CITY OF TUCSON JACOBS PARK

DECEMBER 20, 2024

Jacobs Park City of Tucson Technical Specifications

CONCRETE FORMWORK 031000-1

SECTION 031000

CONCRETE FORMWORK

PART ONE: GENERAL

1.1 RELATED WORK SPECIFIED ELSEWHERE:

A. Concrete Reinforcing Steel: Section 03210.

B. Cast-In-Place Concrete: Section 03300.

1.2 WORK INSTALLED, BUT FURNISHED BY OTHER TRADES:

A. Built-in anchors, inserts and bolts for connection of other materials.

B. Built-in sleeves, thimbles, dovetail slots and water stops.

1.3 QUALITY ASSURANCE:

A. Concrete formwork shall conform to the latest edition of the following standards.

1. International Building Code, 2018 Edition.

2. American Concrete Institute, ACI 347, Recommended Practice for Concrete Formwork.

PART TWO: PRODUCTS

2.1 MATERIALS:

A. Footings and Foundations: Footings may be earthformed if the existing and/or compacted fill materials can be cut to clean, straight-line banks. In the event that the banks cannot be maintained straight and even, for whatever reason, the Contractor shall form footings with plywood, metal, structural hardboard, or other approved material at no additional cost to the Owner.

B. Columns, Beams and Walls:

1. PS 1-66 exterior grade B-B "Plyform", free of raised or separated veneers.

2. Metal, hardboard, or other approved formface materials.

C. Accessories:

1. Form ties: Burke snap ties.

2. Chamfer strips: P.V.C. vinyl, 1/2" radius, with anchor tab, as manufactured by Burke.

3. Form release agents, if used, to be selected by the Contractor, and approved by the Architect.

PART THREE: EXECUTION

3.1 DESIGN:

A. Forms shall result in a final structure which conforms to the shape, lines, and dimensions of the members as required by the drawings and specifications.

B. Use only materials which will not adversely affect the surface of the concrete, and which will produce or facilitate obtaining the specified surface finish of the concrete.

3.2 PERFORMANCE:

A. Earth forms for footings shall be manually cleaned after final placement of all reinforcing steel, and then moistened prior to concrete placement.

B. Properly brace and tie together all forming materials so as to maintain position and shape. Forms and their supports shall be installed so that previously placed structures will not be damaged.

CONCRETE FORMWORK 031000-2

C. Install and secure all necessary accessories including spacers, sleeves, inserts, chairs, ties, hangers, drains, etc., before placing concrete. Accurately lay out pattern of form ties to match or blend with existing adjoining surfaces. Form for joints as shown on drawings, or as required to match existing.

D. Seal forms to prevent leakage.

E. Contact surfaces of wood forms shall be soaked with clean water just prior to pouring concrete. Forms shall be treated with release agent when approved for use by the Architect. Forms shall be removed in accordance with ACI 318, without damage to concrete.

END OF SECTION 031000

CONCRETE REINFORCING STEEL 032000-1

SECTION 032000

CONCRETE REINFORCING STEEL

PART 1 GENERAL

1.1 RELATED WORK SPECIFIED ELSEWHERE:

A. Concrete Formwork: Section 03-10-00.

B. Cast-In-Place Concrete: Section 03-30-00.

1.2 QUALITY ASSURANCE:

A. Acceptable Manufacturers: Regularly engaged in manufacture of steel bar and welded wire fabric reinforcing.

B. Installer Qualifications:

1. Three years experience in installation of steel bar and welded wire fabric reinforcing.

2. Welders qualified in accordance with AWS D 1.4, latest edition.

C. Detailing, Fabrication and Placement of All Reinforcing Steel: Conform to latest edition of the following standards, and to the contract drawings.

1. International Building Code, 2018 edition.

2. American Concrete Institute Publications ACI 315.

3. Concrete Reinforcing Steel Institute "Manual of Standard Practice".

D. Allowable Tolerances:

1. Fabrication:

a. Sheared Length: 1 inch.

b. Stirrups, Ties, and Spirals: 1/2 inch.

c. All Other Bends: 1 inch.

2. Concrete Protection For Reinforcement:

a. Where cast against permanently or exposed to earth = 3 inch minimum.

b. Formed concrete = exposed to earth or weather = 1-1/2”.

3. Maximum Bar Movement to Avoid Interference With Other Reinforcing Steel, Conduits, or Embedded Items: 1 bar diameter.

E. Submittals:

1. Submit shop drawings, with steel reinforcement placement and bar schedules.

2. Submit Mill Test Certificate for all reinforcing steel.

1.3 PRODUCT DELIVERY, STORAGE, AND HANDLING:

A. Deliver reinforcement to project site in bundles marked with metal tags indicating bar size and length.

B. Handle and store materials in a manner to prevent contamination.

C. Deliver and store welding electrodes in accordance with AWS D 12.1.

PART TWO: PRODUCTS

2.1 REINFORCING BARS:

A. Deformed billet steel, ASTM A615, Grade 60.

CONCRETE REINFORCING STEEL 032000-2

2.2 TIE WIRE:

A. Black annealed wire, 16 gauge minimum.

2.3 WELDING ELECTRODES:

A. AWS A.5.1, low hydrogen, E70 Series.

2.4 SPLICE DEVICES:

A. Sized to develop 125% of yield strength of bar.

2.5 BAR SUPPORTS:

A. Conform to "Bar Support Specifications," CRSI Manual of Standard Practice.

2.6 SLAB CONSTRUCTION JOINT DOWELS:

A. Smooth 1/2 inch diameter mild steel bars.

PART THREE: EXECUTION

3.1 PLACEMENT:

A. The placement of bars and bar supports shall conform to the recommended practices in "Placing Reinforcing Bars", as published by the Concrete Reinforcing Steel Institute, and the I.B.C.

