ATTACHMENT 3.pdf

TABLE OF CONTENTS

Replacement of Heating, Ventilation, and Air Conditioning (HVAC) System

Serving the Gibbsboro (QIE) ARSR-4 1501 Pole Hill Drive

Gibbsboro, NJ

Div./Section Title

TECHNICAL SPECIFICATIONS

DIVISION 02 SITEWORK

Section 02 41 19 – Electrical Demolition

DIVISION 03 CONCRETE

Section 03 30 00 – Cast-In-Place Concrete

DIVISION 05 METALS

Section 05 12 00 - Structural Steel Section 05 53 00 - Gratings

DIVISION 07 THERMAL AND MOISTURE PROTECTION

Section 07 84 13 - Through-Penetration Fire-Stop Systems

DIVISION 09 FINISHES

Section 09 51 00 - Suspended Acoustical Ceiling Section 09 90 00 - Painting

DIVISION 23 HEATING, VENTILATION & AIR CONDITIONING

Section 23 01 00 - Mechanical General Provisions Section 23 05 00 - Basic Mechanical Materials and Methods Section 23 05 13 – Motors and Controllers Section 23 05 29 – Hangers and Supports Section 23 05 48 – Mechanical Vibration and Seismic Controls Section 23 05 53 - Mechanical Identification Section 23 05 93 - Testing, Adjusting, and Balancing Section 23 07 13 - Duct Insulation Section 23 07 19 – HVAC Piping Insulation Section 23 09 00 - Instrumentation and Control for HVAC Section 23 09 13.23 – Air Duct Smoke Detectors Section 23 23 00 – Refrigeration Piping and Specialties Section 23 31 13 - Ductwork Section 23 33 00 - Duct Accessories Section 23 63 13 – Air Cooled Condensing Units Section 23 81 13 - Packaged Terminal Air Conditioners

QIE ARSR-4 HVAC Replacement Table of Contents Gibbsboro, NJ TOC-1

Div./Section Title

DIVISION 26 ELECTRICAL POWER

Section 26 05 00 - Basic Electrical Materials and Methods Section 26 05 19 - Conductors and Cables Section 26 05 26 – Grounding and Bonding Section 26 05 29 - Supporting Devices Section 26 05 33 - Raceways and Boxes Section 26 05 36 - Cable Trays Section 26 05 48 – Seismic Controls for Electrical Work Section 26 05 53 - Electrical Identification Section 26 18 23 - Transient Voltage Surge Suppression Section 26 24 00 - Panelboards Section 26 26 00 – Overcurrent Protective Device Coordination Section 26 28 16 - Enclosed Switches and Circuit Breakers Section 26 29 13 - Enclosed Controllers

QIE ARSR-4 HVAC Replacement Table of Contents Gibbsboro, NJ TOC-2

DIVISION 02 41 19

ELECTRICAL DEMOLITION

PART 1 – GENERAL

1.1 SUMMARY

This section includes Demolition and Removal, and/or relocation and extension, of electrical installations and facilities as indicated on Contract Drawings.

PART 2 – PRODUCTS - Not Used.

PART 3 – EXECUTION

3.1 EXAMINATION

A. Verify that field measurements and circuiting arrangements are as shown on drawings.

B. Verify that abandoned wiring and equipment serve only abandoned facilities.

C. Demolition is based on limited field observation and existing record documents.

Report discrepancies to RE before disturbing existing installation.

D. Subcontractor signifies his acceptance of existing conditions by his commencement of demolition.

3.2 PREPARATION

A. Coordinate service outages with FAA through the RE.

B. Provide temporary wiring and connections to maintain existing systems in service during construction, as required.

C. Work performed on energized equipment or circuits shall be accomplished by personnel experienced in such operations in coordination with RE.

3.3 DEMOLITION AND EXTENSION OF EXISTING ELECTRICAL SYSTEMS

A. Coordinate demolition of existing electrical systems with all other disciplines.

B. Remove, relocate, and extend existing installations to accommodate new construction.

QIE ARSR-4 HVAC Replacement { Parsons Electrical Demolition Gibbsboro, NJ 02 41 19-1

C. Remove all abandoned wiring to source of supply. No wiring may be abandoned in-place unless otherwise noted on Contract Drawings.

D. Remove exposed abandoned conduit. Cut conduit flush with walls and floors, and patch surfaces. Concealed conduit, abandoned in place, shall be cut out approximately two inches beyond the face of adjacent construction, plugged, and the adjacent surface patched to match existing.

E. Disconnect and remove electrical devices and equipment serving utilization equipment that has been removed.

F. Repair adjacent construction and finishes damaged during demolition and extension work.

G. Maintain access to existing electrical installations which remain active. Modify installation or provide access panel as appropriate.

