Spec_03_47_13_Tilt-Up_Concrete_Construction_Amend1.pdf

PAARNG Project No. 85636-420522

TRAINING AIDS CENTER BID FINAL SPECIFICATIONS - MAY 13, 2016

TILT-UP CONCRETE CONSTRUCTION 03 47 13-1

SECTION 03 47 13

TILT-UP CONCRETE CONSTRUCTION

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Site-cast Tilt-Up concrete panels.

B. The Contractor’s Engineer shall design the wall panels and the floor slab to resist the stresses caused by erection of the wall panels, and to determine the means and methods to be used for erection and bracing until permanent bracing is in place.

C. It shall be the Contractor’s responsibility to erect the panel in a manner that will be both safe for personnel and property, and to brace and otherwise protect the panels against wind and other forces that may occur during construction and until connections to the permanent structural system are completed.

D. It shall be the Contractor’s responsibility to ensure that a suitable slab has been prepared to provide for the level of finish that has been established within this specification.

E. It shall be the Contractor’s responsibility to coordinate the slab finishing, including saw cutting of all joints with the panel forming to minimize the impact to the architectural finish of the panels.

1.02 RELATED SECTIONS

A. Section 03 10 00 – Concrete Forms and Accessories.

B. Section 03 20 00 – Reinforcing Steel: Reinforcing Steel and Welding Requirements.

C. Section 03 30 00 – Cast-in-Place Concrete: Requirements for Slab on Grade Design and Construction, and General Requirements for Concrete Used for Panels.

D. Section 05 50 00 – Miscellaneous Metals.

E. Section 07 21 00 - Thermal Insulation.

F. Section 07 62 00 - Sheet Metal Flashing and Trim.

G. Section 07 92 00 – Sealants and Caulking: Fire-resistant Blanket and Sealant

Materials.

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1.03 REFERENCES

A. Reference Standards:

1. American Concrete Institute (ACI):

a. ACI 117 – Standard Specifications for Tolerances for Concrete Construction and

Materials.

b. ACI 301; Specifications for Structural Concrete.

c. ACI 305; Specification for Hot Weather Concreting.

d. ACI 306; Specification for Cold Weather Concreting.

e. ACI 318; Building Code Requirements for Structural Concrete.

f. SP 66; Standard for Details and Detailing Concrete Reinforcement.

2. American Institute of Steel Construction, Inc. (AISC):

a. AISC 303; Code of Standard Practice for Structural Steel Buildings and Bridges.

3. ASTM International (ASTM):

a. ASTM C31/C31M; Standard Practice for Making and Curing Concrete Test

Specimens in the Field.

b. ASTM C33; Standard Specification for Concrete Aggregates.

c. ASTM C39/C39M; Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens.

d. ASTM C42/C42M; Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

e. ASTM C78; Standard Test Method for Flexural Strength of Concrete (Using Simple

Beam with Third-Point Loading).

f. ASTM C94/C94M; Standard Specification for Ready-Mixed Concrete.

g. ASTM A123; Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and

Steel.

h. ASTM A184/A184M; Specification for Fabricated Deformed Steel Bar Mats for

Concrete Reinforcement.

i. ASTM A185; Specification for Steel Welded Wire Fabric, Plain, for Concrete

Reinforcement.

j. ASTM A496; Standard Specification for Steel Wire, Deformed, for Concrete

Reinforcement.

k. ASTM A497; Specification for Steel Welded Wire Deformed Fabric for Concrete

Reinforcement.

l. ASTM A615/A615M; Specification for Deformed and Plain Billet-Steel Bars for

Concrete Reinforcement.

m. ASTM A706/A706M; Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.

n. ASTM C31/C31M; Method of Making and Curing Concrete Test Specimens in the

Field.

o. ASTM C94; Specification for Ready-Mixed Concrete.

p. ASTM C143; Test Method for Slump of Portland Cement Concrete.

q. ASTM C150; Specification for Portland Cement.

r. ASTM C173/C173M; Standard Test Method for Air Content of Freshly Mixed

Concrete by the Volumetric Method.

s. ASTM C192/C192M; Standard Practice for Making and Curing Concrete Test

Specimens in the Laboratory.

t. ASTM C293; Standard Test Method for Flexural Strength of Concrete (Using

Simple Beam with Center-Point Loading).

