Attch 3 ACP Specifications_Vol3_FTIG_ACP.pdf

Solicitation For Main Access Control Point

Fort Indiantown Gap, Pennsylvania

NGB Project No. 420502 CENAB Project No. 464121

Specification Volume 2 of 2

Final Design 2 November 2020

1917 S. 67th Street Omaha, NE 68106

Phone 402.399.1000 Fax 402.399.4979

11/2/2020

Access Control Points FTINDIANTOWN

PROJECT TABLE OF CONTENTS

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 05 00 JOB CONDITIONS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE(RMS CM)

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 PROJECT IDENTIFICATION

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 91 00.15 TOTAL BUILDING COMMISSIONING

DI VI SI ON 02 - EXI STI NG CONDI TI ONS

02 41 00 DEMOLITION

DI VI SI ON 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 35 00.00 10 CONCRETE FINISHING

03 39 00.00 10 CONCRETE CURING

DI VI SI ON 04 - MASONRY

04 20 00 UNIT MASONRY

DI VI SI ON 05 - METALS

05 12 00 STRUCTURAL STEEL

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 42 50 PRE-ENGINEERED COLD-FORMED TRUSSES

05 50 13 MISCELLANEOUS METAL FABRICATIONS

DI VI SI ON 06 - WOOD, PLASTI CS, AND COMPOSI TES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DI VI SI ON 07 - THERMAL AND MOI STURE PROTECTI ON

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

PROJECT TABLE OF CONTENTS Page 1

07 22 00 ROOF AND DECK INSULATION

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 34 02 BULLET-RESISTANT COMPONENTS

08 51 13 ALUMINUM WINDOWS

08 71 00 DOOR HARDWARE

08 71 00.01 HARDWARE SET DEFINITIONS

08 81 00 GLAZING

DI VI SI ON 09 - FI NI SHES

09 06 00 SCHEDULES FOR FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 90 00 PAINTS AND COATINGS

DI VI SI ON 10 - SPECI ALTI ES

10 11 00 VISUAL DISPLAY UNITS

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 14 53 TRAFFIC SIGNAGE

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

DI VI SI ON 12 - FURNI SHI NGS

12 21 00 WINDOW BLINDS

12 24 13 ROLLER WINDOW SHADES

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

DI VI SI ON 13 - SPECI AL CONSTRUCTI ON

13 34 19 PRE-ENGINEERED METAL CANOPY SYSTEMS

13 34 23 PREENGINEERED GUARD BOOTH STRUCTURES

DI VI SI ON 22 - PLUMBI NG

22 00 00 PLUMBING, GENERAL PURPOSE

DI VI SI ON 23 - HEATI NG, VENTI LATI NG, AND AI R CONDI TI ONI NG ( HVAC)

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

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

PROJECT TABLE OF CONTENTS Page 2

CONTROL SYSTEMS

23 09 93 SEQUENCES OF OPERATION FOR HVAC CONTROL

23 11 25 FACILITY GAS PIPING

23 23 00 REFRIGERANT PIPING

DI VI SI ON 26 - ELECTRI CAL

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 32 14.00 10 NATURAL GAS-GENERATOR SET, STATIONARY 15-300 KW, STANDBY

APPLICATIONS

26 32 33.00 10 UNINTERRUPTIBLE POWER SUPPLY (UPS) SYSTEM ABOVE 15 KVA

CAPACITY

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DI VI SI ON 27 - COMMUNI CATI ONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DI VI SI ON 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 20 BASE COURSE

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS

32 15 00 AGGREGATE SURFACING

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

32 93 00 EXTERIOR PLANTS

DI VI SI ON 33 - UTI LI TI ES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERS

33 34 00 FORCE MAINS SEWER

33 40 00 STORM DRAINAGE UTILITIES

33 46 16 SUBDRAINAGE PIPING

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DI VI SI ON 34 - TRANSPORTATI ON

34 71 13.19 TRAFFIC SIGNALS AND CRASH RATED ACTIVE VEHICLE BARRIERS

PROJECT TABLE OF CONTENTS Page 3

AND CONTROLS

34 72 00.00 PASSIVE BOLLARD AND CABLE-BASED PASSIVE VEHICLE BARRIERS

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 4

SECTION 13 34 19

PRE-ENGINEERED METAL CANOPY SYSTEMS

11/11

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 within the text by the basic designation only.

