Atch 1 to amendment 0003_Revised specs.pdf

USDA AMS COTTON AND TOBACCO PROGRAM

USDA CORPUS CHRISTI

PHASE 2A HVAC UPGRADES

CORPUS CHRISTI, TEXAS

FEBRUARY 2024

ADDENDUM 2

Solicitation 12639524R0009, Amendment 0003

DESIGN PROFESSIONAL RESPONSIBILITY DPR - 1

02/15/2024

USDA CORPUS CHRISTI

PHASE 2A HVAC UPGRADES

ADDENDUM 2

Corpus Christi, Texas

DESIGN PROFESSIONAL RESPONSIBILITY

The specification sections authenticated by my seal and signature are limited to the following:

DIVISION 03 -- CONCRETE

03 0000 - Concrete Work for Equipment Foundations

DIVISION 23 -- MECHANICAL

23 0000 - General Provisions for Mechanical, Plumbing, and Electrical 23 3000 - Piping and Accessories 23 3500 - Plumbing Systems 23 3700 - Steam and Condensate Return System 23 3800 - Chilled Water System 23 4000 - Air Distribution 23 5000 - Hangers and Supports 23 6000 - Insulation 23 7000 - Equipment 23 7100 - Air Handing Units 23 7200 - Rooftop Packaged Unit for Data Room 23 8000 - Testing, Adjusting and Balancing Mechanical Systems 23 9000 - Temperature Regulation

DIVISION 26 -- ELECTRICAL

26 0100 - Basic Electrical Requirements 26 0518 - Wires and Cables 26 0525 - Grounding and Bonding 26 0532 - Raceways 26 0534 - Boxes 26 0552 - Electrical Identification 26 2416 - Panelboards 26 2726 - Wiring Devices 26 2813 - Fuses 26 2815 - Safety Switches

Fanning, Fanning & Associates, Inc.

Texas Registered Engineering Firm F-00294

2555 74th Street Lubbock, Texas 79423

Tel 806.745.2533 Fax 806.745.3596 www.fanningfanning.com

02/15/2024

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 1

SECTION 03 0000 – CONCRETE WORK FOR EQUIPMENT FOUNDATIONS

PART 1 - GENERAL

1.1 SCOPE

A. Perform all Work required to complete the cast-in-place concrete indicated by the Contract Documents and furnish all supplementary items necessary for its proper installation.

1.2 SHOP DRAWINGS

A. Shop drawings, showing all dimensions necessary for fabrication and placing of the reinforcing steel and accessories, without reference to the project drawings, shall be submitted for approval. Approval shall be obtained before fabrication.

1.3 REFERENCE SPECIFICATIONS

A. The specifications of the American Society for Testing and Materials referred to in these specifications are declared to be apart of these specifications the same as if fully set forth elsewhere herein.

1.4 ACI AND CRSI STANDARDS

A. Detailed recommendations for acceptable practices, while not a part of these Specifications, are available as standards and recommendations of the American Concrete Institute and the Concrete Reinforcing Steel Institute.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Cements: Each of the following types of cements shall conform to the appropriate specifications, as indicated.

1. Portland: 'Specifications for Portland Cement' (ASTM C150).

2. Air-Entraining Portland Cement: 'Specifications for Air-Entraining Portland Cement'

(ASTM C175).

3. Portland Blast-Furnace Slag Cement: 'Specifications for Portland Blast-Furnace Slag

Cement' (ASTM C205).

4. Portland-Pozzolan Cement: 'Specifications for Portland-Pozzolan Cement' (ASTM

C340).

B. These different cements shall not be used interchangeably in the same element or portion of the work.

C. Unless otherwise permitted or required, cement shall be Type I, ASTM C150, or Type II, ASTM C150 at the Contractor's option.

D. Admixtures: Each of the following admixtures shall be used when required and may be used when permitted. They shall conform to the appropriate specifications as indicated.

1. Air-Entraining Admixtures: 'Specifications for Air-Entraining Admixtures for

Concrete' (ASTM C260).

2. Calcium Chloride: 'Specifications for Calcium Chloride (ASTM D98).

3. Chemical Admixtures: 'Tentative Specifications for Chemical Admixtures for

Concrete' (ASTM C494).

E. Two or more admixtures may be used in the same concrete, provided such admixtures are added separately during the batching sequence and provided further that the admixtures used

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 2

in that combination retain full efficiency and have no deleterious effect on the concrete or on the properties of each other.

F. Water: Mixing water for concrete shall be fresh, clean, and potable. Nonpotable water may be used only if it produces mortar cubes having 7- and 28-day strength equal to the strength of similar specimens made with distilled water, when tested in accordance with 'Method of Test for Compressive Strength of Hydraulic Cement Mortars' (ASTM C109).

G. Aggregates:

1. Aggregates for concrete of normal weight shall conform to 'Specifications for Concrete

Aggregates' (ASTM C33).

2. Fine and coarse aggregates shall be regarded as separate ingredients. Each size of coarse aggregate, a well as the combination of sizes when two or more are used, shall conform to the grading requirements of the appropriate ASTM specifications.

2.2 STORAGE OF MATERIALS

A. Detailed recommendations are given in "Recommended Practice for Measuring, Mixing, and Placing Concrete' (ACI 304).

B. Cement shall be stored in weathertight buildings, bins, or silos which will provide protection from dampness and contamination and will minimize warehouse set.

