atlantic Technical Specifications (1).pdf

TECHNICAL SPECIFICATIONS

BATH HOUSE REPLACEMENT

AND GAZEBO IMPROVEMENTS

AT

ESTELL MANOR PARK

PROJECT LOCATION :

109 NJ-50

MAYS LANDING, NJ 08330

PREPARED FOR:

ATLANTIC COUNTY

DIVISION of FACILITES MANAGEMENT

PO BOX 1107

ATLANTIC CITY, NJ 08404-1107

PROJECT ENGINEERS PROJECT ARCHITECT

THIS PAGE INTENTIONALLY LEFT BLANK

County of Atlantic: Atlantic County Estell Manor Park 109 NJ-50, Mays Landing, NJ Bath House and Gazebo Improvements at Picnic Area #1

TABLE OF CONTENTS TOC - 1

TABLE OF CONTENTS

DIVISION 00

FRONT END

DIVISION 01

010000 COVER SHEET

010001 TABLE OF CONTENTS

011000 SUMMARY

012100 ALLOWNACES

012200 UNIT PRICES

012500 SUBSTITUION PROCEDURES

013100 PROJECT MANAGEMENT AND COORDINATION

013200 CONSTRUCTION PROGRESS DOCUMENTATION

013300 SUBMITTAL PROCEDURES

013516 ALTERATION PROJECT PROCEDURES

014000 QUALITY REQUIREMENTS

014200 REFERENCES

015000 TEMPORARY FACILITIES AND CONTROLS

016000 PRODUCT REQUIREMENTS

017300 EXECUTION

017419 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

017700 CLOSEOUT PROCEDURES

017839 PROJECT RECORD DOCUMENTS

DIVISION 02

024119 SELECTIVE DEMOLITION

DIVISION 03

033000 CAST-IN-PLACE CONCRETE

DIVISION 04

042200 CONCRETE MASONRY UNIT

047300 MANUFACTURED STONE VENEER

DIVISION 06

061000 ROUGH CARPENTRY

064100 ARCHITECTURAL WOOD COUNTERTOP

066500 SIMULATED WOOD TRIM

DIVISION 07

072116 BATT INSULATION

072726 FLUID APPLIED MEMBRANE AIR BARRIER

073113 ASPHALT SHINGLES

074600 SIDING

079000 JOINT SEALERS

DIVISION 08

081113 HOLLOW METAL DOORS AND FRAMES

TABLE OF CONTENTS TOC - 2

085113 ALUMINUM PROJECT OUT WINDOWS

087100 DOOR HARDWARE

DIVISION 09

095455 LAMINATED FILM PVC SIDING

097060 RESINOUS FLOORING

099100 INTERIOR PAINTING

DIVISION 10

101400 SIGNAGE

102100 TOILET PARTITIONS AND ACCESSORIES

102800 WASHROOM ACCESSORIES

DIVISION 31 – 33

311000 SITE CLEARING

312000 EARTHWORK

312319 DEWATERING

315000 EXCAVATION SUPPORT AND PROTECTION

321313 CONCRETE PAVEMENT

321373 CONCRETE PAVING JOINT SEALANTS

329200 TURFS AND GRASSES

329600 SOIL EROSION AND SEDIMENT CONTROL

334100 STORM UTILITY DRAINAGE PIPING

CAST-IN-PLACE CONCRETE

03 30 00 - 1 9/16/2025

SECTION 03 30 00

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes the reinforced cast-in-place concrete slab on grade as indicated on the contract documents, including formwork, reinforcement, concrete materials, mixture design, placement procedures, and finishes.

Provide fabrication and complete installation of materials including concrete and reinforcement, formwork, water-stops, sealers and finishes as well as anchor bolts and other embedded items provided by other trades.

B. Related Requirements:

1. Section 04 20 00 - Concrete Masonry Unit, for CMU foundation walls.

1.3 DEFINITIONS

A. Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash, slag cement, other pozzolans, and silica fume; materials subject to compliance with requirements.

B. W/C Ratio: The ratio by weight of water to cementitious materials.

1.4 ACTION SUBMITTALS

A. General: All changes and revisions to previously submitted and reviewed submittals must be clearly indicated and clouded. Resubmitted or revised submittals will be rejected unless all changes and revisions are clearly indicated and clouded.

B. Product Data: Submit manufacturer's data with application and installation instruction for materials and products intended for use.

C. Design Mixtures: Submit written reports to the Architect for each concrete mixture, with supporting standard deviation analysis or trial batch data as required, and specific use identified. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other

03 30 00 - 2 9/16/2025 circumstances warrant adjustments. Do not begin concrete production until mixes have been approved.

