######## PART 1 - GENERAL

######### **SCOPE**

The U.S. Fish and Wildlife is soliciting bids for the design and
construction of a 50x60, pre-engineered metal hangar building. The
building will be located at the McGrath Airport in the exact location of
the current FWS tent hangar as shown on attached site plan. The work
includes providing all design services for the structure and foundation
and the supply of all materials for the construction of the hangar
INCLUDING doors, windows, concrete, re-bar, foundation bolts as is
necessary to completely construct the structure. ALL materials shall be
fabricated and delivered to the project site in McGrath, Alaska as part
of this contract.

1.  Builiding Configuration:

Building configuration consists of the following:

-   60' wide x 50 ' deep x 20' low eave height

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-   3" insulated wall panels(SM40 26 ga interior and exterior R value 25
    2.5 psf )

-   5" insulated roof panels ( HR3 26 ga interior and exterior R value
    of 42 2.9 psf )

-   Primary and secondary pre-engineered steel with bolting hardware.

-   One 10x10 overhead door at the rear of the structure with 2" thick
    insulated with electronic operator

-   Two 3'x7 insulated steel personnel doors

-   One Schweiss Bi-Fold hydraulic hangar door 50' wide x 14' tall with
    Schwiess strap-lift opener.

-   Wind loads 120 mph Exp C

-   Snow loads Roof 90 psf

-   Siesmic zone 4

######### 

######### **QUALITY ASSURANCE**

The metal building system and associated site, and concrete foundation
and slab system shall be designed and engineered by the contractor.

The metal building system shall be designed, engineered and fabricated
by a Building Manufacturer who has been regularly engaged for at least
five (5) years in the design, engineering, and fabrication of the type
and quality herein specified. Prior to fabricating any portion of the
structure the Manufacturer shall submit complete engineered drawings and
calculations to the contracting officer for approval. These drawings
must be complete showing all members, sizes and shapes, all markings,
quantities, methods of fastening, and bracing. These drawings shall be
on 24 inch by 36 inch sheets, and all drawings and calculations shall be
stamped by discipline specific, registered in the state of Alaska,
Engineers.

The Contractor shall obtain the services of licensed Professional
Engineers to design the foundation and building systems. Engineers shall
be licensed in the state of Alaska. Before building erection submit
complete drawings and calculations to the contracting officer for the
foundation and building systems. These drawings shall be on 24 inch by
36 inch sheets, and all drawings and calculations shall be stamped by
discipline specific, registered, Alaskan Engineers.

######### **REFERENCED CODES - LATEST ADOPTED EDITION**

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.

AISC 316 - (1989) ASD Manual of Steel Construction

AISC 350 - (1999) Load and Resistance Factor Design (LRFD) Specification
for Structural Steel Buildings

IBC -- (2003) International Building Code

IMC -- International Mechanical Code

MBMA MBSM - (2002) Metal Building Systems Manual

IFC -- International Fire Code

SDI A250.8 - (2003) Standard Steel Doors and Frames, Steel Door
Institute

######### **SUBMITTALS**

Soils investigation report: Submit a copy of the soils investigation
report identifying soil profile, gradation and bearing capacities used
in foundation design documents.

Foundation design documents and calculations: Submit a copy of the
foundation design documents.

Shop Drawings: Before metal fabrication begins, submit complete design
drawings and calculations to the contracting officer. These drawings
shall show all members, sizes and shapes, all markings, quantities,
methods of fastening, bracing, concrete floor slab details, and
earthwork. These drawings shall be on 24 inch by 36 inch sheets, and all
drawings and calculations shall be stamped by discipline specific,
registered, Alaskan Engineers.

Product Date: Manufacturer\'s literature for individual building
component systems.

Certifications: Qualifications of the manufacturer, and qualifications
and experience of the building erector, subcontactors and engineers. 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.

Permits: Contractor shall obtain required building permits (State of
Alaska Fire Marshal permits) and submit copies to the contracting
officer.

Submit all copies of documents in both paper and electronic PDF format.