ALUMINUM ASSOCIATION (AA)

AA ADM (2015) Aluminum Design Manual

AA ASD1 (2017) Aluminum Standards and Data

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 325 (2017) Steel Construction Manual

AISC 341 (2016) Seismic Provisions for Structural Steel Buildings

AISC 360 (2016) Specification for Structural Steel Buildings

AMERICAN IRON AND STEEL INSTITUTE (AISI)

AISC/AISI 121 (2004) Standard Definitions for Use in the Design of Steel Structures

AISI SG03-3 (2002; Suppl 2001-2004; R 2008) Cold-Formed Steel Design Manual Set

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 7 (2017) Minimum Design Loads for Buildings and Other Structures

AMERICAN WELDING SOCIETY (AWS)

AWS A5.1/A5.1M (2012) Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding

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

AWS D1.3/D1.3M (2018) Structural Welding Code - Sheet Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1008/A1008M (2016) Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, SECTION 13 34 19 Page 1

Solution Hardened, and Bake Hardenable

ASTM A1011/A1011M (2018a) Standard Specification for Steel Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength

ASTM A153/A153M (2016) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A307 (2014; E 2017) Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength

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

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A500/A500M (2018) 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 (2018) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A563 (2015) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A563M (2007; R 2013) Standard Specification for Carbon and Alloy Steel Nuts (Metric)

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

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 A653/A653M (2017) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

SECTION 13 34 19 Page 2

ASTM A755/A755M (2016; E 2016) Standard Specification for Steel Sheet, Metallic Coated by the Hot-Dip Process and Prepainted by the Coil-Coating Process for Exterior Exposed Building Products

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

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

ASTM B117 (2016) Standard Practice for Operating Salt Spray (Fog) Apparatus

ASTM B209 (2014) Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate

ASTM B221 (2014) Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

ASTM B221M (2013) Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes (Metric)

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM D1056 (2014) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1308 (2013) Effect of Household Chemicals on Clear and Pigmented Organic Finishes

ASTM D1667 (2017) Standard Specification for Flexible Cellular Materials - Poly (Vinyl Chloride) Foam (Closed-Cell)

ASTM D2244 (2016) Standard Practice for Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates

ASTM D2247 (2015) Testing Water Resistance of Coatings in 100% Relative Humidity

ASTM D2794 (1993; R 2010) Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact)

ASTM D3363 (2005; E 2011; R 2011; E 2012) Film Hardness by Pencil Test

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

SECTION 13 34 19 Page 3

Exterior Paint Films

ASTM D522/D522M (2014) Mandrel Bend Test of Attached Organic Coatings

ASTM D523 (2014) Standard Test Method for Specular Gloss

ASTM D714 (2002; R 2009) Evaluating Degree of Blistering of Paints

ASTM D822 (2013) Filtered Open-Flame Carbon-Arc Exposures of Paint and Related Coatings

ASTM D968 (2017) Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive

ASTM DEFONLINE (2008) ASTM Online Dictionary of Engineering Science and Technology

ASTM E119 (2018) Standard Test Methods for Fire Tests of Building Construction and Materials

ASTM E136 (2016) Behavior of Materials in a Vertical Tube Furnace at 750 Degrees C

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

ASTM E84 (2018b) Standard Test Method for Surface Burning Characteristics of Building Materials

ASTM F1554 (2015; E 2016; E 2017) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

ASTM F436 (2011) Hardened Steel Washers

ASTM F844 (2007a; R 2013) Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM G152 (2013) Operating Open Flame Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials

ASTM G153 (2013) Operating Enclosed Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials

METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA)

MBMA MBSM (2012) Metal Building Systems Manual

SECTION 13 34 19 Page 4

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM AMP 500 (2006) Metal Finishes Manual

NATIONAL ROOFING CONTRACTORS ASSOCIATION (NRCA)

NRCA RoofMan (2017) The NRCA Roofing Manual

SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION

(SMACNA)

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

SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC Paint 15 (1999; E 2004) Steel Joist Shop Primer

SSPC Painting Manual (2002) Good Painting Practice, Steel Structures Painting Manual, Volume 1

SSPC SP 2 (1982; E 2000; E 2004) Hand Tool Cleaning

UNDERWRITERS LABORATORIES (UL)

UL 580 (2006; Reprint Oct 2013) Tests for Uplift Resistance of Roof Assemblies

UL Bld Mat Dir (updated continuously online) Building Materials Directory

1.2 GENERAL REQUIREMENTS

1.2.1 Structural Performance

Provide metal canopy systems capable of withstanding the effects of gravity loads and the following loads and stresses within the limits and conditions indicated. Design metal canopy systems conforming to procedures described in AISC 360 , or MBMA MBSM

1.2.1.1 Engineering

Design metal building systems conforming to procedures described in

MBMA MBSM.

1.2.1.2 Design Loads

Conform to the requirements of MBMA MBSM, ASCE 7, and the building code applicable to the project geographical location.

1.2.1.3 Live Loads

Include all vertical loads induced by the building occupancy indicated on the drawings, as well as loads induced by maintenance workers, materials and equipment for roof live loads.

1.2.1.4 Roof Snow Loads

Include vertical loads induced by the ground snow load at the project site

SECTION 13 34 19 Page 5 of 35 psf. The design snow load shall be determined and applied in accordance with ASCE 7. Multiplying factors are as indicated on the drawings. Allow for unbalanced and drift loads.