H. Extend existing installations using materials and methods as specified.

I. Equipment specified or indicated to be demolished shall be removed from the project site and shall not be reused unless authorized by the Contract Administrator in writing.

3.4 CLEANING AND REPAIR

Clean and repair existing materials and equipment which remain or are to be reused.

3.5 INSTALLATION

Furnish and install temporary construction power as required for this project.

END OF SECTION

QIE ARSR-4 HVAC Replacement { Parsons Electrical Demolition Gibbsboro, NJ 02 41 19-2

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 – GENERAL

1.1 SCOPE

This Section specifies cast-in-place concrete and precast concrete, including framework, reinforcing, mix design, placement procedures and finishes.

1.2 CODES AND STANDARDS

Comply with provisions of the following codes, specifications and standards, except where more stringent requirements are shown or specified.

1. ACI 318 – “Building Code Requirements for Reinforced Concrete”.

2. Concrete reinforcing Steel Institute (CRSI), “Manual of Standard Practice”.

1.3 SUBMITTALS

Submit mix design for all classes of concrete and all laboratory or field tests performed in accordance with Paragraph 3.14.

PART 2 – PRODUCTS

2.1 FORM MATERIALS

A. Forms for Exposed Finish Concrete:

Plywood, metal, metal-framed plywood faced or other acceptable panel-type materials to provide continuous straight, smooth, exposed surfaces. Furnish in large practicable sizes to minimize number of joints and to conform to joint system shown on the drawings.

B. Forms for Unexposed Finish Concrete:

Provide plywood, lumber, metal or other acceptable material. Lumber shall be dressed on at least two edges and one side for tight fit.

2.2 PLYWOOD FORMS

Use plywood complying with U.S. Product Standard PS-1 “B-B (Concrete form) Plywood, Class 1 Exterior grade or better, mill-oiled and edge-sealed with each piece bearing legible inspection trademark.

2.3 FORM COATINGS

Provide commercial form coating that will not bond with stain or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

QIE ARSR-4 HVAC Replacement PARSONS Cast-in-Place Concrete Gibbsboro, NJ Rev. 0 03 30 00-1

2.4 FORM TIES

Factory-fabricated, adjustable-length- removable or snap-off metal form ties designed to prevent form deflection and to prevent spalling concrete upon removal. Provide units that will leave no metal closer that 1-1/2 inches to prevent exposed surface. Provide ties that when removed will leave holes not larger that 1-inch diameter in concrete surface.

2.5 REINFORCING BARS

A. Reinforcing Bars:

ASTM A 615 Grade 60, deformed except A307 for bars to be welded. Detailed and fabricated in accordance with ACI 315.

B. Welded Wire Fabric:

ASTM A 185 Welded steel wire fabric

C. Supports for Reinforcement:

Bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing bars and welded steel wire in place. Use wire-bar-type supports complying with CRSI specifications.

1. For slabs-on-grade, use supports with sand plates or horizontal runners where base material will not support chair legs.

2. For exposed-to-view concrete surfaces where legs of supports are in contact with forms, provide supports with legs that are plastic protected (CRSI, Class 1) or stainless steel protected (CRSI, Class 2).

2.6 CONCRETE MATERIALS

A. Portland Cement: ASTM C 150 Type 1 – Use one brand of cement throughout project.

B. Fly Ash: ASTM C 618 Type C or Type F.

C. Normal Weight Aggregated: ASTM C33 and as herein specified. Provide aggregates from a single source.

1. Do not use fine or coarse aggregates containing deleterious substances that cause spalling.

2. Local Aggregates not complying with ASTM C33but that special tests or actual services have shown to produce concrete of adequate strength and durability may be used when acceptable to RE.

D. Water: Potable

E. Admixture, General: Provide admixtures for concrete that contain no more that 10.1 percent chloride ions.

1. Air-Entraining Admixtures – ASTM C 260 certified by manufacturer to be compatible with other required admixtures.

2. Water Reducing Admixture – ASTM C 494 Type A

3. High-Range Water-Reducing Admixture (Superplasticizer) – ASTM C 494 Type F or

Type G

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4. Water-Reducing, Accelerating Mixture – ASTM C 494 Type E

5. Water-Reducing, Retarding Admixture – ASTM C 494 Type D

2.7 RELATED MATERIALS

A. Vapor Retarder:

Use only materials that are resistant to deterioration when tested in accordance with

ASTM E 154 as follows: Polyethylene sheet – not less than 8 mils thick.

B. Absorptive Cover:

Burlap cloth made from jute or kenaf weighing approximately 9 oz. per sq. yd.

complying with AASHTO M 182 Class 2.