1. If a portion of the mixing water is to be withheld and added on-site, indicate the amounts of mixing water to be withheld for later addition at Project Site. Mixing water added at the Project Site shall conform to the requirements of ACI 301.

a. The total quantity of water added at the batch plant and water withheld to be added at the Project Site shall be considered the total quantity of water used in the mix design. All mix design properties, including water-cement ratio, slump, etc., shall be based on the total quantity of mixing water.

b. Do not add more mixing water than indicated in the Design Mixture.

D. Steel Reinforcement Shop Drawings: Submit Placing Drawings that detail fabrication, bending, and placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement. Comply with the ACI 315 "Details and Detailing of Concrete Reinforcement". Include special reinforcement required at openings through concrete structures.

1.5 INFORMATIONAL SUBMITTALS

A. General: All changes and revisions to previously submitted and reviewed submittals must be clearly indicated and clouded. Resubmitted or revised submittals will be rejected unless all changes and revisions are clearly indicated and clouded.

B. Material Certificates: For each of the following, signed by manufacturers certifying compliance with the project requirements:

1. Cementitious materials.

2. Admixtures.

3. Form materials and form-release agents.

4. Steel reinforcement and accessories.

5. Fiber reinforcement.

6. Waterstops.

7. Curing compounds and compatibility with floor finishes and slab treatments.

8. Floor and slab treatments.

9. Bonding agents.

10. Adhesives.

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11. Vapor retarders.

12. Semirigid joint filler.

13. Joint-filler strips.

14. Repair materials.

C. Material Test Reports: For the following, from a qualified testing agency, indicating compliance with project requirements:

1. Water: Submit test reports indicating water used in concrete mixes meets the requirements of ASTM C1602.

D. Hot-weather concreting procedures: submit detailed outline of the contractor’s plans and procedures for batching, placing, and protecting concrete in hot weather. Hot-Weather procedures shall comply with ACI 305.1, ACI 305R, and all additional requirements indicated in this specification.

E. Cold-weather concreting procedures: submit detailed outline of the contractor’s plans and procedures for batching, placing, and protecting concrete in cold weather. Cold-Weather procedures shall comply with ACI 306.1, ACI 306R, and all additional requirements indicated in this specification.

F. Field quality-control reports: Testing and inspection reports.

1.6 QUALITY ASSURANCE

A. Codes and Standards:

1. Comply with the provisions of the latest editions of the following codes, specifications and standards, except where more stringent requirements are shown or specified, including but not limited to:

a. ACI 117, "Specification for Tolerances for Concrete Construction and Material."

b. ACI 211.1, “Proportioning Concrete Mixtures.”

c. ACI 212.3R, “Chemical Admixtures for Concrete.”

d. ACI 212.4R, ”Guide for the Use of High-Range Water-Reducing

Admixtures (Superplasticizers) in Concrete.”

e. ACI 301 "Specification for Structural Concrete."

f. ACI 302 "Guide for Concrete Floor and Slab Construction."

g. ACI 304R "Guide for Measuring, Mixing, Transporting and

Placing Concrete."

h. ACI 305 "Hot Weather Concreting."

i. ACI 306 "Cold Weather Concreting."

j. ACI 308 "Standard Practice for Curing Concrete."

k. ACI 309 “Guide for Consolidation of Concrete.”

l. ACI 311.4R "Guide for Concrete Inspection."

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m. ACI 315 “Details and Detailing of Concrete Reinforcement.”

n. ACI 318 "Building Code Requirements for Reinforced Concrete."

o. ACI 347 "Recommended Practice for Concrete Formwork."

p. Concrete Reinforcing Steel Institute, "Manual of Standard

Practice."

B. Installer Qualifications: A qualified installer who employs on Project personnel qualified as ACI-certified Flatwork Technician and Finisher and a supervisor who is an ACI-certified Concrete Flatwork Technician.

C. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94 requirements for production facilities and equipment.

1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."

1.7 DELIVERY, STORAGE, AND HANDLING

A. Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and damage.

B. Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil, and other contaminants.

1.8 FIELD CONDITIONS

A. Cold-Weather Placement: Comply with ACI 306.1, ACI 306R, and as follows.

Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. Cold weather shall be defined as when the air temperature is below, or is expected to fall below, 40 degrees F at any time during the three days (72 hours) after the concrete is placed.

2. Maintain delivered concrete mixture temperature within the temperature range required by ACI 301.

3. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

4. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.

B. Hot-Weather Placement: Comply with ACI 305.1, ACI 305R, and as follows:

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1. Hot weather shall be defined as when the air temperature is above, or is expected to rise above, 80 degrees F at any time during the three days (72 hours) after the concrete is placed.

