Atch 2_Specs_Water Ground Storage Tank.pdf

©Stanley Consultants, Inc. 2023

Project Manual for

USDA-APHIS-PPQ

Moore Air Base Water Ground Storage Tank USDA Contract No: AG-6395-C-16-0119

Edinburg, Texas

100% May 2023

Solicitation 12639524R0017, Attachment 2

00 01 02.doc

Project Manual for

USDA-APHIS-PPQ

Moore Air Base Water Ground Storage Tank USDA Contract No: AG-6395-C-16-0119

Edinburg, Texas

Texas Registration #104122 Texas Registration #134005 License Expiration Date: 06-30-2023 License Expiration Date: 03-31-2024 Texas Firm Registration No. F-174 Texas Firm Registration No. F-174

00 01 02.doc

Texas Registration #141762 License Expiration Date: 06/30/2023 Texas Firm Registration No. F-174

30300.02.00 TABLE OF CONTENTS

ms2238 SECTION 00 01 10 - Page 1

USDA-APHIS-PPQ

MOORE AIR BASE

WATER GROUND STORAGE TANK

USDA CONTRACT NO: AG-6395-C-16-0119

EDINBURG, TEXAS

SPECIFICATIONS GROUP

FACILITY CONSTRUCTION SUBGROUP

Resp.

Charge Section Title Page

DIVISION 03 CONCRETE

TWD 03 10 00 Concrete Forming and Accessories 1 to 3 TWD 03 20 00 Concrete Reinforcing 1 to 2 TWD 03 30 00 Cast-in-Place Concrete 1 to 11

SITE AND INFRASTRUCTURE SUBGROUP

DIVISION 31 EARTHWORK

PJH 31 23 00 Excavation and Fill 1 to 12

DIVISION 32 EXTERIOR IMPROVEMENTS

PJH 32 92 19 Seeding 1 to 6

DIVISION 33 UTILITIES

PJH 33 11 00 Water Utility Distribution Piping 1 to 8 PJH 33 16 13-13 Steel Ground Storage Tanks 1 to 7

PROCESS EQUIPMENT SUBGROUP

DIVISION 40 PROCESS INTEGRATION

DDE 40 05 00 Common Work Results for Process Interconnections 1 to 9 DDE 40 61 96 Process Control Descriptions 1 to 2 DDE 40 63 43 Programmable Logic Controllers 1 to 4 DDE 40 70 00 Instrumentation for Process Systems 1 to 5 DDE 40 70 00-19 Sample Calibration Report 1 Contact Closure/Switch 1

Appendix A – Geotechnical Engineering Report Appendix B – Structural Computations

30300.02.00 CONCRETE FORMING AND ACCESSORIES

ms2238 SECTION 03 10 00 - Page 1

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Design, furnish, and install formwork with shoring, bracing and anchorage for cast-in-place concrete.

1.02 QUALITY ASSURANCE

A. Design, construct, and erect concrete forms in accordance with applicable provisions of ACI 117, 301, and 347 except as specified hereinafter. Permissive language in reference standards shall be considered as mandatory except where quality of work would be diminished.

B. Allowable tolerances: Construct and maintain forms to produce concrete dimensions not to exceed tolerances specified under ACI 117.

PART 2 PRODUCTS

2.01 DESIGN REQUIREMENTS

A. Form all concrete unless permitted otherwise.

B. Contractor, at its option, may use either wood or removable metal forms except as otherwise specified or shown.

2.02 WOOD FORMS

A. Unexposed surfaces: Standard grade or better.

B. Exposed surfaces: Douglas fir, exterior type, concrete form plywood, 5/8" (15 mm) thick minimum, conforming to DOC PS 1, Grade B-B, Class I or II.

C. Do not use form material with defects which would impair texture and appearance of finished surfaces.

2.03 REMOVABLE METAL FORMS

A. Surfaces equal to Douglas fir, exterior type, concrete form plywood.

2.04 FORM TIES

A. Type leaving no metal within 1" (25 mm) of finished surface after removal of forms unless specified otherwise.

2.05 FORM COATING

A. Wood forms:

1. Nonstaining mineral oil or commercially produced form-release agent that will not bond with, stain, or adversely affect concrete surfaces and curing, and will not impair bond or adhesion of subsequent treatment of concrete surfaces,

2. Manufacturer: Nox-Crete Chemicals “Nox-Crete Form Coating," or equal.

B. Metal forms: Treat surfaces as recommended by manufacturer before placing reinforcing.

C. Fiber tube forms and form liners: Treat surfaces as specified for wood forms or as recommended by manufacturer.

CONCRETE FORMING AND ACCESSORIES 00000.02.00

Page 2 - SECTION 03 10 00 ms2238

PART 3 EXECUTION

3.01 INSPECTION

A. Verify accurate conformance to required lines, levels, and measurements.

B. Ensure form ties, wales, bracing, and anchorages are properly placed and constructed.

C. Ensure proper bracing and reinforcement at points of application of construction loads, concrete dump points and temporary nonuniform load applications.

3.02 FORM CONSTRUCTION

A. Forms shall be strong, straight, adequately braced and securely fastened. Fit and secure to preceding work to assure completed surface free from irregularities and offsets.

B. Finish: Formed concrete surfaces: Class C.

C. Minimize form joints. Arrange exposed joints symmetrically and match architectural lines. Make joints tight to prevent mortar leakage.

D. Reuse form material only if clean and undamaged.

E. Arrange and assemble formwork to permit dismantling, stripping, so that concrete is not damaged during its removal.

F. Arrange forms to allow stripping without removal of principal shores, where required to remain in-place.

G. Provide bracing to ensure stability of formwork. Strengthen formwork at points of application of construction loads.

H. Corner treatment:

1. Form exposed corners to produce smooth, solid, unbroken lines, except as otherwise shown.

2. Provide 3/4" (19 mm) chamfer at exposed external corners and edges; accurately form and surface to produce uniformly straight lines and tight edge joints. Extend terminal edges to required limit and miter chamfer strips at changes in direction.