1.2.1.5 Wind Loads

Compute and apply main force resisting system as well as component and cladding wind pressures in accordance with ASCE 7. The structure shall be considered an "open structure" with "clear wind flow" for determination of wind loads on the roof for the design of the main wind force resisting system, and for determination of component and cladding wind pressures for the design and anchorage of individual members, roof panels, liner panels, and soffits. Wind pressures for the main wind force resisting system shall be computed using a Gust Effect Factor, "G", of

0.90 to account for the flexibility of the building system. The wind design shall also account for the effects of lateral wind pressures on the structure as a summation of wind on the various elements of the structure having a projected area perpendicular to the direction of wind under consideration. Lateral loads shall include the horizontal components from wind on the windward and leeward roof areas. Wind on fascias shall be treated as wind on inverted "parapets", with a pressure coefficient of +1.60 used for the windward face of the windward fascia, and a coefficient of -1.05 used for the leeward surface of the leeward fascia. Wind on freestanding columns surfaces facing the wind shall be treated as "open signs and/or lattice frameworks", with a force coefficient of +2.0.

Design wind forces shall be applied to the windward faces of all structure columns simultaneously, and not just those located on the windward perimeter. Main wind force resisting system overall lateral wind forces from the roof, fascias and columns shall be applied in each (+/-) direction along the principal building axes as separate loading conditions, and as another set of load conditions, shall be applied coincident with a torsional moment equal to the sum of wind forces multiplied by a +/- eccentricity of 15% of the windward roof plan width dimension. Wind shall also be considered at 75% of the full pressure from additive orthogonal axis directions applied simultaneously (representing oblique wind directions). Component and cladding wind pressures for fascia members, panels and fasteners shall be determined and applied in accordance with ASCE 7 for inverted parapets. Basic wind speed and applicable wind load factors not specified herein are as indicated on the contract drawings.

1.2.1.6 Dead and Collateral Loads

Dead loads on the structure shall include the weight of roof panels, soffits, fascias, roof lines panels, all primary and secondary framing. A minimum collateral dead load of 3 pounds per square foot (psf) shall be applied to the entire structure to account for the weight of additional permanent materials, such as gutters, lights and cables. This collateral dead load shall be applied to design load cases where it will increase the loading to the structure, and shall be ignored in load cases where it would tend to decrease the load to the structure (such as load cases involving wind uplift).

1.2.1.7 Load Combinations

Design metal building systems to withstand the most critical effects of load factors and load combinations as required by MBMA MBSM, ASCE 7, and the building code applicable to the project location.

SECTION 13 34 19 Page 6

1.2.1.8 Deflection Limits

Engineer assemblies to withstand design loads with deflections no greater than the following:

a. Purlins and Rafters; vertical deflection of 1/240 of the span.

b. Girts; horizontal deflection of 1/240 of the span.

c. Metal Roof Panels; vertical deflection of 1/240 of the span.

d. Structural Frame: lateral deflection of 1/200 to bottom of soffit framing for the basic wind speed and for the seismic parameters.

Design secondary framing system to accommodate deflection of primary building structure and construction tolerances, and to maintain clearances at openings. Provide metal panel assemblies capable of withstanding the effects of loads and stresses indicated, based on testing according to ASTM E1592. See drawigs for seismic parameters.

1.2.2 Seismic Performance

Design and engineer metal building system capable of withstanding the effects of earthquake motions determined according to ASCE 7, AISC 341 , and the applicable portions of the building code in the geographic area where the construction will take place.

1.2.3 Thermal Movements

Provide metal panel systems that allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss as follows:

Temperature Change (Range); 120 F, ambient; 180 F, material surfaces.

1.2.4 Wind-Uplift Resistance

Provide metal roof panel and liner assemblies that comply with UL 580 for Class 90, and are designed and anchored to resist the "component and cladding" wind pressures determined in accordance with ASCE 7,.

1.3 DEFINITIONS

ASTM DEFONLINE applies to this definition paragraph.

a. Bay: Dimension between main frames measured normal to frame (at centerline of frame) for interior bays, and dimension from centerline of first interior main frame measured normal to end wall (outside face of end-wall framing) for end bays.

b. Building Length: Dimension of the building measured perpendicular to main framing from end wall to end wall (outside face of framing to outside face of framing).

SECTION 13 34 19 Page 7

c. Building Width: Dimension of the building measured parallel to main framing from sidewall to sidewall (outside face of framing to outside face of framing).

d. Clear Span: Distance between supports of beams, girders, or trusses (measured from lowest level of connecting area of a column and a rafter frame or knee).

e. Eave Height: Vertical dimension from finished floor to eave (the line along the sidewall formed by intersection of the planes of the roof and wall).

f. Clear Height under Structure: Vertical dimension from finished floor to lowest point of any part of primary or secondary structure, not including crane supports, located within clear span.

1.4 SYSTEM DESCRIPTION

General: This specification covers the ID Check Canopy and Search Canopy.

See the contract drawings for more information regarding the layout and configuration of these structures, as well as additional design instructions.

