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READ AND **REMOVE THIS PAGE** BEFORE PLACING

THE SPECIFICATION SECTION IN THE CONTRACT

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[DIVISION 13: SPECIAL CONSTRUCTION]{.underline}

SECTION 13126 ‑ PRE‑ENGINEERED BUILDINGS

(Column and inclined Beam Frame)

USE: Construction and installation of a metal building over a previously
constructed concrete foundation. Unique job requirements may require
specific coverage in the following specification sections:

**NOTES TO SPECIFIER:**

A. Options within paragraphs are identified by enclosure in brackets;
blank spaces enclosed by brackets \[\_\_\_\_\_\] provide for information
to be inserted, as appropriate, to individual projects.

B. **TO AVOID CONFLICTING REQUIREMENTS AND COSTLY MISTAKES,** the
specifier must edit (delete, substitute or add to the text). The
remaining paragraphs must be renumbered.

C. DELETE FOR FINAL COPY: Notes to the Specifier, located between lines
of asterisks; all \[brackets\], [underlining]{.underline}, **boldface**,
and *italics*, within the paragraphs; and this page. (Open Reveal Codes
\[alt F3\] to do this accurately.)

D. [To Edit "(Footer B)":]{.underline} (Corel 8). **ENTIRE FOOTER SHOULD
BE BOLDED.** Click in the footer and delete the "Project Name (ftr B)"
text and replace it with the **Name of the Project (upper and lower
case)**. Replace date with current MM/YY (WITHOUT BRACKETS).

E. The Guide Specifications are intended to be continuously reviewed and
revised. User's technical comments are appreciated. Also, other related
or similar specification that are written "from scratch" that could
benefit others, or other questions can be sent to NSTC A/E Group, ST
110, or call (303) 987-6868.

**DRAWING DATA REQUIRED:**

**REQUIRED SPEC MODIFICATIONS:**

[GENERAL NOTES]{.underline}

A. Whenever entire articles, paragraphs or subparagraphs are not
applicable, the articles, paragraphs or subparagraphs should be deleted;
if necessary, reletter or renumber articles, paragraphs or
subparagraphs.

B. THIS GUIDE IS NOT INTENDED AS A SUBSTITUTE FOR READING THE ENTIRE
SECTION.

[TECHNICAL NOTES]{.underline}

A. 1.01B: Select or add applicable specification sections. Do not list
specification sections from Division 13.

B. SELECT applicable articles, paragraphs, or subparagraphs in Parts 1,
2, and 3.

C. 4.01 and 4.02: When a \"lump sum\" Contract is used, delete the title
PART 4: MEASUREMENT AND PAYMENT, and both articles from this section.
Measurement and payment will be addressed in Part 4 of \[Section 01009\]
\[or\] \[Section 01010\].

**REVISIONS OF THIS SECTION:**

CSI format, editorial changes: 11/01

Metric:

Technical Update: 08/89

SECTION 13126

PRE-ENGINEERED BUILDINGS

[PART 1: GENERAL]{.underline}

1.1 SUMMARY:

A. Section Includes: The work of this section consists of providing and
erecting a framed building having a gabled roof where located on the
drawings and as specified herein.

B. Re‑erection Capability: Steel building shall be designed and
constructed as to be weathertight, easily erected and with the exception
of the roof covering, capable of being dismantled and re‑erected.

C. Materials Furnished: Roofing, siding, anchor bolts, doors, windows,
hardware, fasteners, sealant and when specified, any other component
parts of the metal building only, including the erection of same. All
materials shall be new, unused and free from defects and imperfections,
and fabricated in a workmanlike manner.

D. Manufacturer: Building shall be the design of a manufacturer
regularly engaged in the fabrication of pre‑engineered structures
conforming as specified hereafter to the Metal Building Manufacturers
Association standards.