3. Concealed corners may be formed square.

I. Support form facing materials with structural members spaced sufficiently close to limit deflection to allowables.

1. Fit forms placed in successive units for continuous surfaces to obtain accurate alignment, flush joints and within allowable tolerances.

J. Retighten forms immediately before concrete placement as required to eliminate concrete paste leaks.

3.03 APPLICATION OF FORM COATING

A. Apply form coating on formwork in accordance with manufacturer's instructions. Apply prior to placing reinforcing steel, anchoring devices, and embedded items.

B. Do not apply form coating where concrete surfaces are scheduled to receive special finishes applied coverings which may be affected by agent.

30300.02.00 CONCRETE FORMING AND ACCESSORIES

ms2238 SECTION 03 10 00 - Page 3

C. Forms to be left in-place may be soaked with clean water instead of coating immediately before placing of concrete, except that in cold weather with probable freezing temperatures, coating shall be mandatory.

D. Surplus coating on form surfaces and coating on reinforcing steel and construction joints shall be removed prior to placing concrete.

3.04 CLEANING

A. Clean forms to remove foreign matter as erection proceeds.

B. Ensure that water and debris drain to exterior through clean-out ports.

C. During cold weather, remove ice and snow from forms. Do not use de-icing salts. Do not use water to clean out completed forms. Unless formwork and construction proceed within heated enclosure, use compressed air to remove foreign matter.

3.05 FORM REMOVAL

A. Minimum time before removal after placing concrete, unless permitted otherwise:

1. Footings: 24 hours.

2. Time specified above represents cumulative time during which temperature of concrete is maintained above 50°F (10°C) and for concrete without set-controlling admixtures.

B. Reduce removal time by half for high-early-strength cement concrete.

C. In any event, do not remove supporting forms and shoring until concrete has acquired sufficient strength to safely support own weight plus construction loads. Concrete strength shall be demonstrated by job cured concrete specimens provided in addition to those required for concrete control. Remove specimen from molds within 24 hours and provide same cure as in-place concrete.

D. Take care when removing forms that concrete is not marred or gouged and corners are true, sharp and unbroken. Cut-off nails flush, leave surface clean and smooth. Cut back tie wires and nails in exposed concrete surfaces at least 1" (25 mm). Remove rod and cone ties and separators or similar devices and pull inward away from finished surfaces.

E. Reshoring and backshoring: Conform to requirements of Section 2, ACI 301.

END OF SECTION

1) Thomas W. Deibert

2) James K. Wood

30300.02.00 CONCRETE REINFORCING

ms2238 SECTION 03 20 00 - Page 1

A. Reinforcing steel for concrete and masonry.

B. Supports and ties for reinforcement.

1.02 INFORMATIONAL SUBMITTALS

A. Quality assurance data:

1. Tests or certificates of compliance for each 25 tons of each bar size of reinforcing steel supplied under each material specified.

2. Mill test reports on reinforcing requiring welding.

3. Submit certificates and test reports to the Government.

1.03 ACTION SUBMITTALS

A. Shop Drawings:

1. All reinforcing steel.

2. Chairs for slab reinforcing: Submit section detail cut through all slabs 12” thick or less showing all dimensions for form deck, reinforcing bars, chairs and specified concrete cover, all verifying proper chair size. Submit details for each different slab condition (slab thickness, reinforcing bar sizes, and concrete cover). This applies to slabs-on-grade and formed slabs.

3. Shop Drawings will be reviewed by the Government's Representative for conformance to reinforcing bar material, size, and spacing only.

1.04 QUALITY ASSURANCE

A. Regulatory requirements:

1. Perform concrete reinforcement work in accordance with CRSI Manual of Standard Practice, and

CRSI Placing Reinforcing Bars.

2. Conform to ACI 117, 301, and 315.

PART 2 PRODUCTS

2.01 MATERIALS

A. Bars:

1. ASTM A615/A615M, Grade 60 (420) deformed bars, unless specified otherwise.

2. ASTM A706/A706M, Grade 60 (420), deformed bars, where details show welded reinforcing.

B. Mechanical splices: Conform to ACI 318; develop strength of reinforcement without damaging concrete.

2.02 ACCESSORY MATERIALS

A. Tie wire: Minimum 16-gage annealed type.

B. Metal chairs, standees, bolsters, bar supports, spacers and braces: Sized and shaped for strength and support of reinforcement and construction loads during installation and placement of concrete.

C. Metal chairs, bolsters, bar supports, spacers for concrete surfaces exposed to weather: Plastic-protected or stainless steel-protected type; sized and shaped for strength and support of reinforcement during installation and placement of concrete.

CONCRETE REINFORCING 29435.01.00

Page 2 - SECTION 03 20 00 ms2097

2.03 FABRICATION

A. Fabricate in accordance with ACI 117, 301, and 315, providing concrete cover specified on Drawings.

B. Locate reinforcing splices, not shown, at points of minimum stress. Indicate location of splices on Shop Drawings.

C. Weld reinforcing bars in accordance with AWS D1.4.

D. Mechanical splices where used shall be staggered at least 40 bar diameters with not more than 50% of splices in 1 plane.

1. Mechanical splice may be used instead of lap splice and shall develop at least 125% of yield strength of bar in tension and shall develop ultimate strength of bar in compression.

2. Mechanical splices shall not be introduced at bottoms of walls, corners of walls, top bars over supports of beams, bottom bars midway between supports of beams or other locations of high stress in bar. Where splice locations are desired where not shown, Contractor shall specifically request Designer of Record’s review of splice type and location prior to fabrication of reinforcement.

PART 3 EXECUTION

3.01 INSTALLATION

A. Remove scale, loose flaky rust, dirt, grease, curing compound, and other coatings which would impair bond.

B. Install slab reinforcing bars in correct position by use of preformed bolsters and spacers, except concrete blocks may be used to position bars in concrete placed on grade. Concrete blocks shall have compressive strength equal to that of surrounding concrete.