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u. ASTM C309; Specification for Liquid Membrane-Forming Compounds for Curing

Concrete.

v. ASTM C1157; Standard Performance Specification for Hydraulic Cement.

4. American Welding Society (AWS)

a. AWS D1.1 “Structural Welding Code – Steel”

b. AWS D1.4 “Structural Welding Code – Reinforcing Steel”

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination:

1. Before wall panels are to be cast, give a 10-day advance notice to those performing other construction work related to the concrete pours, such as to those performing work that must be supported by or embedded in concrete, to allow such items to be introduced or furnished before the concrete is placed.

2. Coordinate with the Independent Quality Assurance Testing and Inspection

Agency to insure notification is received sufficiently early to allow them ample time to schedule and perform the required testing and inspection.

B. Pre-Installation Meetings:

1. Prior to placement of concrete for wall panels, convene an onsite meeting to establish and coordinate procedures that will enable the Contractor to provide the best possible product under anticipated field conditions.

2. Required attendees to this meeting include representatives of organizations and material suppliers involved with the design and construction of concrete elements.

1.05 SUBMITTALS

A. Shop Drawings: Submit Panel Shop Drawings and Erection Drawings detailing work of this section, including temporary bracing. Reinforcing bars shown on the project drawings are shown for design intent and do not allow for lifting and erection stresses.

1. Shop drawings to include: reinforcing steel, panel layout, detail placement of embedded plates, anchors, lifting inserts and brace inserts.

2. Panel casting methodology and procedures.

3. Rigging arrangement and procedures, bracing of panels during erection until attached to structural frame, bracing arrangement and panel layout.

4. Wall Panel design calculations; wind, seismic, lifting, erection and bracing calculations signed and sealed by a professional engineer in the Commonwealth of Pennsylvania.

5. Connections to the foundation and superstructure systems.

6. Provide additional structural members if required to support panels. Coordinate with contracting officer.

7. Design criteria are provided on the contract documents.

8. Facing panel design as well as attachment to the solid concrete portion of the panel assembly.

9. Shop drawings to be signed and sealed by a Professional Engineer in the

Commonwealth of Pennsylvania experienced in Tilt-Up Wall Panel construction.

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B. Quality Control Submittals:

1. Product Data: Submit manufacturers' current data on manufactured items used, including recommended methods of installation, relevant installation limitations, and safety precautions.

2. Concrete mix designs for each tilt-up unit type specified.

3. Sample of Interior and/or Exterior Surface Treatment.

4. Manufacturer’s literature for bond breakers.

5. Mix design for structural grout for panel support.

6. Compatibility Statement: Submit certification that all admixtures, bond breakers, curing compounds, and other accessory materials are compatible with one another and expressly intended for proposed use.

1.06 QUALITY ASSURANCE

A. Regulatory Requirements: Comply with applicable codes and regulations of governmental agencies having jurisdiction. Where those requirements conflict with this Specification, comply with the more stringent provisions.

B. Qualifications for Tilt-Up Contractors: Contractor shall show evidence of competence in site cast tilt-up construction. The contractor performing the Tilt-Up operations shall demonstrate the experience and expertise required to manage and execute the specified work. Provide certification that the Company performing the Tilt-Up operations shall be certified in accordance with the TCA Company Certification program.

C. Qualifications for Field Personnel: The contractor shall provide certification that the supervisor to be employed in the Work has an active ACI-certification, meeting

ACI/TCA Site Cast Tilt-Up Supervisor qualifications. Workers shall be proficient in production and erection operations and shall be under the direct supervision of qualified personnel.

D. Qualifications for Welding: Qualify welding processes and welding operators in accordance with ANSI/AWS D1.4. Provide certification that welders to be employed in the Work have satisfactorily passed AWS qualification tests within the previous 12 months.

E. Job Mock-up Panel for Architectural Finishes: Prepare one panel using forming technique and construction methods to be used on the project for each level of finish shown on the drawings according to the following:

1. Panel(s) shall be a minimum of 4-feet by 8-feet.

2. Incorporate edge and reveal conditions as detailed on the project drawings.

3. For textured or architectural liner finishes:

a. Utilize textures as indicated by drawings.

b. Sample shall consist of section showing integration of both horizontal and vertical liner joints.

c. Utilize stain colors matching cast-in / embedded veneers.

