Project_Manuals_1-2-3_-_Full_Rev1_Specifications_2019_07_09.pdf

JEMEZ DISTRICT OFFICE 024100-1

DEMOLITION

SECTION 024100

DEMOLITION

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Demolition, removal, salvage and disposal of existing site features, piping, structures and materials where indicated on the drawings and as specified in this section

B. Demolition and removal of concrete foundations, sidewalks, concrete and asphaltic paving

1.2 RELATED SECTIONS

A. Section 011500 – Hazardous Materials Requirements

B. Section 015000 – Temporary Facilities and Controls

C. Section 017419 – Construction Waste Management

D. Section 028213 – Asbestos Abatement

E. Section 312000 – Earthwork

F. Section 329219 - Seeding

1.3 SUBMITTALS

A. Permits and Certificates.

1. Certificates of severance of utility service

2. Permit for transport and disposal of debris

3. Asbestos Contractor’s NESHAP Certification

4. Copy of Notice to NM Air Quality Bureau

B. Photo documentation of existing conditions.

1.4 PROJECT RECORD DOCUMENTS

A. Submit under provisions of Division 1 specifications

B. Accurately record actual locations of capped utilities and subsurface obstructions

1.5 CLOSEOUT

A. Copy of disposal record for asbestos

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1.6 REGULATORY REQUIREMENTS

A. Conform to applicable Federal codes for demolition of structures, safety of adjacent structures, dust control, and disposal

B. Notify affected utility companies before starting work and comply with their requirements

C. Do not close or obstruct roadways, sidewalks, or hydrants without written permission from Government

D. Conform to applicable regulatory procedures when discovering hazardous or contaminated materials

1.7 SCHEDULING

A. Schedule and submit under provisions of Division 1 specifications

B. Provide detailed descriptions for demolition and removal procedures

C. Notify Contracting Officer of any demolition work one (1) week prior to commencement

D. Coordinate all demolition work with Engineer Government and Contracting Officer

PART 2 PRODUCTS

2.1 SALVAGE OF MATERIALS

A. All existing construction and items not salvaged to Owner Government shall be considered waste and shall become the property of Contractor for off-site disposal

B. Remove and reinstall as indicated on Drawings and herein the following Equipment and

Materials:

1. Trash dumpster

2. Two propane tanks

3. Bollards protecting propane tanks

4. Wheel stops

2.2 HANDLING AND STORAGE

A. Contractor shall carefully disassemble Equipment and Materials that are to be reused and returned to Government in such a way to avoid any damage. Contractor shall store such

Equipment and Materials in such a way to avoid any damage, corrosion, or staining

2.3 FILL MATERIALS

A. Fill Material: Use on site fill material under provisions of Section 312000 and in accordance with Geotechnical recommendation

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PART 3 EXECUTION

3.1 INSPECTION

A. Verify areas to be demolished are unoccupied and discontinued in use

B. Do not commence work until conditions are acceptable to Engineer Contracting Officer and Owner Government

C. Existing conditions of Equipment and Materials, structures, surfaces, or properties that could be misinterpreted as damaged as a result of demolition work shall be photographed and filed with Contracting Officer prior to commencement of Work

3.2 PREPARATION

A. Provide, erect, and maintain temporary barriers, enclosures, security fences and shoring at demolition locations in accordance with Division 1 and other related specifications to protect Contractor’s personnel

B. Protect existing structures and utilities which are not to be demolished

C. Provide temporary wiring and connections to maintain existing telephone, electrical, instrumentation and control systems in service during construction

D. Mark location of existing utilities

3.3 GENERAL REQUIREMENTS

A. Sprinkle Work with water to minimize dust where applicable. Provide hoses and water connections for this purpose.

B. Do not use water to extent causing flooding, contaminated runoff, or icing

C. Remove demolished material from the site

D. Repair damage to adjacent structures

E. Remove buried piping, wiring, and conduit to be abandoned as required for the Work.

Plug the remainder flush.

3.4 DISPOSAL

A. Do not store or burn waste materials on-site

B. Transport demolition debris off of Federal land and dispose of properly.

C. Notify Contracting Officer immediately if any hazardous materials that have not previously been disclosed are encountered during demolition work. Contractor shall

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comply with applicable regulations and laws regarding the removal and handling of these materials as well as protection of environment and human health.

3.5 CONNECTION TO EXISTING CONSTRUCTION

A. Cut and remove portions of existing construction as necessary to allow for proper installation of new construction Equipment and Materials

B. Shore and brace existing structures to maintain safe structure conditions and until permanent structures and supports are completed

1. Contractor shall repair all damage in result of installation of shoring and bracing

C. Cap, seal or abandon pipe and cable as indicated on Drawings and specified herein

3.6 CLEANUP AND REPAIR

A. Contractor shall repair demolition performed in excess of that required or indicated

1. Surfaces and structures to remain shall be repaired to the existing conditions prior to commencement of demolition work

3.7 SITE DEMOLITION

A. Remove, cap and identify designated utilities within demolition area as shown on the

Drawings. Coordinate with utility owners.

B. Remove asphalt paving and other concrete work to approximate extents shown on

Drawings. Remove concrete to nearest joint beyond demolition area.

C. Remove storm sewer items where shown on the Drawings.

D. Backfill areas excavated caused as a result of demolition, in accordance with Section

312000

E. Rough grade and compact areas affected by demolition to maintain site grades and contours as shown on drawings

F. Remove demolished materials from site

G. Do not burn or bury materials on site. Leave site in clean condition.

3.8 ELECTRICAL DEMOLITION

A. General:

1. Remove existing installation

B. Existing electrical service:

1. Work by Jemez Electrical Coop

a. Power pole demolition

b. Overhead service line removal and relocation to underground

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2. Work by Contractor:

a. None external to buildings

3.9 BUILDING DEMOLITION

A. Remove and dispose of all building components for buildings that are awarded in this contract. Refer to Section 028213 for information on hazardous material.