1.4.1 Design Requirements

1.4.1.1 Manufacturer's Building Design Analysis

The design analysis shall be the work of a licensed Professional Engineer experienced in structural building design, and shall be sealed by the designer. The design analysis shall include complete design calculations for the canopy, its components, and foundation reactions. Foundation reactions shall include individual reactions due to dead load, live load, snow load, wind load, and seismic load with load combinations. The design shall include calculations for column base reactions and anchor rod sizes.

Formulas and references shall be identified. Assumptions and conclusions shall be explained, and cross-referencing shall be clear. Seismic forces and wind forces on various parts of the structure, both positive and negative wind pressure, shall be calculated with the controlling pressure summarized. Lateral forces due to seismic and wind loading shall be calculated and tabulated for the various parts and portions of the canopy. 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 the detail drawing review.

1.4.1.2 Framing System

Provide canopies with size, column spacing, and slopes as shown on the contract drawings. Canopies shall have a rigid frame lateral force resisting structural system in each direction. Lateral forces shall be transferred to columns and frames by horizontally spanning spandrel members, structural diaphragms or horizontal bracing systems in the plane

SECTION 13 34 19 Page 8 of the roof. The metal roof panels and liners shall not be used as a structural diaphragm . Roof and fascia panels shall similarly not be considered to provide lateral bracing for roof beams and purlins. Roof and liner panels shall be anchored to purlins or other framing members with screws or bolts. Clamp systems shall not be used to attach panels to the structure. The column base plates and anchor rods shall be designed as a pinned base. The maximum column size shall not exceed 14 inches each direction.

1.5 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. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Manufacturer's Qualifications; G , AE

SD-02 Shop Drawings

Detail Drawings; G , AE

SD-03 Product Data

Manufacturer's Catalog Data; G , AE

Anchor Rods; G, AE

SD-04 Samples

Coil Stock

Roof Panels

Fasteners

Manufacturer's Color Charts and Chips, 4 by 4 inches; G , AE

Accessories

Roof And Fascia Panels 12 inches long by actual panel width; G, AE

Joint Sealant

SD-05 Design Data

Manufacturer's Descriptive and Technical Literature; G , AE

Manufacturer's Building Design Analysis; G , AE

SD-06 Test Reports

Test Reports; G , AE

Coatings and Base Metals; G , AE

SECTION 13 34 19 Page 9

Factory Color Finish Performance Requirements; G , AE

SD-07 Certificates

System Components; G , AE

Coil Stock Certification

Galvanizing Repair Paint; G , AO

Qualification of Manufacturer; G , AE

Qualification of Erector

SD-08 Manufacturer's Instructions

Installation of Roof panels; G , AO

Shipping, Handling, and Storage

SD-11 Closeout Submittals

Manufacturer's Warranty

Contractor's Warranty for Installation

1.6 QUALITY ASSURANCE

1.6.1 Pre-Erection Conference

After submittals are received and approved but before metal building system work, including associated work, is performed, the Contracting Officer will hold a pre-erection conference to review the following:

a. The detail drawings, preengineered canopy materials, specifications, and manufacturer's descriptive and technical literature.

b. Finalize construction schedule and verify availability of materials, erector's personnel, equipment, and facilities needed to make progress and avoid delays.

c. Methods and procedures related to metal building system erection, including, but not limited to: qualification of manufacturer, qualification of erector, manufacturer's catalog data, manufacturer's building design analysis, written instructions and test reports.

d. Support conditions for compliance with requirements, including alignment between and erection of structural members.

e. Flashing, special roofing details, roof penetrations, openings, and condition of other construction that will affect metal building system, including coatings and base metals, factory color finish performance requirements, system components, and certificates for coil stock.

f. Governing regulations and requirements for, certificates, insurance, tests and inspections if applicable.

g. Temporary protection requirements for metal panel assembly during and

SECTION 13 34 19 Page 10 after installation.

h. Samples of galvanizing repair paint and Manufacturer's Color Charts and Chips.

1.6.1.1 Pre-Roofing Installation Conference

After structural framing system erection and approval but before roofing, work, including associated work, is performed; the Contracting Officer will hold a pre-roofing conference to review the following:

a. Examine purlins, sub-girts and formed shapes conditions for compliance with requirements, including flatness and attachment to structural members.

b. Review structural limitations of purlins, sub-girts and formed shapes during and after roofing.

c. Review flashings, special roof details, roof drainage, roof penetrations, and condition of other construction that will affect the canopy system.

d. Review temporary protection requirements for metal roof and fascia panels assembly during and after installation.

e. Review roof observation and repair procedures after metal building system erection.

1.6.2 Manufacturer's Technical Representative

If the canopies provided are pre-engineered systems produced by a manufacturer of building or canopy systems, a representative designated by the canopy designer/manufacturer, who is familiar with the design of the canopy supplied and experienced in the erection of canopies similar in size to the one required under this contract, including installation of roof panels, 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 canopy is erected properly.