2. Maintain concrete temperature below 90 deg F at time of placement.

Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

PART 2 - PRODUCTS

2.1 CONCRETE, GENERAL

A. ACI Publications: Comply with the following unless modified by requirements in the Contract Documents:

1. ACI 117.

2. ACI 301.

2.2 STEEL REINFORCEMENT

A. Reinforcing Bars: ASTM A 615, Grade 60, deformed.

B. Plain-Steel Welded-Wire Reinforcement: ASTM A 1064, plain, fabricated from as-drawn steel wire into flat sheets.

2.3 REINFORCEMENT ACCESSORIES

A. Joint Dowel Bars: ASTM A 615, Grade 60, plain-steel bars, cut true to length with ends square and free of burrs.

B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire reinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice," of greater compressive strength than concrete and as follows:

1. For concrete surfaces exposed to view, where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainless-steel bar supports.

2. For concrete placed directly on waterproofing membrane, support reinforcement on plastic chairs or rubber-tipped chairs as warranted by the waterproofing manufacturer.

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2.4 CONCRETE MATERIALS

A. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from single source, and obtain admixtures from single source from single manufacturer.

B. Cementitious Materials: Use only one brand and source of cementitious material throughout the project, unless otherwise acceptable to the owner.

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

2. Supplementary Cementitious Materials

a. Fly Ash: ASTM C 618, Class F.

b. Slag Cement: ASTM C 989, Grade 100 or 120

c. Silica Fume: ASTM C 1240, amorphous silica.

d. In order for supplementary cementitious material to be utilized, a mix design must be submitted in which the exact type of supplementary cementitious material was successfully used on a previous project. Representative test results shall be submitted with the mix design in conformance with ACI requirements as specified. ASTM conformance must also be provided.

C. Normal-Weight Aggregates: ASTM C 33, Class 3S coarse aggregate or better, graded. Provide aggregates from a single source.

1. Coarse Aggregate: Clean, uncoated, processed aggregate containing no clay, mud, loam or foreign matter as follows:

a. Maximum Coarse-Aggregate Size: 3/4 inch nominal.

b. Crushed stone, processed from natural rock or stone. Use of pit or bankrun gravel is not permitted.

2. Fine Aggregate: Clean, sharp sand free from loam, clay, lumps or other materials with deleterious reactivity to alkali in cement.

D. Lightweight Aggregate: ASTM C 330, 3/4 inch nominal maximum aggregate size.

E. Air-Entraining Admixture: ASTM C 260.

F. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and that do not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494, Type A.

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2. Retarding Admixture: ASTM C 494, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.

4. Water-reducing and Accelerating Admixture: ASTM C 494, Type E.

5. High-Range, Water-Reducing Admixture: ASTM C 494, Type F.

6. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494, Type G.

7. Plasticizing and Retarding Admixture: ASTM C 1017, Type II.

G. Water: Provide water meeting the requirements of ASTM C 1602, Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete. Potable water is permitted to be used as mixing water without testing for conformance with the requirements of ASTM C 1602.

2.5 CURING MATERIALS

A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete.

1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. BASF Construction Chemicals - Building Systems; MasterKure

ER 50.

b. Bon Tool Co.; 32-301-B7 BonWay Evaporation Retarder.

c. Brickform, a division of Solomon Colors, Inc.; Evaporation Re-tarder.

d. ChemMasters; SprayFilm.

e. Dayton Superior; AquaFilm J74.

f. Euclid Chemical Company (The), an RPM company; EUCOBAR.

g. Kaufman Products, Inc.; VaporAid.

h. L&M Construction Chemicals, Inc.; E-CON.

i. Lambert Corporation; Lambco Skin.

j. Meadows, W. R., Inc.; EVAPRE.

k. Metalcrete Industries; Waterhold.

l. Nox-Crete Products Group; Monofilm.

m. Sika Corporation.; SikaFilm.

n. Or Approved Equal

2. Contractor to provide the product manufacturer’s written certification that the evaporation retarder is compatible with the scheduled floor fin-ishes, sealers and adhesives.

B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. when dry.

03 30 00 - 8 9/16/2025

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

D. Water: Potable.

2.6 RELATED MATERIALS

A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.

B. Bonding Agent: ASTM C 1059, Type II, non-re-emulsifiable, acrylic emulsion, polyvinyl-acetate or styrene butadiene.

1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. Dayton Superior Corporation; Acrylic Bonding Agent J40.

b. Euclid Chemical Company (The), an RPM company; Flex-Con.

c. L&M Construction Chemicals, Inc.; Everbond.

d. Or Approved Equal

C. Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements, and as follows:

1. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.

2. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. Euclid Chemical Company (The), an RPM company; Euco #452 Epoxy System.

b. L&M Construction Chemicals, Inc.; Epobond.

c. Sika Corporation; Sikadur 32, Hi-Mod.

d. Or Approved Equal

D. Reglets: Fabricate reglets of not less than 0.022-inch-thick, galvanized-steel sheet. Temporarily fill or cover face opening of reglet to prevent intrusion of concrete or debris.