######### **DESIGN CRITERIA**

1.  Wind loads

Wind loads shall be applied in compliance with the IBC. Minimums shall
be:

-   Basic Wind speed: 120 mph

-   Classification Exposure: C

-   Wind Importance: 1.0

    1.  Miscellenous loads

Miscellenous loads shall be applied in compliance with the IBC. Minimums
shall be:

-   Dead Load: In accordance with the IBC section 16

-   Live Load: In accordance with the IBC table 1607.1

-   Roof Snow Load: In accordance with the IBC Section 1608

-   In addition to loads herein, the building frames shall be designed
    to support additional loads as required. These loads shall include
    garage doors, windows etc.

    1.  Seismic Forces

This building shall be designed and constructed to resist the earthquake
effects in accordance with the IBC Chapter 16. The Seismic Importance
Factor shall be 1.0.

2.  Foundations & Footings

The foundation and slab shall be designed under this contract for the
loads of the structure and the external loads as defined. Design of the
foundation shall be performed by an Alaskan Registered PE regularly
engaged in this type of work. The foundation design shall be FULLY
coordinated with the pre-fabricated structural design and the two
designs submitted for approval prior to fabrication of the structure.

Foundations shall be designed in accordance with the IBC with a factor
of safety of 1.5 for overturning, sliding and uplift. Allowable soil
bearing pressure shall be in accordance with IBC 2000 chapter 18.

There is no soils information available other than the fact that the
State of Alaska imported the base fill prior to lease of the site. The
contractor shall procure services necessary to profile the soils in the
construction site and shall continue to analyze the profile data to
arrive at necessary bearing capacities to design the foundation of the
structure.

3.  Steel

Structural steel members and their connections: Shall be designed in
accordance with AISC 316 or AISC 350. Aluminum structural members and
their connections shall be designed in accordance with AA ADM1. Framed
openings shall be designed to structurally replace the covering and
framing displaced.

Steel or aluminum roofing and siding shall be designed in accordance
with MBMA MBSM.

Gutters and downspouts shall be designed according to the requirements
of SMACNA Arch. Manual for storms which should be exceeded only once in
5 years, with adequate provision for thermal expansion and contraction.

1.  PART 2 -- PRODUCTS

######### 

2.  Concrete Work

### Portland Cement: ACI 318, f'c = 4,000 psi. {#portland-cement-aci-318-fc-4000-psi. .unnumbered}

###  {#section-2 .unnumbered}

3.  Reinforcing Steel

### Reinforcing steel shall be deformed bars conforming to ASTM A 615/A 615M or ASTM A 706/A 706M, grades and sizes as designed by the design engineer.  {#reinforcing-steel-shall-be-deformed-bars-conforming-to-astm-a-615a-615m-or-astm-a-706a-706m-grades-and-sizes-as-designed-by-the-design-engineer. .unnumbered}

######### 

4.  BUILDING CONFIGURATION

Buildings shall be a single-span structure with one of the following
framing systems: self-framing or rigid frame. Exterior doors, windows,
overhead door, and concrete slab shall be included in the metal building
system. Building shall be a manufacturer\'s advertised product.

5.  FRAMING

General: Primary framing and columns, purlins, girts, eave struts, other
structural members and clips shall be factory punched for easy and rapid
erection by field bolting, except where shop connections are used. Field
welding will not be permitted unless specified by the Building
Manufacturer and allowed by the design Engineer of Record.

Rigid Frames: Rigid Frames shall be complete with baseplates and splice
plates prepared for field-bolted connections. They shall consist of
built-up sidewall columns of tapered or constant web depths and rafters
with tapered or constant web depths as required by the Building
Manufacturer\'s design. The rigid frames shall be designed as pinned
base, with no moment transferred to the foundation. Steel for all
built-up sections shall meet as applicable the physical and chemical
properties of ASTM A 572 modified to 55,000 psi minimum yield and 70,000
psi minimum tensile strength, or ASTM A 607, Grade 55, or ASTM A 570,
Grade 55. Hot-rolled structural shapes shall comply with the
requirements of ASTM A36.

Secondary Framing Steel: Steel used to form the \"Z\" and \"C\" shaped
purlins, girts and eave struts shall be at least 8\" deep and not less
than 16 gauge, 55,000 psi minimum yield steel comparable to or exceeding
the requirements of ASTM A570. When designed as continuous beams, the
purlins and girts shall be checked for the combined bending and shear
stresses at the frame centerline and at the end of their laps.