B. Bars should be securely tied to prevent displacement during the concreting operation. All dowels must be wired in place before depositing concrete.

C. Steel may be moved within allowable tolerances to avoid interferences with other reinforcing steel, conduits, or embedded items. Do not move bars beyond allowable tolerances without concurrence of Architect or Structural Engineer.

3.2 SPLICES:

A. Lap Splices: Tie securely with wire to prevent displacement during placement of concrete. Length of splice per drawings.

B. Splice Devices: Install in accordance with manufacturer's written instructions.

C. Welding: Perform in accordance with AWSD 1.4.

D. Do not splice bars except at locations shown on the drawings without concurrence of Architect or Structural

Engineer.

3.3 CLEANING:

A. Remove dirt, grease, oil, loose mill scale, excessive rust, and foreign matter or non-metallic coatings that adversely affect bonding capacity.

END OF SECTION 032000

CAST-IN-PLACE CONRETE 033300 - 1

SECTION 033300

CAST-IN-PLACE CONCRETE

PART ONE: GENERAL

1.1 DESCRIPTION OF WORK:

A. Concrete applications under this section include site work as well as building/foundation work.

1.2 QUALITY ASSURANCE:

A. Standards:

1. Concrete work shall conform to the latest edition of the following standards and to the contract drawings and specifications.

2. International Building Code (IBC), 2012.

3. American Concrete Institute "Manual of Concrete Practice", and Publication ACI 318-89 "Building Code

Requirements For Reinforced Concrete".

4. American Society For Testing and Materials Standards as referenced herein.

5. Notify Construction Administrator 48 hours prior to any concrete pour. Failure to notify can result in the out of hand rejection of the concrete.

B. Testing:

1. The Contractor shall coordinate and schedule for the testing laboratory's services. Testing laboratory shall be contracted and paid by the Owner. Contractor shall pay for retesting of sub-standard materials.

2. The minimum quantity of cylinder tests to be taken shall be one set of three samples for each 50 cubic yards of concrete or fraction thereof. At least one set of cylinders shall be taken for each day's pour for each class of concrete, and the Construction Administrator shall have the right to require additional testing when deemed necessary.

a. One cylinder shall be tested at 7 days and one at 28 days. The third cylinder shall be held in reserve, or used as directed by the Construction Administrator.

b. No cylinder shall test less than 90% of the required strength.

c. The average of any three consecutive strength tests representing each class of concrete shall be equal to or greater than the specified strength, and not more than 10% of the strength tests shall have values less than the specified strength.

3. A slump test conforming to ASTM C143 shall be made for each set of test cylinders secured for compression strength tests and whenever directed by the Construction Administrator.

4. When results of strength tests indicate the concrete in place does not meet specification requirements, or there is evidence that quality of concrete is below specification requirements, samples of concrete shall be obtained and tested in accordance with ASTM C42. Where test results indicate that in place concrete does not meet specification requirements, load tests in accordance with Chapter 20 of ACI 318 shall be made. When load tests indicate that concrete does not meet specifications, measures prescribed by the Architect shall be taken by the Contractor to correct the deficiency at no additional expense to the Owner.

C. Performance Tolerance:

1. Formwork Tolerances: Construct concrete formwork such that the finished concrete construction conforms to the tolerances given below. Concrete work that does not conform to the specified tolerances shall be repaired or replaced as directed by the Owner.

2. Variation in the sizes and locations of sleeves, floor openings, and wall openings:

a. Minus: 1/4 inch

CAST-IN-PLACE CONRETE 033300 - 2

3. Footings:

a. Variation in dimensions in plan:

Minus: 1/2 inch Plus: 2 inches (concrete only) when formed, or plus 3 inches when placed against unformed excavation.

b. Misplacement or eccentricity:

2% of the footing width in the direction of misplacement but not more than 2 inches (concrete only).

c. Reduction in thickness:

Minus: 5% of specified thickness

4. Tolerances for Formed Surfaces Cast-in-Place:

a. This section provides a way of quantitatively indicating tolerances for surface variations due to forming quality, but is not intended to apply to surface defects attributable to placing and consolidation deficiencies. Allowable irregularities for the purpose of defining tolerances are designated either abrupt or gradual. Offsets and fins resulting from misplaced, mismatched, or misplaced forms, sheathing or liners, or from defects in forming materials are considered abrupt irregularities. Irregularities resulting from warping unplaneness, and similar uniform variations from planeness or true curvature are considered gradual irregularities.

Permitted Irregularities in Formed Surfaces Checked with a 5 ft Template

Type of Class of Surface Irregularity A D Gradual 1/8” 1” Abrupt 1/8” 1”

b. Gradual irregularities should be checked with a 5 foot template, consisting of a straightedge for plane surfaces. In measuring irregularities, the straightedge or template may be placed anywhere on the surface in any direction.

c. Class A is required for surfaces exposed to public view. Class D is a minimum quality requirement where surfaces will be permanently concealed.

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

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 line, to prevent swelling and for easy removal.

e. 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 on forms at inconspicuous locations.

f. 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.