E. Dovetail Anchor Slots: Hot-dip galvanized-steel sheet, not less than 0.034 inch thick, with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion of concrete or debris.

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F. Nonmetallic, Shrink-Resistant Grout: ASTM C1107, factory-packaged, nonmetallic aggregate grout, noncorrosive and nonstaining, mixed with water to consistency suitable for application and a 30-minute working time.

1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. Euclid Chemical Company (The), an RPM company; NS Grout.

b. BASF Construction Chemicals - Building Systems; Masterflow

713 Plus.

c. L&M Construction Chemicals, Inc.; Duragrout.

d. Or Approved Equal

G. Construction Paper Joint Material: Regular or heavy weight.

1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. Meadows, W.R., Inc.; Red Rosin Paper.

b. Fortifiber Building Systems Group; Red Rosin Paper.

c. Trimaco, LLC.; Red Rosin Paper.

d. Or Approved Equal

2.7 CONCRETE MIXTURES, GENERAL

A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301 and ACI 318.

1. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.

B. Minimum Compressive Strength: See drawings for required minimum concrete compressive strength at 28 days of all concrete building elements.

C. Cementitious Materials: The total cementitious material content in the concrete mixtures shall be made up of a combination of Portland cement and supplementary cementitious material. The percentage, by weight, of cementitious material other than portland cement in the concrete mixtures shall be one of the following:

1. Fly Ash: 25 percent

2. Combined Fly Ash and Pozzolan: 25 percent.

3. Slag Cement: 40 to 50 percent

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4. Combined Fly Ash or Pozzolan and Slag Cement: 50 percent, with fly ash not exceeding 25 percent.

D. All concrete subjected to freeze thaw and/or required to be watertight shall have a maximum water-cement ratio of 0.45.

E. All concrete subjected to de-icers shall have a maximum water-cement ratio of 0.40.

F. Air Content: As indicated below and the following:

1. All concrete exposed to freezing and thawing shall have an air content of 4.5% to 7.5%.

2. Do not allow air content of trowel finished floor to exceed 3%.

G. Slump Limit: 8 inches for concrete with verified slump of 3 to 5 inches before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch.

H. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight of cement.

I. Admixtures: Use admixtures according to manufacturer's written instructions.

1. Use water-reducing admixtures in concrete with water-cement ratio equal to or less than 0.50.

2. Use high-range water-reducing or plasticizing admixture in concrete, as required, for placement and workability.

3. Use water-reducing and -retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.

4. Use water-reducing admixture in pumped concrete

5. Use air entrainment admixture in concrete subject to freeze/thaw.

2.8 CONCRETE MIXTURES FOR BUILDING ELEMENTS

A. Slabs-on-Grade: Normal-weight concrete.

1. Maximum W/C Ratio: 0.45.

2. Minimum Cementitious Materials Content: 540 lb/cu. yd.

3. Air Content:

a. 6 percent, plus or minus 1.5 percent at point of delivery for 3/4-inch nominal maximum aggregate size for slabs not to receive a trowel finish.

b. Do not allow air content of trowel-finished floors to exceed 3 percent.

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4. Steel-Fiber Reinforcement: Add to concrete mixture, according to manufacturer's written instructions, at a rate of 50 lb/cu. yd.

2.9 FABRICATING REINFORCEMENT

A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."

2.10 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94, and furnish batch ticket information.

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

2. Addition of water to the batch resulting in higher water-cement ratio than what is specified above will not be permitted for material with insufficient slump.

B. Project-Site Mixing: Not permitted.

2.11 FORMWORK

A. Circular/tubular fiberboard forms for post foundations, minimum diameter and height per drawings.

B. Manufacturers

1. Basis of Design: Sonoco Products Company – Sonotube® Concrete

Forms.

2. Alternate Manufacturers:

a. Greif, Inc. – EasyPour™ Concrete Forms

b. Western Container Corporation – Concrete Cardboard Tubes

c. Or Approved Equal

3. Forms shall remain in place until concrete has sufficiently cured.

4. Verify products are suitable for cast-in-place concrete, meets structural design requirements, and complies with project specifications.

PART 3 - EXECUTION

3.1 STEEL REINFORCEMENT INSTALLATION

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A. General: Comply with the specified codes and standards and CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.

B. Clean reinforcement of excessive or loose rust and mill scale, earth, ice, and other foreign materials that reduce bond to concrete.

C. Accurately position, support, and secure reinforcement against displacement.

Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars.

