IDIQ Pre-Fabricated Precast Concrete Building Specifications.pdf

RCAG/RTR IDIQ

PRE-FABRICATED PRECAST CONCRETE BUILDINGS

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.

A. American Concrete Institute (ACI)

1. ACI 117, Standard Specifications for Concrete Construction and Materials.

2. ACI 301, Structural Concrete for Buildings

3. ACI 304, Measuring, Mixing, Transporting, and Placing Concrete.

4. ACI 309, Consolidation of Concrete.

5. ACI 318, Building Code Requirements for Reinforced Concrete

B. American Society Testing and Materials (ASTM)

1. ASTM A36, Carbon Structural Steel

2. ASTM A82, Steel Wire for Concrete Reinforcement

3. ASTM A108, Steel Bars, Carbon, Cold-Finished, Standard Quality

4. ASTM A153, Zinc Coating (Hot-Dip) on Iron and Steel Hardware

5. ASTM A185, Welded Steel Wire Fabric for Concrete Reinforcement

6. ASTM A497, Welded Deformed Steel Wire Fabric for Concrete Reinforcement

7. ASTM A615, Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

8. ASTM C33, Concrete Aggregates

9. ASTM C150, Portland Cement

10. ASTM C494, Chemical Admixtures for Concrete

11. ASTM C618, Coal Fly Ash for Use as a Mineral Admixture in Concrete

C. American Welding Society (AWS)

1. AWS D1.1, Structural Welding Code – Steel

2. AWS D1.3, Structural Welding Code – Sheet Steel

3. AWS D1.4, Structural Welding Code – Reinforcing Steel

D. Concrete Reinforcing Steel Institute (CRSI): CRSI Manual of Standard Practice

E. Precast/Prestressed Concrete Institute (PCI)

1. PCI MNL-116, Manual of Quality Control for Plants and Production of Precast and Prestressed Concrete Products

2. PCI MNL-120, Design Handbook: Precast and Prestressed Concrete

3. PCI MNL-123, Manual of Design Connections for Precast/Prestressed Concrete

4. PCI MNL-124, PCI Design for Fire Resistance of Precast/Prestressed Concrete

5. PCI MNL-127, Recommended Practice for Erection of Precast Concrete

F. ASCE 7 – American Society of Civil Engineers 7 Standards

1.2 GENERAL REQUIREMENTS

1.2.1 Scope of Work

This contract is strictly for the design, manufacturing, delivery, and placement of associated pre-cast concrete shelters.

Designs shall include site specific, structurally analyzed and PE stamped shelter and shelter foundation designs.

Delivery and placement shall include all work associated with shelter interior and exterior requirements.

Shelter foundation shall be installed per drawings by separate site specific project GC (not associated with this contract.) Shelter contract responsible for all delivery and installation of shelter and all shelter-mounted equipment.

1.2.2 Structural Performance

Provide concrete building systems capable of withstanding the effects of gravity loads and the following loads and stresses within the limits and conditions indicated.

1.2.2.1 Engineering

Design concrete building systems conforming to procedures described in the building code.

1.2.2.2 Design Loads

Conform to the requirements of the building code applicable to the project geographical location.

1.2.2.3 Dead and 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.

Risk Category: IV Wall Dead Load: 65 psf Floor Live Loads: 250 psf Floor Dead Load: 45 psf Roof Live Load: 40 psf Roof Dead Load: 45 psf

1.2.2.4 Roof Snow Loads

Include vertical loads induced by the ground snow load at the project site of 35 psf. Allow for unbalanced and drift loads. Ground Snow Load: 30 psf.

1.2.2.5 Wind Loads

Include horizontal loads induced by a basic wind speed Project site of 190 mph. Wind Exposure Category: C.

1.2.2.6 Collateral Loads

Include additional dead loads other than the weight of building system for permanent items such as sprinklers, mechanical systems, electrical systems, and ceilings if any.

1.2.2.7 Auxiliary Loads

Include dynamic live loads, such as those generated by cranes and materials-handling equipment indicated on detail drawings.

1.2.2.8 Load Combinations

Design concrete building systems to withstand the most critical effects of load factors and load combinations as required by the building code applicable to the project location.