C. Space bars properly and tie securely in position before placing concrete. Wire tie ends shall face away from forms. Tack welding to keep reinforcing in place is not permitted.

D. Do not tack weld anchor rods/bolts or other embeds to reinforcing bars.

E. Place safety caps on exposed ends of vertical bars that pose danger to life safety.

3.02 TOLERANCES

A. Spacing between adjacent bars and distance between layers of bars shall not vary from position shown on Drawings by more than tolerances specified in ACI 117.

B. Concrete cover: Minimum concrete cover of main reinforcing shall be as shown or specified.

Allowable variation for minimum cover shall be as specified in ACI 117.

30300.02.00 CAST-IN-PLACE CONCRETE

ms2238 SECTION 03 30 00 - Page 1

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Cast-in-place concrete including miscellaneous materials.

1.02 INFORMATIONAL SUBMITTALS

A. Product Data: Unless otherwise indicated, submit for each type of product provided under work of this Section.

B. Quality assurance data:

1. Proposed concrete design mixes with supporting data and test results, for each concrete class specified:

a. Concrete design mix proportions.

b. Supporting data and tests results:

1) Compressive strength (individual and average test results, standard deviation, and required average strength).

2) Slump range.

3) Air content range.

4) Water/cement ratio.

5) Density.

6) Fine and coarse aggregates.

2. Ready-mix plant equipment and facility NRMCA QC 3 certification.

3. Manufacturer’s certificates of compliance with specified standards:

a. Cement: From each car from which cement will be used.

b. Fly ash: From each separate shipment from which fly ash is being used.

4. Testing laboratory reports:

a. Submit reports immediately after conducting tests.

b. Test reports shall contain following information:

1) Testing agency.

2) Project identification.

3) Material tested and date of test.

4) Material source or placement description, as applicable.

5) Tests performed and referenced standard.

6) Test results and referenced standard or specification criteria.

7) Laboratory shall stamp each report or certificate stating whether or not test results indicate materials comply with specifications.

c. Bind reports in one volume at end of Project and resubmit

5. Mass concrete thermal control plan: Submit plan minimum of 1 month before placing mass concrete. Plan shall be prepared, sealed, signed, and dated by a registered professional engineer retained by Contractor. Plan shall contain following information:

a. Concrete mix design including information on thermal properties.

b. Location of placements.

c. Placement temperatures.

d. Thermal modeling with detailed description of methods used to calculate temperature differences.

e. Methods for limiting maximum temperature.

f. Methods of limiting maximum temperature difference.

g. Temperature monitoring plan including type and location of temperature monitors.

h. Corrective measures if temperatures, temperature differences or cracking occurs.

C. Submit product data and quality assurance data to the Government.

CAST-IN-PLACE CONCRETE 30300.02.00

Page 2 - SECTION 03 30 00 ms2238

D. Concrete batch delivery tickets: Provide signed copy of ticket to the Government for each concrete load delivered and placed into Work. Delivery tickets shall include information required by ASTM C94. Submit following supplemental information with first delivery of day for of each class of concrete placed:

1. Type and amount of admixtures (per CY).

2. Maximum permissible amount of water that truck driver can add and comply with specified water/cement requirements (per CY).

1.03 ACTION SUBMITTALS

A. Samples:

1. Samples of concrete aggregates for testing by testing laboratory. Contractor shall coordinate with testing laboratory to ensure sufficient quantities of material are provided for testing. Coordinate with testing laboratory to allow sufficient time for testing and submittal of test results prior to initial concrete placement.

1.04 QUALITY ASSURANCE

A. Perform Work in accordance with ACI 117 and 301.

B. Maintain copy of ACI 117, 301 and SP-15 in field office at all times.

C. Contractor shall retain services of qualified independent testing laboratory to perform following:

1. Establish proposed concrete design mixture proportions on basis of either field experience

(previously used and tested concrete mixture) and/or trial mixtures in accordance with ACI 318, Chapter 5, except specific requirements shall conform to requirement of these specifications.

2. Prepare trial mixture batches (if applicable) and perform tests

3. Determine and submit supporting data, standard deviation, trial batch tests, required average strength, proportions, air content, and slump range for each mixture.

4. Provide reports to the Government giving information on materials, concrete design mixes and testing performed.

D. The Government shall retain services of qualified independent testing laboratory to perform following tests:

1. Obtaining, making and transporting field samples of aggregate, and concrete for testing.

2. Conducting tests on following materials as specified.

a. Concrete strength tests.

b. Concrete aggregate tests.

c. Concrete slump tests.

d. Concrete air content tests.

e. Temperature tests.

3. Tests on in-place concrete or concrete cores to verify concrete strength where tests on concrete strength tests indicate insufficient strength. Costs for these tests shall be borne by Contractor.

4. Furnishing and installing test equipment and monitoring and recording concrete temperature for mass concrete. Test reports shall show location of temperature sensors

5. Providing test reports.

E. Concrete strength tests:

1. Comply with ASTM C39/C39M for testing and ASTM C31 or C192/C192M for preparation of cylinders. Cylinders shall be 6” diameter x 12” (300 mm) length.

2. Field strength tests: Sample in accordance with ASTM C172 on basis of not less than:

a. One sample from each day’s placement for each class of concrete,

b. One sample from each 150 cu yd (120 cu m), or

c. One sample for each 5,000 sq ft (460 sq m) of surface area for slabs or walls,

d. For a given class of concrete, if frequency of testing specified above would provide less than

3 samples, sample at least 3 randomly selected batches or each batch if 3 batches or fewer are required.

ms2238 SECTION 03 30 00 - Page 3

3. Cylinders shall be laboratory cured. Test one laboratory cured cylinder at 7 days and other two at 28 days for average strength.

4. If tests indicate deficient strength as defined by ACI 318, Contractor shall immediately adjust mix to increase average of subsequent test results and, when directed, perform drilled core testing, ASTM C42/C42M. Testing and remedial work shall be at no additional cost to the Government.