C. Aggregates stockpiles shall be arranged and used in a manner to avoid excessive segregation or contamination with other materials or with other sizes of like aggregates. To insure that this condition is met, any test for determining conformance to requirements for cleanliness and grading shall be performed on samples secured from the aggregates at the point of batching. Stockpiles shall be built in successive horizontal layers not exceeding 3 feet in thickness, with each layer being completed before the next is started. Frozen or partially frozen aggregates shall not be used. Unless predampening is not considered desirable by the manufacturer or is considered impractical by the Engineer, dry lightweight aggregates shall be uniformly predampened by water sprays as necessary.

2.3 PROPORTIONING

A. Concrete for all parts of the work shall be homogeneous and, when hardened, shall have the required strength, resistance to deterioration, durability, resistance to abrasion, water-tightness, appearance and other specified properties.

B. Type: Concrete shall be of the type or types designated by the project specifications, as follows:

1. Working Stress Type Concrete: For use in structures or structural elements which have been analyzed and proportioned by working stress (straight line) theory.

2. Ultimate Strength Type Concrete: For use in structures or structural elements which have been analyzed and proportioned by ultimate strength design theory.

C. Strength: The strength of the concrete for each portion of the structure shall be as designated on the project drawings. Strength requirements shall be based on 28-day compressive strengths, unless high early strength is specified, in which case required strengths shall be obtained at 7 days.

D. Durability: Concrete which will be subject to potentially destructive exposure (other than wear or loading) such as freezing and thawing, severe weathering or chemicals shall contain entrained air as indicated in Table 2.03B. For any such concrete, the water-cement ratio shall not exceed 6 gal. per sack of cement. Lightweight concrete shall contain not less than 6 percent air by volume (total entrapped and entrained).

E. Slump:

1. Slump of concrete of normal weight, as determined by 'Method of Test for Slump of

Portland Cement Concrete' (ASTM C143), shall be in accordance with Table 2.03A.

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 3

TABLE 2.03A -- SLUMPS FOR VARIOUS KINDS OF CONSTRUCTION

. SLUMP,. IN.*

KINDS OF CONSTRUCTION .MAXIMUM. MINIMUM

Reinforced Footings . 3 . . 1 .

Plain Footings/Caissons/Substructure Walls . 3 . . 1 .

Slabs, Beams, Reinforced Walls . 4 . . 1 .

Columns . 4 . . 1 .

*For Concrete to be vibrated

2. The minimum slump shall be waived on concrete used in ramps, folded plates or other sloping construction.

3. Slump of lightweight concrete, as determined by 'Method of Test for Slump of Portland

Cement Concrete' (ASTM C143), shall not exceed 3 in., unless otherwise permitted.

F. Maximum Size of Coarse Aggregate:

1. The nominal maximum size of the aggregate shall not be larger than one-fifth of the narrowest dimension between sides of forms, one-third of the depth of slabs, nor three-fourths of the minimum clear distance between reinforcing bars or between bars and forms, whichever is least. In columns the nominal maximum size of the aggregate shall be limited as above but shall not be larger than two-thirds of the minimum clear distance between bars.

2. Coarse aggregates in concrete of normal weight may be of one size for all concrete placed in 1 day when quantities to be placed are too small to permit economical use of more than one mix design. When a single mix design is so used, the maximum nominal size shall be as required for the most critical condition of concreting, in accordance with the requirements of the preceding section.

3. The nominal maximum size of coarse aggregates in lightweight concrete shall not exceed 3/4 in.

G. Air Entrainment: If air entrainment is required in concrete of normal weight, the air content of the concrete shall conform to Table 2.03B. The air content shall be determined by either of the ASTM standard methods of test.

TABLE 2.03B -- TOTAL AIR CONTENT FOR VARIOUS SIZED OF

COARSE AGGREGATES

NOMINAL MAXIMUM SIZE OF TOTAL AIR CONTENT,

COARSE AGGREGATE, IN PERCENT BY VOLUME

3/8 6 to 10 1/2 5 to 9 3/4 4 to 8 1 3.5 to 6.5 1-1/2 3 to 6 2 2.5 to 5.5 3 1.5 to 4.5

H. Admixtures: If required or permitted, admixtures shall be used as follows:

1. Air-entraining Admixtures, and Proprietary Chemical Admixtures: In accordance with the Recommendation of the manufacturer.

2. Calcium Chloride: In accordance with 'Recommended Practice for Winter Concreting'

(ACI 604).

I. If required or permitted an approved accelerator may be used in the proportions recommended by the manufacturer when the temperature of the concrete as placed is less

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 4

than 40 Degrees F. Detailed recommendations for use of calcium chloride in cold weather are given in 'Recommended Practice for Winter Concreting' (ACI 604) Calcium Chloride shall not be used without the approval of the Engineer.

2.4 FORMWORK

A. Design of Formwork:

1. The design and engineering of the formwork, as well as its construction, shall be the responsibility of the contractor.

2. The formwork shall be designed for the loads and lateral pressure outlined in Part 3, Section 102 of 'Recommended Practice for Concrete Formwork' (ACI 347) and wind loads as specified by the controlling local building code. Design considerations and allowable stresses shall meet section 103 of the above reference and the applicable requirements of the controlling local building code.

3. Temporary openings shall be provided at the base of the column forms and wall forms and at other points where necessary to facilitate cleaning and observation immediately before concrete is deposited.