END OF SECTION 224100

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JEMEZ DISTRICT OFFICE 033000-1

CAST-IN-PLACE CONCRETE

SECTION 033000

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Cast-in-place concrete

B. Forms

C. Concrete accessories

1.2 RELATED SECTIONS

A. 03600 - Grout 032000 Concrete Reinforcement

1.3 REFERENCE STANDARDS AND GUIDES

A. Comply with the following except as modified by supplementary requirements of this

Project Specification.

B. American Concrete Institute – ACI:

1. 117 – Standard Specifications for Tolerances for Concrete Construction and Materials

2. 214 – Recommended Practice for Evaluating Compression Test Results of Field

Concrete

3. 301 – Specifications for Structural Concrete

4. 304 – Guide for Measuring, Mixing, Transporting and Placing Concrete

5. 305 – Hot Weather Concreting

6. 306 – Cold Weather Concreting

7. 308.1 – Guide to Curing Concrete

8. 309 – Guide for Consolidation of Concrete

9. 315 – Details and Detailing of Concrete Reinforcement

10. 318 – Building Code Requirements for Structural Concrete

11. 347 – Guide to Formwork for Concrete

12. 350 – Code Requirements for Environmental Engineering Concrete Structures and

Commentary

C. American Standards and Testing Materials (ASTM)

1. A615 – Deformed and Plain Carbon Steel Bars for Concrete Reinforcement

2. C31 – Practice for Making and Curing Concrete Test Specimens in the Field

3. C33 – Concrete Aggregates

4. C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens

5. C94 – Specification for Ready-Mixed Concrete

6. C143 – Standard Test Method for Slump of Hydraulic-Cement Concrete

7. C150 – Specification for Portland Cement

8. C173 or C231 – Test Methods for Air Content of Freshly Mixed Concrete

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9. C260 – Air Entraining Admixtures for Concrete

10. C309 – Liquid Membrane-Forming Compounds for Curing Concrete

11. C452 – Standard Test Method for Potential Expansion of Portland-Cement Mortars

Exposed to Sulfate

12. C494 – Chemical Admixtures for Concrete

13. C618 – Fly Ash and Raw or Calcinated Natural Pozzolan for Use as a Mineral admixture in Portland Cement Concrete

14. D1751 – Preformed Expansion Joint Fillers for Concrete Paving and Structural

Construction (Non-extruding and Resilient Bituminous Types)

D. Concrete Reinforcing Steel Institute (CRSI)

1. DA4 – Manual of Standard Practice

2. P1 – Placing Reinforcing Bars

E. National Institute of Standards and Technology (NIST)

1. PS 1 – Structural Plywood

1.4 PERFORMANCE TOLERANCES

A. Conform to ACI 117, ACI 301, ACI 347 and ACI 350 as modified herein. In case of conflict, ACI 117 governs. ACI 350 governs where ACI 117 does not apply.

1.5 SUBMITTALS

A. Submit under provisions of Division 1 specifications

B. Shop Drawings: Reinforcing bar lists, fabrication and placement drawings

1. Indicated bar sizes, spacing, locations, and quantities of reinforcing steel. Bending and cutting schedules shall be included in all shop drawings.

2. Indicate pertinent dimensions, materials, bracing, arrangement of joints and ties, and exact location of openings, framing, and special conditions affecting work

3. All shop drawings shall be original drawings produced by the supplier and shall not be reproductions of the Contract Documents

C. Product Data: Provide sufficient information on products specified to verify compliance with specifications. Provide data on

1. Joint devices

2. Attachment accessories

3. Admixtures and mixes

4. Curing Compounds

5. Sealers

a. Installation procedures to be followed, showing compliance with manufacturer’s recommendations

D. Test Reports

1. Submit reports of tentative concrete mix designs and testing prior to placing any concrete, including

a. Slump range on which the design is based

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b. Total gal of water per cu yd

c. Brand, type, composition, and quantity of cement with manufacturer and plant location identified

d. Brand, type, composition and quantity of fly ash

e. Specific gravity and gradation of each aggregate

f. Ratio of fine to total aggregates

g. Surface-dry weight of each aggregate per cu yd

h. Brand, type ASTM designation, active chemical ingredients and quantity of each admixture

i. Air content and tolerance

j. Water/cementitious material ratio and tolerance

k. Compressive strength based at 7- and 28-day compression tests

l. Submit reports of field quality control testing

m. Time of initial set

2. Submit suppliers certified fly ash test reports for each shipment delivered to concrete supplier

a. Physical and chemical characteristics

b. Certification of compliance with the specifications

c. Signed by Contractor and concrete supplier

3. Existing data on proposed design mixes are acceptable if certified and complete

E. Construction Joint Locations: Submit all proposed construction joint locations in slabs and walls to representative of Contracting Officer two (2) weeks prior to placing any concrete.

1.6 QUALITY ASSURANCE

A. Perform work in accordance with ACI 301 and ACI 350. Maintain one copy of each document on site.

B. Follow recommendations of ACI 305 when concreting in hot weather.

C. Follow recommendations of ACI 306 when concreting in cold weather.

D. Acquire cement and aggregate from same source for all work

1.7 DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, protect and handle materials under provisions of Division 1 Specifications

B. Cement and fly ash: Store in moisture proof enclosures, do not use if caked or lumpy

C. Aggregate: Store to prevent segregation and inclusion of foreign materials, do not use the bottom 6-inch of piles in contact with the ground

D. Reinforcing steel

1. Store on supports 6” minimum off of ground, which will keep it from contact with ground and protected from oil or other materials detrimental to steel or bonding capability. Cover to prevent unacceptable surface corrosion and contamination.

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2. Tag bundles of reinforcing bars with metal tag showing specification, grade, size, quantity and suitable identification to permit checking, sorting and placing.