F. Slump tests:

1. Sample on basis specified above for field strength tests; comply with ASTM C172 and

C143/C143M.

2. If slump does not meet Specifications, promptly remove batch from Work and dispose of off-site at location selected by Contractor. Do not add water in excess of maximum specified water-cement ratio to batch to achieve desired slump.

G. Air content tests:

1. Sample on basis specified above for field strength tests.

2. Obtain samples from concrete at point of discharge from chute or pumper hose.

3. Determine air content by pressure method; comply with ASTM C231.

4. If air content does not meet Specifications, remove deficient concrete from Work.

H. Temperature tests:

1. Sample on basis specified above for field strength tests.

2. Comply with ASTM C1064/C1064M.

3. If temperature does not meet Specifications, remove deficient concrete from Work.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Cement: Keep clean, dry, and free from weather damage.

B. Aggregates: Stockpile each gradation separately on clean, noncontaminating surface.

PART 2 PRODUCTS

2.01 CEMENT

A. Portland cement: ASTM C150, Type I/II or Type II.

B. Portland cement replacement: Replace a minimum of 35% and a maximum of 50% of Portland cement by weight with a combination of ground granulated blast furnace slag, fly ash and silica fume.

C. Ground granulated blast furnace slag: Comply with ASTM C989; Grade 100 or better.

D. Cement for mass concrete:

1. Any volume of concrete with dimensions large enough to require measures be taken to cope with generation of heat from hydration is considered mass concrete. Generally, concrete sections more than 3’-0 (1 m) in least dimension are termed mass concrete and shall conform to special requirements specified.

2. Cement:

a. When ambient temperature is less than 70°F, use ASTM C150, Type I or Type II.

b. When ambient temperature exceeds 70°F, use ASTM C150, Type II MH.

c. Do not use ASTM C150, Type III in mass concrete.

E. Use only 1 brand of each type of cement.

2.02 AGGREGATE

A. Regular aggregate: Strong, durable, well-graded minerals conforming to ASTM C33 requirements for grading, deleterious substances, abrasion, and soundness.

Page 4 - SECTION 03 30 00 ms2238

B. Aggregates not conforming exactly to above specifications may be used provided:

1. Special tests or actual service establish that such aggregates will produce concrete of quality specified.

2. An Addendum to Specifications is issued prior to receipt of Bids; no deviations will be permitted after receipt of Bids.

C. Coarse aggregate nominal size:

1. 1-1/2” to No. 4 (38 mm to 4.75 mm): Use for all concrete unless specified otherwise.

2. 3/4” to No. 4 (19 mm to 4.75 mm): Use for slabs and thin sections and areas where clear spacing between reinforcing bars is less than 3” (75 mm).

3. 3/8” to No. 8 (9.5 mm to 4.75 mm): Use for wearing course.

4. 2” to No. 4 (50 mm to 4.75 mm): Use for mass concrete.

D. Coarse aggregate for mass concrete: Gravel, crushed gravel or crushed stone produced from limestone or granite rock.

2.03 WATER

A. Clean, fresh, free from injurious amounts of oil, alkali, acid, salts, organic materials, or other substances that may be deleterious to concrete or steel. Mix water shall comply with ASTM C1602.

2.04 ADMIXTURES

A. Water-reducing and set-controlling admixture, ASTM C494/C494M, type as required. Use for all concrete.

B. Air entraining agent: ASTM C260. Use in accordance with manufacturer’s recommendations.

C. Fly ash:

1. Comply with ASTM C618; Class F including Supplementary Optional Physical Requirements in

Table 1 of the Texas DOT Departmental Materials Specification DMS - 4610. Report chemical analysis of fly ash in accordance with ASTM C311. Evaluate and classify fly ash in accordance with ASTM D5759.

2. Fly ash for total Project shall be obtained from single source.

3. Design concrete mixes to include fly ash in amount of approximately 15% to 35% of cement by weight.

D. Silica fume:

1. Conform to ASTM C1240 including Table 3 for reactivity with cement alkalis and sulfate resistance expansion (high resistance).

2. Concrete mix shall include dry densified silica fume in amount of approximately 10% of cement by weight, unless specified otherwise.

E. Calcium chloride or admixtures containing chloride other than from impurities in admixture ingredients shall not be used.

F. Admixture products selected by Contractor shall be compatible, and shall result in no adverse effects on concrete.

G. Xypex brand crystalline capillary waterproofing additive (or equal) shall be added to the mix as recommended by manufacturer for all concrete.

2.05 CONCRETE DESIGN AND USE

A. Each concrete design mix shall be established in strict accordance with ACI 318 by proportioning on basis of either field experience (previously used and tested concrete mixture) and/or trial mixtures.

ms2238 SECTION 03 30 00 - Page 5

B. Strength classifications:

Class Specified Compressive Strength, f’c

Required Average Compressive Strength, f’cr

A 4,000 psi 5,200 psi B 2,500 psi 3,500 psi C 3,000 psi 3,900 psi

C. Required average compressive strengths:

1. Produce concrete of average strengths noted above unless test results substantiate lower permissible average strength based on standard deviation criteria set forth in ACI 318.

2. For mass concrete, use value specified under “Mass Concrete”.

3. Strengths listed above are 7-day strengths for concrete using high-early-strength cement and 28-day strengths for concrete using other type of cements except mass concrete. Use 90 day strength for mass concrete.

D. Concrete use:

1. Class A: Use for all concrete, unless specified otherwise.

2. Class B: use for fill concrete and thrust blocks.

3. Class C: Use for mass concrete.

E. Maximum water-cement ratio: 0.40 by weight except for Class B concrete. Water-cement plus cementitious materials including fly ash, silica fume and ground granulated blast furnace slag ratio shall not exceed specified ratio.

F. Air entrainment: Air entrained concrete shall contain entrained air within following limits.

Nominal Maximum Aggregate Size, in.