4. Form accessories to be partially or wholly embedded in the concrete, such as ties and hangers, shall be commercially manufactured typed. Wire is not acceptable. The portion remaining within the concrete shall leave no metal within 1 in. of the surface when the concrete is exposed to view. Spreader cones on ties shall not exceed 1 in.

diameter.

B. Tolerances: Formwork shall be constructed so as to insure that the concrete surfaces will conform to the tolerances of Section 203.1, Recommended Practice for Concrete Formwork

(ACI-347).

C. Preparation of Form Surfaces:

1. Forms shall be sufficiently tight to prevent leakage of grout or cement. Board forms having joints opened by shrinkage of the wood shall be swelled until closed by wetting before concrete is place.

2. Plywood and other wood surface not subject to shrinkage shall be sealed against absorption of moisture from the concrete be either (1) a field applied commercial form oil or sealer, or (2) a factory applied nonabsorption liner.

3. When steel forms are coated to prevent bond with concrete, it shall be done prior to placing of the reinforcing steel. Excess material shall be not allowed to stand in puddles in the forms nor allowed to come in contact with concrete against which fresh concrete will be place.

4. Where as-cast finishes are required, materials which will impart a stain to the concrete shall not be applied to the form surfaces. Where the finished surface is required to be painted. The material applied to form surfaces shall be compatible with the type paint to be used.

5. All form surfaces shall be cleaned before reused.

D. Removal of Forms:

1. Formwork for columns, walls, sides of beams and other parts not supporting the weight of the concrete may be removed as soon as the concrete has hardened sufficiently to resist damage from removal operations.

2. Formwork for beam soffits and slabs and other parts that support the weight of concrete, shall remain in place until the concrete has reached its specified 28-day strength, unless otherwise specified or permitted.

E. Reshoring: When reshoring is permitted or required the operations shall be planned in advance and shall be subject to approval.

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 5

2.5 REINFORCEMENT

A. General: Details of concrete reinforcement not covered herein shall be in accordance with 'building Code Requirements for Reinforced Concrete' (ACI 318), and 'Manual of Standard Practice for Detailing Reinforcing Concrete Structures' (ACI 315).

B. Reinforcing Steel:

1. All reinforcing steel except No. 2 bars and column spirals shall be deformed as defined in 'Building Code Requirements for Reinforced Concrete' (ACI 318).

2. All reinforcing steel shall be of the grade as indicated on the project drawings.

3. Welded wire fabric shall be electrically-welded wire fabric of cold-drawn wire (70,000 psi yield point) of gage and mesh size shown on the drawings or required and shall conform to 'Specifications for Welded Steel Wire Fabric for Concrete Reinforcement'

(ASTM A185).

C. Placing: Detailed recommendations are given in the Concrete Reinforcing Steel Institute's 'Recommended Practice for Placing Reinforcing Bars 1959' and 'Recommended Practice for Placing Bar Supports, Specifications and Nomenclature 1963.'

1. All reinforcing bars shall be supported and wired together to prevent displacement by construction loads. On ground and where necessary, supporting concrete block may be used. Over formwork, concrete, metal, plastic or other approved bar chairs and spacers shall be furnished. Where the concrete surface will be exposed to the weather in the finished structure or where rust would impair architectural finishes the portions or all accessories in contact with the formwork shall be galvanized or shall be made plastic.

2. Welded wire fabric shall be lapped at least 1-1/2 meshes plus end extension of wires but not less than 12 in. in structural slabs. It shall be lapped at least 1/2 mesh plus end extension of wires but not less than 6 in. in slabs on ground. The mesh shall be extended across supporting beams and wall. In lieu of adequate support for mesh, the mesh shall be lifted during placing of concrete so that it is completely surrounded by concrete and not less than 2 in. above the bottom of slabs on ground or 1/2 in. above formwork.

3. Vertical bars in columns shall be offset at least one bar diameter at slices. To insure proper placement, templates shall be furnished for all column dowels.

4. All splices not shown on the project drawings shall be approved.

5. Unless permitted, reinforcement shall not be bent after being partially embedded in hardened concrete.

2.6 JOINTS AND EMBEDDED ITEMS

A. Construction Joints:

1. Joints not shown on the drawings shall be so made and located as to least impair the strength of the structure and shall be approved. In general, they shall be located near the middle of the spans of slabs, beams and girders unless a beam intersects a girder at this point, in which case the joints in the girders shall be offset a distance equal to twice the width of the beam. Joints in walls and columns shall be at the underside of floors, slabs, beams or girders and at the top of footings or floor slabs. Beams, girders, brackets, column capitals, haunches, and drop panels shall be placed at the same time as slabs. Joints shall be perpendicular to the main reinforcement.

2. All reinforcing steel and mesh shall be continued across the joints,. Keys and inclined dowels shall be provided as directed by the Engineer. Longitudinal keys at least 1- 1/2" in. deep shall be provided in all joints in walls.

3. The surface of the concrete at all joints shall be thoroughly cleaned and all laitance removed.

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4. When required or permitted, bond shall be obtained by one of the following methods:

a. The use of an approved adhesive.

b. The use of an approved chemical retarder which delays but does not prevent setting of the surface mortar. Retarded mortar shall be removed within 24 hours after placing to produce a rough exposed aggregate bonding surface.

c. By roughening the surface of the concrete in an approved manner which will expose the aggregate uniformly and will not leave laitance, loosened particles of aggregate or damaged concrete at the surface.