CAST-IN-PLACE CONRETE 033300 - 3

g. Form Ties: Factory-fabricated, adjustable-length, removable or snapoff metal form ties, designed to prevent form deflection, and to prevent spalling concrete surfaces upon removal.

Unless otherwise indicated, provide ties so portion remaining within concrete after removal is at least 1-1/2” inside concrete.

Unless otherwise shown, provide form ties which will not leave holes larger than 1” diameter in concrete surface.

h. Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recessed and chases from trades providing such items. Accurately place and securely support items built into forms.

i. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete.

Remove chips, wood, sawdust, dirt or other debris just before concrete is placed. Retighten forms and bracing after concrete placement is required to eliminate mortar leaks and maintain proper alignment.

5. Placing Reinforcement:

a. Comply with Concrete Reinforcing Steel Institute’s recommended practice for “Placing

Reinforcing Bars”, for details and methods of reinforcement placement and supports, and as herein specified.

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

c. Accurately position, support and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as required.

6. Placement Tolerances: Concrete shall not be placed if reinforcement placement does not conform to the tolerances given below. Concrete placed in violation of this specification shall be removed at the Contractor’s expense.

7. Tolerances in Placement:

a. Unless otherwise specified, reinforcement shall be placed within the following tolerances:

For depth, d, and minimum clear concrete protection in flexural members and walls and compression members where d is d Minimum Cover 8 in or less plus or minus -3/8” 3/8 inch More than 8 in plus or minus -1/2” 1/2 inch

b. Note: “d” is specified effective depth.

For longitudinal locations of bends and ends of bars: Plus or minus 2 inches except at discontinuous ends of members where tolerances shall be plus or minus 1/2 inch. As long as the total number of bars specified is maintained, a reasonable tolerance in spacing individual bars is plus or minus 1 inch, except where openings, inserts, embedded items, etc., might require some additional shifting of bars.

CAST-IN-PLACE CONRETE 033300 - 4

8. Concrete Protection for Reinforcement:

a. The following minimum concrete cover shall be provided for reinforcing bars. For bar bundles, the minimum cover shall equal the equivalent diameter of the bundle but need not be more than 2 inches or the tabulated minimum, whichever is greater.

Minimum Cover, Inches Cast against and permanently exposed to earth: 3 Formed concrete: 1-1/2

b. Placement 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 toward exposed concrete surfaces.

c. Metal reinforcement shall not be straightened or rebent in a manner which will injure the material.

Bars with kinks or bends not shown on plans shall not be used.

d. Splices and laps shall be in accordance with the plans. Necessary splices not shown on the drawings shall be lapped sufficiently to develop the strength of the bar by bond and securely wired; location shall be approved by the Owner. Splices shall overlap at least 36 bar diameters in concrete and 48 diameters in masonry.

e. The clear distance between reinforcing bars shall not be less than 1-1/3 times the maximum size of coarse aggregate or 1 inch absolute minimum.

f. All horizontal reinforcing in concrete and masonry shall be continuous around corners, or corner bars shall be provided. Where bars of different sizes intersect at corners, corner bars of the large size shall be provided.

1.3 SUBMITTALS:

A. Test Reports: Concrete compression, yield, air content, and slump test results.

B. Ready-mix delivery tickets shall be given to the Contractor for examination by the Construction Administrator, and shall indicate:

1. Number of cubic yards in batch.

2. Quantity and description of admixtures used.

3. Maximum size of aggregate.

4. Design compressive strength.

C. Manufacturer's Data:

1. Curing Compound

2. Metallic Hardener

3. Expansion Joint Filler

4. Expansion Joint Sealer

5. Construction Joint Form

6. Control Joint Material

7. Concrete Design Mix

PART TWO: PRODUCTS

2.1 MATERIALS:

A. Cement: Portland Cement, Type II, ASTM C150.

CAST-IN-PLACE CONRETE 033300 - 5

B. Aggregate:

1. Standard weight aggregates conforming to requirements of ASTM C33.

2. Uniformly graded, clean and durable material free of organic matter or other deleterious substances.

3. The maximum size used in a particular location shall be consistent with the form and dimensions of the section being placed, with the location and spacing of the reinforcing steel and with the method of compaction. The aggregate sizes shall be such as will produce dense, uniform concrete, free of rock pockets, honeycombs and other irregularities.

C. Water: Potable, free of harmful acids, alkalis, oils and organic substances.

D. Air entraining admixture, ASTM C260, provide in all concrete to result in concrete at a point of placement having a total air content of 2-4%.

E. Chemical Admixtures: ASTM C494.

F. Reinforcing Materials:

1. Reinforcing bars shall be ASTM A615, Grade 60, deformed.

2. Supports for Reinforcement: Provide supports for reinforcement including bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars in place. Use wire bar type supports complying with CRSI specifications, unless otherwise acceptable.

3. Fiber Reinforcement: Polypropylene fibers engineered and designed for secondary reinforcement of concrete slabs, complying with ASTM C 1116, Type III.

G. Anchorage for Post-Tensioning Strands: Monostrand type anchor system with current ICBO approval using a ductile iron casting of at least 2.25 inches by 4.5 inches of bearing.

H. Curing Compound: ASTM C309, Type I with fugitive dye. Compound shall be compatible with scheduled surface treatment such as coatings or resilient tile, and shall not discolor concrete surface.

I. Sheet Materials for Curing Concrete: ASTM C171.

J. Liquid Hardener and Dust Proofer: Fluorosilicate solution or magnesium fluorosilicate or zinc fluorosilicate, magnesium and zinc may be used separately or in combination as recommended by manufacturer.

