Ukiah City Council
June 21, 2023

Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-8 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (BidSetFinal) adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods.
a. Provide notice of scheduled training to Engineer and to Special Inspector(s) not less than 10 working days before training occurs.

Engineer and Special Inspector may attend training sessions.

2. Submit record, signed by the manufacturer's technical representative, listing Contractor's personnel who completed the training. Only qualified personnel who have completed manufacturer's on-site training shall perform installations.

D. Field inspections and testing:

1. Hole drilling and preparation.

2. Results: Submit records of inspections and testing to Engineer by electronic copies within 24 hours after completion.

3.07 FIELD QUALITY ASSURANCE
A. Provide field quality assurance over the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Evaluation Report for the product installed.
b. Provide continuous inspection for the initial installation of each type and size of adhesive bonded reinforcing bar and all thread rod. Subsequent installations of the same anchor may be installed with periodic inspection as defined in subsequent paragraphs.
c. Provide continuous inspection of all drilling, cleaning and bonding activities for bars and rods installed in horizontal an upwardly inclined positions.

3. Preparation:
a. Review Drawings and Specifications for the Work to be observed. b. Review adhesive manufacturer's MPII and recommended installation procedures.
c. Review Evaluation Report "Conditions of Use" and "Special Inspection" requirements.

4. Inspection: Periodic:
a. Initial inspection. Provide an initial inspection for each combination of concrete and reinforcing bar strength or concrete strength and all thread rod material being installed. During initial inspection, observe the following for compliance with the installation requirements.
1) Concrete: Class (minimum specified compressive strength) and thickness.
2) Environment: Temperature conditions at work area, and moisture conditions of concrete and drilled hole.
3) Holes: Locations, spacing, and edge distances; verification of drill bit compliance with requirements; cleaning equipment and procedures; cleanliness of hole. Before adhesive is placed, confirm that depth and preparation of holes conforms to the requirements of the

Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-9 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (BidSetFinal) Contract Documents, the MPII, and the "conditions of use" listed in the Evaluation Report.
4) Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedure. Note initial set times observed during installation. 5) Reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment provided.
b. Subsequent inspections: Subsequent installations of the same reinforcing bars or all thread rods may be performed without the presence of the special inspector, provided that:
1) There is no change in personnel performing the installation, the general strength and characteristics of the concrete receiving the inserts, or the reinforcing bars and all thread rods being used. 2) For ongoing installations, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

5. Inspection: Continuous.
a. Make observations as described under "Inspection - Periodic, Initial Inspection" during all drilling, cleaning, and bonding activities for all bars and rods installed.

6. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to Engineer within 24 hours after completion of inspection.

END OF SECTION

Epoxies
03071-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (BidSetFinal) SECTION 03071

EPOXIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Epoxy.

2. Epoxy gel.

3. Epoxy bonding agent.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Systems for Concrete.

2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.

1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product Data: Submit manufacturer's data completely describing epoxy materials:

1. Submit evidence of conformance to ASTM C881. Include manufacturer’s designations of Type Grade, Class, and Color.

2. Submit documentation that materials meet or exceed the specified strength and performance characteristics. Indicate test methods and test results.

C. Quality control submittals:

1. Manufacturer's installation instructions.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Provide epoxy materials that are new.

2. Store and use products within limitations set forth by manufacturer.

3. Perform and conduct work of this Section in neat orderly manner.

2.02 MATERIALS
A. General:

1. Moisture tolerant, water-insensitive, two-component epoxy resin adhesive material containing 100 percent solids, and meeting or exceeding the

Epoxies
03071-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (BidSetFinal) performance properties specified when tested in accordance with the standards specified.

B. Epoxy: Low viscosity product in accordance with ASTM C881; Types I, II and IV; Grade 1; Class C , except as modified in this Section.

1. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterInject 1380.
b. Dayton Superior, Unitex Pro-Poxy 100.
c. Sika Corporation, Sikadur 35 Hi-Mod LV.

2. Required properties:

Table 1 - Material Properties - Epoxy.

Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 7,000 pounds per square inch, minimum.

Compressive Yield Strength
(7-day)
ASTM D695 10,000 pounds per square inch, minimum.

Bond Strength (harded
concrete to harded concrete
after 2-day cure)
ASTM C882 1,000 pounds per square inch, minimum.

Concrete failure before failure of epoxy.

Viscosity (mixed) 250-550 centipoise
Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for
7 days, unless otherwise noted.

C. Epoxy gel: Non-sagging product in accordance with ASTM C881, Types I and IV, Grade 3, Class C.

1. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterEmaco ADH 327.
b. Dayton Superior, Sure Anchor J50.
c. Sika Corp., Sikadur 31, Hi-Mod Gel.

2. Required properties:

Table 2 - Material Properties - Epoxy Gel.

Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 2,000 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,000 pounds per square inch, minimum.

Bond Strength
(14-day)
ASTM C882 1,500 pounds per square inch, minimum.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

Epoxies
03071-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (BidSetFinal) D. Epoxy bonding agent: Non-sagging product in accordance with ASTM C881, Type II, Grade 2, Class C.

1. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterEmaco ADH 326.
b. Dayton Superior, Sure Bond J58.
c. Sika Chemical Corp., Sikadur 32 Hi-Mod LPL.

2. Required properties.

Table 3 - Material Properties - Epoxy Bonding Agent
Property Test Method Required Results
Tensile Strength
(7-day)
ASTM D638 3,300 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,300 pounds per square inch, minimum.

Bond Strength
(14-days)
ASTM C882 1,800 pounds per square inch, minimum.

Concrete failure before failure of epoxy bonding
agent.

Pot Life - Minimum 75 minutes at 77 degrees Fahrenheit.

Minimum 90 minutes at 73 degrees Fahrenheit.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

3. If increased contact time is required for concrete placement, epoxy resin/portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent may be used instead of epoxy bonding agent.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Epoxy:

1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy gel:

1. Apply in accordance with manufacturer's installation instructions.

2. Use for vertical or overhead work, or where high viscosity epoxy is required.

3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

Epoxies
03071-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (BidSetFinal) D. Epoxy bonding agent:

1. Apply in accordance with manufacturer's installation instructions.

2. Bonding agent will not be required for filling form tie holes or for normal finishing and patching of similar sized small defects.

END OF SECTION

Epoxy Resin/Portland Cement Bonding Agent
03072-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03072 (BidSetFinal) SECTION 03072

EPOXY RESIN/PORTLAND CEMENT BONDING AGENT
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Epoxy resin/portland cement bonding agent.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. Cube Specimens).

2. C348 - Standard Test Method for Flexural Strength of Hydraulic-Cement Mortars.

3. C496 - Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens.

4. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete By Slant Shear.

B. Federal Highway Administration (FHWA):

1. FHWA-RD-86-193 - Highway Concrete Pavement Technology Development and Testing Volume V: Field Evaluation of SHRP C9206 Test Sites (Bridge Deck Overlays).

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Sika Corp., Sika Armatec 110.

B. Substitutions: The use of other than the specified product will be considered, providing the Contractor requests its use in writing to the Engineer. This request shall be accompanied by:

1. A certificate of compliance from an approved independent testing laboratory that the proposed substitute product meets or exceeds specified performance criteria, tested in accordance with the specified test standards.

2. Documented proof that the proposed substitute product has a 1-year proven record of performance of bonding portland cement mortar/concrete to hardened portland cement mortar/concrete, confirmed by actual field tests and 5 successful installations that the Engineer can investigate.

2.02 MATERIALS
A. Epoxy resin/portland cement adhesive:

1. Component "A" shall be an epoxy resin/water emulsion containing suitable viscosity control agents. It shall not contain butyl glycidyl ether.

Epoxy Resin/Portland Cement Bonding Agent
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2. Component "B" shall be primarily a water solution of a polyamine.

3. Component "C" shall be a blend of selected portland cements and sands.

4. The material shall not contain asbestos.

2.03 DESIGN AND PERFORMANCE CRITERIA
A. Properties of the mixed epoxy resin/portland cement adhesive:

1. Pot life: 75 to 105 minutes.

2. Contact time: 24 hours.

3. Color: Dark gray.

B. Properties of the cured epoxy resin/portland cement adhesive:

1. Compressive strength in accordance with ASTM C109:
a. 3 day: 4,500 pounds per square-inch minimum.
b. 7 days: 6,500 pounds per square-inch minimum.
c. 28 days: 8,500 pounds per square-inch minimum.

2. Splitting tensile strength in accordance with ASTM C496:
a. 28 days: 600 pounds per square-inch minimum.

3. Flexural strength:
a. 1,100 pounds per square-inch minimum in accordance with ASTM C348.

4. Bond strength in accordance with ASTM C882 modified at 14 days:
a. 0 hours open time: 2,800 pounds per square-inch minimum. b. 24 hours open time: 2,600 pounds per square-inch minimum.

5. The epoxy resin/portland cement adhesive shall not produce a vapor barrier.

6. Material must be proven to prevent corrosion of reinforcing steel when tested under the procedures as set forth by the FHWA Program Report Number FHWA-RD-86-193. Proof shall be in the form of an independent testing laboratory corrosion report showing prevention of corrosion of the reinforcing steel.

PART 3 EXECUTION

3.01 INSTALLATION
A. Mixing the epoxy resin: Shake contents of Component "A" and Component "B." Empty all of both components into a clean, dry mixing pail. Mix thoroughly for 30 seconds with a jiffy paddle on a low-speed with 400 to 600 revolutions per minute drill. Slowly add the entire contents of Component "C" while continuing to mix for a minimum of 3 minutes and until uniform with no lumps. Mix only the quantity that can be applied within its pot life.

Epoxy Resin/Portland Cement Bonding Agent
03072-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03072 (BidSetFinal) B. Placement procedure:

1. Apply to prepared surface with stiff-bristle brush, broom, or "hopper-type" spray equipment:
a. For hand applications: Place fresh plastic concrete/mortar while the bonding bridge adhesive is wet or dry, up to 24 hours.
b. For machine applications: Allow the bonding bridge adhesive to dry for 12 hours minimum.

C. Adhere to all limitations and cautions for the epoxy resin/portland cement adhesive in the manufacturer's current printed literature.

3.02 CLEANING
A. Leave finished work and work area in a neat, clean condition without evidence of spillovers onto adjacent areas.

END OF SECTION

Concrete Formwork
03102-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (BidSetFinal) SECTION 03102

CONCRETE FORMWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Concrete formwork.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 117 - Specifications for Tolerances for Concrete Construction and Materials and Commentary.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

C. Underwriters Laboratories (UL).

1.03 DEFINITIONS
A. Green concrete: Concrete with less than 100 percent of the minimum specified compressive strength (f’c).

1.04 SUBMITTALS
A. Information on proposed forming system:

1. Submit in such detail as the Engineer may require to assure themselves that intent of the Specifications can be complied with by use of proposed system.

2. Alternate combinations of plywood thickness and stud spacing may be submitted.

B. Form release agent. NSF 61 certification prepared by NSF, Underwriters Laboratories (UL) or other, similar, nationally recognized testing laboratory acceptable to the Engineer.

1.05 QUALITY ASSURANCE
A. Qualifications of formwork manufacturers: Use only forming systems by manufacturers having a minimum of 5 years of experience, except as otherwise specified, or accepted in writing by the Engineer.

B. Regulatory requirements: Install work of this Section in accordance with local, state, and federal regulations.

Concrete Formwork
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Design requirements:

1. Design of concrete forms, falsework, and shoring in accordance with local, state, and federal regulations.

2. Design forms and ties to withstand concrete pressures without bulging, spreading, or lifting of forms.

B. Performance requirements:

1. Construct forms so that finished concrete conforms to shapes, lines, grades, and dimensions indicated on the Drawings.

2. It is intended that surface of concrete after stripping presents smooth, hard, and dense finish that requires minimum amount of finishing.

3. Provide sufficient number of forms so that the work may be performed rapidly and present uniform appearance in form patterns and finish.

4. Use forms that are clean and free from dirt, concrete, and other debris. a. Coat with form release agent if required, prior to use or reuse.

2.02 MANUFACTURED UNITS
A. Forms: Built-up plywood:

1. Built-up plywood forms may be substituted for prefabricated forming system subject to following minimum requirements:
a. Size and material:
1) Use full size 4-foot by 8-foot plywood sheets, except where smaller pieces are able to cover entire area.
2) Sheet construction: 5-ply plywood sheets, 3/4-inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.
b. Wales: Minimum 2-inch by 4-inch lumber.
c. Studding and wales: Contain no loose knots and be free of warps, cups, and bows.

B. Forms: Steel or steel framed:

1. Steel forms:
a. Rigidly constructed and capable of being braced for minimum deflection of finish surface.
b. Capable of providing finish surfaces that are flat without bows, cups, or dents.

2. Steel framed plywood forms:
a. Provide forms that are rigidly constructed and capable of being braced. b. Plywood paneling: 5-ply, 5/8-inch nominal or 3/4-inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.

Concrete Formwork
03102-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (BidSetFinal) C. Form release agent:

1. Effective, non-staining, bond-breaking coating compatible with form surfaces and concrete mixes used.

D. Form ties:

1. General:
a. Provide form ties for forming system selected that are manufactured by recognized manufacturer of concrete forming equipment.
b. Do not use wire ties or wood spreaders of any form.
c. Provide ties of type that accurately tie, lock, and spread forms. d. Provide form ties of such design that when forms are removed, they locate no metal or other material within 1-1/2 inches of the surface of the concrete.
e. Do not allow holes in forms for ties to allow leakage during placement of concrete.

2. Cone-snap ties:
a. Cone-snap ties shall form a cone shaped depression in the concrete with minimum diameter of 1 inch at the surface of the concrete and minimum depth of 1-1/2 inches.
b. Provide neoprene waterseal washer that is located near the center of the concrete.

3. Taper ties:
a. Neoprene plugs for taper tie holes: Size so that after they are driven, plugs are located in center third of wall thickness.

E. Incidentals:

1. External angles:
a. Where not otherwise indicated on the Drawings, provide with 3/4-inch bevel, formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, slabs, walls, beams, columns, and openings. b. Provide 1/4-inch bevel formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, walls, and slabs at expansion, and construction joints.

2. Keyways: Steel, plastic, or lumber treated with form release agent.

PART 3 EXECUTION

3.01 EXAMINATION
A. Site verification of conditions:

1. Do not place concrete until forms have been checked for alignment, level, and strength, and mechanical and electrical inserts or other embedded items for correct location.

Concrete Formwork
03102-4 8660F10 April 2023
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3.02 INSTALLATION
A. Forms: Built-up plywood:

1. Studding:
a. Spaced at 16 inches or 24 inches on center.
b. Closer spacing may be required depending upon strength requirements of the forms, in order to prevent any bulging surfaces on faces of finished concrete work.
c. Install studs perpendicular to grain of exterior plys of plywood sheets.

2. Wales: Form wales of double lumber material with minimum size as specified in this Section.

3. Number of form reuses: Depends upon durability of surface coating or overlay used, and ability to maintain forms in condition such that they are capable of producing flat, smooth, hard, dense finish on concrete when stripped.

B. Forms: Steel or steel framed:

1. Steel forms:
a. Adequately brace forms for minimum deflection of finish surface.

2. Steel framed plywood forms:
a. Rigidly construct and brace with joints fitting closely and smoothly. b. Number of form reuses: Depends upon durability of surface coating or overlay used.

3. Built-up plywood forms: As specified in this Section may be used in conjunction with steel forms or steel framed plywood forms for special forming conditions such as corbels and forming around items which will project through forms.

C. Form bracing and alignment:

1. Line and grade: Limit deviations to tolerances which will permit proper installation of structural embedded items or mechanical and electrical equipment and piping.

2. Formwork:
a. Securely brace, support, tie down, or otherwise hold in place to prevent movement.
b. Make adequate provisions for uplift pressure, lateral pressure on forms, and deflection of forms.

3. When second lift is placed on hardened concrete: Take special precautions in form work at top of old lift and bottom of new lift to prevent:
a. Spreading and vertical or horizontal displacement of forms. b. Grout "bleeding" on finish concrete surfaces.

4. Pipe stubs, anchor bolts, and other embedded items: Set in forms where required.

5. Cracks, openings, or offsets at joints in formwork: Close those that are 1/16-inch or larger by tightening forms or by filling with acceptable crack filler.

D. Forms: Incidentals:

1. Keyways: Construct as indicated on the Drawings.

2. Reentrant angles: May be left square.

3. Level strips: Install at top of wall concrete placements to maintain true line at horizontal construction joints.

Concrete Formwork
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4. Inserts:
a. Encase pipes, anchor bolts, steps, reglets, castings, and other inserts, as indicated on the Drawings or as required, in concrete.

5. Pipe and conduit penetrations:
a. Install pipe and conduit in structures as indicated on the Drawings, and seal with materials as specified in Section 07900 - Joint Sealants.

E. Form release agent:

1. Apply in accordance with manufacturer’s instructions.

F. Form ties:

1. Cone-snap ties: Tie forms together at not more than 2-foot centers vertically and horizontally.

3.03 FORM REMOVAL
A. Keep forms in place for at least the periods indicated in the following paragraphs.

1. Vertical forms:
a. Keep vertical forms in place for a minimum of 24 hours after concrete is placed.
b. If, after 24 hours, concrete has sufficient strength and hardness to resist surface or other damage, forms may be removed.

2. Other forms and shoring: Keep in place:
a. Sides of footings: 24 hours minimum.
b. Vertical sides of beams, girders, and similar members: 48 hours minimum. c. Bottom of slabs, beams, and girders: Until concrete strength reaches specified strength f’c or until shoring is installed.
d. Shoring for slabs, beams, and girders: Shore until concrete strength reaches specified strength.
e. Wall bracing: Brace walls until concrete strength of beams and slabs laterally supporting wall reaches specified strength.

B. Green concrete:

1. No heavy loading on green concrete will be permitted.

3.04 SURFACE REPAIRS AND FINISHING
A. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified in Section 03300 - Cast-in-Place Concrete.

B. Form ties: Remove form ties from surfaces. Fill tie holes as follows:

1. Remove form ties from surfaces.

2. Roughen cone shaped tie holes by heavy sandblasting before repair.

3. Dry pack cone shaped tie holes with dry-pack mortar as specified in Section 03600 - Grouting.

4. Taper ties:
a. After forms and taper ties are removed from wall, plug tie holes with neoprene plug as follows:
1) Heavy sandblast and then clean tie holes.

Concrete Formwork
03102-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (BidSetFinal) 2) After cleaning, drive neoprene plug into each of taper tie holes with steel rod. Final location of neoprene plug shall be in center third of wall thickness. Bond neoprene plug to concrete with epoxy. 3) Locate steel rod in cylindrical recess and against middle of plug during driving.
a) At no time are plugs to be driven on flat area outside cylindrical recess.
b. Dry pack of taper tie holes:
1) After installing plugs in tie holes, coat tie hole surface with epoxy bonding agent and fill with dry-pack mortar as specified in Section 03600 - Grouting.
a) Place dry-pack mortar in holes in layers with thickness not exceeding tie hole diameter and heavily compact each layer. b) Dry pack the outside of the hole no sooner than 7 days after the inside of the hole has been dry packed.
c) Wall surfaces in area of dry-packed tie holes: On the water side of water containing structures and the outside of below grade walls:
(1) Cover with minimum of 10 mils of epoxy gel.
(2) Provide epoxy gel coating on wall surfaces that extend minimum of 2 inches past dry-pack mortar filled tie holes. (3) Provide finish surfaces that are free from sand streaks or other voids.

3.05 TOLERANCES:

A. Finished concrete shall conform to shapes, lines, grades, and dimensions indicated on the Drawings.

B. Construct work within the tolerances in accordance with ACI 117, except as modified in the following paragraphs or as indicated on the Drawings.

1. General:
a. At certain locations in the Work, tolerances required for equipment placement and operation may be more restrictive than the general tolerance requirements of this Section.
b. Confirm equipment manufacturers’ required tolerances for location and operation of equipment that will be installed, and construct concrete to satisfy those requirements.

2. Slabs:
a. Slope: Uniformly sloped to drain when slope is indicated on the Drawings. b. Slabs indicated to be level: Have maximum vertical deviation of 1/8-inch in 10-foot horizontal length without any apparent changes in grade.

3. Circular tank walls:
a. The Contractor may deviate from finish line indicated on the Drawings by use of forms with chord lengths not to exceed 2 feet.

Concrete Formwork
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4. Inserts and embedments:
a. Set inserts and embedments to tolerances required for proper installation and operation of equipment or systems to which insert pertains. b. Maximum tolerances: As follows:

Item Tolerance
Sleeves and inserts Plus 1/8 Minus 1/8 inches.

Anchor bolts:

Projected ends Plus 1/4 Minus 0.0 inches.

Axial alignment Not more than 2 degrees off the
axis indicated on the Drawings.

Setting location Plus 1/16 Minus 1/16 inches.

C. Remove and replace work that does not conform to required tolerances. Procedures and products employed in and resulting from such re-work shall be acceptable to the Engineer.

END OF SECTION

Concrete Accessories
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CONCRETE ACCESSORIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Waterstops.

2. Joint fillers.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D570 - Standard Test Method for Water Absorption of Plastics.

2. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

5. D747 - Standard Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam.

6. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

7. D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

8. D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

9. D2240 - Standard Test Method for Rubber Property - Durometer Hardness.

B. American National Standards Institute (ANSI):

1. A135.4 - Basic Hardboard.

C. U. S. Army Corps of Engineers (USACE):

1. CRD-C-572, Specification for Polyvinyl Chloride Waterstop.

1.03 SUBMITTALS
A. Product data:

1. Polyvinyl chloride waterstops: Complete physical characteristics.

2. Preformed expansion joint material: Sufficient information on each type of material for review to determine conformance of material to requirements specified.

B. Samples:

1. Polyvinyl chloride waterstop.

Concrete Accessories
03150-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (BidSetFinal) C. Laboratory test reports: Indicating that average properties of polyvinyl chloride waterstops material and finish conform to requirements specified in this Section.

D. Quality control submittals:

1. Certificates of Compliance:
a. Written certificates that polyvinyl chloride waterstops supplied on this Project meet or exceed physical property in accordance with USACE CRD-C-572 and the requirements of this Section.

2. Manufacturer's instructions: For materials specified in this Section that are specified to be installed with such instructions.

1.04 QUALITY ASSURANCE
A. Mock-ups:

1. Welding demonstration:
a. Demonstrate ability to weld acceptable joints in polyvinyl chloride waterstops before installing waterstop in forms.

B. Field joints:

1. Polyvinyl chloride waterstops field joints: Free of misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defects which would reduce the potential resistance of material to water pressure at any point.

Replace defective joints. Remove faulty material from site and disposed of by Contractor at its own expense.

C. Inspections:

1. Quality of welded joints will be subject to acceptance of Engineer.

2. Polyvinyl chloride waterstop: Following defects represent partial list that will be grounds for rejection:
a. Offsets at joints greater than 1/16 inch or 15 percent of the material thickness, at any point, whichever is less.
b. Exterior crack at joint due to incomplete bond, which is deeper than 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
c. Any combination of offset or crack that will result in net reduction in cross section of waterstop in excess of 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
d. Misalignment of joint that will result in misalignment of waterstop in excess of 1/2 inch in 10 feet.
e. Porosity in welded joint as evidenced by visual inspection. f. Bubbles or inadequate bonding.

PART 2 PRODUCTS

2.01 JOINT FILLERS
A. General:

1. Use specific type in applications as indicated on the Drawings.

2. Do not use scrap or recycled materials to manufacture joint fillers.

Concrete Accessories
03150-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (BidSetFinal) B. Preformed expansion joint materials:

1. Bituminous fiber expansion joint material:
a. Properties:
1) Thickness: To match joint width indicated on the Drawings. 2) Asphalt-impregnated fiber in accordance with ASTM D1751. b. Manufacturers: One of the following or equal:
1) Durajoint.
2) W.R. Meadows, SealTight Fibre Expansion Joint.

2. Synthetic sponge rubber expansion joint material:
a. Properties:
1) Thickness: As recommended for width indicated on the Drawings. 2) Material in accordance with ASTM D1752, Type I.
b. Manufacturers: One of the following or equal:
1) Williams Products Inc., Everlastic 1300.
2) W.R. Meadows, SealTight Sponge Rubber.

2.02 WATERSTOPS
A. Waterstops - polyvinyl chloride (PVC):

1. Manufactured from prime virgin polyvinyl chloride plastic compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements as specified in this Section.

2. Manufacturers: One of the following or equal:
a. Vinylex Corp.
b. Sika Corp., Greenstreak PVC Waterstop.

3. Type: Ribbed waterstop:
a. Construction joints: 6-inch wide ribbed type.
b. Expansion joint for wall penetrations for concrete encased electrical duct banks: 6-inch ribbed type with hollow center bulb.
c. Expansion joints: 9-inch wide ribbed type with hollow center bulb. d. Dumbbell-type waterstop will not be allowed unless otherwise specified or indicated on the Drawings.
e. No scrap or reclaimed material shall be used.

4. Properties as indicated in the following table:

Physical Characteristics Test Method Required Results
Specific Gravity ASTM D792 Not less than 1.3.

Hardness ASTM D2240 70 to 90 Type A15 Shore durometer.

Tensile Strength ASTM D638 Not less than 2,000 pounds per square inch.

Ultimate Elongation ASTM D638 Not less than 300 percent.

Alkali Extraction CRD-C-572 Change in weight after 7 days: Between minus 0.1 percent and plus 0.25 percent.

Change in hardness after 7 days: Not
more than plus 5 points.

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Low Temperature Brittle Point ASTM D746 No sign of cracking or chipping at -35 degrees Fahrenheit.

Water Absorption ASTM D570 Not more than 0.15 percent after 24 hours.

Accelerated Extraction Test CRD-C-572 Tensile strength: Not less than 1,600 pounds per square inch.