C. Moisture-Retaining Cover: One of the following complying with ASTM C 171

1. Waterproof Paper

2. Polyethylene film

3. Polyethylene-coated burlap

D. Liquid Membrane-Forming Curing Compound:

Liquid-type membrane-forming curing compound complying ASTM C 309 Type 1 Class

A. Moisture loss not more than 0.055 gr/sq.cm. when applied at 200 sq. ft. /gal.

E. Evaporation Control:

Monomolecular film-forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss.

PART 3 – EXECUTION

3.1 GENERAL

Coordinate the installation of joint materials and vapor retarders with placement of forms and reinforcing steel.

3.2 FORMS

A. General

Design, erect, support, brace, and maintain formwork to support vertical and 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 complying with ACI 347. 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, sinkages, keyways, recesses, molding, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in work. Use selected materials to obtain required finishes.

Solidly butt joints and provide backup at joints to prevent leakage of cement paste.

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

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Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses, and the like, for easy removal.

C. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete. Securely brace temporary openings and set tightly to forms to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

D. Chamfer:

Chamfer exposed corners and edges as indicated, using wood, metal, PVC, or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

E. 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.

3.3 VAPOR RETARDER/BARRIER INSTALLATION

A. Following leveling and tampering of base for slabs on grade, place vapor retarder/barrier sheeting with longest dimension parallel with direction of pour.

B. Lap joint 6 inches and seal vapor barrier joints with manufacturers recommend mastic and pressure-sensitive tape.

C. After placement of vapor retarder/barrier, cover with sand cushion and compact to depth as shown on drawings.

3.4 PLACEMENT OF REINFORCEMENT

A. Comply with Concrete Reinforcing Steel Institute’s recommended practice for “Placing Reinforcement Bars,” for details and methods of reinforcement placement and supports and as herein specified.

B. Avoiding cutting or puncturing vapor retarder during reinforcement placement and concreting operations.

C. Clean reinforcement of loose rust and mill scale, earth, ice and other materials that reduce or destroy bond with concrete.

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

E. Place reinforcement to obtain at least minimum coverages 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

Gibbsboro, NJ Rev. 0 03 30 00-4 towards exposed concrete surfaces. Lap distance shall be in accordance with ACI 315.

Minimum lap of a bar is 24 times bar diameter.

F. Install welded wire fabric in lengths as long as practical. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous line of lap in either direction.

3.5 PREPARATION OF FORM SURFACES

A. Cost contact surfaces of forms with an approved, non-residual low-VOC form-coating compound before reinforcement is placed.

B. Do not allow excess form-coating material to accumulate in forms or to come into contact with in-place concrete surfaces against which fresh concrete will be placed. Apply in compliance with manufacturer’s instructions.

3.6 PROPORTIONING AND DESIGN OF MIXES

A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 211.1 and batched in accordance with ACI 304.

B. Limit use of fly ash to not exceed 25 percent of cement content by weight. Fly ash is not to be used where high early strength is specified.

C. Subcontractor shall design mixes to provide normal weight concrete with the following properties, or as indicated on drawings and schedules: 3000-psi, 28-day compressive strength; W/C ratio, 0.58 maximum (non-air-entrained), 0.46 maximum (air-entrained).

Course aggregate may be any one of the following sizes: No. 57, No. 6, No. 67, or No. 8.

When No. 8 size is used, the entrained air content shall be 8 +/- 2 percent. Otherwise, the entrained air shall be 6 +/- 2 percent. The RE’s approval of the concrete mix design will be based on the Subcontractor’s submitted proportions and the foregoing information.

D. Mix design adjustments may be requested by Subcontractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by RE. Laboratory test data for revised mix design and strength results must be submitted to and accepted by RE before using.

E. Admixtures:

1. Use water-reducing admixture or high-range water-reducing admixture

(Superplasticizer) in concrete as required for placement and workability.

2. Use non-chloride accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10 deg C).

3. Use high-range water-reducing admixture (HRWR) in pumped concrete, architectural concrete, concrete required to be watertight, and concrete with water/cement ratios below 0.50.

4. Use air-entraining admixture in exterior exposed concrete unless otherwise indicated.

Add air-entraining admixture at manufacturer’s prescribed rate to result in concrete at point of placement having total air content with a tolerance of plus or minus 1-1/2

Gibbsboro, NJ Rev. 0 03 30 00-5 percent within following limits:

a. Concrete structures and slabs exposed to freezing and thawing – 4.5 percent

(moderate exposure) 1-1/2-inch max. aggregate.

b. Other concrete (not exposed to freezing, thawing, or hydraulic pressure) or to receive a surface hardener: 2 percent to 4 percent air.