K. Expansion Joint Filler:

1. Sponge Rubber, Concrete Grey: 1/2" thick or as indicated on drawings. Sealtight as manufactured by W. R. Meadows.

L. Expansion Joint Sealer:

1. See Section 07-92-00, SEALANTS AND CAULKING

M. Construction Joint Form: "Keyed Kold Joint" form, 24 gauge galvanized steel, height as required to conform to structural details on the drawings.

N. Control Joint: Joints shall be formed by sawcuts as soon as possible after slab finishing as may be safely done without dislodging aggregate.

O. Vapor Barrier: ASTM D4397, 6 mil minimum thickness.

P. Grout, Non-Shrinking: Premixed ferrous or non-ferrous, mixed and applied in accordance with manufacturer’s recommendations. Grout shall show no settlement or vertical drying shrinkage at 3 days or thereafter based on initial measurement made at time of placement, and produce a compressive strength of at least 5,000 psi at 3 days.

CAST-IN-PLACE CONRETE 033300 - 6

2.2 MIXES:

A. Ready Mix Concrete: Transit mixed concrete shall conform to the requirements of standard Specifications For

Ready-Mix Concrete, ASTM C94.

B. Proportions: Proportions of cement, aggregates and water shall be such as to produce a concrete that will work into all corners and angles of forms, and around reinforcement and inserts; and that will not segregate.

Proportions shall be as required within limits specified and shall produce concrete of strength and durability required. Excess free surface water is not permitted.

C. Temperature: Concrete when deposited shall have a temperature above 50°F and below 95°F. Design shall provide for duration and type of conveyance and handling.

PART THREE: EXECUTION

3.1 PREPARATION FOR CONCRETE PLACEMENT:

A. All conduit and pipe work under slabs shall be inspected as required before concrete placement. Place reinforcement, embedded items, and expansion strips as indicated; maintain items securely in place. The Contractor shall give reasonable and adequate advance notice of concrete placement of all subcontractors and concerned parties who must place items to be embedded in or pass through the concrete to be poured, e.g.

pipes, anchor bolts, sleeves, reglets, casings, etc., as shown on the drawings or otherwise required. Notify Owner immediately of any conflict with structural elements.

B. Footings and forms shall be cleaned of all loose dirt and other foreign matter. Dampen dry soil and forms just prior to pouring. Avoid excessive watering.

C. Water shall be removed from place of deposit before concrete is placed unless otherwise permitted by the Owner. All laitance and other unsound material shall be removed from hardened concrete before additional concrete is placed.

D. Floor screeds shall be rigidly secured in place. When the formwork is cambered, screeds shall be set to a like camber to maintain the proper concrete thickness.

E. Joints:

1. Joints not indicated on the drawings shall be so made and located as to least impair the strength of the structure, while reducing the effects of shrinkage. The location of joints not indicated on the drawings shall be as directed by the Owner.

2. In order to reduce the effects of shrinkage, no wall or supported slab panel or topping shall be poured with a maximum dimension of more than 50 feet in any direction. Panels or areas larger than this shall be constructed with joints as directed by the Owner.

3. Construction joints in floors shall be located where indicated on drawings. Where a joint is to be made, the surface of the concrete shall be thoroughly cleaned and all laitance removed. In addition, vertical joints shall be thoroughly wetted and slushed with a coat of neat cement grout immediately before placement of new concrete.

4. Install premolded expansion joints where indicated on the drawings. Expansion joint strips shall be installed 1/2" less than the full depth of the joint to allow for sealant.

5. Expansion joints shall be placed in sidewalks, slabs on grade and wherever vertical walls, columns or building structures break the horizontal plane of the slab.

F. Upon completion of preparatory operations, but prior to placement of concrete, Construction Administrator shall be notified for observation. No concrete shall be placed without notification. The Construction Administrator may regard preparatory work unacceptable if he has not had reasonable opportunity for such observation.

CAST-IN-PLACE CONRETE 033300 - 7

3.2 PLACING CONCRETE:

A. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. The placing of concrete shall be carried on at such a rate that concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has been contaminated by foreign material shall be used, nor shall retempered concrete be used.

B. When placing is started, it shall be carried on as a continuous operation until placement of the panel or section is completed. When construction joints are necessary, they shall be made as specified herein.

C. No concrete shall be dropped freely into place from a greater height than five feet. Tremies shall be used for placing concrete where the drop is in excess of such height.

D. All footings and stem walls shall be mechanically vibrated throughout the pour. Where required to interrupt or stop a pour, construction joints shall be made only where indicated on the drawings, or otherwise approved by the Construction Administrator. Such joints shall be carefully formed around reinforcing steel which is continuous through construction joints.

E. Dowels and/or other reinforcing called for on the drawings shall be set in accordance with ACI recommendations (i.e., dowels shall not be needled or "stuck" after placement of concrete). Coordinate dowels with reinforcing required for masonry.

F. All concrete shall be thoroughly consolidated by suitable means during placement. It shall be thoroughly worked around reinforcement and embedded fixtures and into the corners of the forms. Vibration shall be transmitted directly to the concrete; in no case shall it be transmitted through the forms. The vibration shall be sufficiently intense to cause the concrete to settle readily into place and to visibly affect the concrete over a radius of at least 18". Vibrators shall not, however, be used to transport concrete or force concrete to flow horizontally. One spare vibrator shall be on hand at all times during pours where mechanical vibration is employed. Vibration shall be supplemented by manual forking or spading adjacent to the forms on exposed faces in order to secure smooth dense surfaces. If, for any reason, the surfaces or interiors have voids or are in any way defective, such concrete shall be repaired as directed by the Owner, and no defective work shall be patched or repaired without the prior inspection and approval of the Owner.