E. Structure: The building shall be a single span framed multiple‑bay
type having a gabled roof. The stability shall be obtained from the wall
and roof panels which shall basically combine both the structural
support and cover in one unit. Purlins shall be utilized and frames
provided.

F. Roof Slope: The gabled roof slope starting at both side wall eaves
and terminating at the ridge shall not be less than one‑third (1/3) of a
unit rise (vertical) to twelve (12) units run horizontal.

G. Length of Building: The multiple of structural bays shown on drawings
plus manufacturer\'s standard end framing dimension.

H. Width of Buildings: The out‑to‑out dimension of structural columns
plus manufacturer\'s standard side wall framing dimension.

I. Eave Height: Measured from bottom of base plate of columns to
intersection of lines representing inside surfaces of roof covering and
wall covering.

1.2 QUALITY ASSURANCE:

A. Failure Criteria: Not limited to the following:

1\. Building deflection sufficient to open joints.

2\. Structural joint failure.

1.3 REFERENCES:

A. American Institute of Steel Construction

AISC Steel Construction Manual

B. American Iron and Steel Institute

AISI Design of Light Gauge Cold‑Formed Steel Structural Members

C. American National Standards Institute

ANSI BL‑1‑60 Determining Tensile Stress Area of Threaded Ends of Rods

D. American Society for Testing and Materials

ASTM A 36‑84 Structural Steel

ASTM A 165‑80 Electrodeposited Coatings of Cadmium on Steel

ASTM A 307‑84 Carbon Steel Externally and Internally Threaded Standard
Fasteners

ASTM A 325‑84 High‑Strength Bolts for Structural Steel Joints, Including
Suitable Nuts and Plain Hardened Washer

ASTM A 446‑83 Steel Sheet, Zinc‑Coated (Galvanized) by the Hot‑Dip
Process, Physical (Structural) Quality

ASTM A 525‑83 Steel Sheet, Zinc‑Coated (Galvanized) by the Hot‑Dip
Process, General Requirements

ASTM A 529‑84 Structural Steel with 42,000 psi (290 MPa) Minimum Yield
Point (1/2 in) (12.7 mm) Maximum Thickness

ASTM A 570‑84 Hot‑Rolled Carbon Steel Sheet and Strip, Structural
Quality

ASTM A 572‑84 High‑Strength Low‑Alloy Columbium‑Vanadium Steels of
Structural Quality

ASTM A 607‑84 Steel Sheet and Strip, Hot‑Rolled and Cold‑Rolled,
High‑Strength, Low‑Alloy Columbium and/or Vanadium

E. American Welding Society

AWS Code for Welding in Building Construction

F. International Conference of Building Officials

ICBO Uniform Building Code ‑ 1985

G. Metal Building Manufacturer\'s Association

MBMA Recommended Design Practices Manual

1.4 SUBMITTALS:

A. Shop Drawings:

1\. Contractor shall furnish five copies of erection drawings showing
anchor bolt settings, sidewall, endwall and roof framing, transverse
cross sections and details as necessary to clearly indicate the proper
assembly of all structural building parts. Particular attention shall be
given special requirements of the concrete foundation configuration and
floor slabs.

2\. Submit drawings for approval and obtain approval before fabrication
of components.

3\. All drawings shall carry the stamp of a registered Professional
Engineer.

B. Manufacturer\'s Literature: Provide five copies of literature and
submit with shop drawings.

1.5 PRODUCT HANDLING:

A. Delivery: Structural and finish materials shall be loaded,
transported and unloaded in a manner which will not cause damage to any
structural member or mar any finish material.

1\. Should such damage or marring occur, the Contracting Officer will
determine the disposition thereof. Materials shall be either refinished
or replaced at no cost to the Government.

B. Storage: Protect from moisture by adequate covering materials and
store above ground level on blocks or other means. Rust or other
discoloration as a result of inadequate storage will be corrected as
directed.