B. Other Embedded Items:

1. All sleeves, inserts, anchors, and embedded items required for adjoining work or for its supports shall be placed prior to concrete, unless noted otherwise.

2. All Contractor's whose work is related to the concrete or must be supported by it shall be given ample notice and opportunity to introduce and/or furnish embedded items before the concrete is placed.

3. Expansion joint material, waterstops, and embedded items shall be positioned accurately and supported against displacement. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable material to prevent the entry of concrete into the voids.

PART 3 - EXECUTION

3.1 MIXING

A. Detailed recommendations are given in 'Recommended Practice for Measuring, Mixing and Placing Concrete' (ACI 304).

B. Ready-mix concrete shall be mixed and transported in accordance with 'Specifications for Ready-Mix Concrete' (ASTM C94).

C. Retempering:

1. Concrete shall be mixed only in quantities for immediate use. Concrete which has set shall not be retempered, but shall be discarded.

2. Indiscriminate addition of water to increase slump shall be prohibited.

a. The ingredients shall be cooled before mixing, or well-crushed ice may be substituted for all or part of the mixing water if, due to high temperature, any difficulties described in the section entitled 'Placing Temperature', are encountered.

D. Weather Conditions:

1. Cold Weather: Detailed recommendations are given in 'Recommended Practice for

Winter Concreting' (ACI 305).

a. To maintain the temperature of the concrete above the minimum placing temperature required by the section entitled 'Placing Temperature' the as-mixed temperature shall not be less than 55 F when the mean temperature falls before 40 F.

b. If water or aggregate has been heated, the water shall be combined with the aggregate in the mixer before cement is added. Cement shall not be added to mixtures of water and aggregate when the temperature of the mixture is greater than 100 F.

2. Hot Weather: Detailed recommendations are given in 'Recommended Practice for Hot Weather Concreting' (ACI 305).

a. The ingredients shall be cooled before mixing if necessary to maintain the temperature of the concrete below the maximum placing temperature required by the section entitled 'Placing Temperature'.

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3.2 PLACING

A. Preparation Before Placing:

1. Hardened concrete and foreign materials shall be removed from the inner surfaces of the conveying equipment.

2. Formwork shall have been completed. Ice and excess water shall have been removed.

Reinforcement shall have been secured in place. Expansion joint material, anchors, and other embedded items shall have been positioned. The entire preparation shall have been approved.

3. Semiporous subgrades shall be sprinkled sufficiently to eliminate suction and extremely porous subgrades shall be sealed in an approved manner.

B. Conveying: Detailed recommendations are given in 'Recommended Practice for Measuring, Mixing, and Placing Concrete' (ACI 304).

1. Concrete shall be handled from the mixer to the place of final deposit as rapidly as practicable by methods which will prevent separation or loss of ingredients and in a manner which will assure that the required quality of the concrete is obtained.

2. Conveying equipment shall be of size and design to insure a continuous flow of concrete at the delivery end and shall be approved.

C. Depositing: Detailed recommendations are given in 'Recommended Practice for Measuring, Mixing and Placing Concrete' (ACI 304).

1. General: Concrete shall be deposited continuously, or in layers of such thickness that no concrete will be deposited on crete which has hardened sufficiently to cause the formation of seams or planes of weakness within the section. If a section cannot be placed continuously, construction joints shall be located at points as provided for in the drawings or as approved. Placing shall be carried on at such a rate that the concrete which is being integrated with fresh concrete is still plastic. Concrete which has partially hardened or has been contaminated by foreign material shall not be deposited.

Temporary spreaders in forms shall be removed when the concrete placing has reached an elevation rendering their service unnecessary. They may remain embedded in the concrete only if made of metal or concrete and if prior approval has been obtained.

2. Placing of concrete in supported elements shall not be started until the concrete previously placed in columns and walls is not longer plastic.

3. Segregation: Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall not be subjected to any procedure which will cause segregation.

D. Consolidation: (Detailed recommendations are given in 'Consolidation of Concrete' (ACI 306)). Where a surface mortar is to be the basis of the finish, the coarse aggregate shall be worked back from the forms with a suitable tool so as to bring a full surface of mortar against the form, without the formation of excessive surface voids. All concrete shall be consolidated by vibration, spading, rodding, or forking so that the concrete is thoroughly worked around the reinforcement, around embedded items, and into corners of forms, eliminating all air or stone pockets which may cause honeycombing, pitting, or planes or weakness.

E. Weather Conditions:

1. Protection:

a. Unless adequate protection is provided and/or approval is obtained, concrete shall not be place during rain, sleet, or snow.

b. Rain water shall not be allowed to increase the mixing water nor to damage the surface finish.

F. Placing Temperature:

1. Cold Weather: (Detailed recommendations are given in 'Recommended Practice for

Winter Concreting' (ACI 306)). When the mean daily temperature falls below 40 F, the minimum temperature of concrete as placed shall be 50 F.

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2. Hot Weather: (Detailed recommendations are given 'Recommended Practice of Hot Weather Concreting' (ACI 305)). Concrete deposited in hot weather shall have a placing temperature which will not cause difficulty from loss of slump, flash set, or cold joints (usually somewhat less than 90 F.).