G. Slump:

1. Concrete samples shall be measured for slump in accordance with ASTM C143. The slump of the concrete shall be 4 inches ± 1 inch.

2. No water shall be added to the concrete at the site.

3.3 HOT WEATHER REQUIREMENTS:

A. In hot weather, suitable precautions shall be taken to avoid drying of the concrete prior to finishing operations.

Use of windbreaks, sunshades, fog sprays, or other devices shall be employed to reduce concrete temperature and water evaporation.

B. Concrete pours during hot weather should be scheduled for the early morning hours to the maximum extent possible in order to permit finishing operations to be completed by noon.

3.4 COLD WEATHER REQUIREMENTS:

A. Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. No frozen materials or materials containing snow or ice shall be used.

CAST-IN-PLACE CONRETE 033300 - 8

B. All reinforcement, forms, fillers, and ground with which the concrete is to come in contact shall be free from snow and ice. Whenever the temperature of the surrounding air is below 40°F, all concrete placed in the forms shall have a temperature of 45°F or higher after placement. Adequate means shall be provided for maintaining this temperature for 72 hours. When high early-strength concrete is used, a temperature of at least 45°F shall be maintained for 48 hours. The housing, covering, or other protection used in connection with curing shall remain in place and intact at least 24 hours after the artificial heating is discontinued. No dependence shall be placed on salt or other chemicals for the prevention of freezing. Use of admixtures containing more than 0.05% chloride ions is prohibited.

3.5 REMOVAL OF FORMS:

A. Forms shall be removed in such a manner as to ensure the complete safety of the structure. Where the structure is supported on shores, the removable floor forms, beams and girder sides, and columns and similar vertical forms may be removed after 24 hours, providing the concrete will not be injured. In no case shall supporting forms or shoring be removed until members have acquired sufficient strength to support their weight and imposed loads safely.

B. Patching: Maintain curing and start patching as soon as forms are removed. Do not apply curing compounds to concrete surfaces requiring patching until patching is completed. Use cement mortar for patching of same composition as that used in concrete. Use white portland cement for gray as necessary to obtain finish color matching surrounding concrete. Thoroughly clean areas to be patched. Cut out honeycombed or otherwise defective areas to solid concrete to a depth of not less than 25 mm (1 inch). Cut edge perpendicular to surface of concrete. Saturate with water area to be patched, and at least 150 mm (6 inches) surrounding before placing patching mortar. Give area to be patched a brush coat of cement grout followed immediately by patching mortar. Cement grout composed of one part portland cement, 1.5 parts fine sand, bonding admixture, and water at a 50:50 ratio, mix to achieve consistency of thick paint. Compact mortar into place and screed slightly higher than surrounding surface. After initial shrinkage has occurred, finish to match color and texture of adjoining surfaces. Cure patches as specified for other concrete. Fill form tie holes which extend entirely through walls from unexposed face by means of a pressure gun or other suitable device to force mortar through wall. Wipe excess mortar off exposed face.

3.6 FINISHING:

A. Vertical and Overhead Surface Finishes:

1. Unfinished Areas: Vertical and overhead concrete surfaces exposed in unfinished areas, above suspended ceilings in manholes, and other unfinished areas exposed or concealed will not require additional finishing.

2. Interior and Exterior Exposed Areas: Fins, burrs and similar projections on surface shall be knocked off flush by mechanical means approved by Resident Engineer and rubbed lightly with a fine abrasive stone or hone. Use an ample amount of water during rubbing without working up a lather of mortar or changing texture of concrete.

B. Slab Finishes:

1. Scratch Finish: Slab surfaces to receive a bonded applied cementitious application shall all be thoroughly raked or wire broomed after partial setting (within 2 hours after placing) to roughen surface to insure a permanent bond between base slab and applied cementitious materials.

2. Floating: Allow water brought to surface by float used for rough finishing to evaporate before surface is again floated or troweled. Do not sprinkle dry cement on surface to absorb water.

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3. Float Finish: Ramps, stair treads, and platforms, both interior and exterior, equipment pads, and slabs to receive non-cementitious materials, except as specified, shall be screened and floated to a smooth dense finish. After first floating, while surface is still soft, surfaces shall be checked for alignment using a straightedge or template. Correct high spots by cutting down with a trowel or similar tool and correct low spots by filling in with material of same composition as floor finish. Remove any surface projections on floated finish by rubbing or dry grinding. Refloat the slab to a uniform sandy texture.

4. Steel Trowel Finish: Applied toppings, concrete surfaces to receive resilient floor covering or carpet, future floor roof and all monolithic concrete floor slabs exposed in finished work and for which no other finish is shown or specified shall be steel troweled. Final steel troweling to secure a smooth, dense surface shall be delayed as long as possible, generally when the surface can no longer be dented with finger. During final troweling, tilt steel trowel at a slight angle and exert heavy pressure on trowel to compact cement paste and form a dense, smooth surface. Finished surface shall be free of trowel marks, uniform in texture and appearance.

5. Broom Finish: Finish all exterior slabs, ramps, and stair treads with a bristle brush moistened with clear water after the surfaces have been floated.