6.  BRACING

######### 

######### The bracing may be either: 

##### Cables of ASTM A475, 7 strand, Extra-High-Strength material, 1/4\" diameter minimum. 

##### ASTM A36 rods, 1/2\" diameter minimum.

##### ASTM A36 angle, pipe or tube.

#### If X-bracing cannot be used, portal frames or fixed base endwall columns may be used. All bracing shall be designed in accordance with the provisions of the building code.

7.  STRUCTURAL PAINTING

The primary structural elements and secondary cold formed members will
be finished with two (2) coats of Building Manufacturer\'s standard
primer. Galvanized finish will be provided for components located at the
exterior of the building.

STRUCTURAL BOLTS

All field connections shall be made with black, unpainted ASTM A325 or
A307 bolts, nuts and washers as shown on the Building Manufacturer\'s
erection drawings. All bolts shall be installed and tightened in
accordance with the \"Specification of Structural Joints Using ASTM A325
or A490 Bolts\".

Anchor Bolts and Foundation Design: Anchor bolts shall be ASTM A307 and
installed in accordance with the Anchor Bolt Plan furnished by the
Building Manufacturer. Contractor and Building Manufacturer shall
coordinate to assure a complete and operable installation.

######### 

8.  ROOF/WALL PANELS AND FINISHES

1.01 WORK INCLUDED

Pre-insulated metal panel cladding system with insulating foam core for
the exterior walls, partitions, liners and roofs; including flashings,
trim and other accessories to make the system complete, as indicated on
the drawings and specified herein.

1.02 QUALITY ASSURANCE

B. Manufacturer's Qualifications

The manufacturer shall have a minimum of ten (10) years' experience in
production of factory foamed-in-place insulated metal panels.

1.03 SUBMITTAL

A. Complete shop drawings, including elevations, fastening patterns and
sections of each condition, shall be submitted for approval prior to
fabrication. Such drawings shall also include material type, metal
thickness, paint finish and manufacturer's installation suggestions.

B. Submit 1'-0" (30.48 cm) by full width sample panel indicating the
metal, texture and finish proposed.

C. Submit color chips.

1.04 WARRANTY

A. Submit manufacturer's written two (2) year limited warranty providing
panels to be free from defects in materials and workmanship, beginning
from the date of shipment of panels, excluding coil coatings (paint
finishes) that are covered under a separate warranty.

B. Submit manufacturer's written five (5) year limited warranty
providing panels to be free from gas blister formation of the foam core
to the exterior panel facing, beginning from the date of shipment of
panels.

C. The installation contractor shall issue a separate one (1) year
warranty against defects in installed materials and workmanship,
beginning from the date of substantial completion of the installation.

1.05 PERFORMANCE TESTING REQUIREMENTS

A. Structural Tests: The design load/deflection criteria shall be
verified from tests per ASTM E 72 *"Chamber Method"* using a 20 psf (.96
kPa) simulated wind load. A deflection limit of L/180 for exterior wall
panels, L/120 for partition and liner walls and L/240 for roofing panels
shall apply.

B. Thermal Transmission: When tested in accordance ASTM C 518,
"*measurement of steady state thermal transmission"*, the panels shall
provide a K-factor of .127 btu/sf/hr./deg. F at a 75°F (24°C) mean
temperature.

C. Vapor Barrier

1\. Air Infiltration: Air infiltration shall not exceed .06 cfm per
square foot of wall area when tested per ASTM E 283 at a static pressure
of 12 psf (.576 kPa)

2\. Static Water Penetration: There shall be no uncontrolled water
penetration through the panel joints at a static pressure of 20 psf (.96
kPa) when tested per ASTM E 331.

3\. Dynamic Water Penetration: There shall be no uncontrolled water
penetration through the panel joints when subjected to a 95 mph (153
kph) slip stream air flow and application of water for a 15 minute
period in accordance with AAMA501.1

4\. Condensation Resistance Factor: The minimum condensation resistance
factor of the panel shall be 92 when tested in general accordance with
AAMA 1503.1

D. Fire

1\. Surface Burning Characteristics: The insulated core shall have been
tested in accordance with ASTM E 84 for surface burning characteristics.
The core shall have a flame spread of 20 and a smoke developed rating of
145.