1. Weld reinforcing bars according to AWS D1.4, where indicated.

D. Place reinforcement to obtain at least the minimum required concrete cover for reinforcement protection.

E. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

F. Install welded-wire reinforcement in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

3.2 JOINTS

3.3 CONCRETE PLACEMENT

A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that all required inspections of these items are completed. Notify other trades to permit the installation of their work and cooperate with other trades in setting such work, as required.

B. Coordinate the installation of joint materials and moisture barriers with placement of forms and reinforcing steel.

C. Prior to the placement of concrete, the contractor shall confirm that all construction and control joint layouts and locations have been installed and coordinated in accordance with the approved shop drawings.

D. Before test sampling and placing concrete, withheld water may be added at Project site, subject to the limitations of ACI 301 and the following:

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1. The total quantity of water, including the withheld water added at the Project Site, shall not exceed the amount allowed in the approved mixture proportions. Do not exceed the specified water-cementitious material ratio or slump limit.

2. The addition of water at the Project site shall be in accordance with ASTM C 94.

3. Do not add water to concrete after plasticizing and/or high-range water-reducing admixtures have been added to the mixture.

E. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete as near to its final location as practicable, to avoid segregation due to re-handling or flowing

1. Deposit concrete in horizontal layers of depth not to exceed formwork design pressures and in a manner to avoid inclined construction joints.

Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints.

2. Consolidate placed concrete with mechanical vibrating equipment according to the recommended practices of ACI 301 to suit the type of concrete and project conditions.

3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations, not farther than the visible effectiveness of the machine, to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.

4. Maintain reinforcing in the proper position during concrete placement operations

F. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete.

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

2. Maintain reinforcement in position on chairs during concrete placement.

3. Screed slab surfaces with a straightedge and strike off to correct elevations.

4. Slope surfaces uniformly to drains where required.

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5. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleedwater appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

3.4 FINISHING FLOORS AND SLABS

A. General: Comply with ACI 302.1R recommendations for screeding, re-straightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Scratch Finish: While still plastic, texture concrete surface that has been screeded and bull-floated or darbied. Use stiff brushes, brooms, or rakes to produce a profile amplitude of 1/4 inch in one direction.

1. Apply scratch finish to surfaces indicated.

C. Float Finish: After screeding, consolidate surface with power-driven floats or by hand floating if area is small or inaccessible to power-driven floats. Begin floating when surface water has disappeared or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both. Restraighten, cut down high spots, and fill low spots. Check and level surface plane to a tolerance so that the gap between floor surface and straightedge does not exceed 1/4" under a 10' straightedge. Repeat float passes and restraightening until surface is left with a uniform, smooth, granular texture.

1. Apply float finish to surfaces indicated.

D. Trowel Finish: After applying float finish, apply first troweling and consolidate concrete by hand or power-driven trowel. Continue troweling passes and restraighten until surface is free of trowel marks and uniform in texture and appearance. Grind smooth any surface defects that would telegraph through applied coatings or floor coverings.

1. Apply a trowel finish to surfaces indicated.

2. Finish surface to the floor flatness and levelness tolerances indicated below.

E. Trowel and Fine-Broom Finish: Apply a first trowel finish to surfaces indicated.

While concrete is still plastic, slightly scarify surface with a fine broom.

1. Finish surface to the floor flatness and levelness tolerances indicated below.

F. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, ramps, and elsewhere as indicated.

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1. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route.

Coordinate required final finish with Architect before application.

3.5 MISCELLANEOUS CONCRETE ITEM INSTALLATION

A. Filling In: Fill in holes and openings left in concrete structures after work of other trades is in place, unless otherwise indicated. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

3.6 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures for a period of time necessary for hydration of cement and proper hardening. Comply with ACI 301 and ACI 308.1 for curing of the concrete.

1. Comply with ACI 306R and ACI 306.1 for cold-weather protection during the curing period.

2. Comply with ACI 305R and ACI 305.1 for hot-weather protection during the curing period.

B. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

1. Contractor shall monitor and measure the evaporation rate on a regular basis during the during period for concrete slabs placed in hot weather.

C. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for remainder of curing period.

D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.

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E. Cure concrete slabs according to ACI 308.1.

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

a. Water.

b. Continuous water-fog spray.

c. Absorptive cover, water saturated, and kept continuously wet.

Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period, using cover material and waterproof tape.

3.7 CONCRETE SURFACE REPAIRS

A. Defective Concrete: Repair and patch with suitable repair material defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of 1 part portland cement to 2-1/2 parts fine aggregate passing a No. 16 sieve, using only enough water for handling and placing.

C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch in any dimension to solid concrete. Limit cut depth to 3/4 inch. Make edges of cuts perpendicular to concrete surface.

Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.

2. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar matches surrounding color. Patch a test area at inconspicuous locations 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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3. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Architect.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface.

Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.