1.6 JOB CONDITIONS:

A. Project Status: Correctly sized concrete foundations shall have cured
14 days minimum, anchor bolts shall have been accurately and completely
placed and tie‑rods installed.

[PART 2: PRODUCTS]{.underline}

2.1 MATERIALS:

A. General: All material shall be completely fabricated and prepared for
shipment knocked down including any necessary crating or bundling. All
parts of building shall be accurately made and true to dimension so that
in erecting of same, all parts will easily fit together. Field
modification of parts shall be in accordance with the best standard
procedure and shall be the responsibility of the building erector.

B. Anchor Bolts: Frame anchor bolts shall be of black steel having a
minimum yield point of 43,300 psi, unpainted and of proper size to
adequately resist all applicable design loads at base of the column.
They shall be positioned by the Contractor according to the dimensions
and locations shown on the anchor bolt layout.

1\. Wall\'s base channel shall be the drilled‑in expansion type 3/8\"
dia. steel‑placed 16\" o.c. max. Drive‑in or powder activated anchors
will not be allowed. Anchors shall be positioned in accordance with the
dimensions and locations shown on the erection drawings or anchor bolt
layout. Anchor bolts shall be supplied to Contractor by building
manufacturer.

2\. High strength bolts shall be black unpainted steel and shall conform
to the tentative specifications for steel machine bolts and nuts and tap
bolts ASTM A 325.

3\. All other bolts, nuts and tap bolts shall be in accordance with
tentative specification ASTM A 307 and shall be electro‑galvanized
conforming to ASTM A 164. In addition, a chromate conversion treatment
shall be applied over the protective zinc coating.

4\. Sheet metal screws and/or self‑tapping screws shall be Class #410
Stainless steel.

C. Base Metal Zinc‑coated Steel: Components shall have a minimum yield
point of 37,000 psi. All eave struts, rake girts and splice plates shall
be galvanized steel having a minimum G01 weight of zinc coating. All
eave plates, ridge, wall caps, flashings, jambs, lintels and base
channel shall be galvanized steel having a minimum G90 weight of zinc
coating or aluminized steel. The weight of zinc coating shall be in
accordance with ASTM A 525.

1\. Structural members of black steel shall be either hot‑rolled
structural shapes, cold‑formed shapes or built‑up shapes of welded plate
construction.

D. Cold‑Formed and/or Built‑Up Welded Shapes: Fabricated from the
applicable material (in accordance with the building manufacturer\'s
standards) as follows:

1\. Thickness range of .06\" through .25\" thick shall be material
tested in accordance with ASTM A 570 to meet or exceed a minimum yield
point of 36,000 psi.

2\. Thickness range of .06\" through .50\" thick shall be material
tested in accordance with ASTM A 529 to meet or exceed a minimum yield
point of 42,000 psi, or 50,000 psi, as applicable.

3\. Thickness range of .20\" through 1.125\" thick shall be material
tested in accordance with ASTM A 572 to meet or exceed a minimum yield
point of 42,000 psi or 50,000 psi, as applicable.

4\. Thickness range of .06\" through .25\" thick shall be material
tested in accordance with ASTM A 607 to meet or exceed a minimum yield
point of 50,000 psi or 70,000 psi, as applicable.

E. Hot‑Rolled Structural Shapes: Material conforming to ASTM A 36, A 529
or A 572 in accordance with the building manufacturer\'s standards.

F. Primer: All structural components of uncoated steel, except anchor
bolts and fasteners, shall be given one shop coat of rust‑inhibiting
primer.

G. Roof Covering: An exposed metal panel type with a factory‑applied
protective coating. The interlocking‑standing seam, aluminum coated
steel roof panels shall be noncombustible. The specific materials and
construction workmanship shall be as stipulated. See 2.3 below.

H. Wall Covering: Metal curtain‑wall type with a factory‑applied
protective coating. The interlocking ribbed color‑coated steel wall
panels shall be noncombustible and Class 1 as approved by Factory Mutual
System. The specific materials and construction workmanship shall be as
stipulated. See 2.3 below.