4. For cast-in thin masonry finishes:

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a. Utilize color sampling for brick and CMU as indicated by drawings.

b. Sample shall consist of one repaired brick and one repaired CMU in field of display.

5. Cast mock-up over slab joint or column joint if actual panels will be affected by these conditions.

a. Maintain approved mock-up for comparison with finish work.

b. Dispose of mock-up when project is completed or when directed by Contracting

Officer.

1.07 TOLERANCES

A. Dimensions of the finished panels, at the time of erection in the structure, shall conform to the casting tolerances stated below, unless otherwise specified or approved by the Contracting Officer.

1. Height & Width of Basic Panel

a. Up to 20 feet: +/- 1/4 inch.

b. 20 feet to 30 feet: +/- 3/8 inch.

c. Each additional 10-foot increment in excess of 30 feet: +/- 1/8 inch.

d. Maximum overall tolerance: +/- 5/8 inch

2. Deviation from specified panel thickness: +/- 3/8 inch (Note: The tolerance listed is for the average variation of panel thickness through any horizontal or vertical cross section of the panel.)

3. Deviation in length of diagonal for a rectangular member or opening, where the length of diagonal is:

a. 6 feet or less: +/- 1/8 inch.

b. Each additional 6 feet or part thereof: +/- 1/8 inch.

c. Maximum difference, not to exceed: +/- 1/2 inch. (Note: The tolerance listed is the measured difference in length of the two diagonals across any rectangle.)

4. Deviation from specified size:

a. Rough Opening: +/- 1 inch.

b. Finished Opening: +/- 1/2 inch

c. Rustication or Architectural feature: +/- 1/8 inch.

5. Deviation from specified location (any direction):

a. Blockout or opening: +/-1 inch.

b. Bolts, Pipes or Sleeves: +/- 1/2 inch.

c. Lifting and Bracing Inserts: Per Manufacturers specification (not to exceed +/- 1 inch).

d. Embedded items: +/- 1 inch.

e. Reglets or flashing or bricks: +/- 1/4 inch.

f. Rustication or architectural feature: +/- 1/8 inch.

g. Electrical box or other trade accessory: +/- 1 inch.

6. Deviation from plane:

a. Embedded items (Tipping & Flushness): ±1/4 in.

b. Surface of concrete between embeds: ±1/4 in.

c. Depth of recess: ±1/4 in.

7. Deviation from specified position of reinforcement:

a. Cover: ±1/4 in. (Note: Shall be in accordance with ACI 318 and in no case less than specified elsewhere.)

b. Individual member (location): ±1/4 in.

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c. Perpendicular to plane of span: ±1/4 in.

d. Parallel to plane of span: ±1 in.

B. Dimensions of the erected (finished) panels shall conform to the erection tolerances stated below unless otherwise specified or approved by the Contracting Officer.

1. Deviation from specified dimension between controlling surface or line and building reference line

a. Horizontal dimension to vertical surface: +1/2, -1/4 in.

b. Vertical dimension to horizontal surface: +1/4, -1/2 in.

c. From top elevation: ±1/2 in.

2. Deviation from plumb of the controlling surface or line

a. Any 10 ft. of member height: ±1/4 in.

b. Each additional 10 ft. of height: ±1/4 in.

c. Not to exceed: ±1 in.

3. Deviation from specified relationship of adjacent members

a. Matching edges at horizontal and vertical joints: ±1/2 in.

b. Matching faces exposed to view: ±3/8 in.

c. Matching faces not exposed to view: ±3/4 in.

d. Bowing between adjacent members: 1/2 in.

4. Deviation from specified joint width:

a. Vertical joint (governs over joint taper), total: ±3/8 in.

b. Horizontal joint (governs over joint taper), total: ±3/8 in.

c. Visually noncritical joint: ±1/2 in. (Note: The tolerance listed is measured between the panels at the exterior face of the panels at the joint.)

d. Joint taper over any 10 ft. length: 3/8 in.

e. Joint taper over entire length: ±1/2 in. (Note: The tolerance listed is the measured difference in joint width indicating the panel edges are not parallel.)

1.08 PROJECT CONDITIONS

A. Job Conditions: The provisions of this section are supplemental to the scope of ACI

305 and 306.