3.7 SURFACE TREATMENTS:

A. Surface treatments shall be mixed and applied in accordance with manufacturer’s printed instructions.

B. Liquid Floor Hardener and Dustproofer: Use on all exposed concrete floors and concrete floors to receive carpeting.

3.8 CURING:

A. Concrete shall be protected against loss of moisture, rapid drying or temperature changes, mechanical injury or injury from rain or flowing water for a period of at least seven days in accordance with requirements of ACI 308 and ACI 305, as specified herein. Curing shall commence as soon as free water has disappeared from the surfaces after finishing.

B. Curing methods: Cure concrete by curing compound, by moisture curing, by moisture-retaining cover curing, or by combining these methods, as specified.

C. Provide moisture curing by the following methods:

1. Keep concrete surface continuously wet by covering with water.

2. Use continuous water-fog spray.

3. 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 a 4-inch lap over adjacent absorptive covers.

D. Provide moisture-retaining cover curing as follows:

1. Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width with sides and ends lapped at least 3 inches and sealed by waterproof tape or adhesive.

Immediately repair any holes or tears during curing period using cover material and waterproof tape.

E. Apply curing compound on exposed interior slabs and on exterior slabs, walks, and curbs as follows:

1. Apply curing 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 according to 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.

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2. Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete.

3.9 DEFECTIVE MATERIALS AND CONCRETE:

A. Concrete work shall be considered defective if not formed in accordance with the requirements of the drawings and specifications. Concrete may be judged to be unacceptable if it is not true to intended line, grade or plane, or contains sand streaks, objectionable joints, excessive pitting or dusting, voids or rock pockets detrimental to structure or finish, or which shows other irregularities, marking or deficiency including improper strength.

B. Defective concrete work shall be removed and replaced with new concrete acceptable to the Construction Administrator, unless suitable correction of defects may be otherwise accomplished only as authorized by the Construction Administrator, and without additional cost to the Owner.

3.10 PROTECTION OF COMPLETED WORK:

A. During the curing period, protect the concrete from damaging mechanical disturbances, water flow, loading, shock, impact and vibration.

3.11 CLEANING:

A. After the concrete work is complete, carefully remove all excess concrete and all protective materials, broom the surfaces and remove all mortar and other foreign materials. All concrete inserts, anchor bolts, etc., shall be cleaned of all concrete after forms are removed.

END OF SECTION 033300

REINFORCED UNIT MASONRY 042000-1

SECTION 042000

REINFORCED UNIT MASONRY

PART ONE: GENERAL

1.1 RELATED WORK SPECIFIED ELSEWHERE:

A. Masonry Sealer: Section 07-19-00.

B. Sealants and Caulking: Section 07-92-00.

1.2 QUALITY ASSURANCE:

A. Standards: Masonry work shall conform to the latest editions of the following standards, and to the contract documents.

1. International Building Code, latest Edition, as adopted and modified by the local governing authority.

2. American Society for Testing and Materials (ASTM), Standards as referenced herein.

3. Recommendations of the National Concrete Masonry Association (NCMA).

B. Submittals: Submit to the Architect two full size concrete masonry units of each type required.

C. Testing:

1. Owner will employ separate testing laboratory to perform field quality control testing. Contractor shall coordinate and schedule testing laboratory.

2. Prism Test Method - Compression Test: For each type of wall construction test masonry prisms by methods of sampling and testing of the Arizona Masonry Guild - Field Testing of Mortar and Grout.

One mortar sample consisting of 3 - 2” cube molds, one tested at 7 days, one at 14 days, and one held as directed.

One grout sample consisting of 3 - 4” x 4” x 8” grout prisms, one tested at 7 days, one at 14 days, and one held as directed.

3. Frequency of sampling for testing:

a. Mortar: At least one sample each day for first three days of laying block and every third day thereafter, but not less than one sample for every 2000 sf of wall and whenever directed by the Architect.

b. Grout: At least one sample for each day’s pour, but not less than one sample for every 15 cubic yards, and whenever directed by the Architect.

4. Report test results in writing and in form specified under each test method, to Architect, and Contractor, on same day tests are made.

5. Evaluation of Quality Control Tests: Masonry work, in absence of other indications of noncompliance with requirements, will be considered satisfactory if results from construction quality control tests comply with minimum requirements indicated.

6. The expense of re-testing due to failure of materials to meet specified standards shall be borne by the Contractor.

1.3 DELIVERY, STORAGE AND HANDLING:

A. Masonry units shall be transported and stored in a manner to prevent chipping, breakage or other damage.

B. Store masonry above ground on pallets or platforms with adequate covering and protection against wetting, staining, dirt contamination or other damage.

REINFORCED UNIT MASONRY 042000-2

C. Store cementitious ingredients in weather-tight enclosures, and protect against contamination and warehouse set.

D. Stockpile aggregate to prevent contamination from foreign materials.

A. Concrete Masonry Units:

1. Standard CMU: Hollow load bearing concrete masonry units conforming to ASTM C 90, Type 1, Grade N-1, tested per ASTM C 140, normal weight. Size, 8 x 8 x 16 unless notes otherwise. Include accessory shapes.

a. Provide smooth face CMU as indicated on the drawings.

2. Color to be manufacturers standard gray.

B. Reinforcing Bars: ASTM A 615, Grade 60. Shop fabricate reinforcing bars which require bends or hooks.

C. Horizontal Joint Reinforcing: ASTM A82, truss-type, standard weight, width as required, 10' lengths, fabricated with single pair of deformed 9 gage side rods and continuous diagonal 9 gage cross-rods spaced not more than 16" o.c.