1.2.2.9 Deflection Limits

Design framing system and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live load deflection, shrinkage and creep of primary building structure, and other building movements. Member deflections shall meet the limits of ACI 318 and PCI

MNL-116.

1.2.3 Seismic Performance

Design and engineer concrete 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.

Seismic Design Cat: D Seismic Importance Factor: 1.5 Basic Seismic Force Resisting System: Bearing wall system w/ ordinary reinforced concrete shearwalls.

Seismic Analysis Procedure: Equivalent Lateral Force Procedure.

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 girt) for end bays.

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

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

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.

g. Terminology Standard: Refer to building code for definitions of terms for concrete building system construction not otherwise defined in this Section or in referenced standards.

1.4 SYSTEM DESCRIPTION

Structure Interface and Integration with Building: Design precast concrete units to integrate and interface with building components, concrete structures, mechanical and electrical components, and other related systems. Provide precast concrete units to conform to the dimensions and configurations shown on the contract bid Documents or Drawings.

1.4.1 All work shall conform to the standards of the applicable building codes:

a. International Building Code, 2015 Edition

b. Americans with Disabilities Act, Current Edition

c. International Mechanical Code, 2015 Edition

d. International Plumbing Code, 2015 Edition

e. National Electrical Code, 2014 Edition

f. International Fire Code, 2015 Edition

1.5 SUBMITTALS

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

SD-01 Preconstruction Submittals

Manufacturer's Qualifications;

SD-02 Shop Drawings

Detail Drawings;

SD-03 Product Data

Manufacturer's data indicating percentage of recycle material of the following to verify sustainable acquisition compliance;

Manufacturer's catalog data;

SD-04 Design Data

Manufacturer's descriptive and technical literature;

Manufacturer's building design analysis;

SD-05 Test Reports

Test reports;

Coatings and base metals;

Factory Color Finish Performance Requirements;

SD-06 Manufacturer's Instructions

Installation of Roof and Wall panels;

Shipping, handling, and storage;

SD-7 Closeout Submittals

Manufacturer's Warranty;

Contractor's Warranty for Installation;

1.6 QUALITY ASSURANCE

1.6.1 General

Precast Concrete Structure Manufacturer shall perform work in compliance with applicable requirements of ACI 318, and PCI MNL-116, PCI MNL-120, PCI MNL-123, PCI MNL-124, and PCI

MNL-127.

1.6.2 Manufacturer's Technical Representative

The representative must have authorization from manufacturer to approve field changes and be thoroughly familiar with the products, erection of structural framing and installation of roof and wall panels in the geographical area where construction will take place.

1.6.3 Manufacturer's Qualifications

Concrete building system manufacturer must have a minimum of five (5) years experience as a qualified manufacturer of concrete building systems and accessory products. Manufacturer must have ability to perform a monolithically poured shelter.

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 building code in the geographic area where the construction will take place and ASTM E1592.

Provide certified engineering calculations using the products submitted for:

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

b. Roof Dead and Live Loads

c. Collateral Loads

d. Foundation Loads

e. Roof Snow Load

f. Seismic Loads

1.6.4 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 and must be approved and certified by the metal building system manufacturer.

1.6.5 Single Source

Obtain primary and secondary components and structural framing members, each type of roof, wall and liner panel assemblies, 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 D1.1/D1.1M, AWS D1.3/D1.3M, and AWS D1.4/D1.4M.

1.6.7 Structural Steel

Comply with AISC 325,[ AISC 341 for seismic impacted designs,] AISC 360, for design requirements and allowable stresses.

1.6.8 Cold-Formed Steel

Comply with AISC/AISI 240 and AISI SG03-3 for design requirements and allowable stresses.

1.6.9 Fire-Resistance Ratings

Where indicated, provide structural precast concrete units whose fire resistance meets the prescriptive requirements of the governing code or has been calculated according to ACI 216.1/TMS 0216.1, “Standard Method for Determining Fire Resistance of Concrete and Masonry Construction Assemblies,” and is acceptable to authorities having jurisdiction.