3.3 REPAIR OF SURFACE DEFECTS

A. Removal: After forms have been removed, any concrete which is not formed as shown on the plans, or which is out of alignment or level beyond specified tolerances or which shows a defective surface which cannot be properly repaired or patched shall be removed.

B. Repairing and Patching:

1. All tie holes and all repairable defective areas shall be patched immediately after form removal.

2. Defective Areas:

a. All honeycombed and other defective concrete shall be removed to sound concrete, but in no case to a depth of less than 1 inch. The area to be patched and an area at least 6 in. wide surrounding it shall be dampened to prevent absorption of water from the patching mortar. A bond of neat Portland cement and water and, if permitted, some fine sand passing a No. 30 mesh sieve, shall be mixed to the consistency of thick cream and shall then be well brushed into the surface.

b. The patching mixture shall be made of the same material and of approximately the same proportions as used for the concrete, except that the concrete aggregate shall be omitted and the mortar shall consist of not more than 1 part cement to 2-1/2 parts sand by damp loose volume. White Portland cement shall be substituted for a part of the gray Portland cement on exposed concrete in order to produce a color matching the color of the surrounding concrete, as determined by a trial patch.

c. The quantity of mixing water shall be not more than necessary for handling and placing. The patching mortar shall be mixed in advance and allowed to stand with frequent manipulation with a trowel, without addition to water, until it has reached the stiffest consistency that will permit placing.

d. After surface water has evaporated from the area to be patched, the bond coat shall be well brushed into the surface. When the bond coat begins to lose the water sheen, the premixed patching mortar shall be applied. The mortar shall be thoroughly consolidated into place and struck off so as to leave the patch slightly higher than the surrounding surface. To permit initial shrinkage, it shall be left undisturbed for at least 1 hr. before being finally finished. The patched area shall be kept damp for 7 days. Metal tools shall not be used in finishing a patch in a formed wall which will be exposed.

3. Tie Holes: After being cleaned and thoroughly dampened, the tie holes shall be filled solid with patching mortar.

4. Proprietary Patches: If permitted or required, proprietary compounds for adhesion or as patching ingredients may be use din lieu of or in addition to the foregoing patching procedures. Such compounds shall be used in accordance with the manufacturer's recommendations.

3.4 FINISHING OF FORMED SURFACES

A. General: After removal of forms the surfaces of concrete shall be given one or more of the finishes specified below in locations designated by the project drawings and/or the project specifications or as specified in the section entitled 'Selection of Finishes'.

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B. As-Cast Finishes:

1. Rough or Board Form Finish: Rough or board form finish surfaces shall be reasonably true to line and plane with no specific requirements for selected facing materials. Tie holes and defects shall be patched and fins exceeding 1/4 in. in height shall be rubbed down with wooden blocks. Otherwise, surfaces shall be left with the texture imparted by the forms.

2. Plywood Finish: Plywood finish shall be produced in the same manner as rough or board form finish, except as follows:

a. Concrete shall be cast against forms constructed of plywood not less than 5/8 in.

or of boards lined with tempered hardboard not less than 3/16 in. thick.

b. The arrangement of plywood sheets or liner sheets shall be orderly and symmetrical, and sheets shall be in as large sizes as are practicable.

c. Sheets showing torn grain, worn edges, patches of holes from previous use, or other defects which will impair the texture of concrete surfaces shall not be used.

d. All fins on the surface shall be completely removed.

C. Rubbed Finishes: The following finishes shall be produced on concrete which has been cast against plywood-faced forms:

1. Smooth Rubbed Finish: Smooth rubbed finish shall be produced on green concrete.

All necessary patching shall have been done immediately after forms have been removed, and rubbing shall be completed not later than the following day. Surfaces shall be wetted and rubbed with carborundum brick or other abrasive until a uniform color and texture are produced. No cement grout or slush shall be used other than the cement paste drawn from the green concrete itself by the rubbing process.

D. Selection of Finishes: Unless indicated otherwise on the drawings, the following finishes shall be used as applicable.

1. Rough or Board Form Finish: For all concrete surface not exposed to public view, including concrete in utility spaces.

2. Smooth Rubbed Finish: For all other exterior surfaces and interior vertical surfaces.

3. Plywood Finish: For all other interior overhead surfaces.

E. Related Unformed Surfaces: Unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed and shall be floated to a texture reasonably consistent with that of the formed surfaces. Final treatment on formed surfaces shall continue uniformly across the unformed surfaces.

3.5 FLATWORK

A. Edge Forms and Screeds:

1. Edge forms and intermediate screed strips shall be set accurately to produce the designed elevations and contours in the finish surface, and shall be sufficiently strong to support vibrating bridge screeds or roller pipe screeds if the nature of the finish specified required the use of such equipment. The concrete shall be aligned to the contours of screed strips by the use of strike-off templates or approved compacting type screeds.

2. When the formwork is cambered, screeds shall be set to a like camber to maintain the proper concrete thicknesses.

B. Jointing: Joints in slabs on grade shall be located and detailed as indicated in the project drawings and specifications. If saw-cut joints are required or permitted, cutting shall be timed properly with the set of the concrete. Cutting shall be started as soon as the concrete has hardened sufficiently to prevent aggregates being dislodged by the saw, and shall be completed before shrinkage stresses have developed sufficiently to induce cranking.

