Amendment_0007.pdf

W68SBV60677649

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

CONSTRUCTION PROJECT: McNary Turbine Storage Building

The purpose of this amendment is to incorporate the changes listed in the Summary of Changes.

The bid opening date remains unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 16-Sep-2016

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912EF-16-B-0010

X 9B. DATED (SEE ITEM 11)

10-Aug-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

16-Sep-2017

CODE

USAED, WALLA WALLA - CONTRACTING DIV.

HILLARY A. MORGAN

201 N. THIRD AVENUE

WALLA WALLA WA 99362

W912EF 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EF-16-B-0010

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

Summary of changes for Amend - 0007 McNary Turbine Storage Building

W912EF-16-B-0010

SPECIFICATIONS

1. Section 13 34 19.10 28 “PRE-ENGINEERED METAL BUILDING SYSTEMS”

a. Revised paragraph 2.9.1 “Material” - See red line for location of revised wording

DRAWINGS

a. No changes

(End of Summary of Changes)

McNary Turbine Storage Building W912EF-16-B-0010 Amend-0007

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 00.69 28 MEASUREMENT AND PAYMENT

01 32 01.00 28 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 28.10 28 GOVERNMENTAL SAFETY 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

DIVISION 03 - CONCRETE

03 11 13.00 27 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 27 CONCRETE ACCESSORIES

03 20 00.00 27 CONCRETE REINFORCING

03 30 00.00 27 CAST-IN-PLACE CONCRETE

03 35 00.00 27 CONCRETE FINISHING

03 39 00.00 27 CONCRETE CURING

DIVISION 08 - OPENINGS

08 11 13.10 28 STEEL DOORS AND FRAMES

08 36 13.00 28 SECTIONAL OVERHEAD DOORS

08 71 00.10 28 DOOR HARDWARE

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 27 PLUMBING, GENERAL PURPOSE

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

23 00 00.00 28 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 82 46.00 27 ELECTRIC UNIT HEATERS

DIVISION 26 - ELECTRICAL

26 20 00.00 27 INTERIOR DISTRIBUTION SYSTEM

26 51 00.00 27 INTERIOR LIGHTING

26 56 00.00 27 EXTERIOR LIGHTING

PROJECT TABLE OF CONTENTS Page 1

DIVISION 27 - COMMUNICATIONS

27 10 00.00 27 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 31 - EARTHWORK

31 00 00.00 27 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23.00 27 GRADED-CRUSHED AGGREGATE BASE COURSE

32 31 13.00 27 CHAIN LINK FENCES AND GATES

DIVISION 33 - UTILITIES

33 11 00.00 28 POTABLE WATER DISTRIBUTION PIPING

33 40 00.00 27 STORM DRAINAGE UTILITIES

33 70 02.00 27 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

33 82 00.00 27 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- 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

1.4.9 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 Manufacturer's Weathertightness Warranty

1.7.1.1 Warranty For Metal Building Systems

1.7.2 Manufacturer's Material and/or System Weathertightness

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

2.3.2 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

2.5.1 End-Welded Studs

2.5.2 Explosive Actuated Fasteners

SECTION 13 34 19.10 28 - Page 1

2.5.3 Blind Rivets

2.5.4 Bolts

2.6 WALL LOUVERS

2.6.1 General

2.6.2 Performance

2.6.3 Finish

2.7 OPERABLE DAMPERS

2.8 DOORS

2.8.1 Hinged Doors

2.8.2 Sectional Overhead Doors

2.9 TRANSLUCENT ROOF PANELS

2.9.1 Material

2.9.2 Physical Properties

2.9.3 Color and Light Transmittance

2.9.4 Profile, Size and Span Rating

2.10 SEALANT

2.11 GASKETS AND INSULATING COMPOUNDS

2.12 SHOP PRIMING

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 Sectional Overhead Doors

3.2 FIELD PAINTING

3.3 OPERATION AND MAINTENANCE (O&M) DATA

3.4 WARRANTY DATA

-- End of Section Table of Contents --

SECTION 13 34 19.10 28 - Page 2

G4EDDMTJ

Line

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 ARCHITECTURAL MANUFACTURERS ASSOCIATION (AAMA)