1.6.3 Manufacturer's Qualifications

If a pre-engineered metal building or canopy system manufacturer is used to supply the canopies, the manufacturer must have a minimum of five (5) years experience as a quailed manufacturer of metal canopy systems and accessory products.

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, and ASTM E1592.

Provide certified engineering calculations using the products submitted for:

a. Roof Wind Loads with basic wind speed, exposure category, SECTION 13 34 19 Page 11 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

g. Column Base Reactions

h. Column Anchor Rod Sizes

1.6.4 Qualification of Erection Contractor

An experienced erector who has specialized in erecting and installing work similar in material, design, and extent to that indicated for this project for a period of at least 3 years.

1.6.5 Single Source

Obtain primary and secondary components and structural framing members, each type of metal roof, clips, closures and other accessories from the standard products of the single source from a single manufacturer to operate as a complete system for the intended use.

1.6.6 Welding

Qualify procedures and personnel according to AWS A5.1/A5.1M , AWS D1.1/D1.1M , and AWS D1.3/D1.3M .

1.6.7 Structural Steel

Comply with AISC 325 , AISC 360 , for design requirements and allowable stresses.

1.6.8 Cold-Formed Steel

Comply with AISC/AISI 121 and AISI SG03-3 for design requirements and allowable stresses.

1.6.9 Fire-Resistance Ratings

Where indicated, provide metal panels identical to those of assemblies tested for fire resistance per ASTM E119 by a qualified testing agency.

Identify products with appropriate markings of applicable testing agency.

Indicate design designations from UL Bld Mat Dir or from the listings of another qualified testing agency. Combustion Characteristics must conform to ASTM E136.

1.6.10 Fabrication

Fabricate and finish metal panels and accessories at the factory to greatest extent possible, by manufacturer's standard procedures and

SECTION 13 34 19 Page 12 processes and as necessary to fulfill indicated performance requirements.

Comply with indicated profiles with dimensional and structural requirements

Provide metal panel profile, including major ribs and intermediate stiffening ribs, if any, for full length of panel. Aluminum and aluminum-alloy sheet and plate must conform to ASTM B209.

Fabricate metal panel side laps with factory-installed captive gaskets or separator strips that provide a tight seal and prevent metal-to-metal contact, in a manner that will seal weather-tight and minimize noise from movements within panel assembly.

Sheet Metal Accessories: Fabricate flashing and trim to comply with recommendations in SMACNA 1793 that apply to the design, dimensions, metal, and other characteristics of item indicated:

a. Form exposed sheet metal accessories that are without excessive oil canning, buckling, and tool marks and that are true to line and levels indicated, with exposed edges folded back to form hems.

b. End Seams: Fabricate nonmoving seams with flat-lock seams. Form seams and seal with epoxy seam sealer. Rivet joints for additional strength.

c. Sealed Joints: Form non-expansion but movable joints in metal to accommodate elastomeric sealant to comply with SMACNA standards.

d. Conceal fasteners and expansion provisions where possible. Exposed fasteners are not allowed on faces of accessories exposed to view.

e. Fabricate cleats and attachment devices of size and metal thickness recommended by SMACNA or by metal building system manufacturer for application, but not less than thickness of metal being secured.

1.6.11 Finishes

Comply with NAAMM AMP 500 for recommendations for applying and designating finishes.

Appearance of Finished Work: Noticeable variations in same piece are not acceptable. Variations in appearance of adjoining components are acceptable if they are within the range of approved Samples and are assembled or installed to minimize contrast.

1.7 SHIPPING, HANDLING AND STORAGE

1.7.1 Delivery

Package and deliver components, sheets, metal panels, and other manufactured items so as not to be damaged or deformed and protected during transportation and handling.

Stack and store metal panels horizontally on platforms or pallets, covered with suitable weather-tight and ventilated covering to ensure dryness, with positive slope for drainage of water. Store in a manner to prevent bending, warping, twisting, and surface damage. Do not store metal wall panels in contact with other materials that might cause staining, denting, or other surface damage. Retain strippable protective covering on metal panel for entire period up to metal panel installation.

SECTION 13 34 19 Page 13

1.8 PROJECT CONDITIONS

1.8.1 Field Measurements

1.8.1.1 Established Dimensions for Foundations

Comply with established dimensions on approved anchor-rod plans, established foundation dimensions, and proceed with fabricating structural framing. Do not proceed without verifying field measurements. Coordinate anchor-rod installation to ensure that actual anchorage dimensions correspond to established dimensions.

1.8.1.2 Established Dimensions for Metal Panels

Where field measurements cannot be made without delaying the Work, either establish framing and opening dimensions and proceed with fabricating metal panels without field measurements, or allow for field trimming metal panels. Coordinate construction to ensure that actual building dimensions, locations of structural members, and openings correspond to established dimensions.