B. Do not construct formwork, place reinforcing steel or concrete, or erect panels during adverse weather unless approved measures are taken to prevent damage. During periods of dry winds, low humidity, and other conditions causing rapid drying, protect fresh concrete with an evaporation retardant (monomolecular film) or fine fog spray of water applied immediately after screeding and bull floating. Maintain protection until final finishing and curing compounds are applied.

C. For cold weather conditions, adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather.

Concrete materials and reinforcing steel, forms, fillers and ground with which concrete is to come in contact shall be free from frost. If shelters are used, the type of fuel used for heating shall not weaken the concrete surface. Frozen materials or materials containing ice shall not be used. Also refer to ACI 306 - Specification for Cold

Weather Concreting.

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D. For hot weather conditions, proper attention shall be given to concrete materials, production methods, handling, placing, protection, and curing to prevent excessive concrete temperatures or water evaporation that may increase shrinkage and impair required strength or serviceability of the member or structure. Also refer to ACI 305 -

Specification for Hot Weather Concreting.

E. Independent Testing and Inspection Agency (Approved Agency) shall submit inspection and testing reports required by this Specification.

1.09 DELIVERY, STORAGE AND HANDLING

A. Handling Tilt-Up Units: Lift to position, consistent with their shape and design. Lift and support only from support points designed for panel lifting.

B. Blocking and Lateral support during erection: Use materials that are clean and non-staining. Provide temporary lateral support to prevent bowing, warping or cracking.

C. Protect units for staining, chipping, or spalling.

PART 2 PRODUCTS

2.01 MANUFACTURED ITEMS

A. Lifting hardware, inserts, braces and related embedded and attached items shall be manufactured specifically for site-cast Tilt-Up construction.

B. Miscellaneous Metal Items: Provide inserts, dowels, and other items to be cast into panels as specified in Section 05 50 00, galvanized after fabrication in accordance with ASTM A123/A123M.

C. All-Plastic Supports: Provide units of adequate strength, with surface contact of not more than 0.10 sq. inches per contact point, and colored to blend with concrete.

D. Bolts, Nuts, and Washers: ASTM A307 heavy hex bolts, Type A, hot-dip galvanized, with matching ASTM A563 (A563M) nuts and matching washers.

E. Bolts, Nuts, and Washers: ASTM A325 (A325M) heavy hex structural bolts, Type 1, plain, with matching ASTM A563 (A563M) nuts, and washers as follows:

F. Standard Washers: ASTM F436 washers, in finish matching bolts.

G. Compressible Direct Tension Indicators: ASTM F959, Type 325.

H. Primer: Zinc rich oil alkyd.

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2.02 PANEL MATERIALS

A. Forms:

1. Forms shall contain blockouts required to provide openings detailed on Drawings.

Coordinate all openings with other trades.

2. Panel boundary forms shall be rigidly constructed and well-braced steel or wood forms, straight and with precise corners. Design to withstand stresses resulting from the casting process. All forming surfaces shall be smooth and clean prior to pouring of concrete.

3. Panels may be stacked for ease of casting, in forms as specified above.

4. When panels are stack-cast, maintain a continuous sound and smooth surface with forming and plaster at all openings.

5. Bond breaker must be compatible with curing compound and other finishes, including paint and floor finish.

B. Reveal Materials: All material used for creating reveals or relief in the exterior face of the panel must be of adequate strength to withstand construction traffic/loads without damage.

C. Concrete Materials

1. Cement: Portland cement, conforming to ASTM C150 Type I, II or I/II.

2. In accordance with requirements specified in Section 03 30 00 Cast in Place

Concrete.

D. Quality of Concrete

1. Concrete shall have a minimum compressive strength of 4,000 psi at 28 days as indicated on the project drawings and as required for panel erection.

2. Concrete shall not be air-entrained unless exposed to saturated ground conditions and temperatures inducing multiple freeze/thaw cycles.

E. Sacking Materials: Portland cement and water, mixed to a uniform creamy paste.

F. Dry-pack Materials: In accordance with requirements specified in Section 03 60 00 —

Grout.

G. Steel Reinforcement:

1. Reinforcing bars shall conform to ASTM A615/A615M, Grade 60 only.

2. Welded wire reinforcement shall conform to ASTM A185 or A497 based on type and location and shall be of the style shown on the project drawings. Welded wire reinforcement shall be supplied in flat sheets.