Elongation: Not less than 280 percent.

Stiffness in Flexure ASTM D747 Not less than 600 pounds per square inch.

Tear Resistance ASTM D624 Not less than 225 pounds per inch.

Thickness - 3/8 inch.

Center Bulb
6-inch Waterstops - 7/8 inch or 1-inch nominal outside
diameter.
9-inch Waterstops - For expansion joints 1 inch and
narrower: 1-inch nominal outside
diameter.

For expansion joints wider than 1 inch:
2-inch nominal outside diameter.

Allowable Tolerances
Width - Plus or minus 3/16 inch.

Thickness - Plus or minus 1/32 inch.

PART 3 EXECUTION

3.01 INSTALLATION
A. Waterstops:

1. General:
a. Store waterstops so as to permit free circulation of air around waterstop material and prevent direct exposure to sunlight.
b. Install waterstops in concrete joints where indicated on the Drawings. c. Carry waterstops in walls into lower slabs and join to waterstops in slabs with appropriate types of fittings.
d. In waterbearing structures: Provide all joints with waterstops, whether indicated on the Drawings or not.
e. Provide waterstops that are continuous.
f. Set waterstops accurately to position and line as indicated on the Drawings.
g. Hold and securely fix edges in position at intervals of not more than 24 inches so that they do not move during placing of concrete.

Concrete Accessories
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (BidSetFinal) h. Position the waterstop so that symmetrical halves of waterstop are equally divided between concrete pours. Center axis of waterstop shall be coincident with centerline of the joint.
i. Do not drive nails, screws, or other fasteners through waterstops in vicinity of construction joints.
j. Use wires at not more than 24 inches on centers near outer edge of waterstop to tie waterstops into position.
k. Special clips may be used in lieu of wires, at Contractor's option. l. Terminate waterstops 3 inches from top of finish surfaces of walls and slabs unless otherwise specified or indicated on the Drawings. m. When any waterstop is installed in concrete on one side of joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, take suitable precautions to shade and protect exposed waterstop from direct rays of sunlight during entire exposure and until exposed portion is embedded in concrete.
n. When placing concrete at waterstops in slabs, lift edge of waterstop while placing concrete below the waterstop. Manually force waterstop against and into concrete, and then cover waterstop with fresh concrete.

2. Polyvinyl chloride waterstop:
a. Install waterstops so that joints are watertight.
b. Weld joints such as unions, crosses, ells, and tees, with thermostatically controlled equipment recommended by waterstop manufacturer:
1) Do not damage material by heat sealing.
2) Make joints by overlapping, then simultaneously cut ends of sections to be spliced so they will form smooth even joint. Heat cut ends with splicing tool until the plastic melts. Press 2 ends together until plastic cools.
3) Maintain continuity of waterstop ribs and tubular center axis. 4) The splices shall have tensile strength of not less than 60 percent of unspliced materials tensile strength.
c. Butt joints of ends of 2 identical waterstop sections may be made while material is in forms.
d. Manufacturer shall factory prefabricate joints for crosses and tees. e. Split-type waterstops will not be permitted except where specifically indicated on the Drawings.

B. Joints:

1. Construct construction and expansion joints as indicated on the Drawings.

2. Preformed expansion joint material: Fasten expansion joint strips to concrete, masonry, or forms with adhesive. No nailing will be permitted, nor shall expansion joint strips be placed without fastening.

END OF SECTION

Hydrophilic Rubber Waterstop
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03154 (BidSetFinal) SECTION 03154

HYDROPHILIC RUBBER WATERSTOP
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Hydrophilic rubber waterstop.

1.02 REFERENCES
A. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. General:

1. Submit the following items for each type, style and size of hydrophilic waterstop to be installed.

2. Product data:
a. Manufacturer’s product data sheets.
1) Include complete physical dimensions, expansion characteristics, and laboratory test reports indicating that average material properties conform to the requirements specified.
2) Provide data sheets for all materials to be included in the waterstop system.

3. Samples:
a. Minimum 6-inch long samples of each type of waterstop to be used if requested by the Engineer.

4. Manufacturer's installation instructions:
a. Installation instructions and recommended installation details for the complete waterstop system, and for each component used in that system.

PART 2 PRODUCTS

2.01 HYDROPHILIC RUBBER WATERSTOP
A. General:

1. System composed of flexible hydrophilic urethane polymer with preformed strips, adhesives, paste, fasteners, and other accessories required for a complete and watertight installation.
a. To ensure compatibility of materials, a single manufacturer shall provide all products and accessories for the hydrophilic waterstop system. b. Products incorporating bentonite are not acceptable under this Section. c. Provide waterstop and accessories resistant to degradation under cyclic wetting and drying and to chemicals typically found in water treatment structures.

Hydrophilic Rubber Waterstop
03154-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03154 (BidSetFinal) B. Hydrophilic strip waterstop:

1. Pre-formed strips of flexible hydrophilic rubber designed to undergo controlled expansion when exposed to moisture:
a. Strips manufactured to limit expansion in directions parallel to the plane of the joint, and to direct expansion against confining material perpendicular to that plane.

2. Provide normal or low-expansion pressure as scheduled and as indicated on the Drawings.

3. Manufacturers: One of the following or equal:
a. Hydrophilic strip:
1) Adeka Ultra Seal USA, MC-2010MN.
2) Sika Corp., Hydrotite CJ1020-2K.
b. Low expansion hydrophilic strip:
1) Adeka Ultra Seal USA, KBA-1510FP.
2) Sika Corp., Hydrotite CJ0725-3K.

C. Hydrophilic paste waterstop.

1. Single-component gun grade paste of hydrophilic rubber designed to undergo controlled expansion when exposed to moisture after initial curing.

2. Manufacturers: One of the following or equal:
a. Adeka Ultra Seal USA: P-201.
b. Sika Corp., Leakmaster LV-Z.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install products in accordance with manufacturer's instructions and recommended details.

B. Prepare concrete joint surfaces:

1. Use wire brushing or scraping to expose an uncontaminated, solid surface.

2. Clean prepared surface with high-pressure air or water to remove residue and debris.

3. Confirm that prepared surfaces conform to manufacturer’s recommendations for surface profile and moisture conditions before installing materials.

C. Provide manufacturer’s recommended lap, splice, and corner details for hydrophilic waterstops.

1. Use hydrophilic paste at all corner joints and overlap splices of hydrophilic strips.

D. Hydrophilic strip waterstop:

1. Install primers and adhesives when recommended by the manufacturer before setting hydrophilic strips.

2. Keep hydrophilic strip taut during the fastening process.

3. Secure hydrophilic strip in place with concrete nails, screws, or adhesive.

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4. Provide installation with no gap between the hydrophilic strip and the concrete to which it is attached. At rough or irregular surfaces, set hydrophilic strip waterstop strip in a bead of hydrophilic paste.
a. Fill all voids and rough areas under the hydrophilic strip with hydrophilic paste.
b. Allow hydrophilic paste to cure in accordance with manufacturer’s recommendations before encapsulating paste in fresh concrete.

3.02 SCHEDULE
A. At the following joint locations/conditions, use the hydrophilic strip waterstop configuration noted unless otherwise indicated on the Drawings.

B. Concrete construction joints:

1. Under all of the following conditions, use hydrophilic strip waterstop set in a bed of hydrophilic paste waterstop, and screw strip waterstop to concrete surface:
a. Slab or wall thickness is greater than 10 inches.
b. Waterstop is placed between 2 rows of steel reinforcement. c. Concrete cover from waterstop to nearest concrete face is at least 4 inches.

2. Under any one of the following conditions, use low-expansion hydrophilic strip waterstop set in bed of hydrophilic paste waterstop and screw strip to concrete surface:
a. Waterstop is placed on 1 side of a single row of steel reinforcement. b. Concrete cover from waterstop to nearest concrete face is less than 4 inches.

C. Pipe penetrations through concrete:

1. Pipe diameter less than 4 inches: Not allowed.

2. Pipe diameter of 4 to 24 inches: Continuous bead of hydrophilic paste waterstop, minimum 1/4-inch high by 1/2-inch wide, encircling pipe.

3. Pipe diameter greater than 24 inches: Continuous hydrophilic strip waterstop around perimeter of pipe, with hydrophilic paste seal at lapped ends of strip.

END OF SECTION

Concrete Reinforcing
03200-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (BidSetFinal) SECTION 03200

CONCRETE REINFORCING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Reinforcing bars:
a. Carbon steel.

2. Thread bars.

3. Bar supports.

4. Tie wires.

5. Welded wire fabric.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 318 - Building Code Requirements for Structural Concrete and Commentary.

2. SP-66 - ACI Detailing Manual.

B. American Iron and Steel Institute (AISI).

C. American Welding Society (AWS):

1. D1.4 - Structural Welding Code - Reinforcing Steel.

D. ASTM International (ASTM):

1. A493 - Standard Specification for Stainless Steel Wire and Wire Rods for Cold Heading and Cold Forging.

2. A615 - Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement.

3. A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.

4. A1064 - Standard Specification of Carbon-Steel wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

E. Concrete Reinforcing Steel Institute (CRSI):

1. Manual of Standard Practice.

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1.03 DEFINITIONS
A. Architectural concrete: Concrete surfaces that will be exposed to view in the finished work.

1. Additionally, for purposes of this Section,includes:
a. Concrete surfaces that are designated to receive paints or coatings. b. Exposed concrete in open basins, channels, and similar liquid containing structures: Surfaces shall be considered exposed to view if located above a line 2 feet below the normal operating water surface elevation in that structure.

B. Bars: Reinforcement or reinforcing bars as specified in this Section.

C. Evaluation Report: Report prepared by ICC-ES , or by other testing agency acceptable to the Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.

D. Give away bars: Reinforcing bars that are not required by the Contract Documents, but are installed by the Contractor to provide support for the required reinforcing bars.

E. Wire supports: Metal reinforcing supports constructed of steel wire as specified.

Includes individual high chairs, continuous high chairs, bolsters and other similar configurations and shapes.

1.04 SUBMITTALS
A. General:

1. Submit in accordance with Section 01330 - Submittal Procedures.

2. Changes to reinforcement in Contract Documents:
a. Indicate in a separate letter submitted with shop drawings any changes to reinforcement indicated on the Drawings or specified.
b. Such changes will not be acceptable unless Engineer has accepted them in writing.

B. Product data:

1. Bar supports:
a. Wire bar supports:
1) Schedule of support materials to be provided and locations of use. b. Precast concrete bar supports ("dobies"):
1) Manufacturer's data indicating compression strength of concrete and confirming dimensions and thickness(es).height(s) to be provided for each location where used.

C. Shop drawings:

1. Reinforcement shop drawings:
a. Submit drawings showing bending and placement of reinforcement required by the Contract Documents.

Concrete Reinforcing
03200-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (BidSetFinal) b. Clearly indicate structures or portions of structures covered by each submittal.
1) Submit reinforcement shop drawings for each structure as a complete package. Submittals addressing only a portion of a structure will be rejected and returned without review, unless such presentation is accepted by Engineer in advance.
c. Shop drawings shall conform to the recommendations of the CRSI Manual of Standard Practice and ACI SP-66.
d. Use the same bar identification marks on bending detail drawings, placement drawings, and shipping tags.
e. Submittals consisting solely of reinforcing bar schedules, without accompanying placement drawings, will not be accepted unless accepted under prior written agreement with Engineer.

2. Reinforcement placement drawings:
a. Clearly show placement of each bar listed in the bill of materials, including additional reinforcement at corners and openings, and other reinforcement required by details in the Contract Documents.
b. Clearly identify locations of reinforcement with coatings (e.g., galvanized or epoxy) and with yield strength other than ASTM A615, Grade 60. c. Show anchor bolt locations based on anchor bolt templates for approved equipment.
d. Show splice locations.

3. Reinforcement fabrication drawings:
a. If bend types or nomenclature differs from that recommended in the CRSI Manual of Standard Practice, provide details showing bend types and dimensional designations.

Clearly identify reinforcement with coatings and with yield strength other than ASTM A615, Grade 60.

D. Samples (when requested by Engineer):

1. Bar supports/wire reinforcement supports: Samples of each type of chair and bolster proposed for use. Submit with letter stating where each type will be used.

2. Precast concrete bar supports: Samples of each type of precast support proposed for use. Submit with letter stating where each will be used.

E. Test reports:

1. Certified copy of mill test for each steel used. Show physical properties and chemical analysis.
a. Mill test reports may be submitted as record documents at the time the reinforcement from that heat of steel is shipped to the site. b. In such cases, submit certificates under the shop drawing submittal number with the letter "R" (for record date) appended to the end (e.g., of the reinforcement was submitted as 03200-002-1, deliver the associated mill certificate as submittal 03200-002-1R).

F. Manufacturer's instructions.

Concrete Reinforcing
03200-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (BidSetFinal) G. Special procedures:

1. Welding procedures conforming to AWS D1.4 for reinforcement to be field welded.
a. Procedures qualification record.

H. Qualifications statements:

1. Welder qualifications.

I. Closeout documents:

1. Field quality control and inspection reports.

2. Field quality assurance special inspection and testing reports.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver bars bundled and tagged with identifying tags.

B. Acceptance at site:

1. Reinforcing bars: Deliver reinforcing bars lacking grade identification marks with letter containing manufacturer's guarantee of grade.

1.06 SEQUENCING AND SCHEDULING
A. Bar supports:

1. Do not place concrete until samples and product data for bar supports have been accepted by Engineer.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. The drawings contain notes describing the size and spacing of reinforcement and its placement, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in concrete, and other related information.

2.02 MATERIALS
A. Reinforcing bars:

1. Provide reinforcement of the grades and quality specified, fabricated from new stock, free from excessive rust or scale, and free from unintended bends or other defects affecting its usefulness.

2. Reinforcing bars:
a. ASTM A615 Grade 60 deformed bars, including the following requirements, or ASTM A706 Grade 60 deformed bars.
1) Actual yield strength based on mil tests of reinforcement provided shall not exceed the minimum yield strength specified in this Section by more than 18,000 pounds per square inch.
2) Ratio of actual ultimate tensile strength to actual tensile yield strength shall not be less than 1.25.

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3. Reinforcing bars designated or required to be welded:
a. Low-alloy, ASTM A706 Grade 60, deformed bars.

4. Reinforcing bars that are required to resist earthquake-induced flexural and axial forces in concrete frame members and in concrete shear wall boundary members where indicated on the Drawings:
a. Low-alloy, ASTM A706 Grade 60, deformed bars.

B. Bar supports:

1. Wire supports:
a. All stainless steel bar supports:
1) Conforming to CRSI Manual of Standard Practice recommendations for types and details, but custom fabricated entirely from stainless steel wire conforming to ASTM A493, AISI Type 316.
b. Stainless steel protected bar supports:
1) Conforming to CRSI Manual of Standard Practice Class 2, Type B, and consisting of bright basic wire support fabricated from cold-drawn carbon steel wire with stainless steel ends attached at the bottom of each leg.
2) Stainless steel wire ends shall conform to ASTM A493, AISI Type 316 and shall extend at least 3/4 inch inward from the formed surface of the concrete.
c. Bright basic wire bar supports:
1) Conforming to CRSI Manual if Standard Practice, Class 3.

2. Plastic supports:
a. Manufacturers: The following or equal:
1) Aztec Concrete Accessories.

3. Deformed steel reinforcing bar supports:
a. Fabricated of materials and to CRSI details recommended for typical reinforcement embedded in concrete and bent to dimensions required to provide specified clearances and concrete cover.

4. Precast concrete bar supports ("dobies"):
a. Pre-manufactured, precast concrete blocks with cast-in annealed steel wires, 16-gauge or heavier.
b. Compression strength of concrete: Equal to or exceeding the compression strength of the surrounding concrete.
c. Block dimensions:
1) Height to provide specified concrete cover.
2) Footprint not less than 3 inches by 3 inches, and adequate to support the weight of the reinforcement and maintain specified concrete cover without settling into the underlying surface.

5. Stainless steel wire supports on stainless steel plates:
a. Type 304 stainless steel wire bar support chairs or bolsters supported on Type 304 stainless steel plates resting on the ground surface. 1) Weld plates to at least 2 legs of wire support chairs.

C. Tie wires:

1. General use: Black annealed steel wire, 16-gauge or heavier.

D. Welded wire fabric reinforcement:

1. Material:
a. Carbon steel conforming to ASTM A1064.

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2. Provide welded wire reinforcement in flat sheet form. Rolled wire fabric is not permitted.

3. Fabric may be used in place of reinforcing bars if accepted by Engineer:
a. Provide welded wire fabric having cross-sectional area per linear foot not less than the cross-sectional area per linear foot of reinforcing bars indicated on the Drawings.

2.03 FABRICATION
A. Shop fabrication and assembly:

1. Cut and bend bars in accordance with provisions of ACI 318 and the CRSI Manual of Standard Practice.

2. Bend bars cold. Use bending collars to develop the recommended bend radius.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

4. Circumferential and radiused reinforcement: Roll to the radius required for its location in the structure before installation.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Reinforcing bars and welded wire reinforcement:
a. Verify that reinforcement is new stock, free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings that will adversely affect bonding capacity when placed in the Work.

2. Welded wire fabric:
a. Verify that sheets are not curled or kinked before or after installation.

3.02 PREPARATION
A. Surface preparation:

1. Reinforcing bars - uncoated:
a. Clean reinforcement of concrete, dirt, oil and other coatings that will adversely affect bond before embedding bars in subsequent concrete placements.
b. Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean bars having rust scale, loose mill scale, or thick rust coat.
c. Partially embedded reinforcement: Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent concrete placements.

Concrete Reinforcing
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3.03 INSTALLATION
A. Reinforcing bars: General:

1. Field-cutting of reinforcing bars is not permitted.

2. Field-bending of reinforcing bars, including straightening and rebending, is not permitted.

B. Placing reinforcing bars:

1. Accurately place bars to meet position and cover requirements indicated on the Drawings and specified. Secure bars in position.

2. Tolerances for placement and minimum concrete cover: As listed in Table 1.

Table 1 - Reinforcement Placing Tolerances
Member
Tolerance on
Reinforcement
Location (1)
Tolerance on
Minimum Concrete
Cover (1,2)
Slabs, beams, walls, and columns
except as noted below:
10 inches thick and less + 3/8 inch - 3/8 inch
More than 10 inches thick + 1/2 inch - 1/2 inch
Formed soffits: As noted above - 1/4 inch
Longitudinal location of bends and ends
of reinforcement:

Conditions not listed below: + 2 inches - 1/2 inch
At discontinuous ends of
brackets and corbels + 1/2 inch - 1/4 inch
At discontinuous ends of
other members: + 1 inch - 1/2 inch
Notes:
(1) + indicates "plus or minus;" - indicates "minus;" + indicates "plus." (2) Tolerance on cover is limited as noted, but decrease in cover shall not exceed one third of the minimum cover indicated on the Drawings.

3. Spacing between bars:
a. Minimum clear spacing between bars in a layer:
1) As indicated on the Drawings, but not less than the larger of

1.5 times the bar diameter or 1-1/2 inches.
b. Minimum clear spacing between bars in 2 or more parallel layers:
1) Place bars in upper layers directly above bars in lower layers. 2) Minimum spacing between layers: As indicated on the Drawings, but not less than the larger of 1.5 times the bar diameter or 1-1/2 inches. c. Limits on minimum clear spacing between bars also applies to the clear spacing between a lap splice and the adjacent bars and/or lap splices.

4. Lap splices for bars:
a. Lap splice locations and lap splice lengths: as indicated on the Drawings.

Where lap lengths are not indicated, provide in accordance with ACI 318.

Concrete Reinforcing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (BidSetFinal) b. Unless otherwise specifically indicated on the Drawings (and noted as "non-contact lap splice"), install bars at lap splices in contact with each other and fasten together with tie wire.
c. Where bars are to be lap spliced at concrete joints, ensure that bars project from the first concrete placement a length equal to or greater than minimum lap splice length indicated on the Drawings.
d. Stagger lap splices where indicated on the Drawings. e. Where lap splice lengths are not indicated on the Drawings, provide lap splice lengths in accordance with ACI 318.

C. Reinforcing supports:

1. Provide supports of sufficient numbers, sizes, and locations to maintain concrete cover, to prevent sagging and shifting, and to support loads during construction without displacement and without gouging or indentation into forming surfaces.
a. Quantities and locations of supports shall not be less than those indicated in ACI SP-66 and the CRSI Manual of Standard Practice.

2. Do not use brick, concrete masonry units, concrete spalls, rocks, wood, or similar materials for supporting reinforcement.

3. Do not use "give away bars" that have less cover than that required by the Contract Documents. Do not adjust the location of reinforcement required by the Contract Documents to provide cover for give away bars.

4. Provide bar supports of height required to maintain the clear concrete cover indicated on the Drawings.

5. Provide bar supports at formed vertical faces to maintain the clear concrete cover indicated on the Drawings.

6. Schedule of reinforcement support materials: Provide bar supports as indicated in Table 2.

Table 2 - Reinforcement Support Materials
Case Location Material
a. Concrete placed over earth and concrete
seal slabs ("mud mats"):

Precast concrete bar supports.
b. Concrete placed against forms and
exposed to water or wastewater process
liquids (whether or not such concrete
received additional linings or coatings):

All stainless steel bar supports.
c. Concrete placed against forms and
exposed to earth, weather, frequent
washdown, or groundwater in the
finished work
All stainless steel bar supports.
d. Concrete placed against forms and
exposed to interior equipment/piping
areas in the finished work
All stainless steel bar supports.
e. Between mats of reinforcement, and fully
embedded within a concrete member
Bright basic wire bars supports, or
deformed steel reinforcing bars.

Concrete Reinforcing
03200-9 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (BidSetFinal) D. Tying of reinforcing:

1. Fasten reinforcement securely in place with wire ties.

2. Tie reinforcement at spacings sufficient to prevent shifting. a. Provide at least 3 ties in each bar length. (Does not apply to dowel lap splices or to bars shorter than 4 feet, unless necessary for rigidity).

3. Tie slab bars at every intersection around perimeter of slab.

4. Tie wall bars and slab bar intersections other than around perimeter at not less than every fourth intersection, but at not more than the spacing indicated in Table 3:

Table 3 - Maximum Spacing of Tie Wires for Reinforcement Bar Size
Slab Bar Spacing
(inches)
Wall Bar Spacing
(inches)
Bars Number 5 and Smaller 60 48
Bars Number 6 through Number 9 96 60
Bars Number 10 and Number 11 120 96

5. After tying:
a. Bend ends of wires inward towards the center of the concrete section.

Minimum concrete cover for tie wires shall be the same as cover requirements for reinforcement.
b. Remove tie wire clippings from inside forms before placing concrete.

E. Welded wire fabric reinforcement:

1. Install only where indicated on the Drawings or accepted in advance by Engineer.

2. Install necessary tie wires, spacing chairs, and supports to keep welded wire fabric at its designated position in the concrete section while concrete is being placed.

3. Straighten welded wire fabric to make sheets flat in the Work.

4. Do not allow wire fabric to drape between supports unless such a configuration is specifically indicated on the Drawings.
a. If fabric is displaced during placement of concrete, make provisions to restore it to the designated location using methods acceptable to Engineer.

5. Bend welded wire fabric as indicated on the Drawings or required to fit Work.

6. Lap splice welded wire fabric as indicated on the Drawings. a. If lap splice length is not indicated, splice in accordance with ACI 318, but not less than 1 1/2 courses of fabric or 8 inches minimum. Tie laps at ends and at not more than 12 inches on center.

F. Welding reinforcing bars:

1. Weld reinforcing bars only where indicated on the Drawings or where acceptance is received from Engineer prior to welding.

2. Perform welding in accordance with AWS D1.4 and welding procedures accepted by Engineer.
a. Conform to requirements for minimum preheat and interpass temperatures.

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3. Submit:
a. Welding procedures specification.
b. Procedures qualification record.
c. Welder qualification test record.

4. Do not tack weld reinforcing bars except where specifically indicated on the Drawings.

3.04 FIELD QUALITY CONTROL
A. Provide quality control for the Work of this Section as specified in Section 01450 - Quality Control.

B. Field inspections and testing:

1. Submit records of inspections and testing to Engineer in electronic format within 24 hours after completion.

3.05 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.

B. Special inspections and tests:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Building Code specified in Section 01410 - Regulatory Requirements.

3. Preparation:
a. Review Drawings and Specification for the Work to be observed. b. Review approved submittal sand shop drawings.

4. Inspections: Special inspection shall include, but is not limited to, the following items.
a. Reinforcement: General:
1) Type (material) and location of reinforcement supports. 2) Bar material/steel grade and bar size.
3) Location, placement, and spacing of bars.
4) Clear concrete cover over reinforcement.
5) Lap splice: Location and lap length. Bars within tolerances for contact (unless non-contact splice is indicated on the Drawings.) 6) Bar hooks and development lengths embedded within concrete sections as indicated on the Drawings.
7) Reinforcement tired in position and tie wire legs turned inward toward the center of the concrete section.
b. Reinforcement: Welding:
1) Inspector qualification and inspections shall be in accordance with the requirements of AWS D1.4.
2) Provide periodic inspection for:
a) Weldability of reinforcement other than ASTM A706.
b) Single pass fillet welds with thickness less than or equal to 5/16 inch.

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a) Other welds.
b) Welds at mechanical reinforcing bar couplers and end anchors. 4) In addition to visual inspection, Owner may inspect reinforcing bar welds by other methods, including radiographic inspection.

5. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to Engineer within 24 hours after completion of inspections.

3.06 NON-CONFORMING WORK
A. Before placing concrete, adjust or remove and re-install reinforcement to conform to the requirements of the Contract Documents.