5. Use admixtures for water reduction and control in strict compliance with manufacturer’s directions.

F. SLUMP LIMITS

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

1. Ramps, Slabs and Sloping Structures – not more than 3 inches

2. Reinforced Foundation Systems – not less than 1-inch and nor more than 3”

3. Concrete containing HRWR Admixture (Superplasticizer) – not more than 8-inches after addition to HRWR to site-verified 2-inch to 3-inch slump concrete.

3.7 READY-MIX CONCRETE

A. Ready-Mix Concrete shall comply with requirements of ASTM C 94, and as specified.

B. Provide to the RE batch ticket for each batch discharged and used to work, indicating project identification name and number, date, mix type, quantity and amount of water introduced.

C. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

3.8 CONCRETE PLACEMENT

A. Comply with ACI 304, “Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete,” and as herein specified.

B. Inspection:

Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other crafts to permit installation of their work; cooperate with other trades in setting such work.

C. Placing Concrete in Forms:

Deposit concrete continuously or in layers of such thickness that no concrete will be placed on concrete that has hardened sufficiently to cause the formation of seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as herein specified. Deposit concrete to avoid segregation at its final location.

1. Consolidate placed concrete primarily by mechanical vibrating equipment, supplemented by hand-spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete in accordance with ACI 309.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than visible effectiveness of machine. Place vibrators to rapidly penetrate placed layer and at least 6-inches into preceding layer. Do not insert vibrators into lower layers of

Gibbsboro, NJ Rev. 0 03 30 00-6 concrete that have begun to set. At each insertion limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix.

D. Placing Concrete Slab:

Deposit and consolidate concrete slabs in a continuous operation within limits of construction joints until the placing of a panel or section in completed.

E. Hot-Weather Placing When hot weather conditions exist that would seriously impair quality and strength of concrete, please concrete in compliance with ACI 305 and as herein specified.

1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90 deg F (32 deg C). Mixing water may be chilled or chopped ice may be used to control temperature provided water equivalent of ice is calculated to total amount of mixing water. Use of liquid nitrogen to cool concrete is at Contractor’s option.

2. Cover reinforcing steel with water-soaked burlap if it becomes too hot so that steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

3. For-spray forms, reinforcing steel and subgrade just before concrete is placed.

4. Use water-reducing retarding admixture when required by high temperatures, low humidity or other adverse placing conditions.

3.9 FINISH OF FORMED SURFACES

A. Rough Form Finish:

For formed concrete surfaces not exposed to view in the finish work or concealed by other construction. This is the concrete surface having texture imparted by form-facing material used, with tie holes and defective areas repaired and patched and with fins and other projections exceeding 1/4-inch in height rubbed down or chipped off.

B. Smooth Form Finish:

For formed concrete surfaces exposed to view or to be covered with a coating material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or other similar system. This is an as-cast concrete surface obtained with selected form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch defective areas with fins and other projections completely removed and smoothed.

C. Related Unformed Finish:

At tops of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces, strike-off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

3.10 MONOLITHIC SLAB FINISHES

A. Scratch Finish:

Apply scratch finish to monolithic slab surfaces to receive concrete floor topping or

Gibbsboro, NJ Rev. 0 03 30 00-7 mortar setting beds for tile, Portland cement terrazzo, and other bonded applied cementitious finish flooring material, and as otherwise indicated. After placing slabs, plane surface to tolerances for floor flatness (Ff) of 15 and floor levelness (F1) of 13.

Slope surfaces uniformly to drains where required. After leveling, roughen surface before final set with stiff brushed, brooms or rakes.

B. Trowel Finish:

Apply trowel finish to monolithic slab surfaces to be exposed to view and slab surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or other thin film finish coating system. After floating, begin first trowel finish operation using a power-driven trowel. Begin final troweling when surface produces a ringing sound as trowel is moved over surface. Consolidate concrete surface by final hand-troweling operation, free of trowel marks, uniform in texture and appearance, and with surface leveled to tolerances of Ff 20 - Ff 17. Grind smooth surface defects that would telegraph through applied floor covering system.

C. Trowel and Fine Broom Finish

Where ceramic or quarry tile is to be installed with thin-set mortar, apply trowel finish as specified, then immediately follow with slightly scarifying surface by fine brooming.

3.11 CONCRETE CURING AND PROTECTION

A. General:

Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. In hot, dry, and windy weather, protect concrete from rapid moisture loss before and during finishing operations with an evaporation-control material. Apply in accordance with manufacturer’s instructions after screening and bull floating, but before power floating and troweling.

B. Initial Curing:

Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. Weather permitting; keep continuously moist for not less than 7 days.