2.2 STRUCTURAL DESIGN BASIS:

A. Structural Steel Sections and Welded Plate Members: Design in
accordance with the latest edition of the AISC, \"Specification for the
Design, Fabrication, and Erection of Steel for Buildings.

B. Light Gauge Cold‑Formed Structural Members: Design in accordance with
the latest edition of AISI, \"Specification for the Design of Light
Gauge Cold‑Formed Steel Structural Members\".

C. Roof Purlin System: Supported by the endwalls and interior frames.
The eave strut shall frame into and between the columns and the
endwalls. The rake girt shall frame into and between the eave strut and
ridge purlins. Intermediate wall girts will not be permitted.

D. Roof and Wall Panels, Purlins and Frames: Properly braced and tied
shall be considered to carry all vertical loads. All horizontal loads
shall be resisted by the walls and frames. The roof system shall
distribute all racking forces form horizontal loads to the shear walls
or frames by diaphragm action, or by a supplemental tension bracing
system.

E. Interior Frames: Shall consist of constant depth (parallel flanges)
columns and rafters, partially fixed at the base; and, with a fixed
joint splice (if required) at the ridge shall have moment connections at
haunches to resist horizontal and uplift forces.

F. Intermediate Wall Girts: Not permitted.

G. Tension Bracing and/or Bridging: Permitted in the plane of the roof
but shall not obstruct the vertical clearance required. All wall planes
shall be void of any vertical plane tension bracing.

H. Door and Window Framed Openings: Designed to structurally replace the
sidewall panels displaced.

I. Design Loads:

1\. ab Roof live loads shall be applied to the horizontal roof
projection.

2\. Roof live load shall be minimum 10 pounds per square foot.

3\. Wind load applied to the structure shall be 15 pounds per square
foot pressure proportioned and applied as horizontal and uplift forces
as specified in the \"Recommended Design Practices Manual\" of MBMA.

4\. The entire structure shall be designed for the worst aggregate
loading condition using the above listed horizontal and vertical forces.

J. Primary Structural Supports:

1\. Constant section, welded plate columns and roof beams complete with
necessary splice members and plates.

2\. All base plates, cap plates, ridge plates, stiffener plates and
splice plates shall be shop fabricated in proper sizes and shall include
bolt connection holes of correct size and position.

3\. Primary structural members shall be shop fabricated complete with
all holes in webs and flanges for attachment of secondary structural
members and bracing.

K. Secondary Structural Supports:

1\. Purlins shall be precision roll‑formed sections engineered to
support loadings specified.

2\. Roof purlins shall be single span system over the interior frame
beams.

3\. Purlins shall contain factory punched or field drilled holes for
panel connections.

4\. Eave struts shall be unequal flange \"C\" sections cold formed.
Provide adequate backup for both roof and wall panels at building eave.

5\. Base support shall be continuous member provided to which base of
wall covering may be attached. This member may be a 14‑gauge galvanized
angle secured to floor with adjustable galvanized clips anchored with
hooked bolts.

L. Structural Shop Painting: Structural framing members, not galvanized,
shall be cleaned of all dirt, grease, oil and loose mill scale and given
one shop coat of zinc chromate‑iron oxide primer.

2.3 ROOF COVERING:

A. Interlocking‑Standing Seam Roof Covering: Shall carry an
Underwriters\' Laboratories, Inc. Uplift Classification of not less than
Class 30, shall consist of 16\" wide non‑embossed flush faced panels of
not less than 24 U.S. gage aluminum coated steel with 2\" high male and
female ribs. Panels shall be applied with he ribs upstanding (flush face
resting on or toward the purlins) and parallel to the roof slope.
Securement of the roof panel to the structural framing shall be with
exposed fasteners. Roof covering shall be securely fastened to each
support by self‑drilling screws provided

with a metal‑backed weather‑seal washer; three (3) fasteners per panel
per support at the ridge and three (3) at the eave; and one (1) fastener
per panel at each remaining intermediate support.