AAMA 2605 (2005) Voluntary Specification, Performance Requirements and Test Procedures for Superior Performing Organic Coatings on Aluminum Extrusions and Panels

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 303 (2005) Code of Standard Practice for Steel Buildings and Bridges

AISC 335 (1989) Specification for Structural Steel Buildings - Allowable Stress Design, Plastic Design

AISC 348 (1985) Allowable Stress Design Specification for Structural Joints Using ASTM A325 or A490 Bolts

AISC 350 (1993) Load and Resistance Factor Design 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 (1995) Class I Panel Roofs

ASTM INTERNATIONAL (ASTM)

ASTM A 252 (1998; R 2002) Welded and Seamless Steel Pipe Piles

ASTM A 325 (2000) Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile

SECTION 13 34 19.10 28 - Page 3

Strength

ASTM A 36/A 36M (2005) Carbon Structural Steel

ASTM A 490 (2000) Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength

ASTM A 500 (1999) Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A 501 (1999) Hot-Formed Welded and Seamless Carbon Steel Structural Tubing

ASTM A 529/A 529M (2000) High-Strength Carbon-Manganese Steel of Structural Quality

ASTM A 53/A 53M (2001) Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A 570/A 570M (1998) Steel, Sheet and Strip, Carbon, Hot-Rolled, Structural Quality

ASTM A 572/A 572M (2000a) High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 588/A 588M (2000a) High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4 in. (100 mm) Thick

ASTM A 606 (1998) Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance

ASTM A 607 (1998) Steel, Sheet and Strip, High-Strength, Low-Alloy, Columbium or Vanadium, or Both, Hot-Rolled and Cold-Rolled

ASTM A 618 (1999) Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing

ASTM A 653/A 653M (2008) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM A 792/A 792M (2003) Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process

ASTM C 518 (2004) Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus

ASTM C 732 (2001) Aging Effects of Artificial Weathering on Latex Sealants

ASTM D 1929 (1996; R 2001e1) Determining Ignition

SECTION 13 34 19.10 28 - Page 4

Temperature of Plastics

ASTM D 2244 (2002e1) Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates

ASTM D 256 (2004) Determining the Izod Pendulum Impact Resistance of Plastics

ASTM D 2583 (1995; R 2001e1) Indentation Hardness of Rigid Plastics by Means of a Barcol Impressor

ASTM D 4214 (1998) Evaluating Degree of Chalking of Exterior Paint Films

ASTM D 570 (1998) Water Absorption of Plastics

ASTM D 638 (2003) Tensile Properties of Plastics

ASTM D 790 (2003) Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

ASTM E 283 (2004) Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen

ASTM E 331 (2000; R 2009) Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference

ASTM E 72 (2005) Conducting Strength Tests of Panels for Building Construction

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

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 (2006; Errata 2006) Structural Welding Code - Steel

INTERNATIONAL ACCREDITATION SERVICE, INC.

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

SECTION 13 34 19.10 28 - Page 5

INTERNATIONAL CODE COUNCIL (ICC)

ICC IBC (2006) International Building Code

METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA)

MBMA Low Rise Manual (2006) Low Rise Building Systems Manual

SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION

(SMACNA)

SMACNA Arch. Manual (2003) Architectural Sheet Metal Manual

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" 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

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

Translucent Roof Panels; G EA

Sealant; G EA

Gaskets and Insulating Compounds; G EA

SD-05 Design Data

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

SD-07 Certificates

SECTION 13 34 19.10 28 - Page 6

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; G EA

SD-11 Closeout Submittals

Warranties; G EA At the completion of the project the Contractor shall furnish signed copies of the 5-year Warranty for Metal Building System, a sample copy of which is attached to this section, the 20-year Manufacturer's Material Warranties, and the Manufacturer's 20-year System Weathertightness Warranty when one is required.