E. Rubber and plastic materials: Store in a cool place, do not expose to direct sunlight

F. Prepare a delivery ticket for each load of ready-mixed concrete

G. Truck operator shall hand ticket to representative of Contracting Officer at the time of delivery with ticket to show:

1. Quantity delivered

2. Actual quantity of each material in batch

3. Outdoor temp in the shade

4. Time at which cement was added

5. Numerical sequence of the delivery

6. Quantity of water that can be added in the field based on mix design

7. Free moisture in fine and coarse aggregate in percent by weight

8. Temperature of batch

PART 2 PRODUCTS

2.1 FORMS

A. Prefabricated: Symons "Steel-Ply" or accepted substitution

B. Plywood: PS 1, waterproof resin-bonded, exterior type Douglas Fir; face adjacent to concrete Grade B or better

C. Lumber: Straight, uniform width and thickness; free from knots, offsets, holes, dents, and other surface defects

D. Chamfer strips: Clear, white pine, surface against concrete planed

E. Form coating: Colorless biodegradable oil or water based release agent that will not stain concrete and is VOC compliant. Acceptable products: Nox-Crete "Nox-Crete Form

Coating", L & M "Debond", or accepted substitution

F. Form Coating where exposed to potable water: Meets NSF Standard 61, Dayton Superior

“Clean Strip J1EF”, Hill and Griffith Company “Grifcote LV-50-Plus”

G. Form ties: Removable end, permanently embedded body types with waterstops not requiring auxiliary spreaders, with cones on both ends, embedded portion 1-inch minimum back from concrete face. If not provided with threaded ends, constructed for breaking off ends without damage to concrete.

2.2 REINFORCING STEEL

A. Bars: ASTM A615, Grade 60

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B. Beam Stirrups and column ties: ASTM A615, grade 40

C. Bar supports: CRSI Class 1, fabricated from galvanized wire having PVC coated legs

D. Tie wire: 16 ½ gage or heavier, black annealed wire

E. Form and fabricate reinforcing steel in accordance with ACI 315 and 318 and CRSI DA4 except as specified or indicated on Drawings, free from rust, scale and contaminants which will reduce bond.

F. Dowel Adhesive: Hilti “HIT-RE 500 V3”, Powers “PE 1000+”, Simpson “SET-XP”, or accepted substitution.

2.3 CONCRETE

A. Cement: ASTM C150, Type I/II modified cement tested to meet type V for sulfate resistance per ASTM C150 Table 4 and ASTM C452. Cement should have a tricalcium aluminate content of not more than 8 percent.

B. Fly ash: ASTM C618, Class F

C. Fine aggregate: Clean, natural sand, ASTM C33; no manufactured or artificial sand

D. Coarse aggregate: Crushed rock, natural gravel, or other inert granular material, ASTM

C33 except clay and shale particles no more than 1%.

1. Alkali Silica Reactivity: Aggregate shall be considered non-reactive with a documented satisfactory service record for a minimum ten year period used in concrete with similar cementitious material or with an alkali (Na2O eq.) content in concrete equal or higher than that in the proposed mixture. In the absence of service record the aggregate shall be tested and will be considered non-reactive if it complies with a) or b)

a. ASTM C1260 14-day expansion less than or equal to 0.1%, or

b. ASTM C1293 1-year expansion less than or equal to 0.040%

E. Water: Clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or steel.

F. Admixtures

1. Air entraining agent: ASTM C260; Grace "Darex AEA", Master Builders "MB-VR", Sika Chemical "AEA", or accepted substitution

2. Chemical Admixtures: ASTM C494, non-corrosive and chloride free.

2.4 ACCESSORIES

A. Expansion Joint Filler: ASTM D1751, asphalt impregnated fiber board, glass fiber or sponge, 1/2 inch thickness unless indicated otherwise.

JEMEZ DISTRICT OFFICE 033000-6

B. Membrane Forming Curing Compound: ASTM C309, L&M Construction Materials

“Dress & Seal WB30”, BASF "MasterKure CC 200WB”, Euclid “Super Diamond Clear

VOX”, Dayton Superior “Cure & Seal 1315 EF”, or accepted substitution.

C. Curing Compound for surfaces in contact with potable water: Meets NSF Standard 61, Dayton Superior “Clear Cure VOC J7WB”, Atlas Tech Products “Atlas Quantum-Cure

NSF”, W.R. Meadows “VOCOMP-25”.

D. Floor Sealer: L&M Construction Materials “ Dress and Seal WB30”, BASF “MasterKure

CC 200WB” , Euclid “Super Diamond Clear VOX”, Dayton Superior “Cure & Seal 1315

EF”, or accepted substitution.

E. Epoxy Bonding Agent: ASTM C881, Sika “Sikadur 32 Hi-Mod”, Dayton Superior “Sure

Bond J58”, L&M Construction Materials “Epobond”, Dayton Superior “Sure Bond J58”, or accepted substitution. Use when joining new to existing concrete.

F. Non-Epoxy Bonding Agent: ASTM C1059 Type II, Larson Products “Weld-Crete”, BASF “MasterEmaco A 660”, L&M Construction Materials “Everbond”, Dayton

Superior “Acrylic Bonding Agent J40”, or accepted substitution. Use when joining new to existing concrete when bonding agent cannot be placed immediately prior to placement of new concrete.

G. Patching Mortar: Sika “Sikatop”, L&M Construction Materials “Durapatch VOH”, or accepted substitution.

H. Vapor Barrier: Polyethylene film minimum 6 mils thick.

I. Premolded Joint Filler: ASTM D1751, ASTM D1752 Type I, II, or III.

2.5 CONCRETE MIX DESIGN

A. Concrete Mix: Measure and combine cement, aggregate, water, and admixtures in accordance with ASTM C94 and ACI 211.1.

1. Cement: When used in exposed concrete shall be one brand from one source. Do not mix different cements in same element of Work.