END OF SECTION

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CAST-IN-PLACE CONCRETE

TABLE OF CONTENTS
PART 1 GENERAL ................................................................................................................. 2

1.01 SUMMARY ................................................................................................................... 2

1.02 REFERENCES ............................................................................................................. 2

1.03 DEFINITIONS ............................................................................................................... 4

1.04 DELEGATED DESIGN ................................................................................................. 5

1.05 SUBMITTALS ............................................................................................................... 5

1.06 QUALITY ASSURANCE ............................................................................................... 9

1.07 DELIVERY, STORAGE, AND HANDLING ................................................................. 10

1.08 PROJECT CONDITIONS ........................................................................................... 11

1.09 SEQUENCING AND SCHEDULING .......................................................................... 11 PART 2 PRODUCTS ............................................................................................................ 11

2.01 DESIGN AND PERFORMANCE CRITERIA .............................................................. 11

2.02 MATERIALS - GENERAL ........................................................................................... 12

2.03 MATERIALS - CONCRETE MIX CONSTITUENTS ................................................... 12

2.04 MATERIALS FOR PLACING, CURING AND FINISHING .......................................... 16

2.05 EQUIPMENT .............................................................................................................. 18

2.06 CONCRETE MIXES ................................................................................................... 19

2.07 SOURCE QUALITY CONTROL ................................................................................. 29 PART 3 EXECUTION ........................................................................................................... 30

3.01 PREPARATION .......................................................................................................... 30

3.02 CONCRETE JOINTS .................................................................................................. 31

3.03 MEASURING AND BATCHING MATERIALS ............................................................ 32

3.04 MIXING AND TRANSPORTING ................................................................................. 33

3.05 PLACING AND CONSOLIDATING ............................................................................ 34

3.06 FINISHING CONCRETE ............................................................................................ 36

3.07 CURING ..................................................................................................................... 37

3.08 PROTECTION ............................................................................................................ 39

3.09 HOT WEATHER CONCRETING ................................................................................ 39

3.10 FIELD QUALITY CONTROL BY CONTRACTOR ...................................................... 41

3.11 FIELD QUALITY CONTROL BY OWNER .................................................................. 42

3.12 NON-CONFORMING WORK ..................................................................................... 43

ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH

ATTACHMENT B - COARSENESS FACTOR CHART

ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART

ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST

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1.01 SUMMARY
A. Section includes: Cast-in-place concrete:

B. The requirements of this Section will require advance planning for preparation and testing of trial batches. Review the mix design and testing requirements carefully, and schedule preparations and testing with sufficient time to complete tests, to obtain Engineer's review of mixes and testing results, and to complete revisions and re-testing if required.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 212.3R - Report on Chemical Admixtures for Concrete.

2. 302.1R - Guide to Concrete Floor and Slab Construction.

3. 305R - Guide to Hot Weather Concreting.

4. 306R - Guide to Cold Weather Concreting.

5. 318 - Building Code Requirements for Structural Concrete and Commentary.

6. 350 - Code Requirements for Environmental Engineering Concrete Structures and Commentary.

7. Manual of Concrete Practice.

B. ASTM International (ASTM):

1. C29 - Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate.

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

3. C33 - Standard Specification for Concrete Aggregates.

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

5. C40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

6. C42 - Standard Test Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

7. C88 - Standard Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

8. C94 - Standard Specification for Ready-Mixed Concrete.

9. C114 - Standard Test Methods for Chemical Analysis of Hydraulic Cement.

10. C117 - Standard Test Method for Materials Finer that 75-m (No. 200) Sieve in Mineral Aggregates by Washing.

11. C123 - Standard Test Method for Lightweight Particles in Aggregate.

12. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

13. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

14. C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

15. C142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregate.

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

17. C150 - Standard Specification for Portland Cement.

18. C156 - Standard Test Method for Water Loss from a Mortar Specimen Through Liquid Membrane-Forming Curing Compounds for Concrete.

19. C157 - Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete.

20. C171 - Standard Specifications for Sheet Materials for Curing Concrete.

21. C172 - Standard Practice for Sampling Freshly Mixed Concrete.

22. C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

23. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

24. C293 - Standard Test Method for Flexural Strength of Concrete (Using Simple Beam With Center-Point Loading).

25. C295 - Standard Guide to Petrographic Examination of Aggregates for Concrete.

26. C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

27. C311 - Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete.

28. C494 - Standard Specification for Chemical Admixtures for Concrete.

29. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

30. C702 - Standard Practice for Reducing Samples of Aggregate to Testing Size.

31. C856 - Standard Practice for Petrographic Examination of Hardened Concrete.

32. C989 - Standard Specification for Slag Cement for Use in Concrete and Mortars.

33. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.

34. C1218 - Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.

35. C1260 - Standard Test Method of Potential Alkali Reactivity of Aggregates (Mortar Bar Method).

36. C1293 - Standard Test Method for Determination of Length Change of Concrete due to Alkali-Silica Reaction.

37. C1602 - Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

38. C1778 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete.

39. D29 - Standard Practice for Determining Volatile and Nonvolatile Content of Cellulosics, Emulsions, Resin Solutions, Shellac, and Varnishes.

40. D75 - Standard Practice for Sampling Aggregates.

41. D2103 - Standard Specification for Polyethylene Film and Sheeting.

42. D3665 - Standard Practice for Random Sampling of Construction Materials.

43. D4791 - Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.

C. National Ready-Mixed Concrete Association (NRMCA).

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1.03 DEFINITIONS
A. Alkali: The sum of sodium oxide and potassium oxide calculated as sodium oxide.

B. Alkali load: Amount of alkalis contributed by the Portland cement in a concrete mixture, expressed in pounds per cubic yard (lb/yd3) and calculated by multiplying the Portland cement content of the concrete in lb/yd3 by the alkali content of the Portland cement, or the Portland cement portion of a blended cement, divided by 100.

C. Architectural concrete: Concrete surfaces that will be exposed to view in the finished work.

1. For purposes of this Section, includes only those surfaces that receive paint or coatings.

2. Exposed concrete surfaces in open basins, channels, and similar liquid containing structures: Surfaces will be considered exposed to view if located above the water line as defined in Section 03366 - Tool Concrete Finishing.

3. Exterior concrete surfaces with portions above and below grade: Surface will be considered exposed to view of located above the grade line as defined in Section 03366 - Tool Concrete Finishing.

D. Average daily temperature: Calculated by summing hourly measurements of air temperature in the shade at the face of the concrete and dividing that sum by 24. In calculating the sum of the temperatures recorded, any measurement less than 50 degrees Fahrenheit shall be recorded as 0 degrees Fahrenheit and included in the sum.

E. Cementitious materials: Portland cement and supplementary cementitious materials.

F. Class of concrete: Refers to a mix with characteristics, proportions, and constituents (including a specific combination of admixtures) as specified in this Section.

1. Any change in the source or characteristics of constituent materials, in the proportions of materials, or in the admixtures included in a mix shall be considered as creating a new and separate class of concrete.

2. Any mix to be placed by pumping shall be considered as creating a new and separate class of concrete.

G. Cold weather: Includes one or more of the following conditions:

1. Current air temperature is 45 degrees Fahrenheit and falling.

2. Air temperature during the first 24 hours after placement is expected to fall into the range of 45 degrees Fahrenheit to 40 degrees Fahrenheit.

3. A period when, for more than 3 consecutive days, the following conditions exist:
a. The average daily air temperature drops below 40 degrees Fahrenheit. b. The air temperature is not greater than 50 degrees Fahrenheit for more than one-half of any consecutive 24-hour period.

H. Cold weather concreting: Operations for placing, finishing, curing, and protecting concrete during cold weather.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) I. Green concrete: Concrete that has not yet achieved 100 percent of the minimum specified compressive strength, f'c, for that mix.

J. Hairline crack: Crack with a crack width of less than 4 thousandths of an inch (0.004 inches).

K. Hot weather: Any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than 0.2 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI 305R and in this Section, Attachment A - Menzel Formula and Nomograph.

L. Hot weather concreting: Operations for placing, finishing, curing, and protecting concrete during hot weather.

M. Paste content: The total concrete volume minus the volume of aggregate, expressed as a percentage of total volume. Paste volume includes volume of cementitious materials, water, air, admixtures materials, and any fibers.

N. Supplemental cementitious material: inorganic material such as fly ash, natural pozzolans, silica fume, or slag cement that reacts pozzolanically or hydraulically.

1.04 DELEGATED DESIGN
A. Provide Delegated Design for the following Work, based on the requirements of this Section.

1. Concrete mix designs.

1.05 SUBMITTALS
A. General:

1. Data for concrete mixes and mix constituents supplied to the Work shall be coordinated through a single supplier.

2. A maximum of 2 mix designs will be reviewed by the Engineer for each class of concrete required.
a. Review of additional mix designs shall be at the expense of the Contractor.

B. Product data:

1. Submit data completely describing products and demonstrating compliance with the requirements of this Section.

2. Data for all products in the mix for each class of concrete shall be submitted concurrently with that mix design.

3. Where products conforming to NSF-61 are required, submit evidence of testing and listing under NSF-61 for use in direct contact with potable water.

Testing and listing shall be by a nationally recognized agency acceptable to the Engineer.

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4. Admixtures:
a. For each admixture included in concrete mixes, submit manufacturer's product data demonstrating compliance with standards specified. b. If air entraining admixture requires test method other than ASTM C173 to accurately determine air content, make special note of requirements in submittal.

5. Curing compound: Submit complete data on proposed compound.

C. Design data:

1. Concrete mix designs:
a. Submit full details, including mix design calculations and plots, for concrete mixes proposed for use for each class of concrete. b. Include mix design calculations of proportions by both weight and volume. c. Determine and include the alkali load of the proposed mix. d. Include information on correction of batching for varying moisture contents of fine aggregate.
e. Submit source quality test records with mix design submittal. f. Provide calculations demonstrating that the mixes proposed provide the required average compression strength of concrete (f'cr) based on source quality test records.
g. For each Class A mix design submitted, plot the mix design Attachment B - Coarseness Factor Chart and submit.
h. For each Class A mix design submitted, plot the combined aggregate gradation on the chart Attachment C - Combined Aggregate Gradation Chart and submit.

D. Concrete mixes - Trial batches:

1. Drying shrinkage test results.
a. Submit results of testing.
b. Submit test specimens from drying shrinkage tests for trial batches. 1) Submit all specimens from each mix accepted by Engineer. 2) Using indelible marker, clearly label each specimen with concrete class, trial batch mix designator, and specimen number.

2. Compression strength test results.
a. Submit results of testing. Provide data for each cylinder tested. b. Submit data indicating trial batch mix designator, slump, and specimen number for each test cylinder.
c. Submit test specimens from compression strength tests for trial batches. 1) Submit 2 cylinders from each mix accepted by Engineer. 2) Using indelible marker, clearly label each cylinder with concrete class, trail batch number, and specimen number.

3. If there is any change in suppliers or in quality of concrete mix constituents, submit new test data.

E. Test reports:

1. Dated not more than 24 months prior to the date of submittal.

2. Aggregate:
a. Submit certified copies of commercial laboratory tests proposed for use in concrete.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) b. Sieve analyses:
1) During construction, submit sieve analyses of coarse, fine, and combined aggregates used any time there is a change in supplier, or a significant change in the character and/or grading of materials, and when requested by the Engineer.
c. Aggregates - coarse:
1) Physical properties:
a) Sieve analysis.
b) Percentage of particles having flat and/or elongated characteristics.
c) Abrasion loss.
d) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles content.
b) Materials finer than 200 sieve (percentage).
c) Shale and chert content.
d) Coal and lignite content.
3) Alkali reactivity.
4) Deleterious substances:
a) Clay lumps and friable particles content.
b) Chert and shale content.
c) Coal and lignite content.
d) Materials finer than No. 200 sieve.
5) Alkali reactivity.
d. Aggregates - Fine:
1) Physical properties:
a) Sieve analysis and fineness modulus.
b) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles (percentage).
b) Materials finer than No. 200 sieve (percentage).
c) Coal and lignite (percentage).
d) Shale and chert.
e) Organic impurities ("Color" as determined by ASTM C40). 3) Alkali reactivity.
e. Aggregates - Combined:
1) Test combined gradation for the following sieve sizes: 1.5 inches, 1 inch, 3/4 inch, 1/2 inch, 3/8 inch, Number 4, Number 8, Number 16, Number 30, Number 100, Number 200.
2) Bulk density in accordance with ASTM C29.
3) Void content in accordance with ASTM C29.
4) Submit at:
a) Initial mixture design submittal,
b) Intervals of not more than 4 weeks,
c) Any time there is a change in character or grading of constituent materials,
d) When requested by the Engineer.

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3. Cement:
a. Mill tests, including alkali content measured as equivalent alkalis, for each shipment of cement included in the Work.
1) During construction, submit mill certificates for cement being used at intervals of not more than 90 days, any time there is a change in supplier or a significant change in the character of the materials, and when requested by the Engineer.

4. Supplemental cementitious material:
a. Fly ash: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C618 and this Section. 1) Include supplier's report certifying the total alkali content of the material, expressed as equivalent percentage of sodium oxide (Na2Oe).
b. Slag cement: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C989 and this Section.

F. Certificates:

1. Current NRMCA certification for all plants and trucks that will be used to supply concrete.

G. Source quality control submittals:

1. Truck batch tickets for each load of concrete delivered to the site, whether accepted or rejected.

2. Concrete supplier's quality control plan. Include the following elements, at a minimum:
a. Names and qualifications of key quality control personnel:
1) Quality control manager.
2) Testing and inspection personnel.
b. Names and qualifications of testing laboratories:
1) Each laboratory shall hold current accreditation from the AASHTO Accreditation Program, or other accreditation program acceptable to the Engineer, for each test performed.
c. Example forms for: inspection reports, certificates of compliance, and test results.
d. Quality control procedures: Method and frequency of performing each procedure, including inspections and materials testing. At a minimum, the plan shall include:
1) Daily testing of aggregate gradation.
2) Monthly testing of cement quality.
3) Monthly testing of fly ash quality.
e. Procedures to control quality characteristics, including standard procedures to address properties outside the specified operating limits, and example reports to document non-conformances and corrective actions taken. Include procedure for notifying Contractor and Engineer of non-conformances.
f. Procedures for verifying that:
1) Materials are properly stored during concrete batching operations. 2) Batch plants have the ability to maintain concrete consistency during periods of extreme heat and of low temperatures.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) 3) Admixtures are dispensed in the correct dosages within the accuracy requirements specified.
4) Delivery trucks have a valid NRMCA certification card. g. Procedures for verifying that weighmaster certificate for each load of concrete shows:
1) Cement and supplementary materials are from sources designated in the approved submittals.
2) Concrete as-batched complies with the constituent weights designated in the approved submittals.
3) Corrections for aggregate moisture are being correctly applied. 4) Any mix water withheld from the batch.
h. Procedures for visually inspecting concrete during discharge.

H. Field quality control submittals:

1. Contractor's notifications of readiness for concrete placement.

2. Contractor's reports of field quality control testing. a. Include with each report the concrete batch ticket number and identification numbers for associated cylinders used for compressive strength testing.
b. Testing results for slump, temperature, unit weight, and air entrainment. c. Testing results for compressive strength at 7 and 28 days, and for any compressive strength tests after 28 days.
d. Note on batch ticket the amount of water that was withheld and the maximum amount that can be added on site as "Max add water." Record on the batch ticket the volume of water actually added at site. e. Note on the batch ticket the concrete mix classification as defined in Table 3 of this Section.

I. Special procedure submittals:

1. Sequence of concrete placing:
a. Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements. Submittal shall include plans sections and details to address all pours.

2. Cold weather concreting plan.

3. Hot weather concreting plan.

4. Repair of defective concrete: Submit mix design for repair materials to be used.

1.06 QUALITY ASSURANCE
A. Pre-installation meetings:

1. Schedule and conduct pre-installation meeting at least 10 days prior to batching and placing of concrete.
a. Provide additional meetings if necessary, to discuss specific concrete submittals, mixes, or placing and curing conditions.
b. Notify Engineer of location and time of each conference.

2. Required attendees:
a. Contractor including Contractor's superintendent and key personnel. b. Concrete supplier.
c. Technical representative(s) of supplier(s) of concrete admixtures. d. Subcontractor(s) providing pumping, placing, finishing, and curing.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) e. Subcontractor(s) providing embedded items (structural embedded plates, electrical conduit).
f. Sampling and testing personnel.
g. Engineer.
h. On-site inspectors representing Engineer.
i. Other persons deemed by the Engineer and the Contractor to be critical to the quality and efficiency of the Work.

3. Agenda:
a. Review of requirements of Drawings and Specifications. b. Project and product safety requirements.
c. Discussion of points of interface and coordination between various trades or products to be used in the Work.
d. Contractor's schedule for cast-in-place concrete work. e. Mix designs, mix tests, and submittals.
f. Admixture types, dosing, performance, requirements for monitoring, and limits on dosing or re-dosing at the site.
g. Placement and consolidation methods, techniques, and equipment and the effects of those methods on form pressures.
h. Slump and limits on placing time or conditions to maintain placeability. 1) Field adjustment of slump and air content.
i. Procedures for finishing, curing, and retention of moisture during these operations.
j. Procedures and protection for hot and cold weather conditions. k. Requirements and coordination for inspections.
1) Responsibility for test specimen curing and storage. 2) Distribution of test reports.
l. Other Specification requirements requiring coordination between parties to the work.

4. Prepare and submit minutes of the pre-installation meeting as specified in Section 01312 - Project Meetings.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver, store, and handle concrete materials in manner that prevents damage and inclusion of foreign substances.

2. Deliver and store packaged materials in original containers until ready for use.

3. Deliver aggregate to mixing site and handle in such manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.

B. Acceptance at site:

1. Reject material containers or materials showing evidence of water or other damage.

2. Concrete mixes: Do not accept or incorporate into the Work concrete mixes that do not comply with the specified requirements for water content, slump, temperature, and air content.

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1.08 PROJECT CONDITIONS
A. Cold weather concreting: During periods of cold weather as defined in this Section, implement cold weather concreting procedures in this Section.

B. Hot weather concreting: During periods of hot weather as defined in this Section, implement hot weather concreting procedures in this Section.

1.09 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in a manner that completes all placing operations from one construction, contraction, or expansion joint to another construction, contraction, or expansion joint.

B. Joints at each end of the placement shall be as indicated on the Drawings, or as identified and accepted in advance by the Engineer.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. It is the intent of this Section to secure, for every part of the Work, concrete with a homogeneous mixture, that, when hardened, will have required strength, watertightness, and durability.

B. It is the intent of this Section to procure a workable, low-shrinkage concrete mix that maximizes aggregate content and minimizes paste content.

C. Performance requirements:

1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, supplemental cementitious materials, aggregate, admixtures and water, proportioned and mixed to produce a plastic, workable mixture in accordance with requirements of this Section, and suitable to specific conditions of placement.
b. Proportion aggregates to produce an gradation of aggregate that combines fine and coarse aggregate in well-graded proportions that maximizes the aggregate content and minimizes the paste content of the mix. The gradation should maximize long-term durability and strength of the concrete mixture.
c. Durability requirements will be deemed to be satisfied when:
1) The mixture is proportioned with a well-graded combined aggregate. 2) The specified water-cement ratio is satisfied.
3) The concrete contains the specified range of air content. 4) The maximum specified paste content is satisfied.
d. Proportion materials in a manner that will secure the lowest cement content, water-cementitious materials ratio, and paste volume that is consistent with good workability, that provides a plastic and cohesive mixture, and that provides a slump that is within the specified range.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) e. Construction and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods have been specified, for purpose of to reduce the number and size of cracks, resulting from normal expansion and contraction expected from the concrete mixes specified. f. Remove and replace, or repair as specified in this Section, non-conforming work and surfaces with cracks, voids and honeycombs, or surface wetness.

2. Workmanship and methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI 318, ACI 350, and the ACI Manual of Concrete Practice.

2.02 MATERIALS - GENERAL
A. Water and ice:

1. Water for concrete mixes, for washing aggregate, and for curing concrete:

Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

2. Non-potable water may be used with the following limits:
a. Chlorides (C 114): 500 1,000 ppm.
b. Sulfates, as SO4 (C 114): 1,500 ppm.
c. Alkalies, as NA2O + 0.658 K20 (C 114): 300 ppm.
d. Total inorganic solids by mass (C 1603): 5,000 ppm.
e. Organic solids by mass (T 26): 300 ppm.
f. pH (T 26): 4 to 9.
g. Oil (visual): No sheen.

3. Comply with the optional chemical limits of ASTM C1602.

4. Do not use water from concrete production operations, or combined water from concrete production operations as defined in ASTM C1602.

2.03 MATERIALS - CONCRETE MIX CONSTITUENTS
A. Water and ice:

1. As specified in the preceding paragraphs.

B. Cementitious materials:

1. Portland cement:
a. In accordance with ASTM C150.
1) Type II Single source: To provide uniformity of appearance, for each structure use only one source, type, and brand of Portland cement for walls and slabs that will be exposed in the finished work. 2) Confirm adequate supply of cement over duration of project before making trial batches or beginning concrete placements.
b. Cement for finishing: Provide cement from same source and of same type as concrete to be finished or repaired.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) C. Supplementary cementitious materials:

1. Fly ash:
a. Class C or Class F fly ash in accordance with the requirements of ASTM C618, except as modified in this Section.
1) Class C, may be used in concrete made with Type II Portland cement.
2) Class F required if used in concrete mixes containing aggregates classified as potentially reactive based on ASTM C1293 or ASTM C1260.
a) CaO content: Less than 18 percent.
b. Loss on ignition: Not exceeding 3 percent.
c. Replace Portland cement at ratio of 1.0 pound fly ash for each pound of cement, up to minimum and maximum replacement as specified in "Requirements for Mix Proportioning."

2. Slag cement:
a. Grade 80, 100, or 120 in accordance with ASTM C989, except as modified below:
1) Fineness: Amount retained on a No. 325 sieve: 20 percent maximum.
2) Total alkalies Na2O + 0.658 K2O:
a) Minimum: 0.60 percent.
b) Maximum: 0.90 percent.

D. Admixtures:

1. General:
a. Do not include admixtures, other than those specified, unless written acceptance has been obtained from the Engineer during submittal of mix designs.
b. Admixtures shall be compatible with concrete constituents and with other admixtures.
1) All admixtures in a given mix shall be products of the same manufacturer to ensure compatibility.
2) Admixture manufacturers: One of the following, or equal. a) Master Builders Solutions.
b) Euclid Chemical.
c) GCP Applied Technologies (formerly W.R. Grace).
d) Sika Corp.
c. Do not use admixtures containing chlorides, calculated as chloride ion, in excess of 0.5 percent by weight of cement.
d. Use in accordance with manufacturer's recommendations. Add each admixture to concrete mix separately.
e. Admixtures used shall be the same products used in concrete trial batches, or the same products used in concrete represented by submitted field test records.

2. Air entraining admixture (AEA):
a. In accordance with ASTM C260, and dosed to provide entrained air percentages specified in this Section.
b. Provides entrained air as bubbles, evenly dispersed at the time of placement and during curing.

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3. Water reducing admixture(WRA):
a. May be used at the Contractor's option.
b. Conforming to ASTM C494, Type A (water-reducing).
1) ASTM C494, Type D (water-reducing and retarding) may be used during periods of hot weather with prior acceptance by the Engineer. c. Not containing air-entraining agents.
d. Liquid form before adding to the concrete mix.

4. High range water reducing admixtures ("super-plasticizers") (HRWR):
a. Not permitted without acceptance by Engineer.

5. Shrinkage reducing admixture (SRA):
a. May be used at Contractor's option.
1) Provide shrinkage reducing admixture in sufficient dosage so as to produce shrinkage within the limits specified.
b. Not containing expansive agents.
c. In accordance with ASTM C494, Type S (specific performance). d. One of the following, or equal:
1) Master Builders Solutions: SRA Series.
2) Euclid Chemical: Eucon SRA Series.
3) GCP Applied Technologies: Eclipse Series.

6. Set-controlling admixtures:
a. Shall not be used without prior acceptance from Engineer. b. Accelerating admixtures: not permitted.

E. Coloring admixtures:

1. Conduit encasement coloring agent:
a. Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
b. Manufacturers: One of the following or equal:
1) Davis Co., No. 100 Utility Red.
2) I. Reiss Co., Inc., equivalent product.
3) Euclid Chemical Co., Increte Division, “Colorcrete Brick Red.” c. Conduit encasement concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.

F. Aggregate:

1. General:
a. Provide concrete aggregates that are sound, graded as specified, and free of deleterious material in excess of allowable amounts specified. b. Provide aggregates to produce in place concrete with unit weight as follows:
1) Normal weight concrete: Not less than 140 pounds per cubic foot. c. Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, and other construction materials.
d. Do not use aggregate recycled from fresh concrete returned to the batching facility.

2. Alkali-silica reactivity:
a. Provide aggregate classified as aggregate-reactivity class of R0 in accordance with ASTM C1778 with expansion not greater than

0.10 percent at 14 days when tested in accordance with ASTM C1260,

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3. Fine aggregate:
a. Material graded such that 95 to 100 percent of material passes the No. 4 (4.75 mm) sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Provide fine aggregate consisting of clean, natural sand, or sand prepared from crushed stone or crushed gravel.
c. In accordance with ASTM C33 requirements for grading, deleterious substances, soundness, and alkali reactivity, except as modified in the following paragraphs.
1) Grading: For sieve sizes listed in ASTM C33 for fine aggregate, not more than 45 percent passing any sieve and retained on the next consecutive sieve.
2) Deleterious substances: not in excess of the percentages by weight specified in Table 1 of this Section.

Table 1: Fine Aggregate, Limits on Deleterious Substances Item Test Method Percent (maximum)
Materials finer than No. 200 sieve(2) ASTM C117 3.00(2) Clay lumps and friable particles ASTM C142 1.00
Lightweight particles (SG < 2.40) ASTM C123 1.00
• Chert or shale(1) ASTM C295 1.00(1)
Coal and lignite ASTM C123 0.50
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40.

ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage of lightweight particles (sum of shale, chert, coal and lignite) not greater than 1.00, testing under ASTM C295 will not be required.
(2) For manufactured sand, if material finer than the No. 200 sieve consists of crusher dust and the aggregate is essentially free of clay or shale, maximum percentage may be increased to

5.0 percent.
3) Organic impurities: Free of injurious amounts of organic matter and producing a supernatant liquid with color not darker than “standard color” when tested in accordance with ASTM C40.
4) Soundness: In accordance with requirements of ASTM C33 when tested in accordance with ASTM C88 using sodium sulfite solution.

4. Coarse aggregate:
a. Materials graded such that not more than 10 percent of material passes the 3/8-inch sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Consisting of gravel, crushed gravel, crushed stone, or a combination of these materials having clean, hard, durable particles free from calcareous coatings, organic matter, or other deleterious substances.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) c. Conforming to the requirements of ASTM C33, Class 4S for physical properties, deleterious substances, and alkali reactivity, except as modified in the following paragraphs.
1) Grading:
a) Size number as specified in ASTM C33, and as indicated in Table 3 of this Section, except as otherwise specified or accepted by the Engineer.
b) Weights of flat or elongated particles (particles having a length greater than 3 times average width or thickness) not exceeding 15 percent when tested in accordance with ASTM D4791.
2) Deleterious substances: Not in excess of the percentages by weight specified in Table 2 of this Section and having total of all deleterious substances exceeding 2 percent.

Table 2: Coarse Aggregate, Limits on Impurities
Item Test Method Percent (maximum)
Clay lumps and friable particles ASTM C142 0.50
Lightweight particles (SG < 2.40) ASTM C123 1.25
 Chert or shale(1) ASTM C295 1.00(1)
Materials finer than No. 200 sieve ASTM C117 0.50(2)
Coal and lignite ASTM C123 0.25
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40.

ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage (sum of shale, chert, coal and lignite) not greater than 1.25, testing under ASTM C295 will not be required. (2) When material finer than No. 200 sieve consists of crusher dust, maximum percentage may be increased to 1.00 percent. When mix design complies with provisions of ASTM C33, Table 4, footnote C, the maximum percentage may be increased in accordance with the equation in footnote C, up to a maximum of 1.5 percent.
3) Abrasion loss: Loss not greater than 45 percent after 500 revolutions when tested in accordance with ASTM C131.
4) Soundness: Loss not greater than 10 percent when tested in accordance with ASTM C88 using sodium sulfate solution.

2.04 MATERIALS FOR PLACING, CURING AND FINISHING
A. General:

1. Materials shall be compatible with concrete and with other materials.

B. Cement grout:

1. Use: For spreading over surface of construction and cold joints in concrete before placing additional concrete above those joints.

2. As specified in Section 03600 - Grouting.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) C. Concrete sealer:

1. As specified in Section 03366 - Tooled Concrete Finishing.

2. Not for use in water-containment structures.

D. Evaporation retardant:

1. Use: For mitigating surface moisture evaporation from freshly placed concrete during rapid drying conditions. Placed after screeding.

2. Waterborne, monomolecular, spray-applied compound, with fugitive dye to indicate coverage.

3. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterKure ER 50.
b. Euclid Chemical Co., Eucobar.

E. Nonslip abrasive:

1. Aluminum oxide abrasive size 8/16, having structure of hard aggregate that is, homogenous, nonglazing, rustproof, and unaffected by freezing, moisture, or cleaning compounds.

2. Manufacturers: One of the following or equal:
a. Exolon Co.
b. Abrasive Materials, Inc.
c. “Non-Slip Aggregate”, Euclid Chemical Co.

F. Plastic membrane for curing:

1. Polyethylene film: In accordance with ASTM C171.

2. Properties:
a. Color: White.
b. Thickness: Nominal thickness of polyethylene film shall not be less than

0.0040 inches when measured in accordance with ASTM D2103.

Thickness of polyethylene film at any point shall not be less than

0.0030 inches.
c. Loss of moisture: Not exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.

G. Sprayed membrane curing compound:

1. Combination curing and sealing products ("cure and seal") will not be permitted.

2. Properties:
a. Clear type with fugitive dye conforming with ASTM C309, Type 1D and containing no wax, paraffin, or oils.
b. For concrete placed or cured during hot weather, curing compound shall be as specified, except that:
1) It shall include a white, reflective fugitive dye.
2) Moisture loss during a 72-hour period shall not exceed 9 pounds per cubic yard when tested in accordance with ASTM C156.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) H. Surface-applied sealing system:

1. Manufacturers: One of the following or equal:
a. Euclid Chemical Co., Vandex Super.
b. Kryton International, Inc., Krystol T1.
c. Xypex Chemical Corp., Xypex Concentrate.

2. Where surface-applied sealing system is placed over concrete containing permeability reducing admixture for concrete exposed to hydrostatic conditions (PRAH), provide products of same manufacturer providing the admixture.

2.05 EQUIPMENT
A. General:

1. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material into mixers.

B. Batching equipment, or batch plant.

1. Capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.

C. Mixing equipment:

1. Mixers may be of stationary plant, paver, or truck mixer type, as appropriate to the Work.

2. Capable of combining aggregates, water, and cementitious materials, and admixtures within specified time into a thoroughly mixed and uniform mass, and of discharging the mixture without segregation.
a. Maintain concrete mixing equipment in good working order, and operate at loads, speeds, and timing recommended by manufacturer or as specified.
b. Proportion cementitious materials and aggregate by weight.

3. If bulk cementitious materials are used, weigh them on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.

4. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water.

5. Procedure of mixing cementitious materials with sand or with sand and coarse aggregate for delivery to project site, for final mixing and addition of mixing water will not be permitted.

6. Retempering of concrete will not be permitted.

7. Discharge entire batch before recharging.

8. Volume of mixed material per batch: Not exceed manufacturer's rated capacity of mixer.

9. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.

10. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing:
a. Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.

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11. Transit-mixed concrete:
a. Mix and deliver in accordance with ASTM C94.
b. Total elapsed time between addition of water at batch plant and discharging completed mix:
c. Not to exceed 90 minutes.
d. Elapsed time at project site shall not exceed 30 minutes. e. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the Engineer.
f. Equip each truck mixer with device interlocked to prevent discharge of concrete from drum before required number of turns and furnish device that is capable of counting number of revolutions of drum.

12. Continuously revolve drum after it is once started until it has completely discharged its batch:
a. Do not add water until drum has started revolving.
b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. The Contractor will not be entitled to additional compensation because of such increase or decrease.

D. Other types of mixers: For other types of mixers, mixing shall be as follows:

1. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.

2. Neither speed nor volume loading of mixer shall exceed manufacturer's recommendations.

3. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than 1 cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.

2.06 CONCRETE MIXES
A. General:

1. Develop and provide mix design for each Concrete Class listed in Table 3 of this Section.

2. Select and proportion mixes and document properties using one of the two methods that follow. Procedures and requirements for use of each alternative are specified in subsequent paragraphs of this Section. a. Field experience method.
b. Trial batch method.

3. Organize and submit mix designs with data on all constituent materials and products for that mix, for Engineer's review.

4. Do not place concrete until the mix design for that Concrete Class has been accepted by Engineer.

5. After acceptance, do not modify accepted mixes or provide new mixes without Engineer's prior review and acceptance of the proposed alternative. a. Exception: At all times, adjust batching of water to compensate for free moisture content of the fine aggregate used.
b. For any change to approved mixes, Engineer may require new trial batching and testing program as specified in this Section before acceptance and use.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) c. For any change to approved mixes, make modifications within limits set forth in this Section.
d. If there is change in source or quality of any constituent of the concrete class or mix, the revised mix will be considered a new class of concrete and shall require full re-submittal of all data describing mix constituents, design, and testing.

6. Material sampling, mix designs, trial batch preparation and testing, modifications to mix designs, and any re-testing required to satisfy the requirements of this Section or to obtain satisfactory performance shall be at Contractor's expense and shall not be considered cause for delay.

B. Measurements of materials:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer.

2. Furnish apparatus for weighing aggregates and cementitious materials that is suitably designed and constructed for this purpose.

3. Accuracy of weighing devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within 1 percent of desired amount of that material.

4. Measuring or weighing devices: Subject to review by the Engineer. Shall bear valid seal of the Sealer of Weights and Measures having jurisdiction.

5. Weighing cementitious materials:
a. Weigh cementitious materials separately.
b. Cement in unbroken standard packages (sacks): Need not be weighed. c. Weigh bulk cementitious materials and fractional packages.

6. Measure mixing water by volume or by weight.

C. Requirements for mix proportioning:

1. Develop and provide mixes that:
a. Can be readily worked into corners and angles of forms and around reinforcement, without excessive vibration, and without permitting materials to segregate or free water to collect on surface. b. Prevent unnecessary or haphazard changes in the consistency of the concrete supplied.

2. Constituent materials:
a. Provide concrete mixes composed of Portland cement, blended aggregates, admixtures and water.
1) Admixtures required for each concrete class are indicated in Table 3 of this Section. Admixtures not specifically required by that table for a specific Concrete Class are optional and may be included at the discretion of the Contractor based on Contractor's planned means and methods of construction.
b. In no case shall returned fresh concrete or its constituents be incorporated into concrete batched for the Work.

3. Minimum specified compressive strength:
a. Minimum specified compressive strength is designated at 28 days, unless otherwise indicated in Table 3 of this Section.
b. For locations where the placed concrete is adequately protected and is not subjected to loads for an extended period during construction, the Contractor may request that the period for achieving the minimum specified compressive strength be extended to 56 days. If accepted by the

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) Engineer, provide mixes that achieve at least 75 percent of their minimum specified compressive strength after 28 days.

4. Proportions and consistency:
a. Ratio of water to cementitious materials, and cementitious materials content:
1) Conform to maximum and minimum cementitious material content requirements specified in Table 3 of this Section.
2) Cementitious materials content: Consisting of Portland cement as indicated in Table 3 of this Section, plus supplemental cementitious materials if aggregate testing indicates potentially reactive aggregates:
a) Fly ash content:
(1) Minimum: 15 percent of the total weight of cementitious materials.
(2) Maximum: 25 percent of the total weight of cementitious materials.
b) Slag cement content:
(1) Minimum: 20 percent of the total weight of cementitious materials.
(2) Maximum: 30 of the total weight of cementitious materials. b. Aggregate size and content:
1) Blend aggregates to produce an optimized gradation that combines well-graded coarse, intermediate, and fine aggregates in proportions that maximize the aggregate content of the mix, and that minimize the cement paste content of the mix.
a) Percentage of individual fractions of the combined aggregate gradation retained on individual sieve sizes: Within the range shown in Attachment C - Combined Aggregate Gradation Chart ("Tarantula Curve").
b) Sum of the percentages of individual fractions retained on the No. 8, No. 16, and No. 30 sieves: Greater than 20 percent. c) Sum of the percentages of individual fractions retained on the No. 30, No. 50, No. 100, and No. 200 sieves: Within the range of 25 percent to 40 percent.
c. Determine bulk density and void content of the combined gradation of aggregates in accordance with ASTM C29. Results for combined aggregates shall not be the summation of results of testing of the individual gradations.
1) Sample the combined aggregate from a flowing aggregate stream or conveyor in accordance with ASTM D75. Take care to ensure that the sample is representative of the proportions of the combined aggregate of the proposed mix.
2) Reduce sample of combined aggregate to test sample size in accordance with ASTM C702, Method A - mechanical splitter or Method B - quartering.
3) Perform bulk density test of combined aggregate in accordance with ASTM C29, Procedure A - rodding.
4) Determine void content of the combined aggregate in accordance with ASTM C29, Procedure A - rodding. Specific gravity of the combined aggregate shall be determined in accordance with ASTM C136.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) d. Paste content: Limited to the following:
1) Class A mixes without air entrainment: Maximum 28 percent measured by volume.
2) Class A mixes with air entrainment: Maximum 28 percent measured by volume plus the target air content.
3) Paste content shall be limited to 175 percent of the void content of the combined aggregate gradation determined by ASTM C29. e. Total water content:
1) Not exceeding the water to cementitious material ratio specified in Table 3 of this Section.
2) Not exceeding 245 pounds of water per cubic yard of concrete for Class A mix.
f. Coarseness/workability (Shilstone Method):
1) Proportion mixes to fall into the "Optimal" zone (Zone II) when plotted on the Coarseness Factor Chart ("Coarseness Factor" versus "Workability Factor") included as Attachment B - Coarseness Factor Chart to this Section. Provide plot for each Class A mix to be used in the Work.
2) Coarseness factor (CF) for each mix shall be calculated as the percent of the combined aggregate gradation retained on the 3/8-inch sieve, divided by the percent of the combined aggregate gradation retained on the Number 8 sieve, multiplied by 100: or:

CF = (% retained on 3/8” sieve) x 100 (% retained on No. 8 sieve) 3) Workability factor (WF) for each mix shall be the percent of the combined aggregate gradation retained on the Number 8 sieve, adjusted for cement content in the mix.
a) Determine volume of total cementitious material in the mix. b) For each 94 pounds of Portland cement content above 564 pounds per cubic yard, increase workability factor by 2.5 units. c) For each 94 pounds of Portland cement below 564 pounds per cubic yard, decrease workability factor by 2.5 units.
d) Proportion adjustment factor by linear interpolation for each fraction of 94 pounds above or below the 564 pound basis. e) Example:
650 pounds per cubic yard = 564 pounds + 86 pounds.

Adjustment = (86 lb / 94 lb) x 2.5 = + 2.28.

D. Concrete Classes for use in the Work:

1. Provide concrete classes listed in Table 3 of this Section.

2. Provide normal weight concrete, having minimum weight of 140 pounds per cubic foot, unless otherwise noted.

3. Pumped concrete:
a. Provide pumped concrete that complies with all requirements of this Section.
b. Mixes placed by pumping shall be considered a sub-class of each concrete class listed in Table 3 of this Section. Prepare and submit a separate mix design for each mix to be placed by pumping.

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4. Class PM concrete: In addition to the requirements of Table 3 of this Section, conform to the following:
a. Minimum 28 day flexural strength: 650 psi when tested in accordance with ASTM C293.
b. Cementitious materials content: 75 percent Portland cement plus 25 percent Class F fly ash (by weight).
c. Aggregate:
1) Minimum 55 percent coarse aggregate conforming to ASTM C33 size number 357 or size number 467.
2) Substitute ASTM C33 size number 57 or size number 67 if mechanical paving equipment is not used.

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03300-24 8660F10 April 2023pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) Table 3: Concrete Classes
Concrete Class(1)
Minimum Specified Compressive
Strength at 28 days, f'c (2)
(pounds per square inch)
Ratio of water to cementitious
materials(3) (minimum - maximum).

Cementitious Materials Content
(pounds per cubic yard of concrete
by weight)(4)
Cement Type
Maximum Chloride Content (percent
by weight of cement)
Maximum Size of Coarse Aggregate
(ASTM C33 )
Air Entrainment (percent),
(n/a : not applicable)
Admixtures required(4,5,6)
Slump Range
(inches)
A 4,500 0.40 to 0.42 535 to 575 II 0.30 #57 6+1.5 AEA
WRA
2 to 4
A-NA 4,500 0.40 to 0.45 535 to 575 II 0.30 #57 n/a WRA 2 to 4 C 2,500 0.62 max. min. 423 II No limit #57 6+1.5 AEA
WRA
3 to 6
CE 3,000 0.62 max. min 423 II No limit #8 5+1.5 AEA
WRA
3 to 6
PM 5,000 0.40 535 to 575 II 0.15 #57 5+1.5 AEA
WRA
3 to 6

Cast-in-Place Concrete
03300-25 8660F10 April 2023pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) Notes: (1) Sub classes within major concrete classes are designated as follows: NA: Without air entrainment. (2) At locations where concrete will not be subjected to load from other elements of the structure or from Contractor’s placing and/or backfilling operations, maximum time period for achievement of specified compressive strength may be extended to 56 days when accepted by the Engineer. (3) W/C Ratio = Ratio of water to cementitious materials (Portland cement plus supplemental cementitious material) by weight. Include weight of admixtures in the water content of the mix when the quantity of the admixtures exceeds 10 ounces per 100 pounds of cement. (4) Cementitious material includes Portland cement plus supplemental cementitious materials. If trial batch testing demonstrates that the required strength cannot be met at 28 or 56 days with the specified combined aggregate gradation and the paste content limits, cementitious material content may be increased with Engineer's approval if a shrinkage-reducing admixture (SRA) is included in the mix design.
(5) Admixtures are designated as follows: AEA: Air entraining admixture HRWR: High-range water-reducing admixture SRA: Shrinkage-reducing admixture.

SFR: Synthetic fiber reinforcement.

WRA: Water-reducing admixture PRAH: Permeability-reducing admixture for concrete exposed to hydrostatic conditions.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) E. Install Concrete Classes in accordance with the following requirements unless otherwise indicated on the Drawings.

1. Class A concrete: Structural concrete:
a. Use Class A concrete at all locations unless other Classes are specified or indicated on the Drawings.

2. Class A-NA concrete: Structural concrete without air entrainment. a. Class A-NA concrete may be used in lieu of Class A at indoor slabs (not subject to freezing and thawing) where inclusion of an air-entraining admixture makes it difficult to achieve the specified concrete finish.

3. Class C concrete: Miscellaneous concrete fill and encasement. a. Class C concrete may be used for fill for unauthorized excavation, for thrust blocks and ground anchors for piping, for bedding of pipe, and where indicated on the Drawings.

4. Class CE concrete: Use Class CE for electrical conduit encasements.

5. Class PM concrete: Use for concrete pavement, cart paths, curbs, gutters, and sidewalks.

F. Concrete mix design documented by field experience:

1. Mix design:
a. Prepare preliminary mix design for each Concrete Class. Submit mix design with product and testing data for materials to be used in the mix for Engineer’s review.

2. Historical records for similar mix.
a. Determinations of similarity of materials and proportions between historical and proposed mixes shall be by the Engineer, and that shall be final. b. Historical record - Materials:
1) Submit with each mix design the following data for a previously-supplied concrete mix similar to that proposed for this Work.
2) Records demonstrating that the previously supplied mix included similar materials and proportions as those of the proposed mix. a) Documentation that the same concrete supplier will provide both mixes. b) Documentation that the materials used was from the same suppliers and had essentially the same properties, demonstrated by test data, as those proposed.
c) Documentation that proportions of materials in the record mix are essentially the same as those proposed and that the specified compressive strength of the record mix is within 1,000 pounds per square inch of that required by this Section.
d) Concrete supplier’s statement describing any changes made to production of the record mix during the time period reported. e) Concrete supplier’s statement that preparation and quality control procedures for the record mix were essentially the same as those to be employed for this Work.
c. Historical record - Testing:
1) Submit with each record mix, corresponding test data for slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage.
2) Only records satisfying the following requirements will be accepted. a) All tests were conducted within a period of 1-year preceding the date of the submittal.
b) All tests were conducted over a period including not less than 45 days.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) c) The record of compressive strength testing includes at least 30 tests for slump and 28-day compressive strength.
d) The record of compressive strength tests is consecutive. In other words, it includes all tests conducted on the subject mix within the 1-year time period described above (not just selected tests during that period). e) Submit concrete supplier’s sworn statement confirming that all tests for the record mix have been reported.
f) Tests for drying shrinkage are described in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing,”
g) Provide supplementary testing if requested by Engineer. d. For mixes determined to be similar and to have an acceptable test history, acceptance criteria shall be as follows:
1) Acceptance criteria:
a) Slump: All tests within limits specified for record mix. b) Compressive strength: Average compression strength for tests, as determined by ACI 318 and ACI 350 not less than minimum required average strength.
c) Drying shrinkage: Within limits stated in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing.”
G. Concrete mix design documented by trial batch preparation and testing:

1. Mix design and trial batches:
a. Prepare preliminary mix design for each Concrete Class. Submit mix design with product and testing data for each combination of materials and proportions to be used for Engineer’s review.
1) Determine water content of the mix based on curves showing the relation between water-cementitious materials ratio and the 7 and 28 day compressive strength of the concrete.
2) Determine each curve using 4 or more points, each representing the average compressive strength value of at least 3 specimens tested at each age.
b. After materials and proposed mix designs have been accepted by Engineer, have trial batches for each concrete mix design prepared by Contractor's testing laboratory.
1) Prepare trial batches using the cementitious materials, aggregates, and admixtures proposed to be used for the Work.
2) Provide batches of sufficient quantity to determine slump, workability, consistency, setting time, and finishing characteristics, and to provide sufficient specimens for testing.
c. For each trial batch, make and test specimens to determine and report slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage.
1) If trial batches do not produce concrete conforming to the specified requirements for slump, strength, workability, consistency, drying shrinkage, restrained shrinkage, and finishing, change mix proportions and, if necessary, sources of materials.
2) Make additional trial batches and perform additional tests until a batch that conforms to requirements of this Section is produced.

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2. Testing - Slump:
a. Determine slump in accordance with ASTM C143.
b. Acceptance criterion: Slump within range specified.

3. Testing - Compressive strength:
a. Prepare 4 inch diameter by 8 inch long cylinders in accordance with ASTM C31 for tests specified in this Section.
b. Determine average compressive strength:
1) Test at least 12 cylinders from each trial batch for compressive strength in accordance with ASTM C39.
2) Test 4 cylinders at 7 days, another 4 at 28 days, and another 4 at 56 days.

Deliver 1 final cylinder to Engineer at 56 days.
3) Calculate average compression strength for 7 day tests, for 28 day tests, and for 56 day tests.
4) Calculate ratios for:
a) Average 7 day strength to average 28 day strength.
b) Average 28 day strength to average 56 day strength.
c. Determine the required average compressive strength for each mix, f’cr, as described in the following paragraphs:
1) Calculate required average compressive strength (f’cr) based on the minimum specified 28-day compressive strength, f’c, plus a standard deviation determined from the test history available for that mix. 2) Determine f’cr as specified in ACI 318 and ACI 350, except as modified in the following paragraphs.
a) Where 15 or more 28-day compressive strength tests are available, calculate standard deviation as described in the preceding paragraphs for “concrete mix design documented by field experience.” Add this standard deviation to the specified minimum compressive strength to determine the required average compressive strength (f’cr) for the mix. b) Where fewer than 15 compressive strength tests at 28-days are available, determine minimum required compressive strength, (f’cr) from Table 4 of this Section.

Table 4: Required Average Compressive Strength, Fewer than 15 Tests Available Minimum Specified
Compressive Strength, f'c
(pounds per square inch)
Required Average
Compressive Strength, f'cr
(pounds per square inch)
Less than 3,000 f'c + 1,000
3,000 to 5,000 f'c + 1,200
Over 5,000 f'c + 1,400
d. Acceptance criterion: Average compressive strength of the 4 cylinders tested at 28 days, or of the 4 cylinders tested at 56 days when permitted by the Engineer, shall equal or exceed the required average compression strength, f'cr for that concrete mix design.

4. Testing - Chloride content:
a. Submit test results showing that the concrete mix contains water-soluble chloride ion content contributed from the constituents including water, aggregates, cementitious materials, and admixtures is less than the limit specified in Table 3 of this Section. Test shall be performed in accordance with ASTM C1218 at age between 28 and 42 days.

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5. Testing - Drying shrinkage - Prism specimens:
a. Class A (including A, A-NA, A-SP, and A-NA-SP) and Class PM: From trial batch for each mix, prepare 10 drying shrinkage specimens in accordance with ASTM C157 Divide specimens into 2 groups of 5 specimens each: One group including shrinkage-reducing admixture, and one group without shrinkage-reducing admixture.
b. Prepare, cure, and test both groups in accordance with ASTM C157, except as modified in the following paragraphs.
1) Remove drying shrinkage specimens from molds at age of 23 hours plus or minus 1 hour after trial batching.
a) Immediately place them in lime-saturated water maintained at 73 degrees Fahrenheit plus or minus 3 degrees for at least 30 minutes. b) Remove specimens from the water, and wipe with a damp cloth. c) Measure to nearest 0.0001 inch to determine original length. d) Record measurements and re-submerge specimens in lime-saturated water at 73 degrees Fahrenheit plus or minus 3 degrees for moist curing.
2) Maintain submerged curing conditions at 73 degrees Fahrenheit plus or minus 3 degrees for 7 days. 7 days after batching, remove specimens from water and repeat measuring procedures.
3) Immediately store specimens in a humidity controlled room maintained at 73 degrees Fahrenheit plus or minus 3 degrees, and at 50 percent relative humidity plus or minus 4 percent for remainder of the test. 4) At periods of 14, 21, 28 and 56 days after batching, remove specimens from curing room and repeat measurements.
c. Drying shrinkage test report:
1) Report measurements of all specimens at 1, 7, 14, 21, 28, and 56 days after batching.
2) Using measured length at 7 days as base length for drying shrinkage, calculate the following for each measuring period:
a) Drying shrinkage of each specimen. Determine as difference between the 7-day base length and measured length for each period. b) Average of these differences. If drying shrinkage of any specimen departs from the average of the measurements for each period by more than 0.0004 inch, disregard results obtained from that specimen. c) Percentage of drying shrinkage from batching to date of measurement. d. Drying shrinkage acceptance criteria:
1) Average shrinkage of trial batch concrete specimen group at 28 days after batching, when measured and cured as indicated, shall not exceed

0.035 percent.
e. Mixes accepted by Engineer:
1) Retain drying shrinkage test specimens. Bag in re-sealable plastic bags and submit to Engineer.
2) Indicate trial batch identifier, specimen number, and date of final measurements on each specimen bag.