2\. Factory Mutual Research Corporation (FMRC) Standard 4880, 50' (15.24
m) High Corner Test for Unlimited Height Structures: The panel assembly
shall not support a self-propagating fire which reaches any limits of
the 50 foot (15.24 m) high corner test structure as evidenced by flaming
or material damage of the ceiling of the assembly.

E. Wind Resistance: The Roof Panels shall be approved by Factory Mutual
for 1-90 and 1-60 windstorm resistance.

F. Bond Strength

1\. Fatigue Test: The panel shall withstand deflection cycling at L/180
to two million alternate cycles with no evidence of delamination, core
cracking or permanent bowing.

2\. Freeze/Heat Cycling: The panel shall exhibit no delamination,
surface blistering or permanent bowing when subjected to cyclic
temperature extremes of -20°F (-28°C) to +180°F (+82°C) for twenty-one
(21) eight hour cycles.

3\. Humidity Test: The panel shall exhibit no delamination or metal
corrosion at interface when subjected to a 140°F (60°C) temperature and
100% relative humidity for a total of 1200 hours.

4\. Autoclave Test: The panel shall exhibit no delamination of the foam
core from metal skins when exposed to 2 psi (.122 kg/sq. cm) pressure at
a temperature of 212°F (100°C) for a total of 2 ½ hours.

PART 2 - PRODUCTS

2.01 ACCEPTABLE MANUFACTURER

Metl-Span III CF-42 and CF-45 panels as manufactured by Metl-Span I,
Ltd. of Lewisville, TX 75057, USA, Phone: (972) 221-6656, Fax: (972)
436-0648, [**www.metl-span.com**](http://www.metl-span.com/). Or
aopproved equal.

**All Weather Panels -** 929 Aldridge Road, Vacaville, Ca 95688:
Customer Service Department Ph:   707-359-2280 FX - 707-359-2286
[Sales@awipanels.com](mailto:  Sales@awipanels.com) Or aopproved equal.

2.02 PANEL DESIGN

A. Construction: Pre-insulated wall panels shall have roll-formed
exterior and interior faces chemically bonded to a continuously
foamed-in-place polyurethane core. The steel faces shall have
non-directional stucco embossed texture. Laminated panels shall not be
accepted.

B. Panel Units shall be: (select one or more) (or approved equal)

1.  Profiled Wall Panels: Metl-Span III concealed fastener wall panels,

\*CF-30 Wall Panel, (76.2 cm module width), with Mesa face.

\*CF-36 Wall Panel, (91.44 cm module width), with with Mesa face.

\*CF-42 Wall Panel, (106.68 cm module width), with with Mesa face.

\*CF-45 Partition Panel, (113.03 cm module width), with with Mesa face
3" thick with a Mesa profiled liner.

2.  Roof Panel: Metl-Span III standing lap seam roof panel, with 1 ¼"
    (3.175 cm) high overlapping rib at panel joint with Mesa pattern
    between the ribs, \*SLR-45 Roof Panel, (44 ½"/113.03 cm module
    width), 5" thick with a Mesa profiled liner.

C. Side Connections:

1\. The side joints of the CF-24A, CF-30A, CF-36A, CF-30, CF-36, and
CF-42 wall panel shall have offset double tongue and groove joinery with
an extended metal shelf allowing fasteners to penetrate both metal faces
with clips concealed in the side joint.

2\. The side joint of the CF-45 partition panel shall have offset double
tongue and groove joinery. The CF-45 partition panel shall be attached
with back fasteners or through fasteners.

D. Sealants: All Sealants shall be field applied to insure maximum vapor
and water tightness.

2.03 MATERIALS

A. The exterior face gauge shall be 26 Ga. thick, G-90 galvanized steel
conforming to ASTM A-653, minimum grade 33 with stucco embossed
texture.\
B. The interior liner shall be 24 Ga. thick, G-90 galvanized steel
conforming to ASTM A-653 minimum grade 33 with stucco embossed texture.

C. Foam core shall be continuously foamed-in-place, Blister-Free,
Non-CFC polyurethane, with the following nominal properties:

1\. 92% closed cell structure.