C. Curing Methods:

Perform curing of concrete by moist curing, or by moisture-retaining cover curing, or by curing and sealing compound or by combinations thereof, as herein specified.

1. Moist Curing:

a. Keep concrete surface continuously wet by covering with water; or

b. Use continuous water-fog spray; or

c. Cover concrete surface with specified absorptive cover thoroughly saturate cover with water and keep continuously wet. Place absorptive cover to provide coverage of concrete surfaces and edges with 4-inch lap over adjacent absorptive covers.

2. Moisture-Retaining Cover Curing:

Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practical width with sides and ends lapped at least 3-inches and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during period using cover material and waterproof tape.

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3. Curing and Sealing Compounds:

Apply curing and sealing compound to exposed interior slabs and to exterior slabs, walks, and curbs. Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete. Apply specified curing and sealing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer’s directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.

D. Curing Formed Surfaces:

Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces, by moist curing with forms in place for full curing period or until forms are removed. If forms are removed, continue curing by methods specified above, as applicable.

E. Curing Unformed Surfaces:

Cure unformed surfaces such as slabs, floor topping and other flat surfaces by application of appropriate curing method.

F. Treated Surfaces:

Final cure concrete surfaces to receive liquid floor hardener or finish flooring by use of moisture-retaining cover unless otherwise directed.

3.12 REMOVAL OF FORMS

Formwork not supporting weight of concrete, such as walls, columns, and similar parts of the work, may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by form-removal operations, and provided curing and protection operations are maintained.

3.13 CONCRETE SURFACE REPAIRS

A. Repair and patch defective areas with cement mortar immediately after removal of forms.

B. Cut out honeycomb, rock pockets, voids over 1/4-inch in any dimension, and holes left by tie rods and bolts, down to solid concrete but in no case to a depth of less than 1-inch.

Make edges of cuts perpendicular to the concrete surface. Thoroughly clean, dampen with water, and brush-coat the area to be patched with specified bonding agent. Place patching mortar before bonding compound has dried.

C. For Exposed-to-View Surfaces:

Blend white Portland cement and standard Portland cement so that, when dry, patching mortar will match color surrounding. Provide test areas at inconspicuous location to verify mixture and color match before proceeding with patching. Compact mortar in place and strike-off slightly higher than surrounding surface.

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D. Repair of Formed Surfaces:

Remove and replace concrete having defective surfaces if defects cannot be repaired to satisfaction of RE. Surface defects, as such, include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins and other projections on surface, and stains and other discoloration’s that cannot be removed by cleaning. Flush out form tie holes; fill with dry-pack mortar.

1. Concealed Formed Surfaces:

Where possible, repair defects that affect the durability of concrete. If defects cannot be repaired, remove and replace concrete.

E. Repair of Unformed Surfaces:

Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface plane to tolerances specified for each surface and finish. Correct low and high areas as herein specified. Test unformed surfaces sloped to drain for trueness of slope and smoothness by using a template having required slope.

1. Repair finished unformed surfaces that contain defects that affect durability of concrete. Surface defects such as include crazing and cracks in excess of 0.01-inch wide or that penetrate to reinforcement or completely through non-reinforced sections regardless of width, spalling, popouts, honeycomb, rock pockets and other objectionable conditions.

2. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days.

3. Correct low areas in unformed surfaces during or immediately after completion of surface finishing operations by cutting out low areas and replacing with patching compound. Finish repaired areas to blend into adjacent concrete. Proprietary underlayment compounds may be used when acceptable to RE.

4. Repair defective areas, except random cracks and single holes not exceeding 1-inch in diameter, by cutting out and replacing with fresh concrete. Remove defective areas to sound concrete with clean, square cuts and expose reinforcing steel with at least 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding compound. Mix patching concrete of same materials to provide concrete of same type or class as original concrete. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

3.14 QUALITY CONTROL TESTING DURING CONSTRUCTION

A. General The Subcontractor will employ a testing laboratory to perform tests and to submit test reports. Sampling and testing for quality control during placement of concrete shall include the following:

B. Sample Fresh Concrete: ASTM C 172 except modified slump to comply with ASTM C 94

1. Slump: ASTM C 143; one test at point of discharge for each day’s placement of each type of concrete; additional tests when RE determines that concrete consistency appears to have changed.

2. Air Content - One for each day’s placement of each type of air-entrained concrete (ASTM C 173, volumetric method for light weight concrete; ASTM C 231 pressure method for normal weight concrete).

3. Concrete Temperature:

Gibbsboro, NJ Rev. 0 03 30 00-10

Test hourly when air temperature is 40 deg F (4 deg C) and below, when 80 deg F (27 deg C) and above, and each time a set of compression test specimens is made.