1.7 SHIPPING, HANDLING AND STORAGE

1.7.1 Delivery

a. Store units with adequate dunnage and bracing and protect units to prevent contact with soil, staining, and to prevent cracking, distortion, warping or other physical damage.

b. Store units, unless otherwise specified, with dunnage the full length of long walls of each building.

c. Place stored units so identification marks are clearly visible, and units can be inspected.

d. Deliver all structural precast concrete units in such quantities and at such times to assure compliance with the schedule and proper setting sequence to ensure continuity of installation.

e. Handle and transport units in a position consistent with their shape and design in order to avoid excessive stresses which would cause cracking or damage.

f. Place dunnage of even thickness between each unit.

g. Lift and support units only at designated points shown on the Shop Drawings.

1.8 PROJECT CONDITIONS

1.8.1 Weather Limitations

Proceed with installation preparation only when existing and forecasted weather conditions permit Work to proceed without water entering into existing panel system or building.

1.8.2 Field Measurements

1.8.2.1 Established Dimensions for Foundations

Comply with established dimensions on approved anchor [bolt] plans, established foundation dimensions, and proceed with fabricating structural framing. Do not proceed without verifying field measurements.

Coordinate anchor [bolt] installation to ensure that actual anchorage dimensions correspond to established dimensions.

1.9 COORDINATION

Coordinate size and location of concrete foundations and casting of anchor [bolt] inserts (if needed) into foundation walls and footings. Concrete, reinforcement, and formwork requirements are specified in Drawings and Specifications.

Coordinate installation of [HVAC system] [equipment supports] [ductwork and supports] [piping and supports] [and] [accessories], which are specified in Drawings and Specifications.

Coordinate installation of [roof curbs] [equipment supports] [and] [roof penetrations], which are specified in Drawings and Specifications.

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

1.10.2 Roof System Weather-Tightness Warranty

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

The warranty is to provide that if within the warranty period the roof panel system shows evidence of corrosion, perforation, rupture, lost of weather-tightness or excess weathering due to deterioration of the panel system resulting from defective materials and correction of the defective workmanship is to be the responsibility of the 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 5 days from date of notification.

1.10.3 Roof and Wall Panel Finish Warranty

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

The warranty is to provide that if within the warranty period the 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 building system manufacturer.

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

Repairs that become necessary because of defective materials and workmanship while roof and wall panel system is under warranty are to be performed within 48 hours after notification, unless additional time is approved by the Contracting Officer. Failure to perform repairs within 48 hours of notification will constitute grounds for having emergency repairs performed by others and not void the warranty.

PART-2 PRODUCTS

2.1 General

Provide materials and products to fabricate precast concrete structures in compliance with applicable requirements and reference standards.

Provide pre-fabricated precast concrete structures consisting of a monolithic unit. Coordinate installation of hollow metal door and window frames, electrical, plumbing, fixtures and other items as specified in this section.

2.2 Reinforcing materials

2.2.1 Rebar: ASTM A615 Gr. 60 and/or ASTM A706 (for welding applications only).

2.2.2 Welded Wire Fabric: ASTM A497.

2.3 STRUCTURAL MATERIALS

2.3.1 Structural Beam/Channels: ASTM A992.

2.3.2 Structural Tubing: ASTM A500 Gr. B.

2.3.3 Angles/Flats: ASTM A36.

2.4 CONCRETE MATERIALS

2.4.1 Portland Cement ASTM C 150, Type I-II

Use one brand of cement throughout Project unless otherwise acceptable to Architect.

2.4.2 Fine aggregate in accordance with ASTM C 33. Provide aggregates from a single source for exposed concrete.

2.4.4 Aggregates: Light-weight aggregate in accordance with ASTM C 330. Provide aggregates from a single source for exposed concrete.

2.4.5 Water: Potable.

2.4.6 Admixtures, General: Provide concrete admixtures that contain not more than 0.1 percent chloride ions.

2.4.7 Water-Reducing Admixture: ASTM C 494, Type F & G.

2.4.8 High-Range Water-Reducing Admixture: ASTM C 494, Type E.

2.5 RELATED MATERIALS

2.5.1 Liquid Membrane-Forming Curing Compound: Liquid-type membrane-forming curing compound complying with ASTM C 309, Type 1, Class A. Moisture loss not more than 0.55 kg/sq. meter when applied at 200 sq. ft./gal.