2. Water-Cement Ratio (if fly ash used, water-cement plus fly ash ratio): See Drawings.

3. Air-Entrainment: See Drawings.

4. Chemical Admixtures: Use is optional to aid concrete properties and allow for efficient placement. Manner of use and amount shall be in accordance with manufacturer’s written recommendations and as approved by Engineer Contracting

Officer. Do not use admixtures that increase early shrinkage or negatively affect finishing.

5. Fly Ash: Use is optional unless otherwise noted. Combine fly ash with cement at a rate of 1 pound fly ash for each pound reduction of cement. Amount of fly ash shall not be less than 15% or more than 25% of weight of cement plus fly ash. When fly ash used, minimum amount of cement designated may be proportionately reduced.

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2.6 FABRICATION

A. Reinforcing Steel: Accurately formed, fabricated in accordance with ACI 315 and 318 and CRSI DA4 except as specified or indicated on drawings, free from rust, scale and contaminants which will reduce bond

2.7 SOURCE QUALITY CONTROL

A. Test the proposed concrete mix for each size and gradation of aggregates and each consistency intended for use in the project

B. Aggregates

1. Sample and test according to ASTM C33

2. Determine bulk specific gravity in accordance with ASTM C127 and C128

C. Fly Ash: Supplier's chemical composition and physical analysis test

D. Initial set test

1. In accordance with ASTM C403

2. Test at 70 degrees F and 90 degrees ambient

3. Test at 70 degrees F on mix including specific plasticizing and entraining admixtures

4. Test at 90 degrees F on mix including specified retarding and air entraining admixtures

5. Fly ash: Supplier's chemical composition and physical analysis test

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify site conditions in field or under provisions of Division 1 Specifications

B. Verify requirements for concrete cover over reinforcement

C. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete

3.2 PREPARATION

A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions

B. Subgrade and bedding shall be compacted and free of frost. If placement occurs at temperatures below freezing, provide temporary heat and protection to remove frost. Do not place concrete on frozen material.

C. Remove standing water, ice, mud, and foreign matter before placing concrete

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3.3 FORMS

A. Formwork design, detailing, and installation shall be Contractor’s responsibility and shall conform to ACI 347R.

B. Type of forms used is Contractor’s option, except as otherwise indicated or shown.

Plywood and other wood forms shall have smooth level surfaces treated with form oil or sealer to produce clean release of concrete from forms.

1. Where wall remain exposed use plywood, prefabricated metal or wood forms; do not use boards. Lay forms out in a uniform pattern with the long dimension of the form placed vertically and joints aligned.

2. Form ties shall be plastic cone snap ties. Cone shall be min ¾ inch diameter by 1 inch deep. Taper tie through-bolt form ties may be used as an alternate to plastic cone snap ties; conform to details shown. Do not use wire ties on exposed concrete.

3. Provide ¾ inch chamfer on external corners of exposed concrete walls, beams, columns, equipment bases and exposed edges of construction joints. Do not chamfer edges flush with walls.

C. Coat plywood and wood forms with non-staining form release agent. Apply release agent before reinforcement is placed.

D. Clean, patch, and repair form material before reuse.

E. Formwork shall prevent leakage of mortar, shall not deflect under weight of concrete and workmen, and shall withstand fluid pressure of concrete. Maximum deviation from a true plane: 1/8 inch within 6 feet

F. Brace or tie forms to maintain desired position, shape, and alignment during and after concrete placement

G. Design to produce hardened concrete to the shape, lines, and dimensions indicated on the drawings

H. Plywood or lined forms are not required for surface normally submerged or not normally exposed to view

I. Other type of forms may be used for surfaces not restricted to plywood or lined forms as backing for form lining

J. Flat segmental forms, 2 foot maximum width, may be used for curved surfaces 25 feet minimum diameter

K. Provide polyethylene film to protect concrete from water loss when placing concrete against gravel or crushed rock not containing 25 percent minimum material passing a No.

4 sieve, lap joint 4 inches

L. When placing concrete against rock, remove all loose pieces of rock and clean exposed surface with high pressure hose

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M. Size and space whalers, studs, internal ties and other form supports so proper working stresses are not exceeded

N. Locations to be finished to a specified elevation, slope, or contour, bring form to true line and grade and provide a wooden guide strip at the proper location in the forms for finishing the top surface with a screed or template

O. At horizontal construction joints in walls, stop the forms on one side not more than 2 feet above the joint

P. Provide temporary opening at the bottom of columns and wall forms and wherever necessary for cleaning and inspection

Q. Install form ties on exposed surfaces in uniformly spaced vertical and horizontal rows

R. Do not remove or disturb until concrete has attained sufficient strength to safely support all dead and live loads

S. Maintain forms in place for a minimum of 40 hours for length of curing time in accordance with ACI 306/306R when temperature is 45 deg F and below

T. Remove forms carefully to prevent surface gouging, corner or edge breakage and other damage

3.4 REINFORCING STEEL

A. Accurately position reinforcing steel on supports, spacers, hangers, or other reinforcing steel at maximum intervals of 4 feet on center

B. Secure with wire ties or suitable clips. Tie 50 percent of all reinforcement and reinforcement at intersections for wall and floor construction

C. Except at contact splices, minimum clear distances between bars, the greater of

1. Nominal diameter of bars

2. 1.5 times max size of coarse aggregate

D. Splices

1. As specified or indicated on the drawings

2. Splices at other locations will be acceptable, if approved by the Engineer

Contracting Officer

3. Do not weld or tack weld reinforcing steel

4. Remove and replace steel upon which any unauthorized welding has been performed

3.5 EMBEDMENTS

A. Accurately position and securely anchor in forms, anchor bolts, steel shapes, conduit, sleeves, masonry anchorages, and other materials to be embedded in concrete

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B. Cast pipe and other embedded items into concrete as placement progresses. Do not provide blockouts.