1.8.1.3 Verification Record

Verify locations of all framing and opening dimensions by field measurements before metal panel fabrication and indicate measurements on Shop Drawings.

1.9 COORDINATION

Coordinate size and location of concrete foundations and casting of anchor-rod inserts into foundation walls and footings. Concrete, reinforcement, and formwork requirements are specified in section on CAST-IN-PLACE

CONCRETE.

Coordinate metal panel assemblies with rain drainage work, flashing, trim, and construction of supports and other adjoining work to provide a leak-proof, secure, and non-corrosive installation.

1.10 WARRANTY

1.10.1 Building System Warranty

Furnish manufacturer's no-dollar-limit warranty for the metal building system. The warranty period is to be no less than 20 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 32 hours after notification, unless additional time is approved by the Contracting Officer. Failure to perform repairs within 32 hours of notification will constitute grounds for having emergency repairs performed by others and will not void the warranty.

SECTION 13 34 19 Page 14

1.10.2 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 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 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 30 days from date of notification.

1.10.3 Roof 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 panel system is under warranty are to be performed within 32 hours after notification, unless additional time is approved by the Contracting Officer. Failure to perform repairs within 32 hours of notification will constitute grounds for having emergency repairs performed by others and not void the warranty.

PART 2 PRODUCTS

2.1 STRUCTURAL FRAMING MATERIALS

2.1.1 W-Shapes

ASTM A992/A992M ; ASTM A572/A572M or ASTM A529/A529M .

2.1.2 Channel, Angles, M-Shapes and S-Shapes

ASTM A36/A36M; ASTM A572/A572M or ASTM A529/A529M .

SECTION 13 34 19 Page 15

2.1.3 Plate and Bar

ASTM A36/A36M, ASTM A572/A572M or ASTM A529/A529M .

2.1.4 Steel Pipe

ASTM A36/A36M, ASTM A53/A53M, ASTM A572/A572M or ASTM A529/A529M .

2.1.5 Cold-Formed and Hot Formed Hollow Structural Sections

Cold formed: ASTM A500/A500M or ASTM B221, ASTM B221M. Hot-formed:

ASTM A501/A501M , GALV.

2.1.6 Structural-Steel Sheet

Hot-rolled, ASTM A1011/A1011M or cold-rolled, ASTM A1008/A1008M .

2.1.7 Metallic-Coated Steel Sheet

ASTM A653/A653M , ASTM A606/A606M .

2.1.8 Metallic-Coated Steel Sheet Pre-painted with Coil Stock Coating

Steel sheet metallic coated by the hot-dip process and pre-painted by the coil-coating process to comply with ASTM A755/A755M .

2.1.9 High-Strength Bolts, Nuts, and Washers

ASTM A325, heavy hex steel structural bolts; ASTM A563 heavy hex carbon-steel nuts; and ASTM F436 hardened carbon-steel washers.

Finish: Hot-dip zinc coating, ASTM A153/A153M .

2.1.10 Non-High-Strength Bolts, Nuts, and Washers

ASTM A307, ASTM A563, and ASTM F844.

Finish: ASTM A153/A153M .

2.1.11 Anchor Rods

ASTM F1554 ASTM A36/A36M, GALV .

a. Configuration: Straight.

b. Nuts: ASTM A563 hex carbon steel.

c. Plate Washers: ASTM A36/A36M carbon steel.

d. Washers: ASTM F436 hardened carbon steel.

e. Finish: Hot-dip zinc coating, ASTM A153/A153M .

2.1.12 Threaded Rods

ASTM A36/A36M .

a. Nuts: ASTM A563 hex carbon steel.

b. Washers: ASTM A36/A36M carbon steel.

c. Finish: Hot-dip zinc coating, ASTM A153/A153M .

SECTION 13 34 19 Page 16

2.1.13 Primer

SSPC-Paint 15, Type I, red oxide.

2.2 FABRICATION

2.2.1 General

Comply with MBMA MBSM - "Metal Building Systems Manual": Chapter IV, Section 9, "Fabrication and Erection Tolerances."

2.3 STRUCTURAL FRAMING

2.3.1 General

Clean all framing members to remove loose rust and mill scale. Provide 1 shop coat of primer to an average dry film thickness of 1 mil according to SSPC SP 2 . Balance of painting and coating procedures must conform to SSPC Paint 15 and SSPC Painting Manual .

2.3.2 Primary Framing

Manufacturer's standard structural primary framing system includes rigid frames in each orthogonal direction; rafter, rakes, and canopy beams; and trusses as required to provide the hip roof as indicated on the drawings;

withstand required loads and specified requirements. Provide frames with attachment plates, bearing plates, and splice members. Provide frame span and spacing indicated. Maximum column size at the base shall be 14" square. Primary frames shall be designed using a pinned column base.

Shop fabricate framing components by welding or by using high-strength bolts to the indicated size and section with base-plates, bearing plates, stiffeners, and other items required. Cut, form, punch, drill, and weld framing for bolted field erection.