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 sectional overhead 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 who is currently certified by the International

SECTION 13 34 19.10 28 - Page 7

Accreditation Service (IAS) in accordance with AC472, International Accreditation Criteria for Inpection Programs for Manufacturers of Metal Building Systems. The manufacturer shall be chiefly engaged in the practice of designing and fabricating steel building systems. Structural framing and covering shall be designed by a licensed Professional Engineer experienced in design of this work.

Submit a certificate of accreditation by IAS, qualifications of the manufacturer, and qualifications and experirence of the building erector. Provide a list of at least five (5) example projects of similar size and scope completed by the manufacturer within the last 3 years. For each example, include the name of the project, date of completion, project owner, and contact information for the owner to include the address and phone number(s) of the owner's principal business.

Provide engineering services by an authorized engineer who has an active license in the geographical area where the construction is taking place.

The licensed engineer shall have a minimum four (4) years experience in building design analysis utilizing protocols and procedures of the "Metal Building Systems Manual (MBMA), ASCE 7, ASTM E1592, and the applicable building code where the construction is taking place.

1.3.2.2 General Installation Requirements

Framing shall be erected in accordance with MBMA Low Rise Manual , 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 Low Rise Manual , 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

SECTION 13 34 19.10 28 - Page 8 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 standing seam metal roof panel, or a 24 inches wide corrugated metal 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 for a short period (S DS) and a 1-second period (S D1)are 0.417 and 0.199, respectively. The Seismic Design Category for the building is "C."

1.4.7 Foundations

Foundations shall be designed for a minimum bottom of footing depth of 2'-0"below exterior finish grade, 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. Bearing pressures shall be determined using a minimum factor of safety of 3.

SECTION 13 34 19.10 28 - Page 9

1.4.8 Framing and Structural Members

Structural steel members and their connections shall be designed in accordance with AISC 335 or AISC 350 . 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.

1.4.9 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 Arch. Manual 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

SECTION 13 34 19.10 28 - Page 10 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

The Metal Building System, composed of framing and structural members, insulated roof and wall panels, gutters and downspouts, accessories, fasteners, trim, and miscellaneous building closure items such as doors and windows (when furnished by the manufacturer) shall be warranted as described below against material and workmanship deficiencies, system deterioration caused by exposure to the elements and service design loads, leaks and wind uplift damage. Any emergency temporary repairs conducted by the owner shall not negate the warranties.

1.7.1 Manufacturer's Weathertightness Warranty

The Metal Building System shall be warranted by its manufacturers of the system on a no penal sum basis for a period of five years against materials and workmanship deficiencies; system deterioration caused by exposure to the elements and/or inadequate resistance to specified service design loads, water leaks, and wind uplift damage. The Metal Building System covered under this warranty shall include but is not limited to the following: framing and structural members, insulated roof and wall panels, interior or exterior gutters and downspouts, accessories, fasteners, trim, flashings and miscellaneous building closure items (to include sectional overhead doors, entry doors and wall louvers only if supplied by the Metal Building System Manufacturer), connectors, components, and fasteners, and other system components and assemblies installed to provide a weathertight system; and items specified in other sections of these specifications that become part of the metal building system. All material and workmanship deficiencies, system deterioration caused by exposure to the elements and/or inadequate resistance to specified service design loads, water leaks and wind uplift damage shall be repaired as approved by the Contracting Officer. See the attached Contractor's written warranty for issue resolution of warrantable defects. This warranty shall warrant and cover the entire cost of repair or replacement, including all material, labor, and related markups. The Contractor shall supplement this warranty with written warranties from the installer and/or system manufacturer, which shall be submitted along with Contractor's warranty. However, the Contractor is ultimately responsible for this warranty. The Contractor's written warranty shall be as outlined

SECTION 13 34 19.10 28 - Page 11 in attached WARRANTY FOR METAL BUILDING SYSTEMS, and start upon final acceptance of the facility.