C. Do not place ducts, conduit, and pipes in slabs on grade. Place minimum 4 inches below slab

D. Place items constructed of dissimilar metals to avoid physical contact with reinforcing.

Secure item and reinforcing to ensure they will not shift and come into contact during concrete placement. Contact between reinforcing steel and other metal, other than bare, coated, or plated carbon steel not permitted.

E. Anchor bolts

1. Unless installed in pipe sleeves, provide sufficient threads on anchor bolts to permit a nut on the concrete side of the form or template

2. Install a second nut on the other side of the form or template

3. Adjust the nuts to hold the bolt rigidly in the proper position

F. Clean embedments before installation

3.6 TRANSPORTING MIXED CONCRETE

A. Transporting of mixed concrete shall conform to ACI 304R.

B. Maximum delivery time from batch plant is 90 minutes

C. Do not exceed manufacturer's guaranteed capacity of truck agitators. Maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling.

D. Do not incorporate additional mixing water into the concrete during hauling or after arrival at the delivery point, unless ordered approved by the Engineer Contracting

Officer. If additional water is to be incorporated into the concrete, revolve the drum not less than 30 revolutions at mixing speed after the water is added and before placing concrete.

E. Notify representative of Contracting Officer of any water added to the concrete mixture

Include amount of any additional water added on the ticket.

F. Furnish a water measuring device in good working condition, mounted on each transit mix truck, for measuring the water added to the mix on the site by the Engineer

Contracting Officer.

G. Provide delivery ticket to representative of Contracting Officer and comply with delivery requirements of this section

3.7 PLACING CONCRETE

A. Place concrete in accordance with ACI 304, ACI 301, and ACI 318

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B. Schedule and attend pre-pour meeting with Contracting Officer at least 7 days before first pour to review requirements of this specification

C. Notify representative of Contracting Officer not less than 48 hours in advance of the times and places at which contractor intends to place concrete

D. Predetermine limits at each pour and place all concrete within limits of pour in one continuous operation

E. Construction joint locations shall be approved by the Contracting Officer’s

Representative.

F. Rigidly secure forms, reinforcing steel, embedment, and anchor bolts in proper position

G. Remove all mud, water, ice, snow, frozen material, and debris from space to be occupied by concrete

H. Clean surfaces encrusted with dried concrete from previous concrete operations

I. Convey to the point of final deposit by methods which will prevent separation or loss of ingredients

J. Place concrete in final position without being moved laterally more than 5 feet

K. Place concrete in horizontal layers not more than 2 feet of depth to allow for proper consolidation

L. Place subsequent layer while the preceding layer is still plastic

M. Top finish concrete when thoroughly settled

N. Remove all laitance, debris, and surplus water from the tops of the forms by screeding, scraping or other effective means

O. Overfill the forms for walls whose tops will be exposed to the weather and screed off the excess after the concrete has settled

P. Clean concrete spatter and other foreign substances from surfaces not in contact with concrete.

3.8 BONDING TO HARDENED CONCRETE

A. Place new concrete on rough, clean, damp faces of existing concrete

B. Roughen concrete to be bonded to future concrete to 1/4 inch amplitude

C. Remove surface mortar of smooth surfaces to expose aggregate

D. Clean hardened concrete of all foreign substances, including curing compound, washed with clean water, and keep saturated for 24 hrs preceding placement of fresh concrete

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E. Apply epoxy bonding agent for bonding to hardened concrete

3.9 CONSOLIDATION

A. Thoroughly consolidate concrete during and immediately after placement

B. Work concrete around all reinforcements and embedments and into the corners of the forms

C. Use mechanical vibrators which will maintain 9,000 cycles per minutes when immersed in the concrete, 1 ½ hp motor minimum

3.10 COLD WEATHER CONCRETING

A. Conform to ACI 306, except as modified herein

B. Minimum concrete temp at the time of mixing

Outdoor Temp at

Placement (in shade)

Concrete Temp at Mixing

Below 30°F 70°F

Between 30°F & 45°F 60°F

Above 45°F 45°F

C. Do not place heated concrete which is warmer than 80 degrees F

D. If freezing temp are expected during curing, maintain the concrete temp at or above 50 deg F for 5 days or 70 deg F for 3 days with forms in place

E. Do not allow concrete to cool suddenly

3.11 HOT WEATHER CONCRETING

A. Conform to ACI 305, except as modified herein

B. At air temp of 90 degrees F and above keep concrete as cool as possible during placement and curing

C. Do not allow concrete temperature to exceed 80 deg F at placement

D. Prevent plastic shrinkage cracking due to rapid evaporation of moisture

E. Do not place concrete when the actual or anticipated evaporation rate equals or exceeds

0.2 lbs per sq ft per hr as determined from ACI 305, Fig 2.1.5

3.12 CONSTRUCTION JOINTS

A. Unless otherwise noted, construction joints shown are optional. Joints not shown on

Drawings shall be approved by Contracting Officer’s Representative. Locate to miss splices in reinforcement.

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B. Limit size on concrete pours. Maximum length of wall and slab pours shall not exceed

60 feet in each direction.

C. Before concrete placed, construction joints shall be cleaned, laitance removed, and surface wetted. Remove standing water.

D. Locate construction joints in floors within middle third of span. Construction joints in floors supported by walls may be located at center of wall.

E. Locate vertical joints in walls a minimum of one-half wall height from corners or other intersecting walls or at midpoint between corners or intersecting walls. Locate horizontal joints in walls within the middle third of wall height.

F. Construction joints shall have keys or roughened surfaces. Where roughened surfaces are used, surface shall have amplitude of ¼ inch minimum.

G. Make control joints in slabs on grade of preformed control joint strips set flush with finished surface, by construction joint, by tooled joint, or cut ¼ inch wide joints with diamond saw within 12 hours after placement.