2.5.2 Epoxy Adhesive: ASTM C 881, two-component gel epoxy suitable for use on dry or damp surfaces.

Provide material type, grade, and class to suit Project requirements.

2.5.3 Roof Joint Epoxy: ASTM C 881, two-component gel epoxy suitable for use on dry or damp surfaces.

2.6 PROPORTIONING AND DESIGNING MIXES

Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use an independent testing agency acceptable to Architect for preparing and reporting proposed mix designs.

2.6.1 Proportion of concrete mixes: Expanded Clay Shale light weight concrete.

1. Designed Unit Weight: 115 (+/- 2) pounds per cubic foot.

2. Concrete strip strength: 2,750 psi at 24 hours.

3. Concrete compressive strength: 5,000 psi at 28 days.

2.6.2 Slump Limits: Proportion and design mixes to result in concrete slump at point of placement as follows:

1. The target slump limit shall be 7 (+/- 2) inches.

2. The slump shall be monitored by full time quality assurance plant personnel.

2.6.3 Adjustment to Concrete Mixes: Mix design adjustments may be requested by fabricator when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by Architect. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Engineer before using in Work.

2.7 ADMIXTURES

Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) in concrete, as required, for placement and workability or when pumping concrete.

Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 degrees F (10 degrees C).

Use admixtures for water reduction and set accelerating or retarding in strict compliance with manufacturer's directions.

2.8 CONCRETE MIXING

2.81 Concrete: Comply with requirements of ASTM C 94. Concrete must be produced/batched at the manufacturing facility location. Transit mixed concrete will not be accepted.

PART-3 EXECUTION

3.1 GENERAL

Coordinate the installation of joint materials and other related materials with placement of forms and reinforcing steel.

3.2 FORMS

Design, erect, support, brace, and maintain formwork to support vertical, lateral, static, and dynamic loads that might be applied until concrete structure can support such loads. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position. Maintain formwork construction tolerances and surface irregularities complying with the following ACI 318 and PCI MNL-116 limits: Provide Class B tolerances for concrete surfaces exposed to view.

Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, recesses, anchorages and inserts, and other features required in the Work.

Fabricate forms for easy removal without hammering or prying against concrete surfaces.

Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades.

Determine size and location of openings, recesses, and chases from trades providing such items. Accurately place and securely support items built into forms.

Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

3.3 PLACING REINFORCEMENT

Comply with ACI 318, PCI MNL-116, and CSRI: Manual of Standard Practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports and as specified.

Clean reinforcement of earth, ice, and other materials that reduce or destroy bond with concrete.

Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by Architect.

Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.

3.4 INSTALLING EMBEDDED ITEMS

Comply with PCI MNL-123 “Manual of Design for Connection for Precast and Prestressed Concrete Products” and as specified. Set and build into formwork anchorage devices and other embedded items required for other work that is attached to or supported by cast-in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached.

3.5 PREPARING FORM SURFACES

Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form-coating compound before placing reinforcement.

3.6 CONCRETE PLACEMENT

Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in.

Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing Concrete," and PCI MNL- 116 “Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products” as specified.

Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on concrete that has hardened sufficiently to cause seams or planes of weakness. Deposit concrete to avoid segregation at its final location.

Placing Concrete in Forms: Deposit concrete in forms in horizontal layers and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints.

Consolidate placed concrete by mechanical vibrating equipment. Use equipment and procedures for consolidation of concrete complying with ACI 309 and PCI MNL-116.

Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within limits of forms, until completing placement of a panel or section.

Consolidate concrete during placement operations so that concrete is thoroughly worked around reinforcement, other embedded items and into corners.

Bring slab surfaces to correct level with a straightedge and strike off.

Maintain reinforcing in proper position on chairs during concrete placement.

3.7 FINISHING

Smooth-Formed Finish: Provide a smooth-formed finish on formed concrete surfaces. Repair and patch defective areas with fins and other projections completely removed and smoothed.

Non-Formed Finish: Provide an acceptable, level surface on non-formed concrete surfaces with power screed or power trowel equipment. Repair and patch defective areas with fins and other projections completely removed and smoothed.