C. Consolidation: Concrete in slabs shall be thoroughly consolidated. Internal vibration shall be use din beams and girders of framed slabs and along the bulkheads of slabs on grade.

Consolidation of slabs and floors shall be obtained with vibrating bridge screeds, roller pipe

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 10

screeds, or other approved means. concrete to be consolidated shall be as dry as practicable and the surface thereof shall not be manipulated prior to finishing operations.

D. Finishes:

1. Scratched Finish: After the concrete has been placed, struck off, consolidated and leveled the surface shall be roughened with stiff brushes or rakes before final set.

2. Floated Finish: After the concrete has been placed, struck off, consolidated, and leveled, the concrete shall not be worked further until ready for floating. Floating shall begin when the water sheen has disappeared, and/or when the mix has stiffened sufficiently to permit proper operation of a power-driven float. The surface shall then be consolidated with power-driven floats of the impact type except in thin sections such as pan slab. Hand floating with wood or cork-faced floats shall be used in location inaccessible to the power-driven machine. Trueness of surface shall be rechecked at this stage with a 10-ft. straight-edge applied at not less than two different angles. All high spots shall be cut down and all low spots filled during this procedure to produce planes checking true under the straight-edge in any direction, with tolerances not exceeding 1/8 in. in 10 ft. The slab shall then be refloated immediately to a uniform, smooth, granular texture.

3. Troweled Finish: Where a troweled finish is specified, the surface shall be finished first with impact power floats, as specified above where application then with power trowels, and finally with hand trowels. The first troweling after power floating shall be done by a power trowel and shall produce a smooth surface which is relatively free of defects but which may still contain some trowel marks. Additional trowelings shall be done by hand after the surface has hardened sufficiently. The final troweling shall be done when a ringing sound is produced as the trowel is moved over the surface. The surface shall be thoroughly consolidated by the hand troweling operations. The finished surface shall be free of any trowel marks and shall be uniform in texture and appearance on surfaces intended to support floor coverings. Any defects of sufficient magnitude to show through the floor covering shall be removed by grinding.

4. Broom or Belt Finish: Sidewalk slabs, and slabs in other locations so specified, shall be given a coarse transverse scored texture by drawing a broom or burlap belt across the surface. This operation shall following immediately after floating. Floating shall be performed as outlined in the section entitled 'Floated Finish'.

5. Nonslip Finish: Where a nonslip finish is specified, the surface shall be given a "dry shake" application, as specified above, of crushed ceramically bonded aluminum oxide or other specified selected abrasive particles. The rate of application of such material shall be not less than 25 lbs. per 100 sq. ft.

6. "Dry Shake" Finish: Where "dry shake" application of a selected metallic or mineral aggregate is specified, the aggregate, selected or approved by the Engineer, shall be blended with portland cement in the proportions recommended by the manufacturer of the aggregate. The surface shall be given a float finish in accordance with Section

11.7.2. Approximately two-thirds of the blended material for required coverage shall be applied to the surface by a method that ensures even coverage without segregation.

Floating shall be immediately after application of the first "dry shake". After this material has been embedded by floating, the remainder of the blended material shall be applied to the surface at right angles to the previous application. The second application shall be heavier in any areas not sufficiently covered by the first application. A second floating shall follow immediately. After the selected material has been embedded by the two floatings, the operation shall be completed with a broomed, floated, or troweled finish, as designated in the contract documents.

E. Selection of Finishes:

1. Unless indicated otherwise on the drawings, the following finishes shall be used, as applicable.

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a. Scratched Finish: For surfaces intended to receive bonded applied cementitious applications.

b. Floated Finish: For surfaces intended to receive roofing or waterproofing membranes.

c. Troweled Finish: For floors intended as walking surfaces or for reception of floor coverings.

d. Broomed or Belted Finish: For sidewalks, and ramps.

e. Nonslip Finish: For all stair tread, and mechanical room or electrical room floor surfaces.

3.6 CURING AND PROTECTION

A. Curing:

1. General: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained without drying at a relatively constant temperature for the period of time necessary for the hydration of the cement and proper hardening of the concrete.

2. Initial Curing: Initial curing shall immediately follow the finishing operation.

Concrete shall be kept continuously moist at least overnight. One of the following materials or methods shall be used:

a. Ponding or continuous sprinkling.

b. Absorptive mat or fabric kept continuously wet.

c. Sand or other covering kept continuously wet.

d. Conditions steam (not exceeding 150 F) or vapor mist bath.

e. Curing compounds conforming to 'Specifications for Liquid-Membrane-

Forming Compounds for Curing Concrete' (ASTM C309). Such compounds shall be applied in accordance with the recommendations of the manufacturer and shall not be used on any surfaces against which additional concrete or other cementitious finishing materials are to be bonded, or over surfaces to receive waterproofing, nor on surfaces on which such curing is prohibited by the project specifications.

3. Final Curing: Immediately following the initial curing and before the concrete has dried, additional curing shall be accomplished by one of the following materials or methods:

a. Continuing the method used in initial curing.

b. Waterproof paper conforming to 'Specifications for Waterproof Paper for Curing

Concrete' (ASTM C171).

c. Other moisture-retaining coverings as approved.

4. Duration of Curing: The final curing shall continue until the cumulative number of days or fractions thereof, not necessarily consecutive, during which temperature of the air in contact with the concrete is above 50 F has totaled 7 days. If high early strength concrete has been used, the final curing shall continue for a total of 3 days. Rapid drying at the end of the curing period shall be prevented.