3. In accordance with requirements specified in Section 03 20 00 Reinforcing.

4. Precast or post tensioned reinforcing strands or braided wire is not acceptable reinforcing for wall panels.

H. Fibers:

1. The use of fibers is not applicable for wall panel construction.

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I. Miscellaneous Metals:

1. Metals shall conform to requirements of Section 05 50 00 – Metal Fabrications.

2. Provide all inserts, dowels, and other items to be cast in panels, including items required for erection and bracing as required and shown on the shop drawings.

3. Steel that will be exposed to the exterior or damp environments in finished panels shall be plastic-tipped, hot-dipped galvanized or protected by other means to prevent corrosion or oxidation of the metal after fabrication in accordance with

ASTM A123.

J. Supports for Reinforcing Steel:

1. Supports may consist of metal, all-plastic and/or concrete materials.

2. Metal supports shall be either galvanized after fabrication or plastic-tipped. No galvanized or plastic-tip metal support shall be used on panels to receive exposed or sandblasted finish.

3. All-plastic supports should be of such design as to adequately support reinforcement, provide minimal surface contact, and be of such coloring as to not be distinguishable on any surfaces. Minimal surface contact is defined as having a total contact surface area not to exceed 0.10 square inches (64.5 mm²) per contact point. Refer to CRSI Manual of Standard Practice.

4. Concrete supports may only be used in situations where surface contact is not visible.

K. Concrete Curing Materials

1. Liquid Membrane-Forming Curing Compound

a. Liquid-type membrane-forming curing compound shall comply with ASTM C309-

98a, Type I and I D, Class B. See Section 03 30 00 for additional requirements.

b. It is preferred that the curing compound/bond breaker be the same product or compatible, and that only one manufacturer’s product is used.

c. Concrete Curing of Casting Beds: All concrete in and around those areas to be used for casting shall be cured after finishing, as soon as the free water on the surface has disappeared and no water sheen is visible, but not so late that the liquid curing compound will be absorbed into the concrete. The cure and/or bond-breaking compound should be applied at the manufacturer’s recommended coverage to achieve minimum moisture loss.

d. Curing compound must be compatible with the bond breaker and other finished including paint and floor finish.

L. Reusable Wet Cure Covers

1. Impregnated fiber mat with a white or light-colored backing having low permeability with high moisture retention to maintain the proper moisture content during the concrete curing process shall be used.

2. Product must comply with AASHTO Specification M-171 for reflection and moisture retention.

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1. The insulated concrete sandwich panels must be constructed to maintain the R-values as indicated by drawings.

N. SEALANT AND CAULKING MATERIALS

1. Sealants: In accordance with sealant specifications.

O. BOND BREAKER

1. Bond Breaker Material.

a. The bond -breaking material shall also be a dissipating membrane-forming material complying with ASTM C 309.

b. The bond-breaking compound shall be applied with adequate time to dry prior to placement of reinforcing steel.

c. The bond-breaking compound shall dry in 30 minutes or less at 100°F to reduce panel clean up.

d. Material must be compatible with curing material.

e. The bond breaker used must be compatible with any coating specified for interior or exterior concrete panels and slab.

2. Refer to manufacturer’s instruction for the proper cleaning procedures and finished surface preparation for the building slab.

3. Refer to manufacturer’s instructions for proper procedures for post applying a liquid floor hardener or sealant to areas where bond breaker is present.

4. Refer to the manufacturer’s instructions as to proper cleaning procedures for preparation of painted surface and sealer applications.

5. Acceptable Manufacturers:

a. Nox-Crete Products Group: SilcoSeal Select.

b. SpecChem, LLC: Spec Tilt EX.

c. Or Approved Equal.

P. Connectors: System manufacturer's standard; corrosion- and alkali-resistant, glass fiber reinforced, vinyl composite pultrusions with integral limiting flanges, serrated profile and thermoplastic sealing collar; comply with ICC-ES AC320.

1. Corrosion- and alkali-resistant; non-conducting connectors designed and manufactured for use in insulated composite panels.

Q. Integral Insulation: Rigid insulation, as specified.

R. Bearing Pads: High density plastic, 1/8 inch thick, smooth both sides.

S. Reglets: as specified and/or indicated.

PART 3 EXECUTION

3.01 GENERAL

A. Coordinate site-cast Tilt-Up operations with Work of other trades in order that Work may be expedited and omissions and delays avoided.