2.07 SOURCE QUALITY CONTROL
A. Sample and test materials in accordance with the following requirements:

1. Sampling, testing, and reporting frequency:
a. In preparation for mix design submittals and trial batch tests.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) b. Whenever there is a change in source of the material, or a significant change in the characteristics or quality of materials from the same source. c. For each 10,000 cubic yards of concrete mix produced. d. At intervals not exceeding 90 calendar days, unless otherwise specified in the following paragraphs.

2. Supplemental cementitious materials.
a. Sample and test fly ash in accordance with ASTM C311. b. Sample and test slag cement in accordance with ASTM C989.

3. Aggregate:
a. Sample combined aggregate in accordance with ASTM D75 and D3665, and test for gradation in accordance with ASTM C136.
b. At least once every 30 days, and when requested by the Engineer. c. Submit test results.

4. Portland cement:
a. Sample and test Portland cement and provide mill certificates demonstrating compliance with ASTM C150, and additional requirements of this Section. 1) Determine alkali content by method set forth in ASTM C114. b. At least once every 90 days, and when requested by the Engineer. c. Submit test results.

B. Batch materials in accordance with the following requirements:

1. Concrete batch weights: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.

2. Aggregates:
a. Obtain aggregate from a source capable of providing uniform quality, moisture content, and grading during any single day's operation. b. Furnish satisfactory means at batching plant for checking moisture content of fine aggregate for each batch.

3. Admixtures:
a. Batch solutions using mechanical batcher capable of accurate measurement. b. Air entraining admixture: Add to batch in portion of the mixing water, unless otherwise recommended by the admixture manufacturer.

PART 3 EXECUTION

3.01 PREPARATION
A. Prepare and submit mix designs for each Concrete Class indicated in Table 3 of this Section.

B. Submit proposed sequence of concrete placements. After acceptance, adhere to proposed sequence of placing concrete, except when specific changes are requested by the Contractor and accepted by the Engineer.

1. Use construction methods and sequence work to allow concrete placement to reach adequate strength and to be constructed with required support to prevent overstress of the concrete structure during construction.

C. Make provisions for monitoring weather conditions:

1. Install an outdoor weather station capable of measuring and recording ambient temperature, wind speed, and humidity. Furnish instruments accurate to within 2 degrees Fahrenheit, 5 percent relative humidity, and 1 mile per hour wind speed.

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2. Monitor the weather forecast beginning at least 48 hours prior to any concrete placement and make provisions for cold weather concreting or hot weather concreting if those conditions exist or are forecast to exist during the period of placement, finishing, and curing.
a. Record temperature, relative humidity, and wind speeds for each placement beginning at least 24 hours before scheduled delivery of concrete.

D. Place no concrete without Engineer’s prior acceptance of conditions.

E. Notify the Engineer in writing that all preparations are complete and ready for placement of concrete. Such notification shall indicate readiness - not just intention - to place concrete for the designated portion of the Work.

1. Submit notification to Engineer on forms provided by or acceptable to the Engineer and bearing the signature of Contractor’s superintendent. a. Sample form is included at the end of this Section, see Attachment B - Coarseness Factor Chart.

2. Submittal of notification will be Contractor’s certification that preparations are complete and in accordance with the Contract Drawings and Specifications.

3. Provide notification for Engineer to make final observations at the locations of concrete placements not less than 24 hours before commencing placement of concrete.

3.02 CONCRETE JOINTS
A. Locations of joints are indicated on the Drawings.

1. In order to preserve strength and watertightness of structures, make no other joints, except as authorized by the Engineer.

2. Construct joints where indicated, and as indicated on the Drawings.

3. Where joint locations are not indicated on the Drawings, submit Contractor's proposed locations for Engineer's review and acceptance. Provide construction joints in slabs and walls at intervals not greater than 35 feet.

B. Time between placements of adjacent concrete separated by joints.

1. Provide not less than 3 days (72 hours) between placement of adjacent sections for the following:
a. Slabs.
b. Walls.

2. Provide not less than 7 days (168 hours) between placement of the lower and upper pours for the following:
a. Walls over slabs.
b. Slabs over walls.
c. Slabs keyed into the sides of walls.

C. Edges of joints:

1. Provide joints have edges detailed as indicated on the Drawings.

2. Protect wall and slab surfaces at edges from concrete splatter. Thoroughly clean adjacent surfaces after completion of each placement.

D. Joint construction:

1. Preparation of forms:
a. Provide cleanout holes at base of each wall and column for inspection and cleaning.

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2. Before placing concrete against previously placed concrete, thoroughly clean the prior placement of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter by means of pressure washing.

3. Provide and install waterstops, expansion joint material, and other similar materials as indicated on the Drawings and as specified.
a. Take special care to ensure that waterstops are secured in proper position. b. Take special care to ensure that concrete is well consolidated around and against waterstops during placement.

4. Horizontal joints:
a. As initial placement over cold joints, thoroughly spread bed of cement grout as specified in Section 03600 - Grouting.
1) Thickness: not less than 1/2 inch nor more than 1 inch. b. For wall placements above planned cold joints, placement of cement grout will not be required for locations where the wall mix includes high-range water-reducing admixture (“superplasticizers”), and the Contractor can demonstrate dense concrete joints without voids or honeycomb after the forms are removed.

3.03 MEASURING AND BATCHING MATERIALS
A. Measurements of materials:

1. Proportion and measure cementitious materials and aggregates by weight. a. Weigh cementitious materials separately.
b. If bulk cementitious materials are used, weigh them on separate visible scale that will accurately register scale load at any stage of weighing operation from zero to full capacity.
c. Cement in unbroken standard packages (sacks) need not be weighed.

2. Mixing water: Measure by volume or by weight.

3. Other mix constituents: Measure by weight, except as otherwise specified or accepted by the Engineer.

4. Weighing and measuring devices:
a. Use equipment designed and constructed specifically for that purpose. b. Furnish devices capable of weighing successive quantities of individual material measured to within 1 percent of desired weight of that material. c. Bearing valid seal of the department of weights and measures for the authority having jurisdiction over the Work.

5. Measurements and measuring devices:
a. Subject to review by the Engineer.

B. Batching:

1. Admixtures shall be added at the concrete batch plant.

2. Addition of admixtures in the field is permitted only with prior acceptance by the Engineer, and only when the following conditions are satisfied:
a. The dosage and mixing is personally overseen by concrete supplier's trained technologist.
b. Adequate mixing is provided after addition.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) c. The maximum time to placement of concrete remains 90 minutes after water added to mix - not 90 minutes after any field additions/adjustments. d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.

3.04 MIXING AND TRANSPORTING
A. Machine mixing:

1. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer and ready for complete mixing with all mixing water.

2. Procedure of mixing cementitious materials with sand, or with sand and coarse aggregate, for delivery to project site for final mixing and addition of mixing water is not permitted.

3. Remixing of concrete that has started to take its initial set (“retempering”) is not permitted.

4. Discharge entire batch before recharging.

5. Volume of mixed material per batch: Not exceeding manufacturer's rated capacity of mixer.

B. Transit-mixed concrete:

1. Mix and deliver in accordance with ASTM C94, except as modified in this Section.

2. Total elapsed time between addition of water at batch plant and discharging completed mix:
a. Not to exceed 90 minutes nor 300 revolutions of the mixing drum. b. Under conditions contributing to rapid setting, total elapsed time permitted may be reduced by the Engineer.

3. Temperature - minimum and maximum allowable during mixing and transporting:
a. Minimum: 50 degrees Fahrenheit.
b. Maximum: 90 degrees Fahrenheit.

4. Continuously revolve drum after it is started until it has completely discharged its batch.
a. Do not add water until drum has started revolving.
b. Engineer reserves the right to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. Contractor will not be entitled to additional compensation because of such increase or decrease.

C. Concrete delivery:

1. Furnish to the Engineer a delivery ticket for each batch of ready mixed concrete within 24 hours after delivery. Include the following information on each ticket:
a. Time of day concrete was batched, and time of day that discharge from the truck is complete.
b. Printed record of the individual weight of each of the following constituents in the batch: fine aggregate, coarse aggregate, cement, pozzolan, and water. c. Concrete Class as defined in Table 3 of this Section. d. Type, brand, and quantity of each admixture in the batch. e. Total volume of water allowed in the mix, volume of mixing water added at the batch plant, volume of mixing water withheld from the mix during batching, and total volume of any water added to the mix after leaving the batch plant. 1) In no case shall volume of mixing water withheld result in a water/cementitious materials ratio less than the minimum values specified in Table 3 of this Section.

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g. Volume of concrete delivered in the batch.
h. Numerical sequence of the batch delivered for that placement.

2. Additional water may only be added to the mix when the following conditions are fully satisfied:
a. Batch ticket showing total volume of water already added and maximum volume of water that may be added is available for Engineer’s observation before any additional water is added.
b. Total volume of water in the mix after the addition will be less than the maximum allowable volume of water indicated on the ticket.
c. The full concrete load is still within the truck's mixing drum, and truck has not begun to discharge the load. Under no conditions shall water be added in the field to a partial truckload of concrete.
d. Volume of water added, and time of addition are clearly marked for record on the batch ticket delivered to the Engineer.

3. Addition of admixtures in the field is permitted only with prior approval by the Engineer, and when the following conditions are satisfied:
a. Dosage and mixing is personally overseen by concrete supplier's trained technologist and admixtures supplier's representative.
b. Adequate mixing time is provided after addition of admixtures. c. The maximum time to placement of concrete remains 90 minutes after water is added to the mix - not 90 minutes after any field additions/adjustments. d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.

D. Conveying concrete:

1. Convey concrete from mixer to location of final deposit by methods that prevent separation or loss of materials.

2. Use equipment for chutes, pumps, and conveying of concrete of such size and design as to ensure practically continuous flow of concrete, from delivery to the point of placement, without separation of materials.

3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from chute or conveying device.

4. Keep equipment for conveying concrete thoroughly clean by washing and scraping upon completion of any day's placement.

3.05 PLACING AND CONSOLIDATING
A. Preparation:

1. Obtain Engineer’s acceptance of completed preparations before placing concrete. a. Notify Engineer in writing that all preparations are complete and ready for placement of concrete. Such indication shall indicate readiness, not just intention, to place concrete for the designated portion of the work. b. Submit completed Attachment D - Contractor’s Concrete Placement Checklist Form.

2. Confirm completeness of the following before notification of readiness is given to Engineer:
a. Place forms, reinforcement, screeds, anchors, ties, and inserts in final position. b. Reinforcement is secure and properly fastened in its correct position. c. Loose form ties at construction joints have been retightened.

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e. Forms have been cleaned of debris and form release agents are applied as specified.

3. Preparation for placement of footings and slabs on grade:
a. Do not place concrete on ground or compacted fill until subgrade is in moist condition acceptable to the Engineer.
b. If necessary, sprinkle subgrade with water not less than 6 or more than 20 hours in advance of placing concrete.
c. If subgrade surface becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.
d. Do not place concrete if subgrade is muddy or soft.

4. Keep sufficient protective coverings on hand at all times for protection of concrete during and after placement.
a. Protect concrete placed before rain to prevent water from coming in contact with such concrete
b. Protect concrete placed before winds to prevent excessive drying or embedment of debris in the finished surfaces.

B. Concrete placement:

1. Do not place concrete:
a. With slump outside the limits specified in Table 3 of this Section. b. In which initial set has occurred, or that has been retempered. c. During rainstorms or high velocity winds.

2. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
a. Do not deposit concrete in large quantities in one place, and then work material along forms with vibrator or by other methods.

3. Do not drop concrete freely into place from height greater than 5 feet. Use tremies for placing concrete where drop is over 5 feet.

4. Place concrete on slopes starting from bottom of slope and working upward.

5. Place concrete in horizontal lifts not exceeding 24 inches in depth and bring up evenly in all parts of forms.

6. After concrete placement begins, continue in a continuous operation without significant interruption until the end of the placement. Plan and implement precautions to prevent any delay, between layers or adjacent volumes, from exceeding 20 minutes.

7. If concrete is to be placed over previously placed concrete and more than 20 minutes has elapsed, spread layer of cement grout over surface before placing additional concrete. Provide grout layer thickness of not less than 1/2 inch, nor more than 1 inch.

8. Placement of concrete for slabs, beams, or walkways:
a. If cast monolithically over walls or columns, do not commence until concrete in walls or columns has been allowed to set and shrink.
b. Allow set time of not less than 1 hour for shrinkage. 1) During waiting time, keep top surface of concrete moist, but not wet. 2) Do not permit water to pond or stand on the surface. 3) Do not coat surface with evaporation retarders or curing agents. c. Start placement above wall or column with layer of cement grout as described in the preceding paragraph.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) C. Consolidating concrete:

1. Consolidate concrete with aid of acceptable mechanical vibrators.

2. Thoroughly consolidate concrete around reinforcement, pipes, or other shapes built into the work.

3. Provide sufficiently intense vibration to cause concrete to flow and settle readily into place and to visibly affect concrete over radius of at least 18 inches.

4. Vibrators:
a. Keep sufficient vibrators on hand at all times to vibrate concrete as placed. b. In addition to vibrators in actual use while concrete is being placed, have on hand a minimum of 1 spare vibrator in operable condition.
c. Do not place concrete until it has been confirmed that all vibrating equipment, including spares, are in operable condition.

5. Place concrete solidly against forms and concrete surfaces, leaving no voids or honeycomb.

6. Make concrete solid, compact, and smooth. If for any reason surfaces or interiors have voids or are in any way defective, repair such concrete in manner acceptable to the Engineer.

7. Do not over-vibrate so as to produce segregation.

3.06 FINISHING CONCRETE
A. Provide concrete finishes in accordance with Section 03366 - Tooled Concrete Finishing unless otherwise indicated on the Drawings.

B. Liquid evaporation retardant:

1. Under conditions that result in rapid evaporation of moisture from the surface of the concrete, coat the surface of the concrete with a liquid evaporation retardant immediately after screeding.

2. Conditions that result in rapid evaporation of moisture are defined as any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than 0.1 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI 305R, and included as Attachment A - Menzel Formula and Nomograph to this Section.

3. Apply evaporation retardant again after each finishing operation as necessary to prevent drying shrinkage cracks.

4. Do not work evaporation retardant into the surface of the concrete.

5. Do no use evaporation retardant as finishing aid (to rehydrate surface a creamy state for finishing).

C. Concrete sealer:

1. Floors and slabs to receive concrete sealer: See Room Finish Schedule on the Drawings, and Section 03366 - Tooled Concrete Finishing.

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3.07 CURING
A. Cure concrete by methods specified in this Section.

B. Keep concrete continuously moist and at an average daily temperature of at least 50 degrees Fahrenheit for a minimum of 7 days after placement.

1. Provide at least 350 degree days of curing (350 degrees times 7 days of 24 hours each).

2. If hourly temperatures at any surface of a concrete placement drop below 50 degrees Fahrenheit during the curing period, count the period below 50 degrees Fahrenheit as zero degrees, and extend the curing time to compensate.

C. Schedule of curing methods:

1. Cure the following concrete surfaces using water curing, or plastic membrane curing. a. Floor surfaces of water containment structures.
b. Surfaces where additional concrete will be placed over or against the surface, including concrete joints.
c. Surfaces where grout or other toppings will be placed over the surface. d. Slabs scheduled to receive concrete sealer, or other bonded or adhered architectural finishes.
e. Formed surfaces scheduled to receive coatings, paint, adhered masonry, cementitious materials, or other similar finishes, and where formwork is removed within 7 days after concrete placement.
f. Horizontal concrete surfaces at tops of walls.

2. Cure the following concrete surfaces by water curing, plastic membrane curing, or sprayed curing membrane. Selection of methods shall be at the Contractor's option. a. Surfaces not listed in the preceding paragraph.

D. Water curing:

1. Keep surfaces of concrete constantly and visibly wet, day and night, for period of not less than 7 days.
a. Each day forms remain in place will be counted as 1 day of water curing. b. Do not loosen form ties during period when concrete is cured by leaving forms in place. No further curing credit will be allowed for forms remaining in place after contact has been broken between concrete surface and forms.

2. Begin water curing as soon as concrete attains initial set.

3. Maintain a wet surface by ponding, continuous sprinkling, covering with saturated burlap, or otherwise saturating the surface by means acceptable to Engineer. a. Flood top of walls with water at least 3 times per day and keep surfaces moist at all times during 7 day curing period.
b. Provide plastic sheet material over surfaces if required to maintain a wet surface during arid or windy conditions. See plastic membrane curing requirements for additional details.

4. Use water having a temperature within 20 degrees Fahrenheit of the temperature of concrete, and not lower than the minimum temperature allowed for the concrete surface during curing.

E. Plastic membrane curing:

1. Install plastic membrane as soon as concrete is finished and can support limited pedestrian traffic without damage.

2. Cover entire surface of finished concrete with membrane.

3. Anchor membrane to prevent uplift from wind or air trapped below the sheet.

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4. Fully seal joints and edges to provide full seal around perimeter.

5. Keep concrete under plastic membrane moist, regularly monitoring surfaces and adding supplemental moisture if necessary. Add water as specified for water curing.

F. Sprayed membrane curing compound:

1. Apply curing compound to concrete surface after repairing and patching, and within 1 hour after forms are removed.
a. If more than 1 hour elapses after removal of forms, do not use membrane curing compound. Instead, provide water curing for not less than 7 days. b. Do not remove sprayed membrane curing compound from concrete in less than 7 days after initial application.
c. When application of curing compound at concrete joints is accepted by Engineer, take care to apply curing compound to all surfaces along full profile of joints.

2. Apply curing compound by mechanical, power operated sprayer with mechanical agitator that will uniformly mix all pigment and compound. a. Apply curing compound in at least 2 coats.
b. Apply each coat in direction turned 90 degrees from application direction of the preceding coat.
c. Apply curing compound in sufficient quantity so that concrete has uniform appearance and its natural color is effectively and completely concealed immediately after spraying.
d. Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces.

3. Thickness and coverage of curing compound:
a. Provide curing compound having film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours. b. Contractor is cautioned that method of applying curing compound specified in this Section may require more curing compound than normally suggested by manufacturer of curing compound and is more than is customary in the trade.

Apply amounts specified in this Section, regardless of manufacturer's recommendations or customary practice.

4. If Contractor desires to use a curing compound other than specified product, coat sample areas of concrete wall with proposed curing compound, and also coat similar adjacent area with the specified compound in the manner specified, for comparison:
a. If proposed sample is not equal or better, in opinion of the Engineer, the proposed substitution will not be allowed.

5. Removal of curing compound.
a. After curing period is complete, remove curing compound placed on surfaces that will receive additional concrete, including all concrete joint surfaces, by heavy sandblasting or by other means acceptable to Engineer. Complete removal and cleanup prior to placing any new concrete against the surface. b. Where additional finishes will be applied over concrete surfaces, unless otherwise recommended by the manufacturer of the finish to be applied, remove curing compound by sandblasting. Provide blasting as necessary to fully remove curing compound.

6. Prior to final acceptance of the work, remove, by sandblasting or by other method acceptable to the Engineer, any curing compound on surfaces exposed to process water or exposed to view, so that only natural color of finished concrete is visible and uniform over the entire surface.

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3.08 PROTECTION
A. General:

1. Keep forms in place, as specified in the following paragraphs, to provide curing and to protect concrete surfaces and edges from damage.

2. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified.

B. Form removal:

1. Do not remove forms from concrete which has been placed when outside ambient air temperature is below 50 degrees Fahrenheit until the following conditions are satisfied:
a. Concrete has sufficient strength to allow form removal without damage to surfaces.
b. At least 48 hours have elapsed since the end of concrete placement. c. Provisions are in place to maintain moisture for curing concrete, and temperature at or above the required minimum curing temperature specified.

2. Vertical forms:
a. Retain in place for a minimum of 24 hours after concrete is placed. b. If concrete has sufficient strength and hardness to resist surface or other damage after 24 hours, forms may be removed.

3. Other forms supporting concrete, and shoring: Retain in place as follows:
a. Formed sides of footings: 24 hours minimum.
b. Formed vertical sides of beams, girders, and similar members: 48 hours minimum.
c. Forms below slabs, beams, and girders: Until concrete strength reaches specified strength f’c or until shoring is installed.
1) Shoring for slabs, beams, and girders: Shore until concrete strength reaches minimum specified 28-day compressive strength.

4. Wall bracing: Brace walls until strength of concrete beams and slabs laterally supporting wall reaches minimum specified 28-day compressive strength.

C. Loading of concrete members:

1. Placement of loads on or against green concrete is not permitted.

2. Do not place soil against walls, or fill over the top of concrete until conditions designated in the following paragraphs are satisfied:
a. Walls have been cast to their full height in the structure and have achieved their minimum specified 28-day compressive strength.
b. Connecting slabs and beams that brace the walls are in place, are complete, and (in the case of concrete) have achieved their minimum specified 28-day compressive strength.

3.09 HOT WEATHER CONCRETING
A. Implement hot weather concrete procedures during periods of hot weather as defined in this Section.

1. Comply with the recommendations of ACI 305R and this Section.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) B. If placements during hot weather are expected, and when requested by the Engineer, prepare a hot weather concreting plan. Maintain at least 1 copy on site. Provide plan for review if requested by the Engineer.

1. Include procedures for batching, delivery, placement, curing, protection, and monitoring and recording the temperature of the concrete and the surrounding environment.

2. Describe procedures to be implemented in the event of abrupt changes in weather conditions, or in the event of equipment failure.

3. Review hot weather concreting plan during pre-construction meeting. Make provisions to address any concerns expressed by Engineer before beginning concrete placements.

C. Preparation:

1. Do not place concrete against forms, reinforcement, or embedments with a surface temperature greater than 120 degrees Fahrenheit.
a. If necessary, to maintain maximum concrete temperature during placing, cool forms and reinforcement to temperature below 90 degrees Fahrenheit using water or shades.
b. Do not allow water to puddle in forms or placement areas.

2. Moisten forms or subgrade to maintain a saturated surface without standing water or soft spots.

3. Provide windbreaks, shades, fog spray, sprinkling, wet cover, or other means required to protect concrete from premature loss of moisture and rapid temperature gain.

D. Batching and delivery:

1. Retarding admixtures will not be permitted.

2. Temperature of concrete delivered for placement shall not exceed 90 degrees Fahrenheit.
a. Maintain uniform temperature in the mix below this level during batching, delivery, placing, and consolidation.
b. Temperature of mix, even if below the maximum allowable temperature specified, shall be maintained at a level to avoid loss of slump, flash setting, or cold joints in placements.

3. If necessary:
a. Mix water may be chilled or replaced with ice to maintain mix temperature. Where mix water is replaced with ice, provide replacement at a 1 to 1 ratio by weight. b. Shade transit mixed concrete trucks, or cool mixing outside of container with water to control temperature of concrete.

E. Placing and finishing:

1. Place and finish concrete promptly. Place so that vertical lift lines will not be visible in exposed concrete surfaces.

2. Provide plastic sheeting, fog nozzles, shades or other means to reduce concrete temperature and protect from moisture loss.

F. Protection and curing:

1. Furnish and locate maximum/minimum temperature recording thermometers in sufficient numbers to confirm concrete temperatures over full area and edges of concrete.

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2. Flatwork: Protect and cure using water curing methods as specified in this Section. a. Water curing:
1) Keep concrete continuously wet and make provisions for runoff. 2) For sprinkling or soaker hoses, maintain temperature of water as close as possible to the temperature of the concrete to minimize effects of thermal shock.

3. Formed surfaces: Protect and cure using forms left in place or membrane curing methods as specified in this Section.
a. Cover forms and keep continuously moist for at least 24 hours after placement. b. Loosen forms as soon as this can be accomplished without damaging the concrete.
c. Maintain continuously moist surfaces by fogging or spraying with water, or by application of curing compound as specified.

3.10 FIELD QUALITY CONTROL BY CONTRACTOR
A. Provide quality control over the Work of this Section as required by Section 01450 - Quality Control.

B. Field tests:

1. During progress of construction, provide testing to determine whether the concrete, as being produced, complies with requirements specified.

2. Sampling and testing shall be performed by Contractor’s testing laboratory. See Section 01455 - Regulatory Quality Assurance - Special Tests and Inspections for requirements.
a. Cooperate in testing by allowing free access to the Work for testing laboratory to sample and test materials.
b. Provide full access for Engineer to observe concrete sampling and testing at any time.
c. Contractor is responsible for providing care of and curing conditions for test specimens in accordance with ASTM C31 until specimens are collected by testing laboratory.
d. Provide 4 firmly braced, insulated, heated, closed wooden curing boxes, each sized to hold 10 specimens. Include cold weather temperature and hot weather temperature control thermostat for initial curing and storage from time of fabrication through shipment to Owner’s testing laboratory.

3. Testing shall include:
a. Sampling of concrete in accordance with ASTM C172.
b. Temperature of concrete at delivery in accordance with the requirements of ASTM C1064 and as specified in this Section.
c. Slump of concrete using slump cone in accordance with requirements of ASTM C143. Test slump at the following intervals:
1) At the beginning of each placement.
2) As often as necessary to keep slump within the specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Observe concrete during slump test for signs of segregation. a) Observe concrete to see if mortar or moisture flows from slumped concrete.
b) Reject concrete if mortar or moisture flows out of mix. d. Unit weight of concrete in accordance with ASTM C138.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) e. Air entrainment in accordance with ASTM C173. Test air content at the following intervals:
1) At beginning of each placement.
2) As often as necessary to keep entrained air within specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Test air entrainment in concrete in accordance with ASTM C173. If air entraining admixtures used for the Work require alternate testing procedures, advise the independent testing laboratory well in advance of the dates of testing, and confirm that appropriate equipment and personnel are provided for the test.
5) Make air test at point of delivery (discharge from mixer). For pumped concrete, make air tests at point of delivery and at point where expelled after pumping for placement.
f. Compressive strength in accordance with ASTM C39. Required number of cylinders is as follows:
1) Not less than 6 cylinder specimens, 4 inches in diameter by 8 inches long, will be tested for each 150 cubic yards of each class of concrete, with minimum of 6 specimens for each class of concrete placed; not less than 6 specimens for each half day's placement; and not less than 2 sets of 6 specimens for each structure.
2) 1 cylinder will be broken at 7 days, 1 at 14 days, and 3 at 28 days. The 6th cylinder may be used to evaluate strength after 28 days if requested by the Engineer.
3) Retain and store "6th cylinders" (tested and untested) at testing laboratory until 56 days. Break “6th cylinder” when directed by the Engineer. g. Provide full access for Engineer to observe concrete sampling and testing at any time.