Total Air Content, Percent By Volume Exposure Class F1 Exposure Classes F2 and F3

3/8 6 7.5 1/2 5.5 7 3/4 5 6 1 4.5 6

1-1/2 4.5 5.5 2 4 5

G. Workability:

1. Proportions of concrete shall produce a mixture, suited to placement methods, which will work readily into corners and angles of forms and around reinforcement and embedded items.

Segregation of materials or presence of free water will not be permitted.

2. Slump of concrete: Use minimum practical; vary within limits given to suit placement conditions;

in no case is slump to be increased by addition of water in excess of design mix quantity:

Type of Construction Slump, in.

Minimum Maximum All concrete unless noted otherwise 2 5 Building columns 3 5 Mass concrete 1 3

3. Maximum slumps listed are without a high range water-reducing agent. Maximum slump with high-range, water-reducing agent shall not exceed 8” (200 mm).

Page 6 - SECTION 03 30 00 ms2238

H. Water-soluble chloride ion content, maximum: 0.10% of cement by weight.

I. Concrete subject to Exposure Class F3: Comply with requirements for maximum percent of total cementitious materials by weight as provided in Chapter 4 of ACI 318.

2.06 MASS CONCRETE

A. Concrete sections more than 3’-0” in (900 mm) least dimension are termed mass concrete and shall conform to special requirements specified herein.

B. Use fly ash as specified.

C. Admixtures:

1. Use water-reducing and set-controlling material as specified in this Section.

2. Do not use accelerators.

D. Proportioning: Use least amount of cement that will produce average strength 1.30 times standard deviation above specified compressive strength. Use standard deviation of 600 psi (4.2 Mpa) until sufficient tests are run to adjust mix to actual standard deviation. (average strength = specified compressive strength + 1.30 x 600)

E. Concrete batch temperature:

1. Concrete batch temperature at time of placement shall not exceed 70°F (21°C). Concrete with batch temperature higher than this value will be rejected.

2. Use crushed ice, chilled water, cooling of ingredients or other means as necessary to not exceed applicable maximum concrete batch temperature.

2.07 MEASURING

A. Ingredients:

1. Cement: By weight or bag.

2. Aggregate: By weight.

3. Water: By weight or volume.

B. Equipment: Must provide easy, accurate control, and easy checking.

2.08 MIXING

A. Mixer: Mechanical batch type; minimum capacity, 1/2 cu yd (0.4 cu m).

B. Minimum time: One minute after ingredients are in mixer for mixer up to 1 cu yd (0.8 cu m) capacity;

increase 15 seconds for each additional 1/2 cu yd (0.4 cu m) capacity. Mix until mass is homogeneous and uniform in color.

C. Mixing equipment shall be clean before using.

2.09 READY-MIX CONCRETE

A. May be used if concrete provided meets requirements of concrete specified and if concrete is furnished by an established, approved plant. Ready-mix plant equipment and facilities shall be certified in accordance with NRMCA QC 3.

B. Equipment and methods: ASTM C94/C94M.

ms2238 SECTION 03 30 00 - Page 7

2.10 CURING MATERIALS

A. Plastic film:

1. Polyethylene plastic film, white, nonstaining, conforming to ASTM D2103.

2. Minimum 4-mil (0.10 mm) thickness.

3. Use for curing at Contractor’s option except where other products are specified for particular application.

B. Absorptive mat:

1. Cotton fabric, burlap fabric, or burlap-polyethylene material woven or bonded to prevent separation.

2. Material shall be clean and nondetrimental to concrete or finish.

3. Use for curing at Contractor’s option except where other products are specified for particular application.

PART 3 EXECUTION

3.01 INSPECTION

A. Verify reinforcement, anchorages, plates, edge materials, inserts, and other items to be cast in concrete are properly placed and secured.

B. Verify openings, recesses, and similar variations to concrete shape are formed and secured.

C. Verify concrete may be placed without resulting in voids and honeycomb areas. Make provisions for release of trapped air.

D. Verify forms are securely braced and tied.

E. Verify elevations and dimensions are accurate.

3.02 PREPARATION

A. Clean reinforcing steel and other embedded items.

B. Provide for transport and placement of materials.

C. Provide for adequate means and equipment to consolidate concrete. Standby vibrators or other consolidation equipment shall be on-site in case of equipment malfunction.

D. Dampen subgrades and forms.

3.03 PLACING CONCRETE

A. Clean transporting equipment, reinforcing, and embedded items before placing concrete. Remove water and debris from places where concrete will be placed.

B. Place no concrete until forms, reinforcing, and embedded items have been verified as adequately supported and accurately placed and reinforcing steel placement has been checked by the Government’s Representative. Place no concrete over water-covered, muddy, or frozen soil.

C. Where conditions make placement or consolidation difficult or where reinforcement is congested, batches of mortar containing same proportions of cement, sand, and water as used in concrete shall be deposited in forms around congestion immediately prior to concrete placement to avoid segregation-induced “honeycomb.”

Page 8 - SECTION 03 30 00 ms2238

D. Immediately remove concrete where water, soils, or other deleterious substances are permitted to mix with concrete; form or embedded item movement occurs; or inadequate consolidation is obtained.

E. Hot weather concreting:

1. Applies to concrete when:

a. Combination of concrete temperature, air temperature, direct sunlight, humidity, and wind velocity indicate a rate of evaporation of 0.2 lb/sq ft/hr (1.0 kg/m2/hr) or greater. Provide equipment at site for measuring evaporation rate.

b. Concrete temperature requires an increase in water demand beyond maximum water/cementitious materials ratio to provide workability throughout placement and finishing process.

2. Conform to ACI 305R recommendations and requirements in addition to requirements of Contract Documents.

3. Control concrete temperature at time of placing by cooling of ingredients and/or use of crushed ice.

4. Keep subgrade continuously wet for 24 hours prior to concrete placement.

5. Cool concrete handling equipment, forms and embedded items to below 90°F (32°C) using fog spray and shading as required.