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B. Concrete shall be so handled as to prevent segregation. Mixers, chutes, conveyors, pump hoses and other handling equipment shall be kept clean and free of foreign matter.

3.02 CASTING SURFACES

A. The information contained in this section consists of general recommendations for the design and construction of the Casting Slab.

B. Casting Slab Preparation:

1. Casting slab shall be cured. Saw cuts, cracks, joints or defects in the casting bed shall be filled so as to minimize transfer of the joint line to the panel face.

2. Waste slabs, if used, shall be of sufficient thickness and strength so as not to crack with the weight of the panels.

3. Contractor shall be responsible for compatibility of curing agents, sealants and releasing agents utilized in the Work. If panels are to be stacked, the troweled surface shall be considered the casting bed and shall be treated as the same.

4. Isolation pockets shall be formed in such a manner as to minimize the transfer of the pocket to the finished appearance of the panel.

C. Bond breaker should be applied in accordance with manufacturer’s printed instructions for the applicable condition.

D. After placing reinforcing steel for panels, check casting slab surfaces for continuity of film. Touch up or recoat worn or damaged areas, taking care to prevent application of coating on reinforcing steel and inserts.

E. Coordinate installation of inserts and anchorages required to be set into concrete slabs prior to casting of panels.

F. Where reveals are specified in panels, ensure that forming strips are straight and securely fastened to prevent movement or floating during placing operations and that alignment between adjacent panels is correct. Reveal tolerances shall comply with the provisions of this specification.

3.03 FORMING PANELS

A. The Contractor shall layout the panels for casting in a manner that minimizes the locations of joints; including floor, column isolation joints and other construction joints; as well as slab block outs, pits and other voids requiring temporary casting finished that might reflect in the panel faces. Where avoidance cannot be achieved, the contractor shall mitigate the impact of these reflections according to the guidance in this specification.

B. Forms shall be designed to maintain the perimeter of the panel as shown on the project drawings within 1/4” maximum deflection during pouring.

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C. All formed blockouts for openings in the panels shall be designed to limit the deflection during pouring to a maximum of 1/8”.

3.04 EMBEDDED ITEMS

A. Place embedded plates, anchors, and inserts accurately according to the shop drawings.

B. Verify locations for embedded door/window anchors and coordinate blockouts for other openings.

C. Tie securely to prevent dislocation during concrete placement

D. Do not weld embedded items to reinforcing unless additional reinforcing is provided specifically for this purpose.

E. Cast rigid insulation into units when indicated on drawings.

F. Place and embed flashing reglets specified in Section 07 62 00 in continuous lengths without gaps, and properly positioned.

G. Do not weld lifting inserts.

H. Do not field modify connections without specific written instructions by the

Contracting Officer.

I. Notify Contracting Officer if embedded items are cast into panels at incorrect locations.

3.05 PLACING CONCRETE

A. Concrete shall be thoroughly worked around reinforcement and embedded items, and into corners of the forms.

B. Cold joints shall not be permitted in an individual site-cast Tilt-Up panel.

3.06 CURING AND PROTECTIONS

A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures, and maintain without drying at a relatively constant temperature for the period of time necessary for hydration of the cement and proper hardening of the concrete.

B. Apply liquid membrane curing compound in accordance with manufacturer’s recommendations.

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C. Underlying panels in a stack-cast arrangement shall be cured in the same manner as casting beds.

D. When moist curing is provided as an alternative to the use of liquid membrane:

1. Cover panels completely with burlap strips immediately after finishing. Lay as many lines of soaker hose as needed. Quickly and completely wet the entire exposed surface. Cover panels completely with 4-mil polyethylene, transguard or burlene to prevent evaporation. The panels must be kept wet for seven days. Do not allow alternate wetting and drying. The polyethylene shall be turned over and down the edge of the forms and securely fastened.

2. In panels or areas to be cured, weight the polyethylene, transguard or burlene with enough and type of weight to prevent normal winds for the area from blowing it off the panels. Keep panels wet until erection begins or approved by the

Contracting Officer.

3.07 HANDLING AND ERECTION OF PANELS

A. Design panels for erection stresses. Selection of lifting system and hardware shall be by the Contractor.

B. Minimum strength of panels at time of erection shall be in accordance with the lifting design provided by the Contractor. At minimum, wall panel concrete is to be 14 days old unless concrete strength has been verified by cylinder testing to be at least 3000 psi.