B. Temperature:

1. Cold weather (detailed recommendations are given in 'Recommended Practice for Cold

Weather Concreting' (ACI 306)). When the mean daily temperature of the atmosphere is less than 40 F, the temperature of the concrete shall be maintained between 50 and 70 F for the required curing period. When necessary, arrangements for heating, covering, insulating, or housing shall be made in advance of placement and shall be adequate to maintain the required temperature the moisture conditions without injury due to concentration of heat.

2. Hot weather (detailed recommendations are given in 'Recommended Practice for Hot Weather Concreting' (ACI 305)). When necessary, arrangement for installation of

FFA23013 CONCRETE WORK FOR EQUIPMENT FOUNDATIONS 03 0000 - 12

wind breaks, shading, fog spraying, sprinkling, ponding or wet covering of a light color shall be made in advance of placement, and such protective measures shall be taken as quickly as concrete hardening and finishing operations will allow.

3. Excessive Temperature Changes: Changes in temperature of the concrete shall be a uniform as possible and shall not exceed 5 Deg. F. in any 1 hour or 50 Deg. F. in any 24-hour period.

3.7 TESTING

A. Routine testing of materials, of proposed mix designs, and of resulting concrete for compliance with technical requirements of the specifications shall be the duty of the testing agency employed by the Owner.

B. Testing required because of changes in materials or proportions of the mix requested by the Contractor, as well as any extra testing of concrete or materials occasioned by their failure to meet specification requirements, shall be at the Contractor's expense.

3.8 TESTING SERVICES

A. The designated testing agency shall:

1. Test the Contractor's proposed materials for compliance with the Specifications.

2. Review and check test the Contractor's proposed mix design.

3. Secure production samples of materials at plants or stockpiles during the coarse of the work and test for compliance with the Specifications.

4. Check batching and mixing operations to the extent deemed necessary to assure compliance with the specifications.

5. Check slump consistency and uniformity of concrete to the extend deemed necessary to assure compliance with the Specifications.

6. Conduct strength tests of the concrete in accordance with the following procedures:

a. Secure composite samples in accordance with "Method of Sampling Fresh Concrete," (ASTM C172). Each strength test shall be obtained from a different batch of concrete on a representative, truly random basis, avoiding any selection of the test batch other than by a number selected at random before commencement of concrete placement. When pumping or pneumatic equipment is used, samples shall be taken at the discharge end.

b. Mold three specimens from each sample in accordance with "Method of Making and Curing Concrete Compression and Flexure Specimens in the Field," (ASTM C31), and cure under standard moisture and temperature conditions in accordance with Section 7 (a) of the above ASTM method.

c. Test three specimens at 28 days in accordance with "Method of Test for Compressive Strength of Molded Concrete Cylinders," (ASTM C39). The 28 day test result shall be the average of the strengths of the three specimens, except that if one specimen in a test manifests evidence of improper sampling, molding, or testing, it shall be discarded and the remaining two strengths averaged.

Should more than one specimen in a test show any of the above defects, the entire test shall be discarded. When high early strength is required, the specimens shall be tested at 7 days.

d. Make one strength test for each 100 cu. yd. or fraction thereof for each mix design of concrete placed in any 1 day, except that in no case shall a given mix design be represented by less than five tests.

7. Determine air content of concrete of normal weight on a regular and frequent basis in accordance with either ASTM test method.

8. Determine air content and unit weight of lightweight concrete on a regular and frequent basis in accordance with "Method of Test for Air Content of Freshly Mixed Concrete

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by the Volumetric Method" (ASTM C173) for air content, and "Method of Test for Weight per Cubic Foot, Yield, and Air Content (Gravimetric) for Concrete" (ASTM C138) for unit weight.

9. Report temperature of concrete at time of placing on a regular and frequent basis.

10. Report total water quantity added to concrete batches, including that added after departure of concrete trucks from batch plant.

11. Report all test results to the Engineer and the Contractor on the same day that tests are made.

3.9 AUTHORITY AND DUTIES OF TESTING AGENCY

A. Technicians representing the testing agency shall inspect the materials and the manufacture of concrete and shall report their findings to the Engineer and the Contractor. When it appears that the material furnished or work performed by the Contractor fails to fulfill specification requirements, the technician shall direct the attention of the Engineer and the Contractor to such failure.

B. The technician shall not act as foreman or perform other duties for the Contractor. Work will be checked as it progresses, but failure to detect any defective work or material shall not be in any way prevent later rejection when such defect is discovered, not shall it obligate the Engineer for final acceptance. Technicians are not authorized to revoke, alter, relax, enlarge, or release any requirement of the specifications, nor to approve or accept any portion of the work.

3.10 RESPONSIBILITIES AND DUTIES OF CONTRACTORS

A. The use of testing services shall in no way relieve the Contractor of his responsibility to furnish material and construction in full compliance with the plans and specifications.

B. To facilitate testing services, the Contractor shall:

1. Secure and deliver to the Engineer or his testing agency, without cost, preliminary representative samples of the materials he proposes to use and which are required to be tested.

2. Submit through the testing agency to the Engineer the concrete mix design he proposes to use, and make written request for approval.

3. Furnish such casual labor as is necessary to obtain and handle samples at the project or at other sources of material.