3.8 QUALITY CONTROL TESTING DURING FABRICATION

The fabricator will employ a full time quality assurance person or persons to perform tests and to submit test reports.

Sampling and testing for quality control during concrete placement may include the following, as directed by Engineer.

3.8.1 Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with ASTM C 94.

3.8.2 Slump: ASTM C 143; one test at point of discharge for each structure cast; additional tests when concrete consistency seems to have changed.

3.8.3 Compression Test Specimen: ASTM C 31; one set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required.

3.8.4 Compressive-Strength Tests: ASTM C 39; one set for each day's pour or for each structure cast; one specimen tested at 24 hours, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi.

a. Test results may be reported in writing to Architect and Contractor at their request. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 24 hour tests and 28-day tests.

b. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

3.9 CONSTRUCTION DESCRIPTIONS

3.9.1. Exterior Walls:

Exterior wall panels will be of solid or "ribbed" walls will be a minimum of four inches in thickness.

Properly reinforced 5000 psi lightweight concrete should be used for all roof panels. Panels should be poured to include all attachments necessary to lift and fully assemble the building units. Wall panels should be poured on flat smooth steel form-work. Small air pockets (1/4”) and pits will be acceptable.

3.9.2 Roofs:

Building roofs will be constructed of six-inch "ribbed" panel construction. Roofs must be bolted to adjoining walls. Properly reinforced 5000 psi lightweight concrete should be used for all roof panels.

Concrete ribs will be placed a maximum of 48" on center. Concrete ribs will be of adequate size to resist the loadings applicable of the building design.

3.9.3 Floors:

Building floors should be of six-inch ribbed construction with proper rib size and spacing to meet the required floor loadings. Increased floor thickness (up to 8”) may be required to meet floor live load requirements. Properly reinforced 5000 psi lightweight concrete should be used for all floor panels.

Concrete ribs will be placed a maximum of 48" on center. Concrete ribs will be of adequate size to resist the loadings applicable of the building design. Reinforcement should be properly placed in the concrete panel to provide adequate reinforcement, spacing and cover as required by ACI 318. Panels should be poured to include all attachments necessary to lift and fully assemble the building units. All concrete units should be poured on flat smooth steel form-work. Floor must be bolted to adjoining walls. All structures to be shipped with floor systems fully assembled to walls.

3.9.4 Transportation:

All buildings must be shipped fully assembled including walls, floors and roof. Building units should be transported to the site in a manner and with proper bracing to keep buildings from shifting or racking during the transportation process. Proper shipping protection should be used under the building units to keep any concrete floors from contacting trailer decks and absorb bumps during transport. Any openings must be weatherproofed during transport to the extent deemed necessary by the building supplier to keep any interior components from getting damaged.

3.9.5 Site Installation:

Building units to be set onto foundations adequately installed for this type of construction. High density plastic shims are to be placed under each unit at intervals to achieve a setting surface level to +/- 1/8".

During the installation process of the building units all wall and roof joints should be maintained flush and plumb with one and other. After final positioning of building units, all horizontal and vertical seams shall be weatherproofed. All building-to-foundation and building-to-building section interconnections shall be installed (anchored or welded) to meet code requirements for the installation. Connections must be designed and approved by a licensed structural engineer. All interior and exterior building joints shall be finished in a manner that complies with architectural finish schedule. Foundation design provided by manufacturer shall be designed and stamped by a licensed PE within the state of shelter installation.

PART-4 LIST OF STANDARD COMPONENTS/EQUIPMENT/FINISHES

4.1 GENERAL

This section of the specification provides a list of standard components, equipment and finishes for pre-fabricated precast concrete structures. The list is generic and may not contain all components/equipment/ finishes to address all location, design, or specific customer requirements.