1.7.1.1 Warranty For Metal Building Systems

It is acceptable that warranties for the color/finish of the specified metal wall and roof panels are issued by the manufacturers of those panels. However, the water and weathertightness of the wall and roof panel installation may or may not be covered by panel manufacturers.

Thus, to ensure the government receives a warranty for the weathertight performance of the overall building system warranty, requirements have been bundled into one warranty specification (See warranty form at the end of this specification) requirement for the entire "Metal Building System." Requirements for warranties to be issued by the "Metal Building System" manufacturer are not intended to limit the warranty to a single-source manufacturer. Therefore, it will be acceptable if separate warranties for weathertightness of the wall and roof panel installation and the color/finish of the wall and roof panels are issued separately by the panel manufacturer.

1.7.2 Manufacturer's Material and/or System Weathertightness Warranties

The Contractor shall furnish, in writing, the following separate manufacturer's material warranties to the Contracting Officer:

a. A manufacturer's 20 year material warranty warranting that the specified zinc-coated or aluminum-zinc alloy coated steel will not rupture, structurally fail, fracture, deteriorate, or become perforated under normal design atmospheric conditions and service design loads. Liability under this warranty shall be limited exclusively to the cost of either repairing or replacing nonconforming, ruptured, perforated, or structurally failed securement system including fasteners and coil material.

b. A manufacturer's 20 year exterior material finish warranty on the factory colored finish warranting that the finish, under normal atmospheric conditions at the site, will not crack, peel, or delaminate; chalk in excess of a numerical rating of eight, as determined by ASTM D 4214 test procedures; or change colors in excess of five CIE or Hunter Lab color difference (delta E) units in accordance with ASTM D 2244 . Liability under this warranty is exclusively limited to replacing the defective coated material.

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.

SECTION 13 34 19.10 28 - Page 12

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 A 36/A 36M , ASTM A 529/A 529M , ASTM A 572/A 572M , or ASTM A 588/A 588M . Uncoated steel less than 1/8 inch in thickness shall conform to ASTM A 570/A 570M , ASTM A 606 , or ASTM A 607 . Structural pipe shall conform to ASTM A 53/A 53M , ASTM A 252 , ASTM A 500 , ASTM A 501 , and ASTM A 618 .

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

Roof panels shall match the style of "HR3" as manufactured by All Weather Insulated Panels (AWIP), or an approved equal meeting the following configurational 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-36 as verified by actual test values taken in accordance with the ASTM C 518 steady state thermal transmission test method. Panels shall have a minimum 1 1/4 inch high ribbed profile and a panel coverage of not more than 40 inches wide. Panels shall have an overlapping and interlocking side joint configuration and shall be attached to the roof purlins by means of exposed fasteners with saddle clips. 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 A 653/A 653M for a galvanized coating or ASTM A 792/A 792M 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 E 72 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.

2.3.2 Insulated Wall Panels

Wall panels shall match the style of "DM40" as manufactured by All Weather Insulated Panels (AWIP), or an approved equal meeting the following configurational 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-19

SECTION 13 34 19.10 28 - Page 13 as verified by actual test values taken in accordance with the ASTM C 518 steady state thermal transmission test method. Panels shall have an offset "plank" profile and a panel coverage of not more than 40 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 A 653/A 653M for a galvanized coating or ASTM A 792/A 792M 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 E 72 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 E 283 air infiltration method and the ASTM E 331 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 Contracting Officer from the manufacturer's full offering (stocked and non-stocked colors).

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

SECTION 13 34 19.10 28 - Page 14 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

2.6.1 General

Louvers shall be stationary blade type in a single frame. Louvers shall be a minimum 4-inches deep and constructed entirely from extruded aluminum. Stationary blades shall be minimum 0.081-inch thick extruded aluminum, alloy 6063-T5. Louver frames shall be minimum 0.125-inch thick extruded aluminum, alloy 6063-T5. The stationary blades, louver head and jamb frames shall incorporate integral gutters to minimize water penetration. Blades shall be positioned at a 45-degree angle and spaced not more than 4.5-inches on center. Louvers mounted above reaching height shall be provided with minimum 5/8-inch diameter linkage arms to the louver cranking mechanism. The cranking mechanism shall be located 5 feet above finish floor. All louvers shall be furnished with 5/8-inch flattened expanded mesh aluminum bird screening with a 0.055-inch thick extruded aluminum frame.