D. Masonry Control Joints: Extruded polyvinylchloride (PVC) regular type, used with standard sash block.

E. Mortar and Grout Materials:

1. Portland Cement: ASTM C 150, Type 1.

2. Lime: ASTM C 207, Type S, special finishing hydrated lime, non-air-entrained.

3. Aggregates For Mortar: Sand ASTM C 144, Size No. 2.

4. Fine Aggregate For Grout: Sand, ASTM C 404, Size No. 1.

5. Course Aggregate For Grout: ASTM C 404, Size No. 8 or Size No. 89.

2.2 MORTAR AND GROUT MIXES:

A. Measurement: Use methods which will ensure that specified proportions are controlled and maintained.

Measure aggregate materials in a damp, loose condition.

B. Mortar:

1. Conform to ASTM C 270 designation for Type S, with minimum compressive strength of 1800 psi in 28 days.

2. Mix in following proportions:

a. 1 part Portland Cement; 1/4 to 1/2 part lime; and sand equal to 2 1/4 to 3 times the sum of the volume of cement and lime materials.

C. Grout:

1. Conform to ASTM C 476, with minimum compressive strength of 2000 psi in 28 days.

2. Fine Grout: Grout mix shall be composed by volume of one part Portland cement and 2 1/4 to 3 parts sand to which may be added not more than 1/10 part lime. Sufficient water may be added to produce consistency for pouring without segregation. Grout shall be placed in maximum of four foot lifts.

REINFORCED UNIT MASONRY 042000-3

3. Coarse Grout, for Filling Voids 4" or larger in both vertical and horizontal directions: Proportion by volume; one part Portland cement, zero to 1/10 part lime, and fine aggregate (sand) equal to 2-1/4 to 3 times the sum of the volumes of cement and lime materials, and coarse aggregate equal to 1 to 2 times the sum of the volumes of cement and lime materials.

PART THREE: EXECUTION

3.1 GENERAL:

A. Lay only dry masonry units. Do not wet before using.

B. Use masonry saws to cut and fit masonry units. Lay out coursing and bond prior to beginning so that closures and plugs are kept to a minimum.

C. Bond: Running bond (except where otherwise shown) with vertical joints located at center of masonry units in alternate course below. Lay at least 50% of units at intersection in masonry bond.

D. Set units plumb, true to line, and with level courses accurately spaced. Adjust masonry unit to final position while mortar is still soft and plastic. If units are displaced after mortar has stiffened, remove, clean joints and units of mortar, and relay with fresh mortar.

E. If necessary to stop off a horizontal run of masonry, rack back one-half block length in each course.

F. All defects in masonry construction, due to poor workmanship or defective or off-color materials, shall be corrected by removal of defective work and replacement with quality units and workmanship to match adjacent areas. All corrective work shall be completed to the satisfaction of the Owner’s Representative, with no additional cost to the Owner. Corrective work shall start no later than seven days after deficiencies are pointed out either verbally or in written form.

G. Built-In Work:

1. Coordinate with other trades to insure that all items required are built into the work and located accurately. Avoid cutting and patching.

2. Install bolts, anchors, nailing blocks, inserts, frames, vents, sleeves, flashings, conduit and other built-in items as masonry work progresses.

3. Solidly grout spaces around built-in items. Anchor bolts shall be installed as indicated on the drawing.

All bolts shall be fully imbedded in grouted cells or bond beam courses. Bolts set at other than the indicated locations shall not be used; new bolts shall be adequately imbedded at the proper locations.

3.2 PROTECTION OF WORK:

A. Protect sills, ledges and off-sets from mortar droppings or other damage during construction. Remove misplaced mortar or grout immediately. Protect face materials against staining.

B. Cover top of walls with non-staining waterproof coverings when work is not in progress, or rain is imminent.

Provide minimum two foot overhang of protective covering each side of wall and securely anchor.

REINFORCED UNIT MASONRY 042000-4

C. Cold Weather Conditions:

1. All masonry units shall be fully protected against freezing by a weather-tight covering which shall also prevent accumulation of ice. Units shall be warmed to at least 50 degrees F. before laying. When necessary to remove frost excess moisture, units shall be heated to a temperature not over 140 degrees F.

2. Masonry shall not be laid when the temperature of the surrounding atmosphere is below 40 degrees F. in the 24 hour period after laying, or is likely to fall below 40 degrees, unless adequate protection is provided. No foreign materials, frozen materials, or materials containing ice shall be used.

3. All finish work shall be protected against freezing for a period of not less than 48 hours by means of enclosures, artificial heat and such other protective methods that may be required.

D. Hot Weather Conditions: Protect masonry construction from direct exposure to wind and sun when erected in ambient air temperature of 99 degrees F. and with relative humidity less than 50%,

3.3 REINFORCING:

A. General:

1. Clean free of loose rust, mill scale, earth, ice or other materials which will reduce bond to mortar grout. Do not use reinforcing bars with kinks or bends not shown on drawings or final shop drawings, or bars with reduced cross-section due to excessive rusting or other causes.

2. Position reinforcing accurately at the spacing shown or noted.

B. Horizontal Joint Reinforcing: Install in all masonry as called for on the drawings, in middle of mortar joint fully bonded. Lap ends 6" minimum. Install "tees" and "ells" specifically manufactured for these purposes to engage intersecting walls. Lap side bars past pipes or conduits within walls.