4.2 EXTERIOR

A. Aggregate painted tan or as specified otherwise.

B. Trim Painted to match.

C. Peaked roof with overhang. ¼” per foot roof slope in all four directions with fully adhered rubber.

D. Membrane secondary roof seal and 2” overhang on all four sides.

E. Exterior penetrations as required and coordinated with client.

F. Eight (8) cast-in lift shackles.

4.3 INTERIOR

A. 3/4” Thick White HDPE Coated Plywood Paneling Walls and Ceiling.

B. Flooring: ESD Floor Coating, Staticwork Groundworx Ultra, Static Dissipative, Light Gray, 2 Copper Grounding Strips, Test IAW ANSI/ESD STM 7.1. Reference Drawings WASD-D-RCAG-E008, Detail 4 For Grounding C. Insulation R-11 Floor, R-19 Walls and Ceiling.

4.4 DOORS AND ACCESORIES

A. One (1) 3’6” x 7’ Exterior 18 Gauge 304 Brushed Stainless Steel Door with Cast-in 16 Gauge 304 Brushed Stainless Steel Door Frame with, NRP Non-Corrosive Hinges.

B. Door painted to match exterior trim.

C. Stainless Steel Lever Mortise Lockset with Deadbolt and Interchangeable 7-Pin Core.

D. Stainless Steel Pick Guard.

E. Aluminum Threshold and Door Sweep.

F. Weather-stripping.

G. Hydraulic Door Closer with Hold Open Feature.

H. 56” x 24” Fiberglass Awning.

I. Door stop.

J. Cable Entrance – 4” entry ports with caps as required.

K. Cable management: Required 12” Wide x 3” Deep Galvanized Steel Cable Tray with Ceiling Mounting Hardware, Three (3) 12” Wide x 4” Deep Galvanized Steel Vertical 90 Degree Cable Tray Factory Fittings, Factory Fittings for Changes in Direction, Required 4” and 6” Steel Wire Duct with Hinged Cover.

L. Telco/power entries as required.

Door core requirement Honeycomb

4.5 ELECTRICAL

A. Panelboard MDP Square D, NEMA 1, Type NQ, 225A bus rating, copper bus, 240V, single phase, 60Hz, 3 wire, surface mount, 10KAIC rated, 200A main breaker, 30 pole spaces, full hinged trim - door in door, QOB breakers, filler plates in unused spaces, typed directory in sleeve, UL label for service equipment. Reference the panel schedule for the number and sizes of breakers required. Nameplate shall be engraved in 1/16” thick phenolic letters, minimum of

3/8” high with white letters on black background, mounted with permanent self-adhesive with the following lettering:

PANEL MDP

120/240V, 1Ø, 3W

FED FROM MTS TVSS

B. Panelboard P Square D, NEMA 1, Type NQ, 225A bus rating, copper bus, 240V, single phase, 60Hz, 3 wire, surface mount, 10KAIC rated, MLO, 30 pole spaces, full hinged trim - door in door, QOB breakers, filler plates in unused spaces, typed directory in sleeve. Reference the panel schedule for the number and sizes of breakers required.

Nameplate shall be engraved in 1/16” thick phenolic letters, minimum of 3/8” high with white letters on black background, mounted with permanent self-adhesive with the following lettering:

PANEL P

120/240V, 1Ø, 3W

FED FROM PNL MDP BKRS 2/4

C. Panelboard A Square D, NEMA 1, Type NQ, 100A bus rating, copper bus, 240V, single phase, 60Hz, 3 wire, surface mount, 10KAIC rated, MLO, 30 pole spaces, full hinged trim - door in door, QOB breakers, filler plates in unused spaces, typed directory in sleeve, UL label for service equipment. Reference the panel schedule for the number and sizes of breakers required. Nameplate shall be engraved in 1/16” thick phenolic letters, minimum of 3/8” high with white letters on black background, mounted with permanent self-adhesive with the following lettering:

PANEL A

120/240V, 1Ø, 3W

FED FROM PNL MDP BKRS 1/3

D. Three (3) Panelboard TVSSs – Rayvoss, NEMA 1, 2-phase split type, phase indication LEDs, type Strikesorb 40 MOV, 120V strikesorb operating voltage, Rayvoss P/N 120-2S-M3-3-06-A. Nameplate shall be engraved in 1/16” thick phenolic letters, minimum of 3/8” high with white letters on black background, mounted with permanent self-adhesive with the following lettering:

PNL MDP TVSS

120/240V, 1Ø, 3W

FED FROM PNL MDP BKRS 28/30

PNL P TVSS

120/240V, 1Ø, 3W

FED FROM PNL P BKRS 28/30

PNL A TVSS

120/240V, 1Ø, 3W

FED FROM PNL A BKRS 28/30

E. Two (2) HVAC Safety Switchs Square D, Heavy Duty, NEMA 4X, stainless steel 304, 60A, non-fused, 3 wire, 3 pole, 600VAC, Square D P/N HU362DS. Provide solid neutral kit and equipment ground kit. Nameplate shall be engraved in 1/16” thick phenolic letters, minimum of 3/8” high with white letters on black background, mounted with permanent self-adhesive with the following lettering:

HVAC DISC 1

120/240V, 1Ø, 3W

FED FROM PNL MDP BKRS 5/7

HVAC DISC 2

120/240V, 1Ø, 3W

FED FROM PNL MDP BKRS 9/11

F. Four (4) 4’ Dual Strip LED Interior Light Fixtures with Switch and Lenses. Lithonia Style STL4.

G. Emergency Light & Exit Combination LED Type, Dual Head, Nicad Battery Pack, Lithonia P/N Quantum-

LHQM-LED-RED.

H. Four (4) Exterior Wall Mount Fixture, Indirect Light, LED Type with Integral Photocell. Lithonia Lighting

P/N CSXW-30C-700-40K-TFTM-120-DDBXD.

I. Four (4) Exterior 20A, Commercial Grade, 125V, GFCI Duplex Receptacles with LED Indicator, Extra Heavey Duty While-In-Use Covers, Surface Mount.

J. Eleven (11) Interior Receptacles, 20A, 125V, Commercial Grade, White, with Brushed Stainless Steel Covers.

K. Smoke Detctor, 120V, 9V Backup with Form C Relay Contact, Ceiling Mount. Gentex P/N 7139CS-C.

L. Interior Grounding: Five (5) 1/4” x 6” x 12” Copper Ground Plate Assemblies Wall Mounted, One (1) ¼” x 2” x 12” Copper Ground Plate Assembly with Three (3) 4” PVC Sleeves. #4/0 Green with Orange Tracer Insulated Stranded Copper conductor and #4/0 Green with Yellow Tracer Insulated Stranded Copper Conductor Interconnected IAW Drawing WASD-D-RCAG-E008. Bond Cable Tray and Wireway with #6 Insulated Copper Conductor IAW Drawing WASD-D-RCAG-E008.

M. Interior Conduit Shall Be UL Listed EMT with Compression Coupling. Exterior Conduit Shall Be UL Listed Galvanized Rigid Steel. UL Listed Liquid Tight Flexible Metal Conduit (LFMC) From HVAC Disconnect Switches to HVAC Units.

N. Cable Ladder, 12” Wide, 3” Tall, 6” Rung Spacing, Open Botton, No Cover, Galvanized Steel. Provide Splice Kits, Horizontal Tee’s, End Kits and All Hardware For a Complete Installation.

O. Wireway, UL 870 Listed, Type 1, ANSI 61, NEMA 1, Gray Acrylic Electrocoat Finish, Type 1 Hinged Cover, Sizes 6” x 6” and 4” x 4”. Provide All Hardware For a Complete Installation.

P. ESD Floor Coating, Staticwork Groundworx Ultra, Static Dissipative, Light Gray, 2 Copper Grounding Strips, Test IAW ANSI/ESD STM 7.1. Reference Drawings WASD-D-RCAG-E008, Detail 4 For Grounding.

Q. Two (2) 6” x 6” x 4” NEMA 4X, UL 50/50E, Stainless Steel, Continuous Hinge Door With Clamps, Bonding Provision On Door and Body.

4.6 MECHANICAL AND HVAC

A. Cooling / Heating Two (2) 47,000 BTU Eubank Heat Pumps and Thermostat Controls. Eubank Model #7AA2048H, Comstat 4 Thermostat Controller.

4.7 WARRANTY

4.7.1 MANUFACTURER'S WARRANTY

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

4.7.2 CONTRACTOR'S WARRANTY for INSTALLATION

Submit contractor's warranty for installation to the Contracting Officer prior to final commissioning and acceptance.

END OF SECTION