4. Compression Test Specimen:

ASTM C 31; one set of 4 standard cylinders for each compressive strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cure test specimens are required.

5. Compression Strength Tests:

ASTM C 39; one set for each day’s placement not exceeding 5 CY, plus additional sets for each 50 CY more than the first 25 CY of each concrete class placed in any one day; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

C. Test Results:

Test results will be reported in writing to RE, Ready-Mix Producer, and Subcontractor within 24 hours after tests. 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 7-day tests and 28-day tests.

D. Standards:

Strength level of concrete will be considered satisfactory if averages of sets of three consecutive 28-day 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.

1. When strength of field-cured cylinders is less that 85 percent of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

E. Additional Tests:

The testing service will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by RE. Testing service may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. Subcontractor shall pay for such tests when unacceptable concrete is verified.

END OF SECTION

Gibbsboro, NJ Rev. 0 03 30 00-11

SECTION 05 12 00

STRUCTURAL STEEL

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes structural steel.

B. Related Sections:

1. Division 01 for quality control for independent testing agency procedures and administrative requirements.

2. Section 05 53 00, "Grating" for grating materials, framing, anchors, and connections at mechanical equipment platform.

1.2 PERFORMANCE REQUIREMENTS

A. Structural Performance: Engineer structural steel connections that are not detailed but are required by the Contract Documents to be selected, or completed by the fabricator to withstand design loadings indicated.

B. Engineering Responsibility: Engage a fabricator who utilizes a qualified professional engineer to prepare calculations, Shop Drawings, and other structural data for structural steel connections.

1.3 SUBMITTALS

A. Product Data for each type of product specified.

B. Shop Drawings detailing fabrication of structural steel components.

1. Include details of cuts, connections, splices, camber, holes, and other pertinent data.

2. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld.

3. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify high-strength bolted slip-critical, direct-tension, or tensioned shear/bearing connections.

4. Include Shop Drawings, calculations and other structural data signed and sealed by a qualified professional engineer, licensed in the state of New Jersey, responsible for their preparation. Shop drawings shall not be reproductions of contract drawings.

C. Qualification data for firms and persons specified in the "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified.

D. Mill test reports signed by manufacturers certifying that their products, including the following, comply with requirements.

1. Structural steel, including chemical and physical properties.

2. Bolts, nuts, and washers, including mechanical properties and chemical

QIE ARSR-4 HVAC Replacement { Parsons Structural Steel Gibbsboro, NJ Rev 0 05 12 00-1 analysis.

3. Direct-tension indicators.

4. Shear stud connectors.

5. Shop primers.

6. Nonshrink grout.

1.4 QUALITY ASSURANCE

A. Installer Qualifications: Engage an experienced Installer who has completed structural steel work similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance.

B. Fabricator Qualifications: Engage a firm experienced in fabricating structural steel similar to that indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to fabricate structural steel without delaying the Work.

1. Fabricator must participate in the AISC Quality Certification Program and be designated an AISC-Certified Plant as follows:

a. Category: Category II, complex steel building structures.

b. Fabricator shall be registered with and approved by authorities having jurisdiction.

C. Comply with applicable provisions of the following specifications and documents:

1. AISC's "Load and Resistance Factor Design." (LRFD)

2. AISC's "Specification for Allowable Stress Design of Single-Angle

Members."

3. ASTM A 6 "Specification for General Requirements for Rolled Steel

Plates, Shapes, Sheet Piling, and Bars for Structural Use."

4. Research Council on Structural Connections' (RCSC) "Specification for

Structural Joints Using ASTM A 325 or A 490 Bolts."

D. Professional Engineer Qualifications: A professional engineer who is legally authorized to practice in the jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated.

Engineering services are defined as those performed for projects with structural steel framing that are similar to that indicated for this Project in material, design, and extent.

E. Welding Standards: Comply with applicable provisions of AWS D1.1 "Structural Welding Code--Steel."

1. Present evidence that each welder has satisfactorily passed AWS qualification tests for welding processes involved and, if pertinent, has undergone recertification.

F. Preinstallation Conference: Conduct conference at Project site to comply with requirements of Division 01.

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1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver structural steel to Project site in such quantities and at such times to ensure continuity of installation.

B. Store materials to permit easy access for inspection and identification. Keep steel members off ground by using pallets, platforms, or other supports. Protect steel members and packaged materials from erosion and deterioration.

1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that become dry or rusty before use.

2. Do not store materials on structure in a manner that might cause distortion or damage to members or supporting structures. Repair or replace damaged materials or structures as directed.