C. Test completed liquid containment structures listed in Section 01759 - Water Leakage Test for Concrete Structures for watertightness.

3.11 FIELD QUALITY CONTROL BY OWNER
A. Provide on-site inspection and field quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

B. Special tests and inspections: See Section 01455 - Regulatory Quality Assurance.

C. Field inspections:

1. Required inspections:
a. Observe construction for conformance to the Contract Documents and the accepted submittals.

2. Records of inspections:
a. Provide record of each inspection.
b. Submit copies to Contractor upon request.

Cast-in-Place Concrete
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) D. Field tests:

1. Engineer may request, at any time, additional testing to confirm that materials being delivered and placed conform to the requirements of the Contract Documents. a. If such additional testing shows that the material do not conform to the specified requirements, Contractor shall pay the cost of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, Owner will pay the cost of these tests.

3.12 NON-CONFORMING WORK
A. Remove and replace or repair non-conforming and defective work.

1. Provide repairs having strength equal to or greater than specified concrete for areas involved.

2. Provide replacement or repair of non-conforming work by means acceptable to the Engineer and at no additional cost to Owner.

3. Project schedule will not be extended based on work to address non-conforming concrete.

B. Concrete not conforming to the specified requirements for properties of plastic concrete:

Remove from the site and replace with conforming materials at no additional cost to Owner.

1. Temperature: Do not use concrete having a temperature above or below the limits specified in this Section.

2. Slump: Do not place concrete that does not conform to requirements for slump.

3. Air entrainment: Do not use concrete that does not conform to requirements for percentage of entrained air.

C. Concrete not conforming to the specified requirements for compressive strength:

1. Concrete is expected to reach a compressive strength equal to or greater than the minimum specified compressive strength f'c in Table 3 of this Section.

2. Strength of concrete will be considered acceptable if following conditions are satisfied. a. Averages of all sets of 3 consecutive strength test results is greater than or equal to the specified compressive strength f'c.
b. No individual strength test (average of 3 cylinders) falls below the strength specified in Table 5 of this Section.
c. Where relationships between 7-day and 28-day compressive strength, or between 28-day and 56-day compressive strength, have been provided as part of the mix design submittals:
1) 7-day strength may be considered as an indication of 28 day strength provided effects of temperature and humidity between 7 day and 28 day are taken into account.
2) 28-day strength may be considered as indication of 56 day strength provided effects of temperature and humidity between 28 days and 56 days are taken into account.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) Table 5: Strength Compliance Requirements
Minimum Specified
Compressive Strength, f'c
(pounds per square inch)
Lower Bound of an Individual
Compressive Strength Test,
(pounds per square inch)
Less than 5,000 f'c - 500
Over 5,000 f'c - (0.10 x f'c)

3. Non-compliant strength tests:
a. Mark non-compliant strength test reports to highlight the non-complying results, and immediately forward copies to all parties on the test report distribution list. b. Initial treatment may consist of additional curing of affected portion(s) followed by not less than 3 cores at each affected area, taken in accordance with ASTM C42 and ACI 318. Obtain Engineer's acceptance of proposed coring locations before proceeding with that work.
c. Submit report of compressive strength testing for Engineer's review. d. If requested by the Engineer, provide additional cores, and obtain petrographic testing in accordance with ASTM C856. Submit results for Engineer's review. e. If additional curing does not bring the average strength of 3 cores taken in affected area to at least specified compressive strength f'c, designate such concrete in affected area will be considered defective. f. Engineer may require the Contractor to strengthen defective concrete by means of additional concrete, additional reinforcing steel, or replacement of defective concrete, all at the Contractor's expense.

D. Concrete sections or surfaces with honeycombing and voids:

1. Provide repairs having surface appearance and finish consistent with that of the surrounding work and acceptable to the Engineer.

2. Do not patch, repair, or cover defective Work without prior inspection by the Engineer.

3. Preparation of concrete for repair:
a. Make no repair until Engineer has accepted methods for preparing surfaces and for making and curing repairs.
b. Chip out and key-in imperfections in the Work to make them ready for repair. c. Coat bonding surfaces and edges of repair area with one of the following bonding agents as accepted by the Engineer.
1) Epoxy bonding agent as specified in Section 03071 - Epoxies; or 2) Epoxy resin/Portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent.

4. Methods of repair:
a. Dry pack mortar method:
1) Use for holes having depth nearly equal to or greater than least surface dimension of hole, for cone-bolt holes, and for narrow slots cut for repair. 2) Smooth Holes: Clean and roughen by heavy sandblasting before repair. 3) Install dry-pack mortar as specified in Section 03600 - Grouting. b. Cement mortar method:
1) Use for holes too wide to dry pack and too shallow for concrete replacement; and for comparatively shallow depressions, large or small, that extend no deeper than nearest surface reinforcement.
2) Install cement mortar as specified in Section 03600 - Grouting.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (BidSetFinal) c. Concrete replacement:
1) Use when holes extend entirely through the concrete section or when holes are more than 1 square foot in area and extend halfway or more through the section.
2) Form, place, consolidate, and cure concrete of same mix as the surrounding work.

E. Leaking construction joints and cracks in concrete walls and slabs:

1. Repair cracks that develop in walls or slabs, and repair cracks that show any signs of leakage until all leakage is stopped.

2. Pressure inject visible cracks in the following areas, other than hairline cracks and crazing, with repair products and methods acceptable to the Engineer. a. Floors and walls of water bearing structures.
b. Walls and overhead slabs of passageways and occupied spaces where the opposite face of the member is exposed to weather or may be washed down and where the opposite face does not receive a separate waterproofing membrane. c. Other items not specified to receive separate waterproofing membrane including slabs over water channels, wet wells, reservoirs, and other similar surfaces.

3. Continue pressure injection of cracks as specified until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion or date of final repair, whichever occurs later in time.

F. Leaking expansion joints in concrete walls or slabs that include waterstops:

1. Repair any signs of leakage until all leakage is stopped.

2. Pressure inject visible leaks with hydrophilic polyurethane foam resin as specified in Section 03933 - Hydrophilic and Hydrophobic Foam Polyurethane Resin Injection System.

3. Continue pressure injection along joints lines as specified until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion or date of final repair, whichever occurs later in time.

G. Walls and slabs at overhead channels that leak or sweat because of porosity or cracks too small for successful pressure injection with epoxy.

1. Seal on water or weather side by coating using surface-applied sealing system as specified in this Section.

2. Apply as recommended by manufacturer published instructions. Where concrete continues to sweat or leak, apply additional coats of surface-applied sealing system until the sweating or leaks stop.

3. Continue application of surface-applied sealing system until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion, or date of final repair, whichever occurs later in time.

END OF SECTION

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ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH

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MENZEL FORMULA AND NOMOGRAPH
Source: ACI 350R

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ATTACHMENT B - COARSENESS FACTOR CHART

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COARSENESS FACTOR CHART
Source: ACI 302.1R-15, Figure 8.9.2.2.

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ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART

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COMBINED AGGREGATE GRADATION CHART

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ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST

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CONCRETE PLACEMENT CHECKLIST
Project: _________________________________ Class of Concrete __________________ Project No.: ____________________________Test Cylinders Taken? Yes _____ No _____ Location of Placement _________________________________________ The Contractor certifies the above-proposed concrete placement is prepared as indicated and is in accord with the Contract Drawings and Specifications. The Contractor requests permission to begin placement of concrete on the date of ______________ at ______________. The estimated number of yards is: ____________. The estimated duration of the placement is _______________.

By: ______________________________
Contractor
Released for placement by: ______________________________ Engineer
Preparation Slab Contractor N/A
Compaction Subgrade
Filter Fabric/Drain RockABC/Separator Fabric
Drain Rock, Pea Gravel & Void
Form

Starter Wall Forms
Reinforcing Steel
Screeds
Embedded Items Contractor N/A
A. Anchor Bolts
B. Water Stop
C. Rebar
D. Electrical
E. Plumbing Rough-in
F. Mechanical
G. HVAC
Prep Wall Concrete Contractor N/A
Access To Work
Ladders Secured
Clean up and Washed Out
Reinforcing Steel

Forms Contractor N/A
A. Alignment & Grade
B. Scaffolding
C. Sleeves & Wall Castings
D. Embedded Items
E. Electrical
F. Plumbing Rough-in
G. Piping
Record of Curing Conditions During Placement
Start Finish
Date
Time
Weather
Temperature
Comments
Concrete Placement Equip. Contractor N/A
A. Crane
B. Buckets
C. Hoppers
D. Vibrators
E. Elephant trunks
F. Floodlights
G. Pump Truck
Building Department Notification
Date: Time:

Tooled Concrete Finishing
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TOOLED CONCRETE FINISHING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Tooled concrete finishes.

1.02 QUALITY ASSURANCE
A. Mock-ups:

1. Test panels for concrete finishes:
a. Prepare test panels for F4 and F5 finishes and tie-hole repairs for review by Engineer.
b. Accepted test panels serve as standard of quality and workmanship for project.

2. Prepare test panel showing horizontal and vertical joints proposed for project for review by the Engineer. Refer to finishes specified in this Section.

3. Test panels indicating methods for making concrete repairs: Prepare test panels for proposed repairs at beginning of project for review by Engineer:
a. Accepted test panels serve as standard for repairs during the project.

1.03 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver and store packaged materials in original containers until ready for use.

PART 2 PRODUCTS

2.01 MIXES
A. Mortar mix for F4 finish: Consist of 1 part cement and 1-1/2 parts of fine sand passing Number 100 screen. Mix with enough water and emulsified bonding agent to have consistency of thick cream.

B. Mortar mix for F5 finish: Consist of 1 part cement to 1-1/2 parts of sand which passes Number 16 screen.

2.02 CONCRETE SEALER
A. Manufacturers: One of the following or equal:

1. Euclid Chemical Company: Diamond Hard.

2. L&M Construction Chemicals: SealHard.

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3.01 CONCRETE FINISHES
A. Cement for finishes:

1. Addition of white cement may be required to produce finish which matches color of concrete to be finished.

B. Finish vertical concrete surfaces with one of the following finishes as indicated in the Finish Schedule:

1. F1 finish: No special treatment other than repair defective work and fill depressions 1 inch or deeper and tie holes with mortar after removal of curing compound.

2. F2 finish: No special treatment other than repair defective work, remove fins, fill depressions 1/2 inch or deeper and tie holes with mortar after removal of curing compound.

3. F3 finish: Repair defective work, remove fins, offsets, and grind projections smooth. Fill depressions 1/4 inch or larger in depth or width and tie holes with mortar after removal of curing compound.

4. F4 finish: Receive same finish as specified for F3 finish, and, in addition fill depressions and holes 1/16 inch or larger in width with mortar. a. "Brush-Off" sandblast surfaces prior to filling holes to expose all holes near surface of the concrete.
b. Thoroughly wet surfaces and commence filling of pits, holes, and depressions while surfaces are still damp.
c. Perform filling by rubbing mortar over entire area with clean burlap, sponge rubber floats, or trowels.
d. Do not let any material remain on surfaces, except that within pits and depressions.
e. Wipe surfaces clean and moist cure.

5. F5 finish: Receive same finish as specified for F3 finish, and, in addition, receive special stoned finish, in accordance with following requirements:
a. Remove forms and perform required repairs, patching, and pointing as specified in this Section.
b. Wet surfaces thoroughly with brush and rub with hard wood float dipped in water containing 2 pounds of portland cement per gallon. c. Rub surfaces until form marks and projections have been removed. d. Spread grindings from rubbing operations uniformly over surface with brush in such manner as to fill pits and small voids.
e. Moist cure brushed surfaces and allow to harden for 3 days:
1) After curing, obtain final finish by rubbing with carborundum stone of approximately Number 50 grit until entire surfaces have smooth texture and are uniform in color.
2) Continue curing for remainder of specified time.
f. If any concrete surface is allowed to become too hard to finish in above specified manner, sandblast and wash related surfaces exposed to view, whether finished or not.
1) While still damp, rub over surface, plastic mortar, as specified for brushed surfaces and handstoned with Number 60 grit carborundum stone, using additional mortar for brushed surfaces until surface is evenly filled without an excess of mortar.

Tooled Concrete Finishing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03366 (BidSetFinal) 2) Continue stoning until surface is hard.
3) After moist curing for 3 days, make surface smooth in texture and uniform in color by use of Number 50 or Number 60 grit carborundum stone.
4) After stoning, continue curing until 7 day curing period is completed.

C. Finish horizontal concrete surfaces with one of the following finishes as indicated in the Finish Schedule after proper and adequate vibration and tamping:

1. S1 finish: Screeded to grade and leave without special finish.

2. S2 finish: Smooth steel trowel finish.

3. S3 finish: Steel trowel finish free from trowel marks. Provide smooth finish free of all irregularities.

4. S4 finish: Steel trowel finish, without local depressions or high points, followed by light hairbroom finish. Do not use stiff bristle brooms or brushes. Perform brooming parallel to slab-drainage. Provide resulting finish that is rough enough to provide nonskid finish. Finish is subject to review and acceptance by the Engineer.

5. S5 finish: Nonslip abrasive: After concrete has been screeded level and hardened enough to support man standing on a board, sprinkle abrasive from shake screen into surface at uniform rate of 25 pounds for each 100 square feet of surface area, wood float into finish, then trowel abrasive into surface with steel trowel properly exposing abrasive in surface as required to provide nonslip surface.

6. S6 finish: Roughened finish: After concrete has been screeded to grade, apply a roughened finish by use of a jitterbug roller or similar device.

D. Finish concrete floor surfaces to which surfacing material is applied: Finish smooth with tolerance within 1/8 inch in 10 feet in any direction from lines indicated on the Drawings.

3.02 CONCRETE FINISH SCHEDULE
A. Finish concrete surfaces as follows:

1. F4 finish for following vertical surfaces:
a. Concrete surfaces specified or indicated to be painted. b. Concrete surfaces, interior or exterior, exposed to view.

2. Surfaces in open channels, basins, and similar structures:
a. F3 finish for vertical surfaces which are normally below water surface. b. F4 finish for vertical surfaces located above normal water surface and exposed to view.
c. Remove fins and fill tie holes from concrete surfaces located in closed boxes or channels where there is normally no access or passageway.

3. S1 finish for following surfaces:
a. Projecting footings which are to be covered with dirt. b. Slab surfaces which are to be covered with concrete fill.

4. S2 finish for following surfaces:
a. Tops of corbels.
b. Tops of walls and beams not covered above in this Section. c. Tops of slabs not covered above in this Section.
d. All other surfaces not specified to be finished otherwise.

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5. S3 finish for following surfaces:
a. Building and machine room floors which are not covered with surfacing material: Provide floors that are free from trowel marks.

6. S4 finish for following surfaces:
a. Exterior walkways.
b. Tops of exterior walls or beams which are to serve as walkways. c. Tops of exterior walls or beams which are to support gratings. d. Top surface of slabs for basins, channels, digesters, and similar structures.

7. S6 finish for following surfaces:
a. Basin bottoms, or other similar slab surfaces, over which layer of basin bottom grout will be applied.

END OF SECTION

Shotcrete
03371-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03371 (BidSetFinal) SECTION 03371

SHOTCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Application of shotcrete onto prepared substrate, formed surfaces, or against earth, including preparation of substrate.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 506R - Guide to Shotcrete.

2. 506.2 - Specification for Materials, Proportioning, and Application for Shotcrete.

B. ASTM International (ASTM):

1. C150 - Standard Specification for Portland Cement.

1.03 SUBMITTALS
A. Quality control submittals:

1. Certificate of Compliance for cement.

B. Test reports:

1. Copy of sieve analysis for aggregate.

1.04 QUALITY ASSURANCE
A. Mock-ups:

1. Preconstruction testing: Perform testing in accordance with ACI 506.2.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Provide shotcrete in accordance with the requirements of ACI 506.2, except as modified by requirements of this Section.

2. Shotcrete shall be of either wet mix or dry mix type.

Shotcrete
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2.02 MATERIALS
A. Formwork:

1. Provide formwork as specified in Section 03102 - Concrete Formwork and following:
a. Provide formwork in accordance with ACI 506.2, adequately stiffened and supported to withstand impact of shotcrete placement and permit escape of air and rebound.

B. Reinforcement: As specified in Section 03200 - Concrete Reinforcing.

C. Cement: ACI 506.2 and be portland cement in accordance with ASTM C150, Type II, low alkali.

D. Aggregate: In accordance with ACI 506R, normal weight conforming to Gradation Number 2 in Table 1.1.

E. Admixtures: In accordance with ACI 506.2 for wet mix shotcrete and as specified in Section 03300 - Cast-in-Place Concrete.

2.03 MIXES
A. Proportioning: Proportion shotcrete in accordance with ACI 506.2 having 28-day compressive strength f'c of 4,000 pounds per square inch.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface preparation:

1. Prepare surfaces in accordance with ACI 506.2 to which shotcrete is to be applied.

2. Ensure that surfaces are original undisturbed soil unless otherwise indicated on the Drawings or permitted by the Engineer.

3. Where backfill is permitted, use aggregate base coarse as specified in Section 02050 - Soils and Aggregates for Earthwork compacted to 95 percent maximum density placed in horizontal lifts and trimmed where necessary.

3.02 PLACING
A. Cover on reinforcement:

1. General: In accordance with ACI 506.2.

2. Welded wire fabric: Kept within 1/2 inch of location indicated on the Drawings.

B. Control joints: Provide control joints in accordance with 506.2 and as indicated on the Drawings.

C. Curing:

1. Cure shotcrete immediately after finishing in accordance with ACI 506.2.

2. Natural curing as specified in ACI 506.2 shall not be permitted.

Shotcrete
03371-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03371 (BidSetFinal) D. Finishing: Provide natural gun finish as specified ACI 506.2, except where otherwise indicated on the Drawings.

E. Tolerances:

1. Provide finished shotcrete surfaces as specified in ACI 506.2, having maximum deviation from true line and grade not exceeding following:
a. Side slopes: Not exceed 1 inch offset from true line in 12 feet of run along line.
b. Horizontal surfaces: Not exceed 1-inch deviation in 10 feet of run. Sloped surfaces shall be graded to drain.
c. Provide surfaces complying with following maximum tolerances:

Item Maximum Tolerance
inches
Reservoir Side Slopes Plus 1/2 Minus 1/2
Ditch and Reservoir Bottoms Plus 1/2 Minus 1/2
Ditch Side Slopes Plus 1/2 Minus 1
d. Thickness: Plus 1 inch or minus 1/4 inch of thickness values indicated on the Drawings.

3.03 FIELD QUALITY CONTROL
A. Tests:

1. Construction testing: Perform testing by test panel method in accordance with requirements of ACI 506.2.

END OF SECTION

Grouting
03600-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (BidSetFinal) SECTION 03600

GROUTING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Cement grout.

2. Cement mortar.

3. Dry-pack mortar.

4. Epoxy grout.

5. Grout.

6. Non-shrink epoxy grout.

7. Non-shrink grout.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2-inch cube specimens).

2. C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.

3. C531 - Standard Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

4. C579 - Standard Test Method for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes.

5. C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

6. C942 - Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.

7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

8. C1181 - Standard Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.

B. International Concrete Repair Institute (ICRI):

1. 310.2R - Selecting and specifying Concrete Surface Preparations for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

1.03 SUBMITTALS
A. Cement grout:

1. Mix design.

2. Material submittals.

Grouting
03600-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (BidSetFinal) B. Cement mortar:

1. Mix design.

2. Material submittals.

C. Non-shrink epoxy grout:

1. Manufacturer's literature.

D. Non-shrink grout:

1. Manufacturer's literature.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in their original, unopened packages or containers, clearly labeled with manufacturer's product identification and printed instructions.

B. Store materials in cool dry place and in accordance with manufacturer's recommendations.

C. Handle materials in accordance with the manufacturer's instructions.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Non-shrink epoxy grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star DP Epoxy Grout.
b. Master Builder Solutions, MasterFlow 648.
c. L&M Construction Chemicals, Inc., EPOGROUT.

2. Non-shrink epoxy grout shall be 100 percent solid, premeasured, prepackaged system containing 2-component thermosetting epoxy resin and inert aggregate.

3. Maintain flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

4. Shrinkage or expansion: Less than 0.0006 inches per inch when tested in accordance with ASTM C531.

5. Minimum compressive strength: 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.

6. Compressive creep: Not exceed 0.0037 inches/per inch when tested under 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.

7. Coefficient of thermal expansion: Not exceed 0.000018 inches per inch per degree Fahrenheit when tested in accordance with ASTM C531, Method B.

B. Non-shrink grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star Grout.
b. Master Builder Solutions, MasterFlow 928.
c. L&M Construction Chemicals, Inc., CRYSTEX.

Grouting
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2. In accordance with ASTM C1107.

3. Preportioned and prepackaged cement-based mixture.

4. Contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings.

5. Require only addition of potable water.

6. Water for pre-soaking, mixing, and curing: Potable water.

7. Free from emergence of mixing water from within or presence of water on its surface.

8. Remain at minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230.
a. If at fluid consistency, verify consistency in accordance with ASTM C939.

9. Dimensional stability (height change):
a. In accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees Fahrenheit to 90 degrees Fahrenheit.
b. Have 90 percent or greater bearing area under bases.

10. Have minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by ASTM C1107.

2.02 MIXES
A. Cement grout:

1. Use same sand-to-cementitious materials ratio for cement grout mix that is used for concrete mix.

2. Use same materials for cement grout that are used for concrete.

3. Use water-to-cementitious materials ratio that is no more than that specified for concrete.

4. For spreading over surfaces of construction or cold joints.

B. Cement mortar:

1. Use same sand-to-cementitious materials ratio for cement mortar mix that is used for concrete mix.

2. Use same materials for cement mortar that are used for concrete.

3. Use water-to-cementitious materials ratio that is no more than that specified for concrete being repaired.

4. At exposed concrete surfaces not to be painted or submerged in water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.

C. Dry-pack mortar:

1. Proportions by weight: 1 part portland cement to 2 parts concrete sand:
a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.

D. Epoxy grout:

1. Consist of mixture of epoxy or epoxy gel and sand:
a. Epoxy: As specified in Section 03071 - Epoxies.
b. Epoxy gel: As specified in Section 03071 - Epoxies.
c. Sand: Clean, bagged, graded, and kiln-dried silica sand.

Grouting
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2. Proportioning:
a. For horizontal work: Consist of mixture of 1 part epoxy with not more than 2 parts sand.
b. For vertical or overhead work: Consist of 1 part epoxy gel with not more than 2 parts sand.

E. Grout:

1. Mix in proportions by weight: 1 part portland cement to 4 parts concrete sand. a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.

F. Non-shrink epoxy grout:

1. Mix in accordance with manufacturer's installation instructions.

G. Non-shrink grout:

1. Mix in accordance with manufacturer's installation instructions such that resulting mix has flowable consistency and is suitable for placing by pouring.

PART 3 EXECUTION

3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations, and loose material or foreign matter likely to reduce bond or performance of grout or mortar.

3.02 PREPARATION
A. Surface preparation for grouting other baseplates:

1. Remove grease, oil, dirt, dust, curing compounds, laitance, and other deleterious materials that may affect bond to concrete and bottoms of baseplates.

2. Roughen concrete surfaces in contact with grout to ICRI CSP-6 surface profile or rougher.
a. Remove loose or broken concrete.

3. Metal surfaces in contact with grout: Grit blast to white metal surface.

3.03 INSTALLATION
A. Mixing:

1. Cement grout:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Dry-patch mortar:
a. Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.

Grouting
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4. Non-shrink epoxy grout:
a. Keep temperature of non-shrink epoxy grout from exceeding manufacturer's recommendations.

5. Non-shrink grout:
a. May be drypacked, flowed, or pumped into place. Do not overwork grout. b. Do not retemper by adding more water after grout stiffens.

B. Placement:

1. Cement grout:
a. Exercise care in placing cement grout because it is required to furnish structural strength, impermeable water seal, or both.
b. Do not use cement grout that has not been placed within 30 minutes after mixing.

2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Epoxy grouts:
a. Wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grout.

4. Non-shrink epoxy grout:
a. Mix in complete units. Do not vary ratio of components or add solvent to change consistency of mix.
b. Pour hardener into resin and mix for at least 1 minute and until mixture is uniform in color. Pour epoxy into mortar mixer wheelbarrow and add aggregate. Mix until aggregate is uniformly wetted. Over mixing will cause air entrapment in mix.

5. Non-shrink grout:
a. Add non-shrink cement grout to premeasured amount of water that does not exceed the manufacturer's maximum recommended water content. b. Mix in accordance with manufacturer's instructions to uniform consistency.

C. Curing:

1. Cement based grouts and mortars:
a. Keep continuously wet for minimum of 7 days. Use wet burlap, soaker hose, sun shading, ponding, and in extreme conditions, combination of methods.
b. Maintain above 40 degrees Fahrenheit until it has attained compressive strength of 3,000 pounds per square inch, or above 70 degrees Fahrenheit for minimum of 24 hours to avoid damage from subsequent freezing.

2. Epoxy based grouts:
a. Cure grouts in accordance with manufacturers' recommendations. 1) Do not water cure epoxy grouts.
b. Do not allow any surface in contact with epoxy grout to fall below 50 degrees Fahrenheit for minimum of 48 hours after placement.