2\. Density: minimum 2.0 lbs./cu. ft. (32.1 kg/cu. m) minimum.

3\. Compressive Strength: 22 psi (152 kPa).

4\. Tensile Strength: 33 psi (228 kPa).

5\. Shear Strength: 21 psi (145 kPa).

D. Flashing and trim shall be brake-formed sheet metal in the same
thickness and finish to match the panels.

2.04 FINISHES

A. Exterior face sheet shall be treated with 0.2 mil (5 microns) base
primer, followed by a nominal 0.7 mil (17.5 microns) finish coat of full
strength PVF2 fluoropolymer in manufacturer's standard colors.

B. The interior sheet shall be 0.2 mil (5 microns) primer, and a nominal
0.7 (17.5 microns) siliconized polyester coating in USDA accepted Polar
White.

2.  DOORS

### Personnel Doors and Frames: Steel doors shall meet SDI A250.8 Level 4, physical performance Level A, Model 1 with core construction as required by the manufacturer. Frames shall be constructed of 14 gauge thick material, core thickness with PVC thermal break frame. Fabricate frames as welded unit and for knock down field assembly. Fabricate frames and doors with hardware reinforcement plates welded in place. Close top edge of exterior door flush with inverted steel channel closure. Seal joints watertight.Configure exterior frames with special profile to receive snap‑in weatherstripping. Exit doors, shall always be openable from the inside by the simple turn of a knob or push on a panic bar without use of a key or any special knowledge or effort.  {#personnel-doors-and-frames-steel-doors-shall-meet-sdi-a250.8-level-4-physical-performance-level-a-model-1-with-core-construction-as-required-by-the-manufacturer.-frames-shall-be-constructed-of-14-gauge-thick-material-core-thickness-with-pvc-thermal-break-frame.-fabricate-frames-as-welded-unit-and-for-knock-down-field-assembly.-fabricate-frames-and-doors-with-hardware-reinforcement-plates-welded-in-place.-close-top-edge-of-exterior-door-flush-with-inverted-steel-channel-closure.-seal-joints-watertight.configure-exterior-frames-with-special-profile-to-receive-snapin-weatherstripping.-exit-doors-shall-always-be-openable-from-the-inside-by-the-simple-turn-of-a-knob-or-push-on-a-panic-bar-without-use-of-a-key-or-any-special-knowledge-or-effort. .unnumbered}

Overhead Doors: Overhead Doors shall be manually operated, sectional
doors with a 10'x10' clear opening. Form door sections of hot-dipped
galvanized steel not lighter than 24 gage with longitudinal integral
reinforcing ribs and flat bottom V-grooves. Sections shall be not less 2
inches in thickness. Meeting rails shall have interlocking joints to
ensure a weathertight closure and alignment for full width of the door.
Sections shall be of the height indicated or the manufacturer\'s
standard, except the height of an intermediate section shall not exceed
24 inches. Bottom sections may be varied to suit door height, but shall
not exceed 30 inches in height. Provide hinges, brackets, rollers,
locking devices, and other hardware required for complete installation.
Roller brackets and hinges shall be 14 gage galvanized steel. Rollers
shall have ball bearings and case-hardened races. Provide reinforcing on
doors where roller hinges are connected. Provide a positive locking
device and cylinder lock with two keys on manually operated doors.
Provide lifting handles on both sides of door. The force required to
operate the door shall not exceed 25 pounds. Provide pulldown straps or
ropes at bottom of doors over 7 feet high.

### Windows: Windows to be double pane, casement type manufactured of extruded, high impact resistant, rigid polyvinyl chloride (PVC), Series 1000, as manufactured by Best Windows or approved equal. {#windows-windows-to-be-double-pane-casement-type-manufactured-of-extruded-high-impact-resistant-rigid-polyvinyl-chloride-pvc-series-1000-as-manufactured-by-best-windows-or-approved-equal. .unnumbered}

3.  RESTRICTED MATERIALS

No materials containing asbestos in any form shall be allowed. Where
materials or equipment provided by the Contractor are found to contain
asbestos, such items shall be removed and replaced with non-asbestos
items. Entire cost of asbestos removal and disposal and cost of
installing new items shall be the responsibility of the Contractor.

END OF SECTION 13120