1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks that meet the following:

a. Cracks in excess of 1/16 inch wide

b. Cracks deemed by the Architect to adversely affect the durability or performance of the concrete, regardless of width.

c. Cracks that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions.

2. After concrete has cured at least 14 days, correct high areas by grinding.

3. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete.

4. Correct other low areas scheduled to receive floor coverings with a repair underlayment. Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations.

5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface.

a. When dry, repair topping color shall match surrounding concrete color. Patch a test area at an inconspicuous location first to verify the mixture and color match before proceeding.

6. Repair defective areas, except random cracks and single holes 1 inch or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mixture as original concrete, except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

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7. Repair random cracks and single holes 1 inch or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

E. Perform structural repairs of concrete, subject to Architect's approval, using epoxy adhesive and patching mortar.

F. Repair materials and installation not specified above may be used, subject to Architect's approval.

3.8 FIELD QUALITY CONTROL

A. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

B. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.

END OF SECTION 03 30 00

CONCRETE MASONRY UNIT

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CONCRETE MASONRY UNIT

SECTION 04 22 00

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: Concrete masonry unit (CMU) assemblies for interior and exterior walls.

1.2 RELATED REQUIREMENTS

A. Joint Sealers - Section 07 90 00

1.3 APPLICABLE PUBLICATIONS

A. Comply with references to extent specified in this section.

1. American Concrete Institute (ACI):

315-99 - Details and Detailing of Concrete Reinforcement.

530.1/ASCE 6/TMS 602-13 - Specification for Masonry Structures.

ASTM International (ASTM):

A615/A615M-15ae1 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

A951/A951M-14 - Steel Wire for Masonry Joint Reinforcement.

1.4 SUBMITTALS

A. Submittal Procedures: Section 01 33 23, SHOP DRAWINGS, PRODUCT

DATA, AND SAMPLES.

B. Submittal Drawings: Fabrication, bending, and placement of reinforcing bars.

Comply with ACI 315. Show bar schedules, diagrams of bent bars, stirrup spacing, lateral ties and other arrangements and assemblies.

C. Special masonry shapes, profiles, and placement.

D. Masonry units for special conditions as affected by existing conditions.

E. Manufacturer's Literature and Data: Description of each product & Installation instructions.

1.5 QUALITY ASSURANCE

A. Welders and Welding Procedures Qualifications: AWS D1.4/D1.4M.

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1.6 DELIVERY

A. Deliver products in manufacturer's original sealed packaging.

B. Mark packaging, legibly. Indicate manufacturer's name or brand, type, // color, // production run number, and manufacture date.

C. Before installation, return or dispose of products within distorted, damaged, or opened packaging.

1.7 STORAGE AND HANDLING

A. Store products above grade, protected from contamination.

B. Protect products from damage during handling and construction operations.

1.8 FIELD CONDITIONS

A. Hot and Cold Weather Requirements: Comply with

ACI 530.1/ASCE 6/TMS 602.

1.9 WARRANTY

A. Contractor's one year labor and material warranty.

B. Construction Warranty: FAR clause 52.246-21, "Warranty of Construction."

PART 2 PRODUCTS

2.1 GENERAL

A. Basis of Design

B. Provide each product from one manufacturer and from one production run.

2.2 UNIT MASONRY PRODUCTS

A. Concrete Masonry Units (CMU):

1. Hollow and Solid Load-Bearing Concrete Masonry Units: ASTM C90.

Unit Weight: Normal weight.

2. Sizes: Modular, (8 inches by 16 inches) & (6 inches by 16 inches) nominal face dimension; thickness as indicated on drawings.

3. For molded faces used as a finished surface, use concrete masonry units with uniform fine to medium surface texture unless specified otherwise.

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4. Use bullnose concrete masonry units at corners exposed in finished work with 25 mm (1 inch) minimum radius rounded vertical exterior corners (bullnose units).

2.3 LINTELS

A. Solid Concrete Masonry Lintels: ASTM C1623, matching CMUs in color, texture, and density classification; and with reinforcing bars indicated. Provide lintels with net-area compressive strength of not less than 3000 psi. Reinforcement shall conform to ASTM A615, Grade 60.

2.4 ANCHORS, TIES, AND REINFORCEMENT

A. Steel Reinforcing Bars: ASTM A615/A615M; Grade 60, deformed bars.

B. Joint Reinforcement:

1. Form from wire complying with ASTM A951/A951M.

2. Hot dipped galvanized after fabrication.

3. Width of joint reinforcement 40 mm (1.6 inches) less than nominal thickness of masonry wall or partition.

4. Cross wires welded to longitudinal wires.

5. Joint reinforcement minimum 3000 mm (10 feet) long, factory cut.

6. Joint reinforcement with crimp formed drip is not acceptable.

7. Maximum spacing of cross wires 400 mm (16 inch) to longitudinal wires.

C. Ladder Design:

1. Longitudinal wires deformed

D. Ridge Wall Anchors:

1. Form from galvanized steel minimum 25 mm (1 inch) wide by 5 mm

(3/16 inch) thick by 600 mm (24 inches) long, plus 50 mm (2 inch) bends.