1. Cut alternate reinforcing bars or wires crossing joint.

2. Control joints shall be minimum ¼ depth of slab.

3. Fill construction joint, tooled joint, and sawed control joints with epoxy joint filler.

4. Unless otherwise indicated, spacing of control joints shall not exceed 12 feet in each direction.

H. Install premolded joint filler where noted in accordance with manufacturer’s recommendations. Joint filler shall be compatible with sealant and suitable for intended purpose.

I. Install construction joints in slabs perpendicular to the planes of their surfaces

3.13 FINISHING SLABS AND FLATWORK

A. Slab Finishes:

Description Concrete Finish

Surfaces to Receive Grout or Topping Float

Submerged and Buried Slabs Float

Slabs with Floor Coverings 1 Troweling

Polished Floors and Slabs Laser Screed, 3 Trowelings

Exterior Exposed Slabs Float and Broom Finish

Exterior Stairs and Walks Float and Broom Finish

Interior Stairs I Troweling and Broom Finish

B. After placement, screed concrete with straightedges, power strike-offs or vibrating screeds. At polished concrete slabs in Office, laser screed.

C. After screeding, bull float or darby surfaces to eliminate ridges and to fill in voids left by screeding.

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D. Float:

1. Use magnesium or aluminum hand floats or power floats with slip on float shoes.

2. Float finish shall result in uniform smooth granular texture.

E. Trowel:

1. Use steel trowels.

2. Use power or hand troweling.

3. Final troweling shall be by hand and continue until concrete surface consolidated to uniform, smooth, dense surface free of trowel marks and irregularities.

F. Broom Finish: Use fine, soft-bristled broom and broom at right angles to direction of traffic to give nonskid finish approved by representative of Contracting Officer.

G. Floor Sealer:

1. Apply in accordance with manufacturer’s written instructions.

2. Apply first coat after final troweling, surface water glaze has dissipated, and when surface is hard enough to sustain foot traffic on same day as pour.

3. When floor has been water cured, apply first coat after curing has been completed.

Apply within one day of floor being dry enough for application.

4. Apply second coat after Work completed and ready for occupancy.

H. Tolerances:

1. Concrete slabs shall be within 3/16 inch of 10 foot straightedge in all directions except where slabs are dished for drains. Deviations from elevation indicated shall not exceed 3/4 inch.

2. Pitch floor to floor drains minimum 1/8 inch per foot or as shown. Pitch bottom of slab or beam to match top slope to maintain thickness or depth indicated. As an alternate, bottom of slab or beam may be placed level provided that min thickness or depth is maintained.

3.14 FINISHING FORMED SURFACES

A. Remove fins and other surface projections from all formed surfaces except exterior surfaces that will be in contact with earth backfill and are not specified to be dampproofed

B. Use a power grinder, if necessary, to remove projections and provide a flush surface

C. Remove fins and fill all tie holes on surfaces exposed to view

1. Clean, dry and fill plastic cone snap tie holes with Patching Mortar. Fill taper tie through-bolt form tie holes with Non-Shrink Grout.

2. Finish flush to match the texture of adjacent concrete

3.15 CURING AND PROTECTION

A. Protect concrete from frost and keep moist for min curing period of 7 days after placement in accordance with ACI 308.

1. Formed Surfaces:

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a. Wet cure by spraying surfaces as frequently as drying conditions may require to keep concrete surfaces moist.

b. Surfaces may be cured by leaving forms in-place. For vertical surfaces, apply water to run down inside of forms, if necessary, to keep concrete moist.

c. After forms are removed, wet cure for remainder of curing period or apply curing compound.

d. Do not use curing compound where mortar, grout, concrete, or other coatings or adhesives will be applied.

B. Flatwork:

1. Cure using curing compound or wet cure.

2. Do not use curing compound where mortar, grout, concrete, or other coatings or adhesives will be applied.

C. Curing Compound:

1. Apply curing compound at uniform rate sufficient to comply with requirements for water retention as specified and as measured in accordance with ASTM C156.

2. Cover areas subjected to direct sunlight with ambient temperature expected to exceed

80°F with white pigmented compound, other surfaces may be covered with fugitive dye compound.

D. Water curing

1. Begin water saturation as quickly as possible after initial set

2. Regulate water application to provide complete surface coverage with minimum runoff

3. Interrupt the application of water to walls for grout cleaning only over the area being cleaned at the time and do not permit the surface to become dry during such an interruption

E. Protect from damaging mechanical disturbances, load stresses, heavy shock, and excessive vibration.

F. Protect finished concrete surfaces from damage caused by construction equipment, materials, and methods, and from rain or running water.

3.16 REMOVAL OF FORMING AND SHORING

A. Do not remove forming or shoring until member supported has acquired sufficient strength to safely support own weight and any imposed loads. Forming shall remain in place for at least min time recommended by ACI 347R. In addition, forming for horizontal members shall remain in place minimum 7 days. In no case shall forming for horizontal members be removed before concrete has reached 70% of specified design strength.

3.17 DEFECTIVE CONCRETE

A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

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B. General:

1. Prior to starting repair work, obtain Contracting Officer’s approval of proposed repair techniques and materials.

2. Method of repair shall not adversely affect the appearance of the finished structure.

3. Develop repair techniques on portion of as-cast surface selected by Engineer

Contracting Officer. Surface of repair remaining exposed to view shall match color and texture of adjacent surfaces.

4. Prepare surfaces, apply and install materials, and cure as recommended by material manufacturers.

C. Defective Areas:

1. Remove honeycombing, stone packets, spalls, and other defective concrete down to sound concrete. If chipping required, make edges perpendicular to surface. Do not feather edges.

2. Fill defective area with patching mortar

D. Leaks or wet spots:

1. Inject, patch and repair areas where leaks or wet spots have occurred inside dry structures.

2. Inject, patch and repair areas where leaks or wet spots have occurred in wet wells, basins, tanks, and other structures which are to hold water and exceed the allowable leakage rate specified in this section.