6. Provide wind breaks to protect from moisture evaporation, when necessary.

7. Schedule placements during cooler part of day or after dark for slabs or other locations having large exposed surfaces.

F. Cold weather concreting:

1. Applies to concrete placed and cured when ambient temperature is below 40°F (4°C).

2. Conform to ACI 306R recommendations and requirements in addition to requirements of Contract

Documents.

3. Thaw aggregate, subgrade, forms, and embedded items to remove frost and obtain temperature above freezing.

4. Maintain minimum concrete placing temperature of 55°F (13°C).

5. Maintain minimum concrete temperature of 55°F (13°C) for 72 hours after placing. Maintain minimum concrete temperature above 32°F (0°C) for 5 additional days. Use no salt or chemicals to prevent freezing.

6. Control rate of temperature drop when temperature protection is removed.

7. If temporary heating facilities used are of type which produce an atmospheric condition of high carbon dioxide content, seal off concrete in such manner that no damage will result to concrete surface.

G. Employ best industry practices to prevent segregation during placing. Do not drop concrete more than 5’ (1500 mm). Use elephant trunk, tremied, or pumped concrete to provide proper placement.

Place in layers approximately 18” (450 mm) deep.

H. Place concrete continuously in each section until completed. Permit not more than 30 minutes between depositing adjacent layers of concrete within each section, unless an acceptable set retarder is used in concrete mix.

I. Thoroughly compact, puddle, and vibrate concrete into corners and around reinforcing and embedded items. Use internal vibration where size of section permits.

J. Maintain concrete placing temperature between 50°F (11°C) and 90°F (32°C) except as specified for hot and cold weather concreting and mass concrete.

K. Place sections of concrete in sequence which eliminates shrinkage effects to greatest extent practicable.

L. If concrete is to be placed by pumping, submit details of placement for review.

M. Immediately following both placement and form removal, thoroughly clean up concrete spatter, leakage, and spills.

ms2238 SECTION 03 30 00 - Page 9

N. Paint steel surfaces where existing coatings are damaged by placement or cleanup operations.

O. No saw joints are permitted in the tank floor slab.

P. Allow initial shrinkage of concrete to take place (ideally 90-120 days) before installing tank.

Q. Protect concrete from injury due to sun, cold weather, running water, construction operations, and other causes until properly cured.

3.04 MASS CONCRETE

A. Conform to requirements of ACI 207R.

B. Use minimum slump practicable within limits specified.

C. Concrete temperature control: To dissipate heat from mass concrete at a controlled rate:

1. Insulate exposed surfaces of mass concrete as necessary to prevent differential between maximum temperature of interior of concrete and surface temperature of concrete from exceeding 35°F (19°C).

2. R-value and type of insulating material at Contractor’s option.

3. Interior concrete temperature shall be determined from embedded thermocouples installed by testing laboratory. Concrete surface temperature shall be determined by surface-mounted thermometers. Devices shall be continuously monitored and recorded. . Interior concrete temperature shall be determined from embedded temperature sensors installed by testing laboratory. Minimum of 2 interior sensors shall be installed in location of maximum anticipated concrete temperatures. Concrete surface temperature shall be determined by surface-mounted sensors except where forms are present, embedded sensors shall be used and installed at inside face of forms. Minimum of 2 surface mounted sensors shall be installed directly above or beside interior sensors. Temperature sensors shall be continuously electronically monitored and recorded. Testing laboratory shall be responsible for operation and recording of data and location of temperature devices

4. If it appears that measured temperature difference may exceeded specified temperature difference limit, an additional layer of surface insulation shall be installed.

5. Maximum concrete temperature shall not exceed 158°F (70°C).

D. When National Weather Service projected maximum ambient temperature exceeds 90°F (32°C), schedule placement of concrete after 7:00 p.m.

E. Curing:

1. Type: Plastic film. Water curing is permitted.

2. Minimum curing period: 2 weeks.

3. At conclusion of curing period, rate of temperature drop at surface of concrete shall not exceed

20°F (11°C) in 24 hours.

3.05 PUMPED CONCRETE

A. Conform to ACI 304R and 304.2R recommendations and requirements.

B. Aluminum materials shall not be used in contact with fresh concrete.

C. Provide design mix specifically suited to pumping.

D. Provide backup for each component of system.

E. Provide special mix or mortar to lubricate transport line at beginning of each placement.

F. Provide for transport line cooling when ambient temperature exceeds 85°F (29°C) and heating when ambient temperature is less than 32°F (0°C).

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3.06 EMBEDDED ITEMS

A. Install items required under this contract to be embedded in concrete. Install items required by others for embedding in concrete, if so instructed before placing concrete.

B. Fasten embedded items securely in proper position before placing concrete.

C. Conduit or pipe embedded in slabs or walls:

1. Material: Uncoated or galvanized steel or iron clean and free from rust; minimum thickness equal to standard weight pipe unless specified otherwise.

2. Size: 1/3 wall or slab thickness maximum outside diameter.

3. Locate in center of slab or wall and space not closer than 3 diameters on center; locate to avoid impairing strength of concrete.

4. Coordinate placing of reinforcing with conduit or pipe location. Do not cut reinforcing to clear conduit or pipe.

D. Aluminum pipe shall not be embedded in concrete. Where aluminum projects into or rests against surface of concrete, coat surfaces of aluminum to prevent direct contact with concrete.

3.07 FINISHING

A. Flatwork:

1. Tamp concrete to force coarse aggregate down from surface.

2. Screed with straightedge, eliminate high and low places, bring surface to required finish elevations.

3. Dusting of surface with dry cement or sand during finishing processes not permitted.

4. Apply hardeners, curing and sealing compounds, nonslip surfacing, and similar materials in accordance with manufacturer’s instructions during or after finishing.

5. Float finish:

a. Float surface to true, even plane.

b. Float second time to uniform finish with wood or cork float; use edger on exposed edges.

c. Use on top of structure foundations.