C. Reinforcing Bars:

1. Provide reinforcement as called for on the drawings, but in any case, provide dowels in footings equivalent in size and number to the vertical reinforcing bars in the walls over the footings.

2. Foundation dowels that through error do not line up with the vertical cell to be reinforced shall not be bent over, but shall be grouted into a cell in direct vertical alignment even though it is in an adjacent cell to the vertical bars in the wall.

3. All reinforcing shall be centered within the grout space and securely tied prior to grouting. Maximum distance between ties on any bar shall be 8'-0".

4. Where vertical bars are shown in close proximity, provide a clear distance between bars of not less than the nominal bar diameter or 1", whichever is greater.

5. Splice reinforcing bars where shown; do not splice at other points unless acceptable to the Owners Representative. Provide lapped splices, unless otherwise shown. In splicing vertical bars or attaching to dowels, lap ends, place in contact and wire tie.

6. Provide not less than minimum lap shown on drawings, but in any case not less than 40 50 bar diameters.

3.4 MORTAR BEDS:

A. Hollow Units:

1. Lay with full mortar coverage on horizontal and vertical face shells.

REINFORCED UNIT MASONRY 042000-5

2. Provide full mortar coverage on horizontal and vertical face shells and webs in all courses of following:

a. Piers, columns, and pilasters.

b. Starting course on footings and solid foundation walls.

c. Where adjacent to cells or cavities to be filled with grout.

B. Solid Units: Lay with full mortar coverage on horizontal and vertical joints.

3.5 JOINTS:

A. Horizontal and Vertical Face Joints:

1. Nominal thickness: 3/8 inch or as otherwise indicated on the drawings.

2. Construct uniform joints.

3. Shove vertical joints tight.

4. Strike joints flush in surfaces to be covered with other masonry, or other surface applied finish other than paint.

5. Point joints tight in unparged masonry below ground.

6. When thumb print hard, tool joints with round jointer to achieve concave sealed joint where surfaces are exposed or to be painted. Except, provide raked horizontal and vertical joints at scored face units.

7. Remove mortar protruding into cells of cavities to be reinforced or filled.

B. Control Joints: Continuous vertical control joints shall be built into concrete masonry in walls where indicated on the drawings, or in any case not more than 20’ apart.

3.6 GROUTING:

A. Preparation:

1. Prior to grouting, inspect and clean grout spaces. Remove dust, dirt, mortar droppings, loose pieces of masonry and other foreign materials from grout spaces. Vertical cells to be filled shall have vertical alignment sufficient to maintain a clear, unobstructed continuous vertical cell measuring not less than two inches by three inches (2" x 3").

2. Clean reinforcing and adjust to proper position. Clean top surface of structural members supporting masonry to insure bond.

3. Provide cleanout openings at the bottom of all cells to be filled at each lift or pour of grout where such lift or pour of grout is in excess of four feet (4') in height. Any overhanging mortar or other obstructions or debris shall be removed from the insides of such cell walls. The cleanouts shall be sealed before grouting, after inspection. Brace closures to resist grout pressures.

4. Do not place grout until entire height of masonry to be grouted has attained sufficient strength to resist displacement of masonry units and breaking of mortar bond. Install shores and bracing, if required, before starting grouting operations.

B. Placement:

1. Fully grout jambs and head of metal door frames connected to masonry. Grout cells solid and reinforce as detailed first cell adjacent to all windows and door openings from foundation wall to bottom of lintel. Filling of frames shall be done as each 2 feet of masonry is laid.

2. Where lintels or beams are required over openings, place grout in one continuous pour.

3. Limit grout pours to sections which can be completed in one working day with not more than one hour interruption of pouring operation.

REINFORCED UNIT MASONRY 042000-6

4. Grout shall be sufficiently fluid to insure complete filling of all sections of masonry requiring grout, but not so thin as to allow segregation of aggregate. Where the least clear dimension of the spaces to be filled is less than 4", fine grout shall be used; where the least dimension is 4" or more, coarse grout may be used.

5. Pour grout using container with spout or by chute. Rod or vibrate grout during placing.

6. Where pour height exceeds 4', place grout in a series of lifts not exceeding 4' height. Place each lift as a continuous pouring operation. Allow not less than 30 minutes, nor more than one hour between lifts of a given pour. When more than one pour is required to complete a given section of masonry, extend reinforcing beyond masonry as required for splicing. Pour grout to within 1 1/2" of top course of first pour. After grouted masonry is cured, remove temporary dams (if any), and lay masonry units and place reinforcing for second pour section before grouting. Repeat sequence, if more pours are required.

7. Bond Beams: Stop grout in vertical cells 1-1/2" below bond beam course. Place horizontal reinforcing in bond beams; lap at corners and intersections as shown. Place grout in bond beam course before filling vertical cores above bond beam.

3.7 CLEANING:

A. Dry brush masonry surface after mortar has set, at end of each day's work. Mortar joints shall remain smooth and concave.

B. Leave work and surrounding surfaces clean and free of mortar spots and droppings.

END OF SECTION 042000

MISCELLANEOUS METALS 055500-1

SECTION 055500

MISCELLANEOUS METALS

1.1 RELATED DOCUMENTS:

A. Drawings and general provisions of Contract, including General Contract Conditions and Supplementary Conditions and Division I Specification Sections, apply to Work of this Section.

1.2 DESCRIPTION OF WORK:

A. Definition: Miscellaneous metals includes items made from…