3.18 FIELD QUALITY CONTROL

A. Field inspection and testing will be performed in accordance with ACI 301.

B. Contracting Officer Contractor to engage and pay for geotechnical consultant to provide field and compressive strength tests to determine compliance of concrete materials in accordance with the specifications except as indicated otherwise under provisions.

C. Concrete Field Tests

1. Tests by ACI certified technician

2. Concrete Test Samples: Samples for acceptance tests on concrete shall be obtained in accordance with ASTM C172 at the point of placement or discharge.

3. Provide all equipment, supplies, and the services of one or more employees, as required

4. The test frequencies specified are minimum. Additional tests may be performed as required by the job conditions

D. Slump: Provide a sample from each truck load in accordance with ASTM C143 if requested by representative of Contracting Officer and when making test cylinders

E. Air Content: Provide a sample from each truck load if requested by representative of

Contracting Officer and when making test cylinders

F. Compression Tests

1. Provide one set of 6 cylinders each day when up to 50 cu yds have been placed

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2. Make one additional set of 6 cylinders for each additional 50 cu yds or each major pour placed in one day

3. Test two cylinders in each set at 7 days

4. Test two cylinders in each set at 28 days

5. The other two cylinders to be used as directed by Engineer Contracting Officer at any time

6. Engineer Contracting Officer will evaluate in accordance with ACI 214 and 318

7. Make, cure, store, and deliver cylinders in accordance with ASTM C31

8. Test in accordance with ASTM C39

9. Mark or tag each set of test cylinders with the date and time of day the cylinders were made, the location in the work where the concrete represented by the cylinders was placed, the delivery truck or batch number, the air content, and the slump

G. Storage Facilities for Concrete Test Cylinders

1. Including water necessary, a specially prepared box with high-low thermometer and thermostatically controlled heating devices in accordance with ASTM C31

H. Failure of Test Cylinder Results: Evaluation of concrete structures where laboratory-cured cylinders fail to meet 28-day concrete strength requirements of the contract documents will be subject to, but not limited to, the following measures.

1. Upon failure of 28-day test cylinder results, the Engineer Contracting Officer may require the Contractor, at his expense, to obtain and test at least three 4-inch diameter cored samples from area in question

2. Concrete will be considered adequate if average of three core tests is at least 85 percent of, and if no single core is less than 75 percent of, the specified 28-day strength. Where concrete durability is a concern due to freeze thaw or sulfate exposure the Engineer Contracting Officer may reject concrete that passes ACI 318 core testing criteria for strength, but fails to meet acceptance criteria for cylinder testing.

3. In the event an area is found to be structurally unsound, the Engineer Contracting

Officer may order removal and replacement of concrete as required. The cost of the core tests and removal and replacement of defective concrete shall be borne by the

Contractor

4. Fill all core holes as specified for repairing defective concrete

5. Additional measures may be required at the direction of the Engineer Contracting

Officer in accordance with ACI 350

END OF SECTION 033000

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JEMEZ DISTRICT OFFICE COMPLEX 042200-1

CONCRETE UNIT MASONRY

SECTION 042200

CONCRETE UNIT MASONRY

PART 1 GENERAL

1.1 SUMMARY

A. Provide concrete unit masonry where shown on the Drawings, as specified herein, and as needed for a complete and proper installation.

1.2 REFERENCES

A. ASTM: American Society for Testing and Materials

B. ACI: American Concrete Institute

1.3 SUBMITTALS

A. Shop Drawings:

1. Source, material certificates, and proportions by weight of cement, fine and coarse aggregates, and admixtures for mortar and masonry grout.

2. Bar reinforcement shop drawings.

B. Product Data:

1. Wall reinforcing and anchors manufacturers literature.

2. Exterior masonry sealer manufacturers literature.

3. Mortar, flashing materials, color samples, and drip edge.

C. Miscellaneous Submittals:

1. Material certification for masonry units. Test data shall not be more than 1-year-old.

D. Submit in accordance with Section 013300.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Store masonry units above ground on level platforms which allow air circulation under the stacked units.

B. Cover and protect against wetting prior to use.

C. Deliver decorative units packaged in manner to prevent damage.

1.5 PROJECT / SITE CONDITIONS

A. Cold Weather Protection:

1. Temperature of masonry units shall not be less than 32°F when laid.

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2. When air temperature falls below 40°F or when temperature of masonry units is below 40°F:

a. Remove visible ice on masonry units before unit is laid.

b. Heat mortar sand or mixing water to produce mortar temperature between 40°F and 120°F.

c. When air temperature is between 25°F and 40°F, completely cover masonry by covering with weather resistant membrane for 24 hours after construction.

d. When air temperature is between 20°F and 25°F, use heat sources, install wind breaks when wind velocity exceeds 15 miles per hour, and completely cover masonry with insulating blankets for 24 hours after construction.

e. When air temperature is below 20°F, provide enclosure and use heat source to maintain temperature within enclosure above 32°F for 24 hours after construction.

B. Hot Weather Protection:

1. When air temperature exceeds 100°F, or 90°F with wind velocity greater than 8 miles per hour:

a. Do not spread mortar more than 4 feet ahead of masonry.

b. Set units within 1 minute of spreading mortar.

PART 2 PRODUCTS

2.1 MORTAR AND GROUT

A. Materials:

1. Portland Cement: ASTM C150, Type I.

2. Masonry Cement: ASTM C91, Type S.

3. Lime: Hydrated lime, ASTM C207, Type S.

4. Aggregates:

5. Mortar: ASTM C144, acceptable in color, 10% passing No. 100 sieve.

6. Masonry Grout: ASTM C404.

7. Water Repellant Admixture:

8. Dry-Block by W.R. Grace & Co.

9. Water: Potable.

10. Coloring Pigments: Commercial iron oxide, manganese dioxide, or chromium oxide of color selected by Engineer Contracting Officer.