1.6 SEQUENCING

A. Supply anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, templates, instructions, and directions, as required, for installation.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Structural Steel Shapes, Plates, and Bars: As follows:

1. High-Strength, Low-Alloy Columbium-Vanadium Steel: ASTM A 992, Grade 50, or Carbon Steel: ASTM A 36, as indicated on the drawings.

B. Cold-Formed Structural Steel Tubing: ASTM A 500, Grade B.

C. Steel Pipe: ASTM A 53, Type E or S, Grade B.

1. Weight Class: Standard Weight, Extra Strong and Double-Extra Strong as indicated on the Drawings.

2. Finish: Black, unless galvanized finish is indicated on the Drawings.

D. Shear Connectors: ASTM A 108, Grade 1015 through 1020, headed-stud type, cold-finished carbon steel, AWS D1.1, Type B.

E. Anchor Rods, Bolts, Nuts, and Washers: As follows:

1. Unheaded Rods: ASTM F1554 Grade 55.

2. Washers: ASTM F1554 Grade 55.

F. Nonhigh-Strength Bolts, Nuts, and Washers: ASTM A 307, Grade A; carbon-steel, hex-head bolts; carbon-steel nuts; and flat, unhardened steel washers.

1. Finish: Plain, uncoated.

G. High-Strength Bolts, Nuts, and Washers: ASTM A 325 or ASTM A 490, Type 1, heavy hex steel structural bolts, heavy hex carbon-steel nuts, and hardened carbon-steel washers.

1. Finish: Plain, uncoated.

2. Direct-Tension Indicators: ASTM F 959, Type 325 or Type 490.

a. Finish: Plain, uncoated.

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H. Welding Electrodes: Comply with AWS requirements.

2.2 PRIMER

A. Comply with requirements of Section 09 90 00 “Painting,” including at interior and at exterior steel members.

2.3 GROUT

A. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage compensating agents, plasticizing and water-reducing agents, with a minimum compressive strength of 6,000 psi at 28 days, complying with ASTM C 1107, of consistency suitable for application, and a 30-minute working time. Grout shall have no shrinkage per ASTM C 827.

2.4 FABRICATION

A. Fabricate and assemble structural steel in shop to greatest extent possible.

Fabricate structural steel according to AISC specifications referenced in this Section and in Shop Drawings.

1. Camber structural steel members where indicated.

2. Identify high-strength structural steel according to ASTM A 6 and maintain markings until steel has been erected.

3. Mark and match-mark materials for field assembly.

4. Fabricate for delivery a sequence that will expedite erection and minimize field handling of structural steel.

5. Complete structural steel assemblies, including welding of units, before starting shop-priming operations.

6. Comply with fabrication tolerance limits of AISC's "Code of Standard

Practice for Steel Buildings and Bridges" for structural steel.

B. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1. Plane thermally cut edges to be welded.

C. Finishing: Accurately mill ends of columns and other members transmitting loads in bearing.

D. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors. Use automatic end welding of headed-stud shear connectors according to AWS D1.1 and manufacturer's printed instructions.

E. Holes: Provide holes required for securing other work to structural steel framing and for passage of other work through steel framing members, as shown on Shop Drawings.

1. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in bearing plates.

2. Weld threaded nuts to framing and other specialty items as indicated to receive other work.

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2.5 SHOP CONNECTIONS

A. Shop install and tighten high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Bolts: ASTM A 325 high-strength bolts, unless otherwise indicated.

2. Connection Type: Slip-critical, direct-tension, or tensioned shear/bearing connections as indicated.

a. Bolts in bearing type connections shall be fully pretensioned according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

B. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality of welds, and methods used in correcting welding work.

1. Assemble and weld built-up sections by methods that will maintain true alignment of axes without warp.

2.6 SHOP PRIMING

A. Shop prime steel surfaces, except the following:

1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches.

2. Surfaces to be field welded.

3. Surfaces to be high-strength bolted with slip-critical connections.

4. Surfaces to receive sprayed-on fireproofing, unless specifically required by UL Design Number.

5. Galvanized surfaces.

B. Surface Preparation: Comply with requirements of Section 09 90 00, including at interior and at exterior steel members.

C. Priming: Comply with requirements of Section 09 90 00, including at interior and at exterior steel members.

1. Stripe paint corners, crevices, bolts, welds, and sharp edges.

2. Apply 2 coats of shop paint to inaccessible surfaces after assembly or erection. Change color of second coat to distinguish it from first.

2.7 GALVANIZING

A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel indicated for galvanizing according to ASTM A 123.

2.8 SOURCE QUALITY CONTROL

A. The Subcontractor shall engage an independent testing and inspecting agency approved by the RE to perform shop inspections and tests and to prepare test reports.