C. It is recommended that the Contractor take extra test specimens and field cure to verify concrete strength of panels.

D. Before starting erection operations, Contractor shall check relevant job site conditions to ensure they are ready for the erection of panels. Each element shall be properly marked to correspond with the designation indicated on the approved Shop Drawings.

E. Protect elements to prevent staining, warping or cracking.

F. Patch or repair defects in panels in a manner acceptable to the Contracting Officer.

G. Use erection equipment that will prevent damage to existing construction, permanent floor slabs and panels. Damage to Work shall be repaired or replaced at the

Contractor’s expense and in a manner acceptable to the Contracting Officer prior to painting or coating.

H. Set panels in the position assigned. Place panels evenly on prepared setting pads or proper capacity shims. Grout space under panels for full bearing or provide additional support until grouting takes place.

I. Contractor shall provide sufficient number of shims to adequately distribute the load on the footing or grout as soon as practical to prevent damage to the footing.

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J. Panels not attached to the building frame at the time of erection shall be braced in position using a bracing system designed to resist wind and other loads that may reasonably be determined until all structural connections have been made. There shall be a minimum of two braces per panel. Design of bracing including bracing connections and bracing support elements, shall be the responsibility of the

Contractor. Panel bracing connection shall be maintained daily by Contractor to assure tightness.

K. After panels are erected, Contractor shall check all connecting elements to ensure tightness.

L. Dry-pack grout installation and preparation for weld pockets and other panel blockouts not cast in during pouring shall be performed as follows:

1. Remove laitance down to sound concrete.

2. Surface to receive grout shall be rough and reasonably level.

3. Surface shall have been properly wet cured.

4. Do not use curing compounds.

5. Clean surface of oil, grease, dirt and loose particles.

6. Remove free water from concrete and bolt holes immediately before grouting.

M. Protection of the erected elements shall be the responsibility of the Contractor.

N. Temporary panel bracing shall not be removed until attachment to structural frame is completely welded and installed.

O. After the panels are erected, dismantle panel erection devices and patch panels as required for a uniform appearance.

P. After panels are erected, patch holes or other blemishes in casting slab that were caused by the panel casting and erection processes in a manner acceptable to the

Contracting Officer.

3.08 PANEL FINISH

A. The Contractor shall consult with the Contracting Officer prior to initiating the project to determine the expectations for the project appearance.

B. Exposed surfaces of panels shall be finished as indicated on the project drawings. This shall include both the front and back of the panels as well as any exposed edges as defined below.

C. Visible surfaces of the panels, when in place, shall be free from surface defects for as defined below for:

1. Finish Types

a. Grade A Finish – Administration Area.

b. Grade B Finish – Shop Area

c. Grade C Finish Warehouse Areas.

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2. Grade A - Architectural: Projects designed for the circulation of people within a distance of 10 feet to 25 feet.

a. All panel surfaces will be free of all voids, holes, pockets and other surface deformations greater than 1/8 inch.

b. Surfaces of panels must not project reinforcing patterns, floor joints or other projections or voids from the casting surface.

c. Cracks are not permissible in excess of 1/32 inch.

d. All surface repairs must be performed in such a way as to prevent the projection of repair strokes through the intended finish.

e. All holes shall be filled with patching material to present a smooth surface ready for painting, unless the designed finish is to result in exposed aggregates, whereby the patching material shall match the intended color and texture.

f. Reveals must be maintained in their designed positions. Deviation from any horizontal or vertical line shall not exceed 1/8 inch over 10 feet.

3. Grade B - Standard: Projects designed for the circulation of people within a distance greater than 25 feet while retaining an emphasis on quality finishes and aesthetic detail.

a. All panel surfaces will be free of all voids, holes, pockets and other surface deformations greater than ¼ inch.

b. Surfaces of panels may be repaired sufficiently to prevent excessive projection of blemishes through the intended finish.

c. Cracks are permissible as naturally resulting from curing. Cracks are not permissible as caused by erection forces.

d. Surface repairs shall improve the appearance of the panels within the descriptions above, provided they do not result in additional blemishes that are visible within the distance set.

e. All holes shall be filled with patching material to present a smooth surface ready for painting, unless the designed finish is to result in exposed aggregates, whereby the patching material shall match the intended color and texture.

f. Reveals must be maintained in their designed positions. Deviations greater than 1/4 inch from any location will not be permissible.