6. Broomed or belted finish:

a. Float surface to true, even plane.

b. Steel trowel to smooth, uniform surface.

c. Broom with fiber brush or drag burlap belt across surface in direction transverse to traffic flow.

d. Use on sidewalks, paving, and exterior slabs at door entrances.

B. Formed surfaces:

1. Remove fins, projections, and loose material.

2. Clean surfaces of form oil.

3. Patch honeycomb, aggregate pockets, voids, and holes as follows:

a. Chip out until sound concrete is exposed to minimum depth of 1” (25 mm).

b. Prepare patching mortar with approximately 2 parts normal portland cement, one part white cement, 9 parts fine aggregate; vary proportions of cement as necessary to match color of adjacent concrete.

c. Saturate surfaces with water and fill cavities with patching mortar.

4. Fill holes left by form ties with patching mortar.

5. Cure patches as specified for concrete.

3.08 CURING

A. Cure concrete; begin curing as soon as possible after placement of concrete.

B. Plastic film curing:

1. Dampen surface of concrete and lay plastic film with minimum 6” (150 mm) side laps and free of wrinkles; tape side laps.

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2. Hold film in place with lumber or use similar provisions to prevent exposure of concrete for 7 days after placing.

3. Immediately repair tears in film.

C. Water curing:

1. Keep concrete continuously wet for 7 days after placing.

2. Use on other concrete surfaces not receiving plastic film curing.

3. Clean, nonstaining absorptive mat may be used with water curing.

4. Do not use for curing cold weather concrete.

D. Cure wearing courses, and miscellaneous cementitious placements by one of specified methods.

30300.02.00 EXCAVATION AND FILL

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A. Trench excavation.

B. Pipe bedding and backfill requirements.

C. Backfill for manholes, appurtenances and structures.

D. Erosion control.

E. Dewatering.

F. Sheeting, shoring and bracing.

G. Surface restoration and cleanup.

1.02 RELATED REQUIREMENTS

A. Section 33 11 00 – Water Utility Distribution Piping: Required clearance between sewers and water mains.

1.03 INFORMATIONAL SUBMITTALS

A. Quality assurance data:

1. Prepare and submit traffic control plan. Coordinate plan with construction schedule.

2. Provide name, address, and telephone number of person who has access to equipment and is authorized to make emergency repairs to Contractor's Work, such as to correct trench cave-ins, moving excavated material, and correct other problems during weekends and off-work hours, so access can be maintained for firefighting equipment, and to maintain barricades for public safety.

1.04 SUSTAINABLE SUBMITTALS

A. Erosion Control Plan: Not less than 10 days before Pre-construction meeting, prepare and submit an Erosion Control Plan.

1. Format: At a minimum, address following elements:

a. Identification of Project.

b. Details of Plan, specific to site, that comply with EPA 832/R-92-005 or requirements of authorities having jurisdiction, whichever is more stringent.

c. Monitoring procedures.

2. Revise and resubmit Plan as required by the Government. Approval of Contractor’s Plan will not relieve Contractor of responsibility for compliance with applicable environmental regulations.

1.05 SCHEDULING

A. Schedule Work to keep streets, sidewalks, and utilities in usable condition; avoid property owner inconvenience insofar as practicable.

B. Do not trespass on private property. Maintain construction operations on existing right-of-way or easements provided by the Government.

C. Maintain suitable means of access for property owners abutting streets and highways involved in construction, except as specifically permitted otherwise by the Government.

D. Suitable access shall mean a roadway of sufficient width, free from ruts, potholes, and mud holes, and capable of carrying a passenger car without damage to car.

EXCAVATION AND FILL 30300.02.00

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E. When access must be denied due to construction, provide suitable access within 24 hours after responsible construction is completed.

F. Whenever construction is stopped due to inclement weather, weekends, holidays, or other reasons, suitable access shall be provided for property owners.

PART 2 PRODUCTS

2.01 PIPE ENVELOPE

A. See Civil Details on Drawings for definition.

B. Pressure pipe (ductile iron pipe or polyvinyl chloride pressure pipe):

1. Bedding:

a. Well-graded, clean gravel or crushed stone meeting gradation requirements of ASTM C33, Table 3, Size 67, or

b. Excavated or imported material, both conforming to one of following ASTM D2487 (Unified Soil Classification System) classifications: GW or SW with 100% passing 3/4” sieve.

Excavated material shall be free of debris, organic and frozen materials.

2. Initial backfill: Excavated or imported material, both conforming to one of following ASTM D2487 (Unified Soil Classification System) classifications: GW, GP, SW, or SP with 100% passing 3/4” sieve. Excavated material shall be free of debris, organic and frozen materials.

2.02 FLOWABLE FILL

A. Controlled low strength grout mix using portland cement, fly ash, fine aggregates, water, and specified admixture:

1. Water content of mix should be adjusted to obtain maximum 3” initial slump prior to incorporating admixture.

2. Slump after incorporating admixture: greater than or equal to 8”.

3. Air content: 15 – 35%.

4. 3-day age compressive strength: Not less than 70 psi.

5. 28-day age compressive strength: 100 to 200 psi.

B. Admixture: Rheocell Rheofill by Master Builders Technologies, or equal.

C. Use:

1. Where pipe is located within excavation for structure:

a. Between bottom of pipe envelope and bottom of excavation. Width: Pipe outside diameter plus 2’-0”, but not less than depth of flowable fill.

b. As pipe bedding material.

2. Substitute for following trench backfill materials where trench is located in street or other locations noted on Drawings: Bedding and Initial Fill.

3. At Contractor’s option, for pipe bedding material for all pipes, all locations.

D. Contractor shall prevent pipe from floating.

2.03 REMAINING BACKFILL

A. Applies to backfill above pipe envelope: See Civil Details on Drawings.

B. Where pipe envelope is within limits of excavation for structures, remaining backfill shall be structure backfill as noted on drawings.