4. Advise the testing agency sufficiently in advance of operations to allow for completion of quality tests and for the assignment of personnel.

5. Provide and maintain for the sole use of the testing agency adequate facilities for safe storage and proper curing of concrete test cylinders on the project site for the first 24 hours as required by ASTM C31.

6. Furnish copies of mill test reports of all shipments of cement and reinforcing steel to the Engineer and the testing agency, if required.

3.11 EVALUATION

A. For evaluation of potential strength and uniformity, each specified strength of concrete shall be represented by at least five tests.

B. Concrete strengths shall be considered satisfactory if the average of any three consecutive strength tests of the laboratory cured specimens representing each specified strength of concrete is equal to or greater than the specified strength, and if not more than 10 per cent of the strength tests have values less than the specified strength.

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C. If strength tests fail to meet the minimum requirements, the concrete represented by such tests shall be considered questionable and shall be subject to further testing at the expense of the Contractor.

D. Additional tests of questionable concrete shall be conducted at the expense of the Contractor in accordance with 'Methods of Securing, Preparing, the Testing Specimens from Hardened Concrete for Compressive and Flexural Strengths' (ASTM C42).

END OF SECTION

FFA23013 GENERAL PROVISIONS FOR MECHANICAL, PLUMBING, AND ELECTRICAL 23 0000 - 1

SECTION 23 0000 - GENERAL PROVISIONS FOR MECHANICAL, PLUMBING, AND ELECTRICAL

PART 1 - GENERAL

1.1 SPECIAL NOTE

A. The Architectural and Structural Plans and Specifications, including the supplements issued thereto, Information to Bidders, and other pertinent documents issued by the Architect, are a part of these specifications and the accompanying mechanical and electrical plans, and shall be complied with in every respect. All the above is included herewith, will be issued separately or is on file at the Architect's office, and shall be examined by all bidders.

Failure to comply shall not relieve the Contractor of responsibility or be used as a basis for additional compensation due to omission of drawings. Where the Supplementary General Conditions conflict with the General Conditions, the Supplementary General Conditions shall govern.

1.2 CHECKING DOCUMENTS

A. The drawings and the specifications are numbered consecutively. The Contractor shall check the drawings and specifications thoroughly and shall notify the Architect of any discrepancies or omissions of sheets or pages. Upon notification, the Architect will promptly provide the Contractor with any missing portions of the drawings or specifications. No discrepancies or omissions of sheets or pages of the contract documents will relieve the Contractor of his duty to provide all work required by the complete contract documents.

1.3 GENERAL

A. In general, the lines and ducts to be installed by the various trades under these specifications shall be run as indicated, as specified herein, as required by particular conditions at the site, and as required to conform to the generally accepted standards as to complete the work in a neat and satisfactorily workable manner. The following is a general outline concerning the running of various lines and ducts and is to be excepted where the drawings or conditions at the building necessitate deviating from these standards.

B. All piping, conduit and ductwork for the mechanical and electrical trades shall be concealed in chases in finished areas, except as indicated on the drawings. Horizontal lines run in areas that have ceilings shall be run concealed in those ceilings, unless otherwise specifically indicated or directed.

C. Piping, ductwork, conduits and raceways may be run exposed in machinery and equipment spaces, where serving as connections to motors and equipment items in finished rooms where exposed connections are required, and elsewhere as indicated on the drawings or required.

D. All conduits in any space where they are exposed shall run parallel with the building walls.

They shall enter the concealed areas perpendicular with the walls, ceilings or floors.

Fittings shall be used where necessary to comply with this requirement.

E. The Contractor shall thoroughly acquaint himself with the details of the construction and finishes before submitting his bid as no allowances will be made because of the Contractor's unfamiliarity with these details. Place all inserts in masonry walls while they are under construction. All concealed lines shall be installed as required by the pace of the general construction to precede that general construction.

F. The mechanical and electrical plans do not give exact details as to elevations of lines and ducts, exact locations, etc., and do not show all the offsets, control lines, pilot lines and

FFA23013 GENERAL PROVISIONS FOR MECHANICAL, PLUMBING, AND ELECTRICAL 23 0000 - 2

other installation details. The Contractor shall carefully lay out his work at the site to conform to the architectural and structural conditions, to provide proper grading of lines, to avoid all obstruction, to conform to details of installation supplied by the manufacturers of the equipment to be installed, and thereby to provide an integrated, satisfactorily operating installation.

G. The electrical plans show diagrammatically the locations of the various electrical outlets and apparatus and the method of circuiting and controlling them. Exact locations of these outlets and apparatus shall be determined by reference to the general plans and to all detail drawings, equipment drawings, roughing-in drawings, etc., by measurements at the building, and in cooperation with other sections, and in all cases shall be subject to the approval of the Architect. The Architect reserves the right to make any reasonable change in location of any outlet or apparatus before installation (within 10 feet of location shown on drawings) or after installation if an obvious conflict exists, without additional cost to the Owner.

H. The mechanical plans do not give exact locations of outlets, fixtures, equipment items, etc.

The exact location of each item shall be determined by reference to the general plans and to all detail drawings, equipment drawings, roughing-in drawings, etc., by measurements at the building, and in cooperation with other sections. Minor relocations necessitated by the conditions at the site or as directed by the Architect shall be made without any additional cost accruing to the Owner.

I. The Contractor shall be responsible for the proper…