E. Other lengths as indicated on drawings.

2.5 ACCESSORIES

A. Shear Keys: Use preformed gasket control joints in CMU walls.

B. Weeps:

1. Weep Hole: Flexible PVC louvered configuration with rectangular closure strip at top.

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C. Preformed Compressible Joint Filler:

1. Thickness and depth to fill joint.

2. Closed Cell Neoprene: ASTM D1056, Type 2, Class A, Grade 1, B2F1.

3. Non-Combustible Type: ASTM C612, Type 5, Max. Temp.1800 degrees F.

D. Masonry Cleaner:

1. Detergent type cleaner selected for each type masonry.

2. Acid cleaners are not acceptable.

3. Use soapless type specially prepared for cleaning brick or concrete masonry as appropriate.

E. Fasteners:

1. Concrete Nails: ASTM F1667, Type I, Style 11, 19 mm (3/4 inch) minimum length.

2. Masonry Nails: ASTM F1667, Type I, Style 17, 19 mm (3/4 inch) minimum length.

3. Screws: FS-FF-S-107, Type A, AB, SF thread forming or cutting.

F. Welding Materials: AWS D1.4/D1.4M, type to suit application.

PART 3 EXECUTION

3.1 INSTALLATION - GENERAL

A. Install products according to manufacturer's instructions and approved submittal drawings.

1. When manufacturer's instructions deviate from specifications, submit proposed resolution for Contracting Officer's Representative consideration.

B. Keep finish work free from mortar smears or spatters, and leave neat and clean.

C. Wall Openings:

1. Fill hollow metal frames built into masonry walls and partitions solid with mortar as laying of masonry progresses.

2. When items are not available when walls are built, prepare openings for subsequent installation.

D. Tooling Joints:

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1. Do not tool until mortar has stiffened enough to retain thumb print when thumb is pressed against mortar.

2. Tool while mortar is soft enough to be compressed into joints and not raked out.

3. Finish joints in exterior face masonry work with jointing tool, and provide smooth, water-tight concave joint unless specified otherwise.

4. Tool Exposed interior joints in finish work concave unless specified otherwise.

E. Lintels:

1. Lintels are not required for openings less than 1000 mm (40 inches) wide that have hollow metal frames.

2. Openings 1025 mm (41 inches) wide to 1600 m (63 inches) wide without structural steel lintel or frames, require lintel formed of concrete masonry lintel or bond beam units filled with grout and reinforced with one No. 16 (No. 5) rod top and bottom for each 100 mm (4 inches) of nominal thickness unless shown otherwise.

3. Use steel lintels, for openings greater than 1600 m (63 inches) wide, brick masonry openings, and elevator openings unless shown otherwise.

4. Lintel Bearing Length: Minimum 100 mm (4 inches) at both ends.

F. Wetting and Wetting Test:

1. Test and wet brick and clay tile according to BIA TN 11B.

2. Do not wet concrete masonry units or glazed structural facing tile before laying.

G. Temporary Formwork: Provide formwork and shores as required for temporary support of reinforced masonry elements.

1. Construct formwork to conform to shape, line and dimensions indicated on drawings. Make sufficiently tight to prevent mortar, grout, or concrete leakage. Brace, tie and support formwork as required to maintain position and shape during construction and curing of reinforced masonry.

2. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other reasonable temporary construction loads.

3. Minimum Curing Times Before Removing Shores and Forms:

Girders and Beams: 10 days.

Slabs: 7 days.

Reinforced Masonry Soffits: 7 days.

3.2 INSTALLATION - REINFORCEMENT

A. Joint Reinforcement:

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1. Install joint reinforcement in single wythe concrete masonry unit walls or partitions.

2. Locate joint reinforcement in mortar joints at 400 mm (16 inch) maximum vertical intervals.

3. Additional joint reinforcement is required in mortar joints at both 200 mm

(8 inches) and 400 (16 inches) above and below windows, doors, louvers and similar openings in masonry.

B. Steel Reinforcing Bars:

1. Install reinforcing bars in cells of hollow masonry units where required for vertical reinforcement and in bond beam units for horizontal reinforcement.

Install in wall cavities of reinforced masonry walls where indicated on drawings.