1. Testing agency shall conduct and interpret tests and state in each report whether test specimens comply with or deviate from requirements.

2. Provide testing agency with access to places where structural steel Work is being fabricated or produced so required inspection and testing can be accomplished.

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B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements.

C. Additional testing, at Subcontractor's expense, shall be performed to determine compliance of corrected Work with specified requirements.

D. Shop-bolted connections shall be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Direct-tension indicator gaps shall be verified to comply with ASTM F

959, Table 2.

E. In addition to visual inspection, shop-welded connections shall be inspected and tested according to AWS D1.1 and the inspection procedures listed below, at testing agency's option.

1. Liquid Penetrant Inspection: ASTM E 165.

2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted.

3. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2-2T."

4. Ultrasonic Inspection: ASTM E 164.

5. Frequency of weld tests:

a. 100% of complete penetration groove weld shall be tested except the testing rate for an individual welder may be reduced to 25% if no rejection is found for 20 consecutive tests.

b. 10% of fillet weld shall be tested. The most susceptible to failure welds shall be selected by the inspector. The testing rate shall be increased to 100% if the rejection rate is more than 5%.

F. In addition to visual inspection, shop-welded shear connectors shall be inspected and tested according to requirements of AWS D1.1 for stud welding and as follows:

1. Bend tests shall be performed when visual inspections reveal either less than a continuous 360-degree flash or welding repairs to any shear connector.

2. Tests shall be conducted on additional shear connectors when weld fracture occurs on shear connectors already tested, according to requirements of AWS D1.1.

G. Testing for Embrittlement: ASTM A 143 for steel products hot-dip galvanized after fabrication.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Before erection proceeds, and with the steel erector present, verify elevations of concrete and masonry bearing surfaces and locations of anchorages for compliance with requirements.

B. Do not proceed with erection until unsatisfactory conditions have been corrected.

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3.2 PREPARATION

A. Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place, unless otherwise indicated.

3.3 ERECTION

A. Set structural steel accurately in locations and to elevations indicated and according to AISC specifications referenced in this Section.

B. Base and Bearing Plates: Clean concrete and masonry bearing surfaces of bond-reducing materials and roughen surfaces prior to setting base and bearing plates.

Clean bottom surface of base and bearing plates.

1. Set base and bearing plates for structural members on wedges, shims, or setting nuts as required. Leveling plates for column bases are not permitted.

2. Tighten anchor bolts after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of base or bearing plate prior to packing with grout.

3. Pack grout solidly between bearing surfaces and plates so no voids remain.

Finish exposed surfaces, protect installed materials, and allow to cure.

a. Comply with manufacturer's instructions for proprietary grout materials.

C. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges."

D. Align and adjust various members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

1. Level and plumb individual members of structure.

2. Establish required leveling and plumbing measurements on mean operating temperature of structure. Make allowances for difference between temperature at time of erection and mean temperature at which structure will be when completed and in service.

E. Splice members only where indicated.

F. Do not use thermal cutting during erection.

G. Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be enlarged to admit bolts.

3.4 FIELD CONNECTIONS

A. Install and tighten high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Bolts: ASTM A 325 high-strength bolts, unless otherwise indicated.

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2. Connection Type: Slip-critical, direct-tension, or tensioned shear/bearing connections as indicated.

a. Bolts in bearing type connections shall be fully pretensioned according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

B. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality of welds, and methods used in correcting welding work.

1. Comply with AISC specifications referenced in this Section for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds.

2. Assemble and weld built-up sections by methods that will maintain true alignment of axes without warp.

3. Welding beam flanges with complete penetration welds: Use weld tabs at beam flange connections. Remove weld tabs in accordance with AWS D1.1 Section 3.12.3. Remove steel backing bars in accordance with AWS D1.1 Section 3.13.4, back-gouge root to sound metal, weld back-gouged region and finish welding using a reinforcing fillet weld.

3.5 FIELD QUALITY CONTROL

A. Engage an independent testing and inspecting agency approved by the RE to perform field inspections and tests and to prepare test reports.

1. Testing agency shall conduct and interpret tests and state in each report whether tested Work complies with or deviates from requirements.

B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements.

C. Additional testing, at Subcontractor's expense, shall be performed to determine compliance of corrected Work with specified requirements.

D. Field-bolted connections shall be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Direct-tension indicator gaps shall be verified to comply with ASTM F

959, Table 2.

E. In addition to visual inspection, field-welded connections shall be inspected and tested according to AWS D1.1 and the inspection procedures listed below, at testing agency's option.

1. Liquid Penetrant Inspection: ASTM E 165.

2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted.

3. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2-2T."

4.…