2.3.3 Secondary Framing

Manufacturer's standard secondary framing members, including purlins, girts, eave struts, flange bracing, base members, gable angles, clips, headers, jambs, and other miscellaneous structural members. Fabricate framing from cold-formed, structural-steel sheet or roll-formed, metallic-coated steel sheet pre-painted with coil coating, unless otherwise indicated.

Shop fabricate framing components by roll-forming or break-forming to the indicated size and section with base-plates, bearing plates, stiffeners, and other plates required for erection. Cut, form, punch, drill, and weld secondary framing for bolted field connections to primary framing.

a. Purlins: C or Z-shaped sections; fabricated from steel sheet or structural-steel shapes; minimum depth As required to comply with system performance requirements .

b. Eave Struts: Unequal-flange, C-shaped sections; fabricated from steel sheet, built-up steel plates, or structural-steel shapes; to provide adequate backup for metal panels.

c. Flange Bracing: Structural-steel angles or cold-formed structural

SECTION 13 34 19 Page 17 tubing to stiffen primary frame flanges.

j. Miscellaneous Structural Members: Manufacturer's standard sections fabricated from cold-formed, structural-steel sheet; built-up steel plates; or zinc-coated (galvanized) steel sheet; designed to withstand required loads.

2.3.4 Bracing

To transfer roof loads to rigid frames or horizontal bracing at the roof level:

a. Rods: ASTM A36/A36M; ASTM A572/A572M ; or ASTM A529/A529M threaded a minimum of 6 at each end.

2.4 PANEL MATERIALS

2.4.1 Aluminum Sheet

Roll-form aluminum roof panels and fascia panels to the specified profile, with fy = .040 inch thickness and depth as indicated. Material must be plumb and true, and within the tolerances listed:

a. Aluminum Sheet conforming to ASTM B209, AA ADM and AA ASD1.

b. Individual panels to have continuous length to cover the entire length of any roof slope with no joints or seams and formed without warping, waviness, or ripples that are not part of the panel profile and free of damage to the finish coating system.

c. Provide panels with thermal expansion and contraction consistent with the type of system specified.

1. Profile and coverage to be a minimum height and width from manufacturer's standard for the indicated roof slope .

2. Profile to be a 1-1/2 inch high rib at 12 inches o.c. with small stiffening ribs, 38 inch overall width with 36 inch coverage and exposed fasteners.

2.4.2 Steel Sheet

Roll-form steel roof panels and fascia panels to the specified profile, 22 gauge and depth as indicated. Material must be plumb and true, and within the tolerances listed:

a. Galvanized Steel Sheet conforming to ASTM A653/A653M and AISI SG03-3 .

c. Individual panels to have continuous length to cover the entire length of any unbroken roof slope with no joints or seams and formed without warping, waviness, or ripples that are not part of the panel profile and free of damage to the finish coating system.

d. Provide panels with thermal expansion and contraction consistent with the type of system specified; profile and coverage to be a minimum height and width from manufacturer's standard for the indicated roof slope. Profile to be a 1-1/2 inch high rib at 12 inches o.c. with small stiffening ribs, 38 inch overall width with 36 inch coverage and exposed fasteners. Embossed Surface Texture.

SECTION 13 34 19 Page 18

2.4.3 Finish

All panels are to receive a factory-applied Kynar 500/Hylar 5000 finish consisting of a baked-on top-coat with a manufacturer's recommended prime coat conforming to the following:

a. Metal Preparation: All metal is to have the surfaces carefully prepared for painting on a continuous process coil coating line by alkali cleaning, hot water rinsing, application of chemical conversion coating, cold water rinsing, sealing with acid rinse, and thorough drying.

b. Prime Coating: A base coat of epoxy paint, specifically formulated to interact with the top-coat, is to be applied to the prepared surfaces by roll coating to a dry film thickness of 0.20 plus 0.05 mils. This prime coat must be oven cured prior to application of finish coat.

c. Exterior Finish Coating: Apply the finish coating over the primer by roll coating to dry film thickness of 0.80 plus 5 mils (3.80 plus 0.50 mils for Vinyl Plastisol) for a total dry film thickness of 1.00 plus

0.10 mils (4.00 plus 0.10 mils for Vinyl Plastisol). This finish coat must be oven-cured.

d. Interior Finish Coating: Apply a wash-coat on the reverse side over the primer by roll coating to a dry film thickness of 0.30 plus 0.05 mils for a total dry film thickness of 0.50 plus 0.10 mils. The wash-coat must be oven-cured.

e. Color: The exterior finish shall be in accordance with 09 06 00

SCHEDULES FOR FINISHES.

f. Physical Properties: Coating must conform to the industry and manufacturer's standard performance criteria as listed by the following certified test reports:

Chalking: ASTM DEFONLINE Color Change and Conformity: ASTM D2244 Weatherometer: ASTM G152, ASTM G153 and ASTM D822 Humidity: ASTM D2247 and ASTM D714 Salt Spray: ASTM B117 Chemical Pollution: ASTM D1308 Gloss at 60 degrees: ASTM D523 Pencil Hardness: ASTM D3363 Reverse Impact: ASTM D2794 Flexibility: ASTM D522/D522M Abrasion: ASTM D968 Flame Spread: ASTM E84

2.4.4 Repair Of Finish Protection

Repair paint for color finish enameled metal panel must be compatible paint of the same formula and color as the specified finish furnished by the metal panel manufacturer, conforming to ASTM A780/A780M .