11. Do not use antifreeze compounds.

B. Proportions:

1. Mortar: ASTM C270, property specification Type S (1800 pounds per square inch).

2. Masonry Grout: ASTM C476 (2500 pounds per square inch minimum).

3. Use water repellant admixture in mortar for units exposed to earth or weather in accordance with manufacturer’s written recommendations.

2.2 CONCRETE MASONRY UNITS

A. Hollow Lightweight Concrete Block: ASTM C90.

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B. Solid Block: ASTM C90, normal weight.

C. Provide fire rated units where noted.

D. Provide special block for corners, control joints, jambs, sills, lintels, bond beams, etc.

Joints at outside corners are not acceptable.

E. Provide bull nose edges where shown and at all interior exposed vertical corners, including door and window openings.

2.3 REINFORCEMENT AND ANCHORS

A. Horizontal Joint Reinforcement:

1. Truss, Ladur, Ladur Tri-Rod, CRT, Dur-o-Tab, adjustable CRT, adjustable Dur-o-

Tab by Dur-O-Wall, Inc.

2. 2 or 3 longitudinal 9 gauge galvanized rods welded to 9 gauge cross rods at 16 inches on center, conforming to ASTM A82.

3. Provide special manufactured corner and wall intersection pieces.

4. Zinc coated.

a. Interior walls: ASTM A641, Class I.

b. Exterior walls: ASTM A153, Class B2.

B. Reinforcing Bars: Conform to requirements of Section 032000.

C. Dovetail Anchor Slots and Anchors:

1. 20 gauge galvanized dovetail foam filled anchor slots compatible with anchors.

2. 16 gauge by 1 inch galvanized corrugated, dovetailed metal anchor straps. Where heavy duty anchors are called for, provide 3/16 inch thick anchor straps.

3. Zinc coated in accordance with ASTM A153, Class B2.

2.4 WEEPHOLE MATERIAL

A. 1/4 inch diameter plastic or rubber tube.

B. Cotton sash cord.

2.5 FLASHING

A. Rubberized asphalt sheet flashing with metal drip edge.

B. Sheet Flashing:

1. Perm-A-Barrier as manufactured by W. R. Grace & Co.

2. Dur-O-Barrier as manufactured by Dur-O-wall.

3. A self-sealing, self-healing, fully adhered composite flexible, self-adhesive, cold applied sheet consisting of a minimum of 32 mils of rubberized asphalt bonded to an

8 mil high density cross laminated polyethylene film.

C. Metal drip edge shall be 24 gauge, G-90 galvanized commercial quality prefinished steel sheet, coated with a high performance fluoropolymer coating (Kynar 500). Color as

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selected by Contracting Officer’s Representative. Drip edge shall be minimum 2½ inches wide with 5/8 inch 135 degree drip and minimum 1/4 inch hem along outside edge.

D. Accessories: Primer, conditioner, adhesive, and mastic compatible with the sheet flashing as recommended by the sheet flashing manufacturer.

2.6 EXTERIOR MASONRY SEALER

A. Manufacturers:

1. Chemstop Heavy Duty by Euclid Chemical Co.

2. Dry-Block by W.R. Grace & Co.

B. Exterior breathable sealer compatible with water repellant admixture.

PART 3 EXECUTION

3.1 SURFACE CONDITIONS

A. Examine the areas and conditions under which work of this Section will be performed.

Correct conditions detrimental to timely and proper completion of the Work. Do not pro-ceed until unsatisfactory conditions are corrected.

3.2 CONCRETE MASONRY UNITS

A. General:

1. Use lightweight block or normal weight block for interior partitions or backing for exterior walls.

2. Use normal weight block with water repellant admixture where exposed to earth or weather.

3. Lay only dry masonry units.

4. Use masonry saws to cut and fit masonry units.

5. Set units plumb, true to line, and with level courses accurately spaced.

6. Clean the top surface of foundation free from dirt and debris prior to start of installing first course.

7. Accurately fit the units to plumbing, ducts, openings, and other interfaces, neatly patching all holes.

8. Keep the walls continually clean, preventing grout and mortar stains. If grout does run over, clean immediately.

B. Unless otherwise shown on the Drawings, provide running bond with vertical joints located at center of masonry units in the alternate course below. Acoustic block shall be laid stack bond.

C. Do not use chipped or broken units. If such units are discovered in the finished wall, Contracting Owner’s Representative may require their removal and replacement with new units at no additional cost.

D. Laying up:

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1. Place units in mortar with full bed and head joints where cells are to be filled with mortar or masonry grout. Other masonry shall have face-shell bedding.

2. Align vertical cells of hollow units to maintain a clear and unobstructed system of flues.

3. Reinforce walls with continuous horizontal joint reinforcement spaced at 16 inches on center. Reinforce parapets with continuous horizontal joint reinforcement spaced at 8 inches on center. Lap reinforcement minimum of 8 inches, and stagger laps minimum of 32 inches.

4. Bond intersections of walls with horizontal joint reinforcement, conform to details shown.

5. Tie / reinforce cavity walls with horizontal joint reinforcement.

6. Where block laid against cast-in-place or precast concrete, provide vertical dovetail anchor slots at 2 feet on center with dovetail anchors at 16 inches on center.

E. Bar Reinforcement:

1. Provide reinforcement as shown on the Drawings.

2. Provide required metal accessories to ensure adequate alignment of steel during grout filling operations.

3. Unless otherwise shown, provide continuous bond beam around top of buildings at roof bearing elevation. Reinforce with 2 No. 5 bars.

F. Tooling:

1. Tool joints to a dense, smooth surface.

2. Unless otherwise shown on the Drawings, provide joints of "concave" pattern throughout.

3. Brush with soft brush to remove projecting mortar.

4. Cut…