D. Grouting equipment bases, baseplates, soleplates, and skids: As specified in Section 15050 - Common Work Results for Mechanical Equipment.

Grouting
03600-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (BidSetFinal) E. Grouting other baseplates:

1. General:
a. Use non-shrink grout as specified in this Section.
b. Baseplate grouting shall take place from one side of baseplate to other in continuous flow of grout to avoid trapping air in grout. c. Maintain hydrostatic head pressure by keeping level of grout in headbox above bottom of baseplate. Fill headbox to maximum level and work grout down.
d. Vibrate, rod, or chain non-shrink grout to facilitate grout flow, consolidate grout, and remove trapped air.

2. Forms and headboxes:
a. Build forms using material with adequate strength to withstand placement of grouts.
b. Use forms that are rigid and liquidtight. Caulk cracks and joints with elastomeric sealant.
c. Line forms with polyethylene for easy grout release. Coating forms with 2 coats of heavy-duty paste wax is also acceptable.
d. Headbox shall be 4 to 6 inches higher than baseplate and shall be located on one side of baseplate.
e. After grout sets, remove forms and trim back grout at 45 degree angle from bottom edges of baseplate.

3.04 FIELD QUALITY CONTROL
A. Non-shrink epoxy grout:

1. Test for 24-hour compressive strength in accordance with ASTM C579, Method B.

B. Non-shrink grout:

1. Test for 24-hour compressive strength in accordance with ASTM C942.

END OF SECTION

Prepackaged Small Aggregate Repair Concrete
03922-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03922 (BidSetFinal) SECTION 03922

PREPACKAGED SMALL AGGREGATE REPAIR CONCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Prepackaged concrete for the repair of concrete.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C33 - Standard Specification for Concrete Aggregates.

2. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

3. C150 - Standard Specification for Portland Cement.

B. International Concrete Repair Institute (ICRI):

1. Guideline No. 310.2R - Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

C. NSF International (NSF):

1. Standard 61 - Drinking Water System Components.

1.03 SUBMITTALS
A. Product Data.

B. Manufacturer’s Instructions.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Store in unopened containers in clean, dry area with temperature between 45 and 90 degrees Fahrenheit.

PART 2 PRODUCTS

2.01 PREPACKAGED CONCRETE
A. Coarse aggregate: Maximum 3/8-inch aggregate in accordance with ASTM C33.

B. Portland cement: Type I or II in accordance with ASTM C150.

C. Compressive strength: 5,000 pounds per square inch at 28 days minimum, in accordance with ASTM C39.

D. Packaged in multi-wall bags.

Prepackaged Small Aggregate Repair Concrete
03922-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03922 (BidSetFinal) E. Manufacturers: One of the following or equal:

1. Master Builders Solutions, MasterEmaco S 440.

2. Sika, Sikacrete 211.

PART 3 EXECUTION

3.01 PREPARATION
A. In accordance with manufacturer's written instructions. If manufacturer's instructions are not available, prepare as indicated:

1. Clean entire slab surface as required to remove dirt, oil, curing compound, laitance, dust, and other matter that may prevent proper grout bonding.

2. Concrete substrate shall have rough texture, suitable for bonding repair concrete.

3. Roughen concrete substrate in contact with repair concrete to ICRI Guideline No. 310.2R, CSP-6 surface profile or rougher using method suitable to the Engineer.
a. Remove loose or broken concrete.

4. Saturate concrete substrate with potable water for minimum of 3 days just before placing repair concrete. At time repair concrete is placed, substrate shall be saturated and surface damp with no standing water.

3.02 INSTALLATION
A. Slump range: 4 to 6 inches.

B. Mix in accordance with manufacturer’s instructions.

C. Water for mixing: As specified in Section 03300 - Cast-in-Place Concrete.

D. Water cure concrete repair area as specified in Section 03300 - Cast-in-Place Concrete.

END OF SECTION

Epoxy Injection System
03931-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (BidSetFinal) SECTION 03931

EPOXY INJECTION SYSTEM
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Epoxy injection system.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C881 - Standard Test Method for Epoxy-Resin-Base Bonding Systems for Concrete.

2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete by Slant Shear.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D648 - Standard Test Method for Deflection Temperature of Plastics Under Flexural Load in the Edgewise Position.

5. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.

6. D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product data:

1. Manufacturer's data completely describing epoxy injection system materials, and including test methods and results for strength in tension, flexure, compression and bond; flexural modulus of elasticity; coefficient of thermal expansion; and elongation.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Instructions.

D. Special procedure submittals:

1. Protection plan for surrounding areas and non-cementitious surfaces.

1.04 QUALITY ASSURANCE
A. Products:

1. Provide materials that are new and use them within shelf life limitations set forth by manufacturer.

Epoxy Injection System
03931-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (BidSetFinal) B. Qualifications:

1. Installer:
a. Minimum 5 years' experience in concrete repair, with focus on application of similar systems and products to projects of similar size and scope.

C. Pre-installation meeting:

1. At least 1 week prior to commencing work of this Section, convene a meeting at the project site to review and discuss the following:
a. Surface preparation.
b. Substrate conditioning and pre-treatment.
c. Installation procedures.
d. Environmental conditions (including weather forecast) and curing requirements.
e. Testing and inspection procedures.
f. Protection of surrounding surfaces and equipment.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials in manufacturer's original, unopened, undamaged containers with identification labels intact. Labels shall include product identification, batch numbers, and shelf life information.

B. Store materials off the ground and away from moisture and direct sunlight, and at temperatures within manufacturer's recommended range.

C. Pre-condition materials to manufacturer's recommended temperatures before mixing and using.

1.06 PROJECT CONDITIONS
A. Take precautions to protect surfaces and equipment in the work area from damage and staining.

PART 2 PRODUCTS

2.01 MATERIALS
A. General:

1. Repair materials shall be free of chlorides or alkalis (except for those attributed to water).

2. To ensure compatibility of materials and methods, a single manufacturer shall produce and provide all products used together in a single area of concrete repair.

B. Manufacturers: One of the following or equal:

1. Master Builders Solutions, MasterInject 1500.

2. Sika Chemical Corp., Sikadur 35 Hi-Mod LV.

Epoxy Injection System
03931-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (BidSetFinal) C. Epoxy:

1. In accordance with ASTM C881, Types I, II and IV, Grade 1, Class C.

2. Water-insensitive 2-component low viscosity, epoxy adhesive material containing 100 percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified:

Table 1 - Epoxy, Physical Properties
Characteristic Test Method Required Results, minimum(1,2) Viscosity (Mixed) -- 250 - 375 centipoise
Tensile Strength ASTM D638 7,500 pounds per square inch Tensile Elongation at Break ASTM D638 1 percent
Compressive Strength ASTM D695 11,000 pounds per square inch Compressive Modulus ASTM D695 2.5 x 105 pounds per square inch.

Bond Strength, Slant Shear,
Hardened Concrete to
Hardened Concrete
ASTM C882 1500 pounds per square inch at 2 days at
minimum 73 degrees Fahrenheit.

Concrete shall fail before failure of epoxy.

Heat Deflection Temperature ASTM D648 124 degrees Fahrenheit Notes:
1) Properties for mixes with neat epoxy.
2) Results after 7-day cure at temperature between 72 and 78 degrees Fahrenheit, unless otherwise noted.

2.02 EQUIPMENT
A. Injection pump:

1. Use positive displacement injection pump with interlock to provide in-line mixing and metering system for 2 component epoxy.

2. Use pressure hoses and injection nozzle designed to properly mix of 2 components of epoxy.

3. Standby injection unit may be required.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface preparation:

1. Confirm that surface temperature and moisture conditions are within manufacturer's recommended limits. Condition surfaces to within those limits before commencing epoxy injection.

2. Sweep or clean area in vicinity of cracks that will be injected with epoxy. Leave area in generally clean condition after epoxy injection is complete.

3. Clean cracks so they are free from dirt, laitance, and other loose matter.

Epoxy Injection System
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3.02 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Mixing:

1. Mix epoxy in accordance with manufacturer's installation instructions.

2. Do not use solvents to thin epoxy system materials introduced into cracks or joints.

C. Injection:

1. Apply adequate surface seal to crack to prevent leakage of epoxy.

2. Establish injection points at distance along crack not less than thickness of cracked member.

3. Crack injection sequence:
a. Inject epoxy into crack or joint at first port with sufficient pressure to advance epoxy to adjacent port. Start at lowest port along the injection line and work upwards.
b. Seal original port and shift injection to next adjacent port where epoxy appears.
c. Continue port-to-port injection until crack has been injected for its entire length.
d. For small amounts of epoxy, or where excessive pressure developed by injection pump might further damage structure, premixed epoxy and use hand caulking gun to inject epoxy if acceptable to the Engineer. e. Seal ports, including adjacent locations where epoxy seepage occurs, as necessary to prevent drips or run out.
f. After epoxy injection is complete, remove surface seal material, and refinish concrete in area where epoxy was injected to match existing concrete. Leave finished work and work area in a neat, clean condition.

3.03 FIELD QUALITY ASSURANCE
A. Provide Contractor quality control as specified in Section 01450 - Quality Control.

B. Field inspections and testing:

1. Submit records of inspections and tests to Engineer within 24 hours after completion.

C. Manufacturer's services.

1. Pre-installation meeting: Provide manufacturer's technical representative to attend pre-installation meeting specified in this Section.

3.04 FIELD QUALITY CONTROL
A. Provide Owner's quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections special tests, and structural observation:

1. Not required.

Epoxy Injection System
03931-5 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (BidSetFinal) C. Field inspections:

1. Preparation.
a. Review manufacturer's product data and installation instructions.

2. Required inspections.
a. Observe surfaces to be injected for temperature and moisture conditions and for surface preparation.
b. Observe conditioning and mixing of epoxy resin components. c. Observe injection procedures for filling cracks.

3. Records of inspections:
a. Provide record of each inspection.
b. Submit to Engineer upon request.

3.05 NON-CONFORMING WORK
A. Rework surface finishes that do not match surrounding concrete to the satisfaction of Engineer at no additional cost to Owner.

END OF SECTION

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (BidSetFinala) SECTION 04055

ADHESIVE BONDING REINFORCING BARS AND ALL THREAD RODS IN MASONRY PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bonding reinforcing bars and all thread rods in masonry using injectable, 2-component adhesive.

1.02 REFERENCES
A. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

B. ICC Evaluation Service, Inc. (ICC-ES):

1. AC58 - Acceptance Criteria for Adhesive Anchors in Masonry Elements.

C. Society for Protective Coatings (SSPC):

1. Surface Preparation Standards (SP).
a. SP-1 - Solvent Cleaning.

1.03 DEFINITIONS
A. Evaluation Report: Report prepared by ICC-ES, or by other testing agency acceptable to the Engineer and to the Authority Having Jurisdiction, that documents testing and review of the adhesive product to confirm that it conforms to the requirements of ICC-ES AC58.

1.04 SUBMITTALS
A. Product data: Furnish technical data for adhesives, including:

1. Independent testing laboratory results indicating allowable loads in tension and shear for masonry walls of the types included in the Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.

2. Handling and storage instructions.

3. Installation instructions.

B. Quality control submittals:

1. Special inspection: Detailed instructions for special inspection to comply with the building code specified in Section 01410 - Regulatory Requirements.

2. Evaluation Report confirming that the product complies with the requirements of ICC-ES AC58.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-2 8660F10 April 2023
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1.05 DELIVERY, STORAGE, AND HANDLING
A. Store and protect as follows, unless manufacturer has more stringent requirements:

1. Store adhesive components on pallets or shelving in a covered-storage area protected from weather.

2. Control temperature to maintain storage within manufacturer’s recommended temperature range.
a. If products are stored at temperatures outside manufacturer’s recommended range, test components prior to use by methods acceptable to the Engineer to determine if the products still meet specified requirements.

3. Dispose of products that have passed their expiration date.

1.06 PROJECT CONDITIONS
A. As specified in Section 01850 – Design Criteria.

B. Seismic design category (SDC) for structures: As specified in Section 01850 - Design Criteria.

PART 2 PRODUCTS

2.01 GENERAL
A. Like items of materials: Use end products of one manufacturer to achieve structural compatibility and single-source responsibility.

2.02 ADHESIVE FOR SELF-CONTAINED CARTRIDGE SYSTEM
A. Adhesive shall have a current Evaluation Report demonstrating compliance with the requirements of ICC-ES AC58.

B. Materials:

1. 2-component structural adhesive, insensitive to moisture, and gray in color.

2. Cure temperature, pot life, and workability: Compatible with intended use and environmental conditions.

C. Packaging:

1. Furnished in disposable, side-by-side cartridges with resin and hardener components isolated until mixing through manufacturer’s static mixing nozzle. a. Nozzle designed to thoroughly blend the components, in the proper mixing ratio, for injection from the nozzle directly into prepared hole. b. Provide nozzle extensions as required to allow full-depth insertion and filling from the bottom of the hole.

2. Container markings: Include manufacturer's name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (BidSetFinala) D. For installation in solid masonry and solid-grouted masonry (concrete or brick):

1. Manufacturers: One of the following or equal:
a. Hilti, Inc., HY-270 Adhesive Anchor System.
b. Simpson Strong-Tie Co., Inc., ET-HP Anchoring Adhesive. c. USP Structural Connectors, CIA-GEL 7000 Masonry Epoxy Adhesive.

2.03 ALL THREAD RODS
A. Materials: As specified in Section 05120 - Structural Steel Framing.

2.04 REINFORCING BARS
A. As specified in Section 04090 - Masonry Accessories.

PART 3 EXECUTION

3.01 GENERAL
A. Unless otherwise required for “conditions of use” in the Evaluation Report submitted, prepare and install holes, adhesive, and inserts (all thread rods or reinforcing bars) in accordance with the manufacturer’s recommendations and this Section.

1. In the event of conflicts, the more restrictive provisions shall govern.

B. Do not install adhesive-bonded all-thread rods or reinforcing bars in upwardly inclined and overhead applications.

3.02 PREPARATION
A. Prior to completing manufacturer’s on-site training specified in this Section, do not:

1. Drill holes for reinforcing bars or all thread rods.

2. Mix or install adhesive in holes.

B. Review manufacturer’s installation instructions and “conditions of use” stipulated in the Evaluation Report before beginning work.

C. Confirm that adhesive and substrate receiving adhesive are within manufacturer’s recommended temperature range and will remain so during the cure time for the product.

3.03 HOLE LAYOUT AND INSTALLATION
A. Drilling holes:

1. Determine location of reinforcing bars or other obstructions with a non-destructive indicator device. Mark locations with on the surface of the masonry using removable construction crayon, or other method acceptable to the Engineer.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the masonry without prior acceptance by Engineer.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (BidSetFinala) B. Hole drilling equipment:

1. Electric or pneumatic rotary impact type.
a. Set drill to “rotation only” mode, or to “rotation plus hammer” mode in accordance with manufacturer’s installation instructions and the requirements of the Evaluation Report.

2. Where edge distances are less than 2 inches and “rotation plus hammer” mode is permitted, use lighter impact equipment to prevent micro-cracking and spalling from drilling.

3. Drill bits: Carbide-tipped in accordance with ANSI B212-15.

4. Hollow drill bits with flushing air systems are preferred. Air supplied to hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.

C. Hole diameter: As recommend in the manufacturer’s installation instructions and the Evaluation Report.

D. Hole depth: As recommended by the manufacturer’s installation instructions to provide minimum effective embedment indicated on the Drawings.

E. Obstructions in drill path:

1. If an existing reinforcing bar or other obstruction is hit while drilling hole, stop drilling and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill to the required depth.
a. Allow dry-pack mortar to cure to strength equal to that of the surrounding masonry before resuming drilling in that area.
b. Epoxy grout may be substituted for dry-pack mortar when acceptable to the Engineer.

2. Avoid drilling an excessive number of adjacent holes that would weaken the structural member and endanger the stability of the structure. Obtain Engineer’s acceptance of distance between abandoned and relocated holes.

3. When existing reinforcing steel is encountered during drilling and when acceptable to Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter.

4. Bent bar reinforcing bars: Where edge distances are critical and interference with existing reinforcing steel is likely, and if acceptable to Engineer, drill hole at 10 degree angle (or less) from axis of reinforcing bar or all thread rod being installed.

F. Cleaning holes:

1. Insert air nozzle to bottom of hole and blow out loose dust. a. Use compressed air that is free of oil, water, or other contaminants. b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.

2. Using a stiff bristle brush of diameter that provides contact around the full perimeter of the hole, vigorously brush the hole to dislodge compacted drilling dust.
a. Insert brush to the bottom of the hole and withdraw using a simultaneous twisting motion.
b. Repeat at least 4 times.

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3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and as required by the manufacturer and the Evaluation Report.

4. Leave prepared hole clean and dry.

3.04 INSTALLATION OF ADHESIVE AND INSERTS
A. Clean and prepare inserts:

1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to bare metal. The inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

2. Solvent-clean prepared reinforcing bars and all thread rods over their embedment length in accordance with SSPC SP-1. Provide an oil and grease-free surface for bonding of adhesive to steel.

B. Fill holes with adhesive: Solid or solid-grouted masonry:

1. Starting at the bottom of the hole, fill hole with adhesive before inserting the reinforcing bar or all thread rod.

2. Fill hole without creating air voids as nozzle is withdrawn.

3. Fill hole with sufficient adhesive so that excess is extruded out of the hole when the reinforcing bar or all thread rod is inserted into the hole.

4. Where metal or plastic screens are required for use in masonry (units with hollow cells or holes, and multi-wythe brick walls), fill screen with adhesive and insert into hole in accordance with manufacturer’s recommendations.

C. Fill holes with adhesive: Masonry with holes or un-grouted cells.

1. Provide manufacturer’s mesh screen tubes (steel or plastic mesh), fill with adhesive, and install in compliance with manufacturer’s instructions.

D. Install reinforcing bars and all thread rods:

1. Install to depth, spacing, and locations as indicated on the Drawings.

2. Insert bars and all thread rods into hole in accordance with manufacturer’s recommended procedures. Confirm that insert has reached the designated embedment in the hole and that adhesive completely surrounds the embedded portion.

3. Clean excess adhesive from the mouth of the hole.

E. Curing and loading:

1. Provide curing conditions recommended by the adhesive manufacturer for the period required to fully cure the adhesive at the actual temperature of the masonry.

2. Do not disturb or load anchors until manufacturer’s recommended cure time has elapsed.

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3.05 FIELD QUALITY CONTROL
A. Contractor shall provide field quality control as specified in Section 01450 - Quality Control.

B. Manufacturers' services:

1. Before beginning installation, furnish adhesive manufacturer's representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods.
a. Provide notice of training to Engineer and Special Inspector not less than 10 working days before training occurs. Engineer and Special Inspector may attend training sessions.

2. Submit record, signed by the Engineer, listing Contractor’s personnel who completed the training. Only qualified personnel who have completed manufacturer’s on-site training shall perform installations.

3. Do not install holes or adhesive until training is complete.

3.06 FIELD QUALITY ASSURANCE
A. Engineer will provide on-site inspection and field quality assurance.

B. Special inspection:

1. As specified in Section 01455 - Regulatory Quality Assurance.

2. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the “Conditions of Use” in the Evaluation Report for the product installed.
a. Provide continuous inspection of placement of adhesive and insertion of reinforcing bars and all thread rods into adhesive.

3. Provide a written record of each inspection using form acceptable to the Engineer and the Authority Having Jurisdiction.

4. Preparation:
a. Review drawings and specifications for the Work being observed. b. Review adhesive manufacturer’s recommended installation and evaluation report’s special inspection procedures.

5. Provide an initial inspection by for each combination of masonry type and reinforcing bar or all thread rod being installed. During initial inspection, observe the following for compliance with installation requirements. Furnish report of inspection that includes the following items. a. Masonry construction: Type and thickness; whether fully or partially grouted; locations and types of voids and holes in units. b. Environment: Temperature and moisture conditions of masonry base material and work area.
c. Holes: Locations, spacing, edge distances; verification of drill bit compliance with ANSI B212.15; cleaning equipment and procedures; cleanliness of hole. Before placing adhesive, confirm that depth and preparation of holes conforms to requirements of the Contract Documents, installation recommendations of the manufacturer, and “conditions of use” specified in the Evaluation Report.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (BidSetFinala) d. Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedures. Note initial set times observed during installation.
e. Embedded reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment.

6. Subsequent installations of the same reinforcing bars or threaded rods in the same masonry may be performed without the presence of the special inspector, provided that:
a. There is no change in the personnel performing the installation, the type or details of the masonry receiving the insert, the adhesive or the reinforcing bars and all thread rods being used. Changes in any of these items shall require a new initial inspection.
b. For ongoing installations over a period of time, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

END OF SECTION

Masonry Accessories
04090-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (BidSetFinal) SECTION 04090

MASONRY ACCESSORIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Adjustable veneer anchors.

2. Adjustable wall ties.

3. Control joint filler.

4. Foamed-in place insulation.

5. Loose fill insulation.

6. Reinforcing bars.

7. Sheet metal ties.

8. Wall tie screws.

9. Wire joint reinforcement, single Wythe type.

10. Weep holes.

1.02 REFERENCES
A. American Welding Society (AWS):

1. D1.4 - Structural Welding Code - Reinforcing Steel.

B. ASTM International (ASTM):

1. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

2. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

3. A951 - Standard Specification for Masonry Joint Reinforcement.

4. A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

5. C549 - Standard Specification for Perlite Loose Fill Insulation.

6. D2000 - Standard Classification System for Rubber Products in Automotive Applications.

7. D2287 - Standard Specification for Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds.

1.03 SUBMITTALS
A. Reinforcing bars:

1. Changes to reinforcing steel contract drawing requirements:
a. Indicate in separate letter submitted with shop drawings any changes of requirements indicated on the Drawings for reinforcing steel. b. Such changes will not be acceptable unless the Engineer has accepted such changes in writing.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (BidSetFinal) c. Reinforcement detail drawings:
1) Review of reinforcement shop drawings by the Engineer will be limited to general compliance with the Contract Documents. d. Welding procedures.

B. Product data.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver bars bundled and tagged with identifying tags.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. The Drawings contain general notes concerning amount of reinforcement and placing, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in masonry.

2.02 MANUFACTURED UNITS
A. Adjustable veneer anchors: 2-piece zinc coated fabrications, minimum 12-gauge, 3/4-inch wide by minimum 6-inch long, hat channel shaped base, capable of being mechanically fastened or welded to stud framing, and receiving minimum 3/16-inch diameter triangular steel wire tie.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, 359-FH Weld-On Ties and VBT, Vee Byna Tie. b. Heckmann Building Products, No. 315-B: Weld-On Anchor Straps and No. 316: Triangle Ties.
c. Wire-Bond, Type II, 1001 and 1100.

B. Adjustable wall ties: 2-piece zinc coated fabrications, minimum 3/16-inch diameter steel wire formed into hook or pin and eye pieces, capable of restraining compression and tension forces from veneer.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, Adjustable Wall Ties.
b. Heckmann Building Products, No. 262 and 263.
c. Wire-Bond, 1800 Hook and 1801 Eye.

C. Anchor bolts:

1. Cast-in/built-in steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes: anchor bolts, anchor rods, deformed bar anchors, and welded studs).

2. Post-installed steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes concrete anchors for concrete masonry, and screw anchors for concrete masonry.

Masonry Accessories
04090-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (BidSetFinal) D. Control joint filler: The key shall be of the width and shape as indicated on the Drawings. In accordance with ASTM D2000 or ASTM D2287.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, VS Standard.
b. Wire-Bond, No. 2901.
c. Southern Metals and Plastics, No. CJ1.

E. Dovetail anchors: As specified in Section 03102 - Concrete Formwork.

F. Loose fill insulation:

1. Perlite: In accordance with ASTM C549, Type IV, surface-treated for water repellency and to limit dust generation during installation.

G. Foamed-in-place masonry insulation:

1. Manufacturers: The following or equal:
a. Tailored Chemical Products: Core-Fill 500™.

H. Reinforcing bars:

1. Deformed bars in accordance with ASTM A615, Grade 60.

2. Provide reinforcing steel that is of quality specified, free from excessive rust or scale or any defects affecting its usefulness.

I. Sheet metal ties: Minimum 22 gauge corrosion resistant corrugated sheet metal, minimum 7/8 inch wide by 7 inches long, pre-punched for wire ties to wire joint reinforcement.

J. Wall tie screws.

K. Wire joint reinforcement, single Wythe type: In accordance with ASTM A951 with ASTM A1064, 3/16-inch wire side rails and 9-gauge cross ties, sized to suit application, and galvanized in accordance with ASTM A153, Class B (minimum

1.5 ounces zinc per square foot.

1. Manufacturers: One of the following or equal:
a. Heckmann Building Products, No. 1100 Ladder Type Wall Reinforcement (9 gauge standard, other diameters special order).
b. Hohmann & Barnard, 220 Ladder Mesh Reinforcement.
c. Wire-Bond, Ladder Type, Series 200.

L. Weep holes: 3/8 inch cellular drainage structure to fit in head joint of veneer units to promote drainage of the air space cavity.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, Quadro-Vent.
b. Wire-Bond, No. 3601 Cell-Vent.

2. Weep holes shall be manufactured of ultraviolet-light resistant polypropylene cellular 3/8 inch thick.

3. Color shall be selected from manufacturer’s standard colors to most closely match the selected mortar color.

4. Size shall match the depth and height of the veneer units selected.

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2.03 FABRICATION
A. Reinforcing bars:

1. Cut and bend bars in accordance with building code as specified in Section 01410 - Regulatory Requirements.

2. Bend bars cold.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Reinforcing bars:
a. Verify that bars are new stock free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings which adversely affect bonding capacity when placed in the work.