SECTION 13 34 19 Page 19

2.5 MISCELLANEOUS METAL FRAMING

2.5.1 General

Cold-formed metallic-coated steel sheet conforming to ASTM A653/A653M unless otherwise indicated.

2.5.2 Fasteners for Miscellaneous Metal Framing

Refer to the following paragraph "FASTENERS".

2.6 FASTENERS

2.6.1 General

Type, material, corrosion resistance, size and sufficient length to penetrate the supporting member a minimum of 1 inch with other properties required to fasten miscellaneous metal framing members to substrates in accordance with the metal panel manufacturer's and ASCE 7 requirements.

2.6.2 Exposed Fasteners

Fasteners for metal panels to be corrosion resistant coated steel, aluminum, stainless steel, or nylon capped steel compatible with the sheet panel or flashing and of a type and size recommended by the manufacturer to meet the performance requirements and design loads. Fasteners for accessories to be the manufacturer's standard. Provide an integral metal washer matching the color of attached material with compressible sealing EPDM gasket approximately 3/32 inch thick.

2.6.3 Screws

Screws to be corrosion resistant coated steel, aluminum and/or stainless steel being the type and size recommended by the manufacturer to meet the performance requirements.

2.6.4 Rivets

Rivets to be closed-end type, corrosion resistant coated steel, aluminum or stainless steel where watertight connections are required.

2.6.5 Attachment Clips

Fabricate clips from steel hot-dipped galvanized in accordance with ASTM A653/A653M or Series 300 stainless steel. Size, shape, thickness and capacity as required meeting the insulation thickness and design load criteria specified.

2.7 ACCESSORIES

2.7.1 General

All accessories to be compatible with the metal panels; sheet metal flashing, trim, caps and similar metal accessories must not be less than the minimum thickness specified for the metal panels. Exposed metal accessories/finishes to match the panels furnished, except as otherwise indicated. Molded foam rib, ridge and other closure strips to be non-absorbent closed-cell or solid-cell synthetic rubber or pre-molded neoprene to match configuration of the panels.

SECTION 13 34 19 Page 20

2.7.2 Rubber Closure Strips

Closed-cell, expanded cellular rubber conforming to ASTM D1056 and ASTM D1667; extruded or molded to the configuration of the specified metal panel and in lengths supplied by the metal panel manufacturer.

2.7.3 Joint Sealants

2.7.3.1 Sealants

Sealants are to be an approved gun type for use in hand or air-pressure caulking guns at temperatures above 40 degrees F(or frost-free application at temperatures above 10 degrees F with minimum solid content of 85 percent of the total volume. Sealant is to dry with a tough, durable surface skin which permits it to remain soft and pliable underneath, providing a weather-tight joint. No migratory staining is permitted on painted or unpainted metal, stone, glass, vinyl, or wood.

Prime all joints to receive sealants with a compatible one-component or two-component primer as recommended by the metal panel manufacturer.

2.7.3.2 Shop-Applied

Sealant for shop-applied caulking must be an approved gun grade, non-sag one component polysulfide or silicone conforming to ASTM C920, Type II, and with a curing time to ensure the sealant's plasticity at the time of field erection.

2.7.3.3 Field-Applied

Sealant for field-applied caulking must be an approved gun grade, non-sag one component polysulfide or two-component polyurethane with an initial maximum Shore A durometer hardness of 25, and conforming to ASTM C920, Type II. Color to match panel colors.

2.7.3.4 Tape Sealant

Pressure sensitive, 100 percent solid with a release paper backing;

permanently elastic, non-sagging, non-toxic and non-staining as approved by the metal panel manufacturer.

2.8 SHEET METAL FLASHING AND TRIM

2.8.1 Fabrication

Shop fabricate sheet metal flashing and trim where practicable to comply with recommendations in SMACNA 1793 that apply to design, dimensions, metal, and other characteristics of item indicated. Obtain field measurements for accurate fit before shop fabrication.

Fabricate sheet metal flashing and trim without excessive oil canning, buckling, and tool marks and true to line and levels indicated, with exposed edges folded back to form hems.

SECTION 13 34 19 Page 21

2.9 FINISHES

2.9.1 General

Comply with NAAMM AMP 500 for recommendations for applying and designating finishes.

2.9.2 Appearance of Finished Work

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

PART 3 EXECUTION

3.1 EXAMINATION

Before erection proceeds examine with the erector present the concrete…