean and free from sealant, metal cuttings, excess material from thermal cutting, and other foreign materials. Exposed surfaces which have been thermally cut shall be finished smooth within a tolerance of 1/8 inch. Stained, discolored or damaged sheets shall be removed from the site. Welding of steel shall conform to AWS D1.1/D1.1M .

3.1.1 Framing Members and Anchor Bolts

Erection shall be in accordance with the approved erection instructions and drawings and with applicable provision of AISC 360 . Framing members fabricated or modified on site shall be saw or abrasive cut; bolt holes shall be drilled. Onsite flame cutting of framing members, with the exception of small access holes in structural beam or column webs, will not be permitted. High-strength bolting shall conform to AISC 348 using ASTM A325 or ASTM A490 bolts. Improper or mislocated bolt holes in structural members or other misfits caused by improper fabrication or erection, shall be repaired in accordance with AISC 303 . Concrete work is specified in SECTION 03 30 00.00 28 CONCRETE. Anchor bolts shall be accurately set by template while the concrete is in a plastic state.

Uniform bearing under base plates and sill members shall be provided using a nonshrink grout. Separate leveling plates under column base plates shall not be used. Members shall be accurately spaced to assure proper fitting of panels. As erection progresses, the work shall be securely fastened to resist the dead load and wind and erection stresses.

3.1.2 Insulated Roof Panel Installation

The contractor shall examine the alignment of the steel roof purlins and other structural steel members before installing the roof panels. The erector shall not proceed with installation if the structural steel is not within the following tolerances: -0" inward and +1/2" outward. Panels shall be installed with the longitudinal configurations in the direction of the roof slope. Full panel widths shall be started at the center of the roof and run to the gable ends of the building such that longitudinally cut panels, if necessary, occur at the gables ends and are of an equal dimension. The cut sides of panels at the gable ends shall be fully covered by a sheet metal gable end flashing/trim. Panel fastener and fastener spacing shall be in accordance with manufacture design.

Interlocking panel side joints shall be sealed with a continuous and concealed bead of butyl mastic sealant. The Contractor shall repair or replace any panels that are found defective or that are damaged during installation.

3.1.3 Insulated Wall Panel Installation

The Contractor shall examine the alignment of the wall girts and other structural steel members before installing the wall panels. Supporting steel shall be aligned to the tolerances established in the AISC Code of Standard Practice, Section 7, and Section 7.11.3, Supplemental Modification Control for adjustable items. The maximum deviation of steel alignment shall be limited to +/- 3/16" from the control with a 1/8" maximum change in deviation for any member in a 10'-0" run of panel. The erector shall not proceed with the installation if the structural steel is not within the specified tolerances. The face of all structural members to which wall panels are attached shall be in the same vertical plane and flat and free of obstructions such as weld marks, bolt or rivet heads. In no case shall the wall panels be attached directly to the moment frames of the building. Panels shall be installed with the longitudinal configurations in the vertical direction. Full panel widths shall be started at the center of each building side and run to the corners of the building such that longitudinally cut panels, if necessary, occur at the corners and are of an equal dimension on each building side. The cut sides of panels at the shall be fully covered by a sheet metal corner trim. Panel fastener and fastener spacing shall be in accordance with manufacture design. The Contractor shall repair or replace any panels that are found defective or that are damaged during installation.

3.1.4 Installation of Sheet Metal Accessories

All miscellaneous sheet metal trims, flashings and closures shall be installed in accordance with the manufacturer's approved erection drawings.

3.1.5 Installation of Gutters and Downspouts

Gutters and downspouts shall be rigidly attached to the building. Spacing of cleats for gutters shall be 16 inches maximum. Spacing of brackets and spacers for gutters shall be 36 inches maximum. Supports for downspouts shall be spaced according to manufacturer's recommendations.

3.1.6 Louvers and Ventilators

Louvers and ventilators shall be rigidly attached to the supporting construction to assure a weather tight installation.

3.1.7 Hinged Doors

Doors, including frames and hardware, shall be installed in accordance with SECTION 08 11 13.00 28 STEEL DOORS AND FRAMES. Hardware for doors shall be installed as specified in SECTION 08 71 00.10 28 DOOR HARDWARE.

3.1.8 Overhead Coiling Doors

Overhead coiling doors shall be installed in accordance with SECTION

08 33 23.00 28 OVERHEAD COILING DOORS.

3.1.9 Bollards

3.1.9.1 Interior Bollards

Coordinate with Contracting Officers Representative for bollard installation locations after the building has been erected and electrical panels have been installed. Use galvanized steel expansion anchors as recommended by the bollard manufacturer.

3.1.9.2 Exterior Bollards

Coordinate installation location of exterior bollard footings with Pre-Engineered Metal Building footings to avoid conflict. Final installation of bollards shall be plumb, center of bollards shall align with edge of overhead door framing. Fill pipe with concrete, provide mounded top to ensure positive drainage.

3.2 FIELD PAINTING

Immediately upon detection, abraded or corroded spots on shop-painted surfaces shall be wire brushed and touched up with the same material used for the shop coat. Shop-primed ferrous surfaces exposed on the outside of the building and all shop-primed surfaces of doors and windows shall be painted with two coats of an approved exterior enamel. Factory color finished surfaces shall be touched up as necessary with the manufacturer's recommended touch-up paint.

3.3 OPERATION AND MAINTENANCE (O&M) DATA

O&M data shall include pre-engineered building manufacturer name and all pertinent contact information, all assumptions and calculations for the building design, complete shop and fabrication drawings for the building system, a complete list of building materials and components, and data for building system components to include product information, color charts, assembly diagrams, parts lists, trouble-shooting guides and maintenance and repair guidelines and procedures.

3.4 WARRANTY DATA

3.4.1 WARRANTIES

Submit all signed warranties to Contracting Officer prior to final commissioning and acceptance.

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