C. Job-excavated material:

1. Material: Free from debris, stones larger than 1-1/2” (38 mm), organic matter, and frozen material.

2. Use: All locations except where select backfill is required.

ms2238 SECTION 31 23 00 - Page 3

D. Select backfill:

1. Material: Well-graded mineral particles with 100% passing 1-1/2” (38 mm) sieve and not over

12% passing No. 200 sieve.

2. Use:

a. Trenches with centerline beneath or closer than 10’ (3 m) to paved streets and drives, sidewalks, or curb and gutter: Backfill with select backfill or suitable job excavated granular material meeting requirements of select backfill.

b. New pipe below existing water, sewer, or gas main: backfill under existing pipe with select backfill.

2.04 BACKFILL FOR MANHOLES AND APPURTENANCES

A. Backfill material as required for adjacent trench.

PART 3 EXECUTION

3.01 PREPARATION

A. Obtain from utility companies exact locations of buried utilities shown on Drawings.

B. House services are not shown on Drawings. Obtain locations of house services from utility companies.

C. Make arrangements with utility companies to temporarily support, brace or remove utility poles either adjacent to or in trench excavation at no cost to the Government.

D. Utility mains shown on Drawings, in conflict with new facilities: Perform relocation or make arrangements with utility to perform Work at no additional cost to the Government.

E. Utility mains not shown on Drawings, in conflict with trench excavation or new facilities:

1. Notify Designer of Record immediately.

2. Authorized relocation performed by Contractor or performed by others at Contractor’s expense will be paid for under provisions of Article 11 of General Conditions.

3.02 TRENCH EXCAVATION – GENERAL

A. Classification:

1. Earth: Materials not classified as rock; includes clay, silt, sand and gravel, hardpan, disintegrated shale and rock, debris, and detached rock less than 1 cu yd in volume.

2. Rock: Materials that cannot be excavated without use of pneumatic tools, drilling and blasting, or line drilling and wedging, and detached pieces of such materials larger than 1 cu yd in volume.

B. Rock excavation is not anticipated.

C. Excavation shall be open cut unless otherwise specified or shown.

D. Trenches not requiring select backfill: Pile excavated material, suitable for backfill, in an orderly manner a sufficient distance back from edge of excavation to avoid slides or cave-ins; 2’-0” (600 mm) minimum clear distance.

E. Trenches requiring “select” backfill: Place unsuitable excavated material directly on trucks and haul away. No spoil banks permitted.

F. If granular material suitable for select backfill is encountered in trenches requiring select backfill: Pile in an orderly manner a sufficient distance back from edge of excavation to avoid slides or cave-ins;

2’-0” (600 mm) minimum clear distance.

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G. Excavate existing utilities sufficiently in advance of pipe laying to determine crossing arrangement. No payment will be allowed for down time due to utility relocation.

H. Use caution when placing and compacting backfill to avoid placing construction loads on pipe which may damage or displace newly laid pipe.

I. Limit amount of trench open at one time to minimum.

3.03 TRENCH EXCAVATION – EARTH

A. Strip and stockpile topsoil for use in surface restoration.

B. Keep trench width below top of pipe as narrow as practicable; provide adequate width for proper pipe jointing operations and for placing and compacting backfill.

C. Slope walls of trench or provide trench shoring as required to comply with OSHA and safety requirements; maintain walls of excavation vertical below top of pipe. Use trench box or shield as required.

D. Excavate to full depth by machine. Trench bottom shall be suitable for hand working of finely divided, loose, excavated material or for placement of pipe bedding material.

E. If soft, spongy, or otherwise unstable material is encountered which may not provide suitable foundation for pipe:

1. Notify Designer of Record immediately.

2. Designer of Record will authorize remedial measures in writing as required.

3. Removal and replacement of questionable material will be authorized only if dewatering methods are unsuccessful in stabilizing trench bottom.

4. If removal of unsuitable material is authorized:

a. Replace with crushed rock or clean gravel having same gradation as pipe bedding material.

b. Compact replacement material with vibratory or pneumatic tampers.

c. Authorized over excavation and backfill paid for as “Granular Fill Under Pipe.”

5. Authorized remedial measures not covered by contract unit prices paid for under provisions of Article 11 in General Conditions.

F. Excavate by hand:

1. Under tree roots 3” (75 mm) and larger.

2. Under and around structures and utilities.

3.04 EXCAVATION FOR APPURTENANCES

A. Excavate as required for appurtenances.

B. Carry excavation to firm, undisturbed soil.

C. Unauthorized excavation carried below required depth: Backfill with concrete at no expense to the Government.

3.05 SHEETING, SHORING, AND BRACING

A. Construct sheeting, shoring, and bracing where shown on Drawings and where required to hold walls of excavation to protect existing utilities, trees, structures, and other similar features and to provide protection of employees.

B. Design of sheeting, shoring, and bracing shall be responsibility of Contractor and shall comply with OSHA requirements.

ms2238 SECTION 31 23 00 - Page 5

C. Sheeting which may be removed, in opinion of Designer of Record, without endangering utilities or structures shall be considered incidental and shall not be paid for.

D. When movable trench shield is used below centerline of pipe, it shall be lifted prior to any forward movement to avoid pipe displacement, unless moved by rearward thrusting jacks.

3.06 DEWATERING

A. Execute Work in the dry.

B. Provide equipment for handling water encountered.

C. Do not lay pipe or pour concrete on excessively wet soil.

D. Prevent surface water from flowing into excavation; promptly remove any water accumulated.

E. Divert stream flow and/or sewage away from areas of construction.

F. Do not discharge water pumped from excavations to existing sanitary sewers.

G. Methods used shall not cause settlement or damage to adjacent property.

3.07 TREE REMOVAL

A. Notify Design of Record prior to removing trees larger than 2” (50 mm) in diameter and hedges and shrubbery.

B. Cut no tree roots larger than 3” (75 mm) diameter.

C. Only trees in direct conflict with trench alignment shall be considered for removal; tunnel or hand excavate under roots of trees close to trench.

D. Removal includes grubbing and removing stump and roots,…