2.6.2 Performance

Physical Property Value

Minimum Free Area Velocity 5.63 SF (for a 4-foot square panel)

SECTION 13 34 19.10 28 - Page 15

Maximum Recommended Air Intake Velocity 700 FPM

Air Volume @ 700 FPM Free Area Velocity 3,941 CFM

Pressure Drop @ 700 FPM Free Area Velocity 0.07 inches water

Maximum Recommended Air Exhaust Velocity 1,750 FPM

Air Volume @ 1750 FPM Free Area Velocity 3,941 CFM

Pressure Drop @ 1750 FPM Free Area Velocity 0.41 inches water

2.6.3 Finish

All louver shall be finished with a factory-applied minimum 1 mil thick full strength 70 percent resin polyvinylidene fluoride coating. The coating shall meet or exceed all requirements of AAMA 2605. The louver manufacturer shall supply an industry standard 5-year limited warranty against failure of the fluoropolymer coating. Color of exterior finish shall be as selected by the C.O.R. from the manufacturer's standard offering.

2.7 OPERABLE DAMPERS

Operable dampers used in conjunction with the stationary blade louvers shall be as specified on the mechanical drawings.

2.8 DOORS

2.8.1 Hinged Doors

Doors shall be as specified in SECTION 08 11 13.10 28 STEEL DOORS AND FRAMES. Hardware for doors shall be as specified in SECTION 08 71 00.10 28

DOOR HARDWARE.

2.8.2 Sectional Overhead Doors

Sectional overhead doors shall be as specified in SECTION 08 36 13.00 28

SECTIONAL OVERHEAD DOORS.

2.9 TRANSLUCENT ROOF PANELS

2.9.1 Material

Translucent roof panels shall be made from a composite material comprised of a thermosetting polyester resin with U.V. inhibitors and randomly distributed chopped glass fibers. Panels shall be shatter and chemical resistant and shall have an outer surface of chemically bonded gel coat for weather resistance. The profile of translucent panels as manufactured by All Weather Insulated Panels (AWIP), or an approved equal, shall match that of the insulated roof panels "HR3" to ensure a compatible installation.

2.9.2 Physical Properties

Translucent roof panels shall meet or exceed the following performance criteria:

Physical Property Test Method Value

SECTION 13 34 19.10 28 - Page 16

G4EDDMTJ

Line

Barcol Hardness ASTM D 2583 50 KU

Shear Strength ASTM C 732 13,000 psi

Flexural Strength ASTM D 790 24,000 psi

Flexural Modulus ASTM D 790 900,000 psi

Tensile Strength ASTM D 638 13,000 psi

IZOD Impact ASTM D 256 11.5 ft lbs/in

Water Absorption ASTM D 570 <0.30% (24 hrs @ 77 degrees F)

Flash Ignition Point ASTM D 1929 >65 degrees F

2.9.3 Color and Light Transmittance

Translucent roof panels shall be white with a visible light transmittance of not less than 64 percent and a solar energy transmittance of not more than 24 percent.

2.9.4 Profile, Size and Span Rating

Translucent roof panels shall have profile to match that of the sheet metal roofing panels and shall provide 36 inches of coverage in place.

Panels shall be of a length to span over 2 purlin spaces (2-span)and shall have the capability to carry the specified roof live load within a limiting safety factor of 1.88 to 1 and a deflection limit ratio (L/D) of 20 to 1.

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.

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

SECTION 13 34 19.10 28 - Page 17 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 335 . 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 A 325 or ASTM A 490 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 nonshrinking 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

SECTION 13 34 19.10 28 - Page 18 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 13.10 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 Sectional…