B. Self‑drilling Screws: Class #410 stainless steel cadmium coated in
accordance with ASTM A 165. All weather‑seal washers shall be of a
hydrocarbon‑based elastomer (synthetic rubber) with a stainless steel
backing.

C. Sealant: All longitudinal interlocking ribs as well as any transverse
end laps shall be properly sealed according to the manufacturer\'s
instructions, with non‑drying sealant. All interlocking ribs shall
contain sealant, factory applied in the female rib, and shall be crimped
together according to the manufacturer\'s instructions, immediately
after securing in place. All roof covering shall be properly flashed
and/or sealed at the eave, ridge and rake with necessary fascias, ridge
covers, etc. in accordance with the building manufacturer\'s standards.

D. Panels: Coated steel tested in accordance with ASTM A 446, to meet or
exceed a minimum yield point of 48,000 psi. The protective coating shall
be as noted previously.

E. Miscellaneous Accessories: Metal eave and rake trim, wall cap,
fascia, miscellaneous flashings, etc., shall be of steel having a
minimum yield point of 37,000 psi and shall be provided with a
protective coating in accordance with the building manufacturer\'s
standard.

F. Insulation: For an insulated roof system, the flexible blanket
insulation shall continue over its supports and compressed between the
roof panel an insulating 1\" spacer, and the purlin flange by the
fasteners. The flexible blanket insulation, with its vapor barrier
nearest the interior of the building, shall be 6\" thickness and .75 pcf
maximum density before compression. Including its vapor barrier facing,
the blanket insulation assembly shall have a flame spread (ASTM E 84)
rating no greater than 25 and is further specified elsewhere.

2.4 WALL COVERING:

A. Interlocking‑Ribbed Wall Covering: 16\" wide embossed trapezoidal
faced panels of not less than 24 U.S. gage acrylic enamel coated steel
with 3\" deep male and female ribs. Wall panels shall be applied to the
structural framing with the interlocking ribs toward the interior of the
structure. Interlocking ribs shall be secured 16\" o.c. at the base and
the support at which it terminates by means of an interior fastener.
Thru‑wall fastening is prohibited.

B. Interior Fasteners: Screws, bolts and nuts, etc., shall be of carbon
steel having a protective coating of either zinc or cadmium equal to or
exceeding the minimum requirements of ASTM A 164 or A 165 respectively.

C. Trapezoidal Wall Panels: Supplied in continuous lengths extending
from the base and terminating at the eave line. There shall be no other
horizontal joints in the wall surface except over and/or under framed
accessory openings.

D. Moisture Protection: Walls shall be properly flashed and/or sealed at
the base, eave, rake and where siding is spliced. Sealing compounds
shall conform to the building manufacturer\'s standards.

E. Panels: Coated steel tested in accordance with ASTM A 446, to meet or
exceed a minimum yield point of 37,000 psi. The protective coating shall
be as noted previously.

F. Miscellaneous Accessories: Metal eave and rake trim, wall cap,
fascia, miscellaneous flashings, etc., shall be of steel having a
minimum yield point of 37,000 psi and shall be provided with a
protective coating in accordance with the building manufacturer\'s
standard.

[PART 3: EXECUTION]{.underline}

A. Building Erection: In a safe manner using hoists or cranes as
necessary, and workmen experienced in this type of construction.

[PART 4: MEASUREMENT AND PAYMENT]{.underline}

4.1 METHOD OF MEASUREMENT:

A. Units: The work described in this section will not be measured for
payment.

4.2 BASIS OF PAYMENT:

A. Payment: No direct payment for the work described under this section
will be made. Contractor shall include consideration for this item in
the bid price for other items of the Contract.

END OF SECTION