4. Grade C - Utility: Projects designed for remote areas with little or no public interaction and/or projects designed specifically for interior use with little or no emphasis toward the exterior design.

a. Panel surfaces showing voids, holes, pockets and other surface deformations are permissible, provided they do not weaken the structural integrity of the panel or the finish of the panel and provided they do not exceed 1/4 inch.

b. Cracked surfaces are permissible, provided the cracks are not resulting from structural weakness or failure, and provided they do not present the potential for failure of the finish over the life of the building.

3.09 PANEL CONNECTION

A. Panel-to-panel connection should be constructed in such a way as to allow minor movement in panels for thermal expansion and contraction and continuing curing of panels (shrinkage). Perform welding required to attach panels to building frame and to each other, in accordance with ANSI/AWS D1.4.

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1. Wait a minimum of 28 days from panel casting before making panel-to-panel welds.

3.10 SEALING OF PANEL JOINTS

A. All panel joints shall be sealed from both sides, with a secondary exterior seal as indicated by drawings, according to the information found in items B through E below.

B. Clean the panel joints of contaminants, including form-release agents and concrete laitance. Dust and loose particles shall be blown out or otherwise cleaned to provide proper bond. Apply sealants in accordance with manufacturer’s recommendations.

C. Install fire-resistive blanket where required.

D. Install joint insulation to consist of a limited expansion polyurethane insulation or an approved equal.

E. Install back-up rod, primer, paint and sealant in accordance with sealant specification.

3.11 FIELD QUALITY CONTROL

A. Testing:

1. The contractor shall make and store a minimum of four (4) 6x12 cylinders or five

(5) 4x8 cylinders and four (4) 6x6x24 beams in accordance to ASTM C31.

Specimens shall be made for each class of concrete, for each 100 cu. yds. or fraction thereof, and for each day concrete is cast, or not less than once for each

5,000 sq. ft. of panel area.

2. Test cylinders shall be tested in accordance with ASTM C39. A minimum of 2 from each set shall be tested at 7 days and the rest at 28 days.

3. Test beams shall be tested in accordance with ASTM C78. At least two from each set shall be tested prior to panel erection. The average of the two beam results shall be considered the tested flexural strength to determine if the specified flexural strength has been met. All remaining specimens shall be kept in reserve in the event that additional testing is needed.

4. All test specimens and test reports shall accurately indicate in which panel, by number and concrete delivery tag, the concrete represented by each test specimen was placed.

5. Copies of test reports shall be distributed to Contracting Officer and

Contractor. Reports shall indicate location of tests, dates, technician, and other pertinent information.

B. Deficient Compressive Strength

1. In the event that concrete tests indicate a 7-day or 28-day strength below that which was specified, the Contractor, with the agreement of the Contracting

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TILT-UP CONCRETE CONSTRUCTION 03 47 13-17

the minimum strength requirements. The Contracting Officer may require core specimens to be taken and tested, at the Contractor’s expense. If core tests fall below minimum requirements, as determined by the Contracting Officer, the concrete in place will be deemed to be defective. This concrete shall be removed and replaced or strengthened in a manner acceptable to the Contracting Officer, at the Contractor’s expense. Any demolition or repair of other materials or systems as a result of repair or replacement of defective concrete shall be at the

Contractor’s expense.

3.12 CRACKED AND DAMAGED PANELS

A. Panel damage that occurs during erection, cracks readily visible per the requirements of this specification, permanent bowing occurring from erection, and spalls, shall be repaired or replaced to the satisfaction of the Contracting Officer, appropriate to the type and location on the building.

3.13 CLEANING

A. When Work of a Section has been completed; remove trash, debris, surplus materials, tools, and equipment from site.

3.14 SEALING OF PANEL JOINTS

A. Panel damage that occurs during erection; curing or erection cracks exceeding the visible requirements specified in this specification; permanent bowing occurring from erection; and areas of spalling, shall be repaired or replaced to the satisfaction of the

Contracting Officer in accordance with the sample panels approved for the project appropriate to the type and location on the building.

3.15 PROTECTION

A. During the period after this Work has been completed, the General Contractor shall protect finished site-cast Tilt-Up concrete surfaces from damage by subsequent construction operations.

END OF SECTION

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