3.02 PREPARATION
A. Reinforcing bars:

1. Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean any bars that have rust scale, loose mill scale, or thick rust coat.

2. Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent masonry placement.

3.03 INSTALLATION
A. Reinforcing bars:

1. No field bending of bars will be allowed.

2. Welding:
a. Weld reinforcing bars where indicated on the Drawings or acceptable to the Engineer.
b. Perform welding in accordance with AWS D1.4.
c. Submit welding procedures.
d. Do not tack weld reinforcing bars.

B. Placing reinforcing bars:

1. Accurately place bars and adequately secure them in position.

2. Overlap bars at splices as indicated on the Drawings or specified.

3. If not indicated on the Drawings, lap splice bars in masonry in accordance with the building code as specified in Section 01410 - Regulatory Requirements.

END OF SECTION

Mortar and Masonry Grout
04100-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (BidSetFinal) SECTION 04100

MORTAR AND MASONRY GROUT
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Mortar and grout for masonry construction.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C144 - Standard Specification for Aggregate for Masonry Mortar.

2. C150 - Standard Specification for Portland Cement.

3. C207 - Standard Specification for Hydrated Lime for Masonry Purposes.

4. C270 - Standard Specification for Mortar for Unit Masonry.

5. C404 - Standard Specification for Aggregates for Masonry Grout.

6. C476 - Standard Specification for Grout for Masonry.

7. C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry.

8. C1019 - Standard Test Method for Sampling and Testing Grout.

1.03 DEFINITIONS
A. Alkali: Sum of sodium oxide and potassium oxide calculated as sodium oxide.

1.04 SUBMITTALS
A. Product data.

B. Shop drawings.

C. Design Mixes for mortar and grout.

D. Test reports:

1. Mortar Strength Test Results.

2. Grout Strength Test Results.

1.05 QUALITY ASSURANCE
A. Materials for mortar and grout: Do not change source of materials which will affect the appearance of finished work after the work has started unless acceptable to Engineer.

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1.06 PROJECT CONDITIONS
A. Environmental requirements:

1. Cold weather requirements:
a. Cold Weather Construction: In accordance with the building code as specified in Section 01410 - Regulatory Requirements.
b. Provide adequate equipment for heating mortar and grout materials when air temperature is below 40 degrees Fahrenheit.
1) Temperatures of separate materials, including water, shall not exceed 140 degrees Fahrenheit when placed in mixer.
2) Maintain mortar temperature on boards above freezing.

2. Hot weather requirements:
a. Wet mortar board before loading and cover mortar to retard drying when not being used.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Compressive strength:

1. Mortar: Minimum 1,800 pounds per square inch at 28 days.

2. Grout: Minimum at 28 days.

2.02 MATERIALS
A. Portland cement:

1. Type II, low alkali, containing maximum 0.6 percent total alkali in accordance with ASTM C150.

B. Hydrated lime:

1. Type S in accordance with ASTM C207.

C. Aggregate for mortar:

1. Fine aggregate: Sand in accordance with ASTM C144.

D. Aggregate for grout:

1. Fine aggregate: Size Number 2 in accordance with ASTM C404.

2. Coarse aggregate: Size Number 8 in accordance with ASTM C404.

E. Admixtures:

1. Grout admixture:
a. Manufacturers: The following or equal:
1) Sika Corp., Sika Grout Aid, Type II.

2. Mortar water repellent admixture:
a. Manufacturers: One of the following or equal:
1) Sika Corp., Sikaproof A.
2) W.R. Grace, Dry Block Mortar.
3) Master Builder Solutions, MasterPel 240MA.

3. Other admixtures:
a. Prohibited, unless accepted by the Engineer.

Mortar and Masonry Grout
04100-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (BidSetFinal) F. Water: Clean, clear, potable, free of oil, soluble salts, chemicals, and other deleterious substances.

G. Other materials:

1. Prohibited, unless acceptable to Engineer.

2.03 MIXES
A. Mortar mix:

1. Portland cement-lime mortar.

2. Mortar mix proportions by volume: As indicated in the following table:

Mortar
Type
Parts by Volume of
Portland Cement
Parts by Volume of
Hydrated Lime
Aggregate Measured in a
Damp Loose Condition
S 1 Greater than 1/4 to 1/2 Not less than 2-1/4 and not more than 3 times the sum of the
separate volumes of
cementitious materials
N 1 Greater than 1/2 to 1
1/4
Not less than 2-1/4 and not more
than 3 times the sum of the
separate volumes of
cementitious materials

3. Mortar mixing:
a. Mix on jobsite in accordance with ASTM C270.
b. Mix in mechanical mixer and only in quantities needed for immediate use. c. Mix for minimum 3 minutes, and maximum of 5 minutes after materials have been added to mixer.

4. Measurement by volume: Measurement of constituents shall be accomplished by the use of a container of known capacity.

5. Water shall be mixed with the dry ingredients in sufficient amount to provide a workable mixture which will adhere to the vertical surfaces of masonry units. a. Use no mortar which has been standing for more than 1 hour after being mixed.

6. Whenever 90 minutes has elapsed since last batch was mixed, completely empty mixer drum of materials and wash down before placing next batch of materials.

Mortar and Masonry Grout
04100-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (BidSetFinal) B. Grout mix:

1. Grout mix proportions by volume: As indicated in the following table:

Type of
Grout
Parts by Volume of
Portland Cement
Parts by Volume of
Hydrated Lime
Aggregate Measured in a
Damp Loose Condition
Fine
Aggregate
Coarse
Aggregate
Fine
grout
1 0-1/10 2-1/4 to 3 times
the sum of the
volumes of the
cementitious
materials
-
Coarse
grout
1 0-1/10 2-1/4 to 3 times
the sum of the
volumes of the
cementitious
materials
1 to 2 times
the sum of the
volumes of the
cementitious
materials

2. Grout mixing:
a. Mix on jobsite or in a transit mix in accordance with ASTM C476 b. Slump: 8 to 11 inches, unless otherwise accepted by the Engineer. c. Use within 90 minutes after addition of mixing water. d. Mix for minimum of 5 minutes after ingredients are added and until uniform mix is attained. Grout shall have sufficient water added to produce pouring consistency without segregation.

3. Use coarse grout for hollow cell masonry units with minimum 4-inch cell dimensions in both horizontal directions.
a. Calculate cell dimension for this criterion by subtracting diameter(s) of any horizontal reinforcement crossing the cell from clear cell dimensions of the masonry unit.

PART 3 EXECUTION

3.01 FIELD QUALITY CONTROL
A. Testing of grout and mortar:

1. During progress of construction, the Owner will have tests made to determine whether the grout and mortar, as being produced, complies with Specifications.

2. Compressive strength test for grout: In accordance with ASTM C1019.

3. Owner’s Representative will make and deliver test specimens to the laboratory and testing expense will be boprne by the Owner.

4. Required number of tests:
a. At least 2 test specimens of grout and mortar will be made per week.

5. Do not use grout and mortar that does not meet specification. a. Remove such mortar and grout from Project site.

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6. Make provisions for and furnish grout and mortar for test specimens, and provide manual assistance to the Engineer in preparing test specimens.

7. Assume responsibility for care of and providing proper curing conditions for test specimens.

3.02 ADJUSTING
A. Repair of defective masonry:

1. Remove and replace or repair defective work.

2. Do not patch, repair, or cover defective work without inspection by the Engineer.

3. Provide repairs having strength equal to or greater than specified strength for areas involved.

END OF SECTION

Concrete Unit Masonry
04220-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (BidSetFinala) SECTION 04220

CONCRETE UNIT MASONRY
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Concrete masonry units and accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C90 - Standard Specification for Loadbearing Concrete Masonry Units.

2. C140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units.

3. C426 - Standard Test Method for Linear Drying Shrinkage of Concrete Masonry Units.

B. The Masonry Society (TMS):

1. TMS 602 - Specification for Masonry Structures.

1.03 TERMINOLOGY
A. The words and terms listed below, are not defined terms that require initial capital letters, but, when used in this Section have the indicated meaning.

1. Grout Lift Height: The height of grout placed in a single continuous operation within the grout pour height.

2. Grout Pour Height: Entire height of the masonry to be grouted prior to the construction of additional masonry.

3. Mortar Smears: Mortar paste smeared across the permanent masonry construction during construction and absorbed into the masonry pores.

4. Mortar Splash: Mortar dropped splashed onto the permanent masonry construction at the base of the wall or off the scaffolding.

5. Mortar Stains: Mortar paste left after mortar tags are removed.

6. Mortar Tag: Excess mortar between masonry units worked out of the joints during tooling or striking.

1.04 SUBMITTALS
A. Product data:

1. Submit manufacturer’s product data for proposed cleaning agent.

B. Shop drawings: Include elevations of each wall indicating type and layout of units, including type of mortar joints, bond pattern, reinforcing steel, connecting dowels, joint reinforcement, grouted cells, and control joints.

Concrete Unit Masonry
04220-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (BidSetFinala) C. Samples: Include samples of stretcher units in sufficient quantity to illustrate color range.

D. Test reports:

1. Compressive strength.

2. Linear shrinkage.

3. Moisture content as a percentage of total absorption.

4. Total absorption.

5. Unit weight.

E. Manufacturer’s instructions:

1. Submit printed or written recommendations from the masonry unit manufacturer of the cleaning procedures and cleaning agents appropriate for each type of masonry unit included in the work.

F. Quality assurance submittals:

1. If requested by the Engineer, submit a record of the Installer’s evidence of qualifications.

2. If requested by the Engineer, submit a record of the Masonry Cleaner’s evidence of qualifications.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Installer qualifications:
a. The mason shall hold an appropriate contractor’s license in the State where the work will be constructed.
b. The mason shall have not less than 5 years’ experience and completed a minimum of 20 projects and at least 5 of which included the type of masonry units specified for this Work.

2. Masonry cleaner qualifications:
a. The masonry cleaner shall have not less than 5 years’ experience and completed a minimum of 20 projects and at least 5 of which included the type of masonry units specified for this Work.

B. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle concrete masonry units as required to prevent discoloration, chipping, and breakage.

B. Store masonry units off the ground in a dry location, covered and protected from absorbing moisture.

1. Locate storage piles, stacks, and bins to protect materials from heavy traffic.

2. If masonry units are delivered in shrink-wrapped packaging and condensation develops, remove shrink-wrap packaging.

C. Remove chipped, cracked, and otherwise defective units from jobsite upon discovery.

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1.07 ENVIRONMENTAL REQUIREMENTS
A. Cold weather requirements:

1. In accordance with building code as specified in Section 01410 - Regulatory Requirements, provide adequate equipment for heating masonry materials when air temperature is below 40 degrees Fahrenheit.

B. Hot weather requirements:

1. In accordance with building code as specified in Section 01410 - Regulatory Requirements, when ambient air temperature exceeds 100 degrees Fahrenheit, or when ambient air temperature exceeds 90 degrees Fahrenheit and wind velocity is greater than 8 miles per hour, implement hot weather protection procedures.

2. Wet mortarboard before loading and cover mortar to retard drying when not being used.

3. Do not spread mortar beds more than 48 inches ahead of placing masonry units.

4. Place masonry units within one minute of spreading mortar.

1.08 SEQUENCING AND SCHEDULING
A. Order concrete masonry units well before start of installation to ensure adequate time for manufacturing and minimum 28 days for curing and drying before start of installation. Protect from weather after curing period to avoid moisture increase.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Hollow load bearing concrete masonry units:

1. Class: In accordance with ASTM C90, Standard Level of Quality with minimum compressive strength of 2000 pounds per square inch.

2. Surface texture: Standard and split face.

3. Color: Integral, Natural gray of concrete.

4. Typical size: 8 inches wide by 8 inches high by 16 inches long, unless otherwise indicated on the Drawings, or other sizes as needed to minimize cutting.

5. Special sizes and shapes: As required for window and door openings, bond beams, piers, lintels, control joints, and other special applications to minimize cutting.

B. Anchor bolts: As specified in Section 05120 - Structural Steel Framing.

C. Steel reinforcement: As specified in Section 04090 - Masonry Accessories.

D. Wall ties: As specified in Section 04090 - Masonry Accessories.

E. Wire joint reinforcement: As specified in Section 04090 - Masonry Accessories.

F. Loose fill insulation: As specified in Section 04090 - Masonry Accessories.

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3.01 PREPARATION
A. Protection:

1. Protect adjacent construction with appropriate means from mortar droppings and other effects of laying of concrete masonry units.

B. Surface preparation:

1. Thoroughly clean foundations of laitance, grease, oil, mud, dirt, mortar droppings, and other matter that will reduce bond.

3.02 INSTALLATION
A. Forms and shores:

1. Where required, construct forms to the shapes indicated on the Drawings:
a. Construct forms sufficiently rigid to prevent deflection which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout.
b. Do not remove supporting forms or shores until the supported masonry has acquired sufficient strength to support safely its weight and any construction loads to which it may be subjected.
1) Wait at least 24 hours after grouting masonry columns or walls before applying uniform loads.

2. Wait at least 72 hours before applying concentrated loads.

B. Concrete masonry units:

1. Lay concrete masonry units dry.

2. Lay units in uniform and true courses, level, plumb, and without projections or offset of adjacent units.

3. Lay units to preserve unobstructed vertical continuity of cells to be filled with grout or insulation.

4. Align vertical cells to be filled with grout to maintain clear, unobstructed continuous vertical cell measuring not less than 2.5 inches by 3 inches.

5. Place mortar with full coverage of joints at webs of all cells and face shells.

6. Butter vertical head joints for thickness equal to face shell thickness of units, and shove joints tightly together so that mortar bonds to both masonry units.

7. Solidly fill joints from face of units to inside face of cells.

8. Lay units to desired height with joints of uniform thickness.

9. Bond shall be plumb throughout.

10. Lay units to avoid formation of cracks when units are placed.

11. Keep cells of units as free of mortar as possible as masonry wall height increases.

12. When positions of units shift after mortar has stiffened, bond is broken, or cracks are formed, relay units in new mortar.

13. Remove mortar, mortar droppings, debris, and other obstructions and materials from inside of cell walls.

14. Remove mortar tags and smears daily with a non-metallic tool. a. Mortar tags and smears shall be removed after they initially set but shall not be permitted to remain more than 24 hours.

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15. Where practical, protect completed work from mortar splash by placing thin plastic sheeting around the base of walls.
a. Place sand, straw, sawdust or other similar material on the floor around the base of walls to protect floors and walls.

16. Turn scaffold planks over at the end of the workday to avoid mortar splashes from wet weather.
a. Cover tops of walls at the end of the workday and other work stoppages to prevent entry of water into the partially completed masonry.

17. Seal cleanouts after inspection and before grouting or placing insulation.

C. Bond pattern:

1. Lay concrete masonry units in running bond pattern, unless otherwise indicated on the Drawings.

D. Mortar joints:

1. Make joints straight, clean, smooth, and uniform in thickness.

2. Tool exposed joints, slightly concave. Strike concealed joints flush.

3. Make vertical and horizontal joints 3/8-inch thick.

4. Where fresh masonry joins totally or partially set masonry, clean, and roughen set masonry before laying new units.

E. Wire joint reinforcement:

1. Lap splice longitudinal wire joint reinforcement minimum 75 wire diameters.

2. Place longitudinal wires in approximate centers of mortar beds with minimum 5/8-inch mortar cover on exposed faces.

3. Provide intersecting masonry walls with prefabricated wire joint reinforcement tees.

4. Rake intersecting joints 1/2 inch and caulk joints.

F. Grouting and reinforcement:

1. Where horizontal and vertical bars are spliced and adjacent lap splices are separated by more than 3 inches, the lap splice length shall be 72 bar diameters.
a. Where adjacent lap splices are separated by 3 inches or less, the lap splice length shall be increased by 1.3 times or the lap splices shall be staggered at least 24 bar diameters with no increase in length.

2. Hold vertical reinforcing bars in position at top and bottom and at intervals not exceeding 200 bar diameters.
a. Use steel wire bar positioners to position bars.
b. Tie reinforcing bars to dowels with wire ties.

3. Obtain acceptance of reinforcement placement before grouting. a. Grouting:
1) Grout pour height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review and acceptance that the requirements of TMS 602 as it relates to grout pour height can be met.
2) Grout lift height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review and acceptance that the requirements of TMS 602 as it relates to grout lift height can be met.
3) Slushing with mortar will not be permitted.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (BidSetFinala) 4) Allow hollow unit masonry to cure at least 24 hours prior to grouting. 5) Each lift shall be allowed to set for 10 minutes after initial consolidation of grout before successive lift is placed. 6) The full height of each section of wall shall be grouted in 1 day.

4. Placement:
a. Use a hand bucket, concrete hopper, or grout pump.
b. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
c. Remove grout spills immediately by hand washing with a bucket and brush.
d. Fill all spaces and cells solidly with grout. Grout in cells shall have full contact with surface of concrete footings.
e. Time constraints:
1) When grouting stops for 1 hour or longer, form horizontal construction joints by stopping grout placement 1-1/2 inches below top of uppermost unit containing grout.
2) Place grout in final position within 1-1/2 hours after mixing. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
f. Consolidation:
1) Do not insert vibrators into lower grout placements that are in a semi-solidified state.
2) After placement, consolidate grout using mechanical immersion vibrators designed for consolidating grout.

G. Bond beams:

1. Starting courses at bottom of walls shall be bond beams.

2. Place horizontal reinforcement and solidly grout bond beam units in place.

3. Provide wire mesh at openings in bottom of bond beams to support grout where walls are not grouted solid.

H. Cutting concrete masonry units:

1. When possible, use full units of the proper size in lieu of cut units. Cut units as required to form chases, openings, for anchorage, and for other appurtenances.

2. Cut and fit units with power-driven carborundum or diamond disc blade saw.

I. Control joints:

1. Provide in masonry walls at locations indicated on the Drawings.

2. Make full height and continuous in appearance.

3. Run bond beams and bond beam reinforcing bars continuously through control joints.

4. Insert control joint filler in joints as wall is constructed.

5. Apply sealant as specified in Section 07900 - Joint Sealants.

J. Openings and lintels:

1. Place horizontal reinforcement in fully grouted bond beam units.

2. Use lintel block units where underside of lintel will be exposed.

3. Provide minimum of 8-inch bearing at each end of lintel.

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4. Embed reinforcing bars minimum 24 inches or 48 bar diameters, whichever is longer, into wall past edges of openings or as indicated on the Drawings:
a. At corners, provide 90-degree bend with equivalent total embedment.

K. Steel door frames:

1. Anchor and fully grout jambs and head of steel doorframes connected to concrete unit masonry.

2. Fill frames with grout as each 2 feet of concrete unit masonry is laid.

L. Bearing plates:

1. Provide minimum of 12 inches of grouted concrete unit masonry below steel bearing plates and beams bearing on masonry walls.

M. Anchor bolts:

1. Hold anchor bolts in place with template during grouting to ensure precise alignment.

2. Do not cut or ream members being anchored or use other means to accommodate misaligned anchor bolts in roof deck support angles.

3. Provide minimum 6-inch wide grouted concrete unit masonry entirely around anchor bolts and other attachment devices.

N. Enclosures:

1. Where concrete masonry units enclose conduit, pipes, stacks, ducts, and similar items, construct chases, cavities, and similar spaces as required, whether or not such spaces are indicated on the Drawings.

2. Point openings around flush mounted electrical outlet boxes with mortar, including flush joints above boxes.

3. Do not cover enclosures until inspected and when appropriate, tested.

O. Other embedded items:

1. Build in wall plugs, accessories, flashings, pipe sleeves, and other items required to be built-in as the masonry work progresses.

P. Patching:

1. Patch exposed concrete masonry units at completion of the Work and in such manner that patching will be indistinguishable from similar surroundings and adjoining construction.

Q. Water curing:

1. Protect concrete masonry units from drying too rapidly by frequently fogging or sprinkling so walls will always be visibly damp for minimum 3 days.

R. Miscellaneous:

1. Build in required items, such as anchors, flashings, sleeves, frames, structural steel, lintels, anchor bolts, and metal fabrications, as required for complete installation.

S. Water repellent:

1. Apply water repellent as specified in Section 07190 - Water Repellents.

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1. Apply anti-graffiti coating as specified in Section 07190 - Water Repellents.

U. Grouting equipment:

1. Grout pumps:
a. Do not pump grout through aluminum tubes.
b. Operate pumps to produce a continuous stream of grout without air pockets.
c. Upon completion of each days pumping, eject grout from pipeline without contamination or segregation of the grout:
1) Remove waste materials and debris from the equipment. 2) Dispose of waste materials, debris, and all flushing water outside the masonry.

2. Vibrators:
a. Internal vibrators shall maintain a speed of not less than 5,000 impulses per minute when submerged in the grout.
b. Maintain at least 1 spare vibrator, at the site at all times. c. Apply vibrators at uniformly spaced points not further apart than the visible effectiveness of the machine.
d. Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation.

3.03 CONSTRUCTION
A. Site tolerances: Lay masonry plumb, true to line, and with courses level. Keep bond pattern plumb throughout. Lay masonry within the following tolerances:

1. Maximum variation from the plumb in the lines and surfaces of columns, walls, and in the flutes and surfaces of fluted or split faced blocks:
a. In adjacent masonry units: 1/8 inch.
b. In 10 feet: 1/4 inch.
c. In any story or 20 feet maximum: 3/8 inch.
d. In 40 feet or more: 1/2 inch.

2. Maximum variations from the plumb for external corners, expansion joints, and other conspicuous lines:
a. In any story or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.

3. Maximum variations from the level or grades indicated on the Drawings for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines:
a. In any bay or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.

4. Maximum variations of the linear building lines from established position in plan and related portion of columns, walls, and partitions:
a. In any bay or 20 feet maximum: 1/2 inch.
b. In 40 feet or more: 3/4 inch.

5. Maximum variation in cross sectional dimensions of columns and in thickness of walls:
a. Minus: 1/4 inch.
b. Plus: 1/2 inch.

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3.04 FIELD QUALITY CONTROL
A. Site tests:

1. Owner will have tests performed by an independent laboratory.

2. Have minimum 3 concrete masonry units of each type proposed for Project tested in accordance with ASTM C90, C140, and C426 to verify conformance to Specifications.

3. Tests shall include compressive strength, linear shrinkage, moisture content as percent of total absorption, total absorption, and unit weight.

B. Special inspection:

1. Special inspection shall be as specified in Section 01455 - Regulatory Quality Assurance.

2. Owner will employ a qualified masonry special inspector for continuous special inspection of the masonry work. Acceptance by a state or municipality having a program of examining and certifying masonry inspectors will be considered adequate qualifications. The masonry inspector shall be at the site during all masonry construction and perform the following duties:
a. Review Drawings and Specifications and meet with the Contractor to discuss requirements before work commences.
b. Before masonry work commences, Contractor and the Contractor's Quality Control Representative shall attend meeting with Engineer to review the requirements for surveillance and quality control of the masonry work.
c. Check brand and type of cement, lime (if used), and source of sand. d. Verify that foundation is clean, rough, and ready to receive units. e. Check reinforcing steel dowels for correct location, straightness, proper alignment, spacing, size, and length.
f. Observe field proportioning of mortar. Visually check aggregate to determine uniformity of grading, cleanliness, and moisture. g. Verify that joints are full of mortar and kept tight during work. Inspect grout cells to verify that fins will not interfere with grouting. Verify that masons keep grout cells clean of mortar droppings and inspect to determine compliance.
h. Continuously observe placing of grout.
i. Perform or supervise performance of required sampling and testing.

3. Keep complete record of inspections. Report daily to the Building Official, Contractor's Quality Control Representative, Engineer, and Owner the progress of the masonry inspection.

3.05 FINAL CLEANING
A. General:

1. Final cleaning shall be performed within 7 to 14 days after construction of masonry work.

2. Protect adjacent materials and equipment that may be damaged by cleaning.

3. Pre-wet masonry before applying cleaning agent, but do not saturate masonry.

4. Remove mortar stains, smears, and splash, efflorescence, and grout stains on exposed surfaces with the submitted cleaning agent as directed by the masonry unit manufacturer’s recommendations.

5. Do not use muriatic acid as cleaning agent.

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6. Cleaning agents shall be applied when the masonry surface and air temperatures are at least 50 degrees Fahrenheit.
a. Dilute cleaning agents in accordance with manufacturer’s recommendations.
b. Do not allow cleaning agents to dry on the masonry.

7. Clean wall from the top to the bottom, without overlapping areas being cleaned for consistency.

8. If pressure cleaning equipment is used, the following limitations shall be observed:
a. Apply cleaning agent to pre-wetted wall with low pressure (less than 50 pounds per square inch).
b. Use a 25° to 50° flared-tip nozzle (not a pointed tip). c. Maintain a consistent distance from the spray nozzle to the masonry surface no closer than 12 inches.
1) Masonry cleaner shall use a combination of pressure, nozzle, and distance from tip to masonry that does not damage the masonry surface.

9. Rinse cleaning agents off the wall with potable water.

10. Dispose of debris, refuse, and surplus material offsite legally.

3.06 PROTECTION
A. Provide temporary protection for exposed masonry corners subject to damage.

B. Bracing:

1. Unless wall is adequately supported by permanent supporting elements so wall will not overturn or collapse, adequately brace masonry walls over 8 feet in height to prevent overturning and to prevent collapse.

2. Keep bracing in place until permanent supporting elements of structure are in place.

C. Limited access zone:

1. Establish limited access zone prior to start of masonry wall construction.

2. Zone shall be immediately adjacent to wall and equal to height of wall to be constructed plus 4 feet by entire length of wall on unscaffolded side of wall.

3. Limit access to zone to workers actively engaged in constructing wall. Do not permit other persons to enter zone.

4. Keep zone in place until wall is adequately supported or braced by permanent supporting elements to prevent overturning and collapse.

END OF SECTION