C. Grout openings:

1. Leave cleanout holes in double wythe walls during construction by omitting units at base of one side of wall.

2. Locate 75 mm by 75 mm (3 inches. by 3 inches.) min. cleanout holes at location of vertical reinforcement.

3. Keep grout space clean of mortar accumulation and debris. Clean as work progresses and immediately before grouting.

3.3 INSTALLATION - BRICK EXPANSION AND CMU CONTROL JOINTS

A. Provide brick expansion joint (EJ) and CMU control joints (CJ) where indicated on drawings.

B. Keep joint free of mortar and other debris.

C. Joints Occur In Masonry Walls:

1. Install preformed compressible joint filler in CMU walls.

2. Install cross shaped shear keys in concrete masonry unit wythe with preformed compressible joint filler on both sides of shear key.

D. Use standard notched concrete masonry units (sash blocks) made in full and half-length units where shear keys are used to create a continuous vertical joint.

E. Interrupt joint reinforcement at expansion and control joints.

F. Fill opening in exposed face of expansion and control joints with sealant as specified in Section 07 92 00, JOINT SEALANTS.

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3.4 INSTALLATION - BUILDING EXPANSION AND SEISMIC JOINTS

A. Keep expansion and seismic joints open and free of mortar. Remove mortar and other debris.

B. Install non-combustible, compressible type joint filler to fill space completely except where sealant is shown on joints in exposed finish work.

C. Fill opening in exposed face of expansion and seismic joints with sealant as

3.5 INSTALLATION - CONCRETE MASONRY UNITS

A. Types and Uses:

1. Provide special concrete masonry shapes as required, // including lintel and bond beam units, sash units, and corner units //. Provide solid concrete masonry units, where full units cannot be installed, or where needed for anchorage of accessories.

2. Provide solid load-bearing concrete masonry units or grout cell of hollow units at jambs of openings in walls, where structural members impose loads directly on concrete masonry, and where shown.

3. Provide rounded corner (bullnose) shapes at opening jambs in exposed work and at exterior corners.

4. Do not install brick jambs in exposed finish work.

5. Where ends of anchors, bolts, and other embedded items, project into voids of units, completely fill voids with mortar or grout.

6. Provide 6 mm (1/4 inch) open joint for sealant between exterior walls.

7. Lay concrete masonry units with full face shell mortar beds and fill head joint beds for depth equivalent to face shell thickness.

8. Lay concrete masonry units so cores of units, that are to be filled with grout, are vertically continuous with joints of cross webs of such cores completely filled with mortar. Unobstructed core openings minimum 50 mm (2 inches) by 75 mm (3 inches).

9. Do not wedge masonry against steel reinforcing. Minimum 13 mm (1/2 inch) clear distance between reinforcing and masonry units.

10. Install deformed reinforcing bars of sizes indicated on drawings.

11. At time of placement, ensure steel reinforcement is free of loose rust, mud, oil, and other contamination capable of affecting bond.

12. Place steel reinforcement at spacing indicated on drawings before grouting.

13. Minimum clear distance between parallel bars: One bar diameter.

14. Hold vertical steel reinforcement in place vertically by centering clips, caging devices, tie wire, or other approved methods.

15. Support vertical bars near each end and at maximum 192 bar diameter on center.

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16. Splice reinforcement or attach reinforcement to dowels by placing in contact and securing with wire ties.

17. Stagger splices in adjacent horizontal reinforcing bars. Lap reinforcing bars at splices a minimum of 40 bar diameters.

18. Grout cells of concrete masonry units, containing reinforcing bars, solid as specified.

19. Install cavity and joint reinforcement as masonry work progresses.

20. Rake joints 6 to 10 mm (1/4 to 3/8 inch) deep for pointing with colored mortar when colored mortar is not full depth.

3.6 POINTING

A. Fill joints with pointing mortar using rubber float trowel to apply mortar solidly into raked joints.

B. Wipe off excess mortar from joints of glazed masonry units with dry cloth.

C. Tool exposed joints to smooth concave joint.

D. At joints with existing work, match existing joint.

3.7 GROUTING

A. Preparation:

1. Clean grout space of mortar droppings before placing grout.

2. Close cleanouts.

3. Install vertical solid masonry dams across grout space for full height of wall at intervals of maximum 9000 mm (30 feet). Do not bond dam units into wythes as masonry headers.

4. Verify reinforcing bars are installed as indicated on drawings.

B. Placing:

1. Place grout in grout space in lifts as specified.

2. Consolidate each grout lift after free water has disappeared but before plasticity is lost.

3. Do not slush with mortar or use mortar with grout.

C. Interruptions:

1. When grouting must be stopped for more than an hour, top off grout 40 mm (11/2 inches) below top of last masonry course.

2. Grout from dam to dam on high lift method.

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3. Longitudinal run of masonry may be stopped off only by raking back one-half masonry unit length in each course and stopping grout 100 mm (4 inches) back of rake on low lift method.

D. Puddling Method:

1.…