Specifications.pdf

DIVISION 2 – SITE WORK

SECTION 02212 – SHORING AND BRACING

Herbert, Rowland & Grubic, Inc. 02212-1 4354.001

PART 1 – GENERAL

1.01 RELATED WORK

A. Section 02213 – Excavation, Backfill, and Compaction

1.02 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. Shoring materials and installation work shall conform to Federal, State and local laws, rules, regulations, requirements, precautions, orders and decrees.

2. Provide material for sheet piling, sheeting, bracing and shoring, and drive or set in place in accordance with Federal, State and local laws for excavations and construction; and as required to protect the workers and the public, or to maintain the foundation excavation width specified regardless of whether the same is or is not considered necessary by the Contractor.

1.03 SITE CONDITIONS

A. Responsibility for Condition of Excavation:

1. The drawings do not depict shoring or bracing. The Contractor may choose to incorporate shoring or bracing into his sequence of construction. This specification is included and will apply if the contractor chooses to include shoring and bracing in his construction method or sequence.

2. The failure or refusal of the Engineer to suggest the use of bracing or sheeting, or a better quality, grade, or section, or larger sizes of steel or timber, or to suggest sheeting, bracing, struts, or shoring to be left in place; shall in no way or extent relieve the

Contractor of his responsibility concerning the condition of excavation or of his obligations under the Contract, nor impose liability on the Engineer or the Owner. A delay, whether caused by an action, or want of action on the part of the Contractor, or by an act of the Engineer, Owner, their agents, or employees; resulting in the keeping of an excavation open longer than would otherwise have been necessary, relieve the

Contractor from the necessity of properly and adequately protecting the excavation from caving or slipping; nor shall such delay relieve the Contractor from his obligations under the Contract relating to injury to persons or property, nor entitle him to claims for extra compensation.

Herbert, Rowland & Grubic, Inc. 02212-2 4354.001

PART 2 – PRODUCTS

2.01 MATERIALS

A. Wood Materials: Use wood sheeting, sheet piling, bracing and shoring which is in good serviceable condition and timbers of sound condition, free from large or loose knots and of proper dimensions.

B. Steel Materials: Steel sheet piling and bracing of equal strength, may be substituted for wood.

PART 3 – EXECUTION

3.01 INSTALLATION

A. Using skilled labor, drive or set sheeting, sheet piling, braces or shores in place and arrange such that they may be withdrawn as the excavations or retaining walls are backfilled, without injury to structures, and without injury to or settlement of adjacent structures and pavements.

B. When tight plank or steel sheeting is required, drive such sheeting in advance of the excavation. Joints shall be tongue and groove, or interlocking type and as watertight as possible.

C. Where permitted by Federal and State regulations, the sides of the stream bank may be sloped in lieu of providing sheeting and bracing. If the sloping of trench banks is permitted, the slope shall begin at a point of 12" from face of retaining wall. Install sheeting to support the vertical part of any excavation as required by Federal and State regulations.

D. Remove sheeting, bracing and shores as trenches and other excavations are being backfilled, except where and to such an extent as the Engineer shall require, in writing, that same be left in place or where he shall permit the Contractor to leave same in place at the

Contractor's own request and cost.

1. In withdrawing sheeting and sheet piling, exercise care to ensure that all voids or holes left by planks as they are withdrawn are backfilled and thoroughly rammed with thin rammers provided especially for that purpose.

2. Exercise care to carry backfill up evenly on all sides of items installed in excavations.

E. Cut off sheeting or sheet piling left in place whenever and at such points as the Engineer shall require and remove from the work the portion cut off. No additional compensation will be allowed for such cutting and removal.

END OF SECTION

DIVISION 3 - CONCRETE

SECTION 03300 - CAST-IN-PLACE CONCRETE

Herbert, Rowland & Grubic, Inc. 03300 - 1 4354.001

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Cast-in-place concrete for foundations and supports.

B. Cast-In-Place concrete for fill in retaining wall blocks.

C. Control, expansion, and contraction joint devices associated with concrete work, including joint sealants.

1.02 RELATED SECTIONS

A. Section 03200 – Concrete Reinforcement.

B. Section 03370 – Concrete Curing.

C. Section 02910 – Retaining Walls

1.03 REFERENCES

A. ACI 117 – Standard Tolerances for Concrete Construction and Materials.

B. ACI 301 - Structural Concrete for Buildings.

C. ACI 318 - Building Code Requirements for Reinforced Concrete.

D. ASTM C31 – Standard Method of Making and Curing Concrete Test Specimens in the Field.

E. ASTM C33 – Standard Specifications for Concrete Aggregates.

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

Specimens.

G. ASTM C94 – Standard Specification for Ready-Mixed Concrete.

H. ASTM C143 – Standard Test Method for Slump of Portland Cement Concrete.

I. ASTM C150 – Standard Specification for Portland Cement.

J. ASTM C172 – Standard Method of Sampling Freshly Mixed Concrete.

K. ASTM C173 – Standard Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method.

L. ASTM C231 – Standard Test Method for Air Content of Freshly Mixed Concrete by the

Herbert, Rowland & Grubic, Inc. 03300 - 2 4354.001

Pressure Method.

M. ASTM C260 – Standard Specification for Air-Entraining Admixtures for Concrete.

N. ASTM C494 – Standard Specification for Chemical Admixtures for Concrete.

O. ASTM D1751 – Standard Specification for Preformed Expansion, Joint Fillers for Concrete

Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).

P. ASTM D1752 – Standard Specification for Performed Sponge Rubber and Cork Expansion

Joint Fillers for Concrete Paving and Structural Construction.

1.04 LOCATION OF CONCRETE WORK

A. Concrete use is anticipated to be limited to unit fill for the upstream vertical corner. If the

Contractor requests to use concrete in other situations, these specifications will apply to those uses also.

1.05 SUBMITTALS

A. Product Data: Submit manufacturer’s product data with application and installation instructions for materials and items to be utilized.

B. Mix Design: Submit mix design for each mix to be used. Design shall indicate admixtures proposed for use. Mix design shall be reviewed by the Engineer prior to use.

C. Samples: Submit samples of materials as requested by the Engineer, including names, sources, and descriptions.

D. Laboratory Test Reports: Submit laboratory test reports for concrete materials and mix design test as specified.

E. Materials Certificates: Provide materials certificates in lieu of materials laboratory test reports when permitted by the Engineer. Material certificates shall be signed by supplier and

Contractor certifying that each material item complies with, or exceeds, specified requirements.

1.05 QUALITY ASSURANCE

A. Perform Work in accordance with ACI 301.

B. Acquire aggregate from same source for all work.

C. Use one brand of cement throughout project.

D. Concrete Testing Service: Engage an independent testing laboratory acceptable to the

Engineer to perform material evaluation tests and to design concrete mixes.

1.06 COORDINATION

Herbert, Rowland & Grubic, Inc. 03300 - 3 4354.001

A. Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories.

B. Contractor is solely responsible for coordination of the concrete pours with the items to be imbedded in the concrete, including items of other prime contracts.

PART 2 - PRODUCTS

2.01 CONCRETE MATERIALS

A. Cement: ASTM C150, Portland Cement, Type I and Type II for cement other than base of retaining wall. Cement for retaining wall base shall be type III high early strength.

B. Fine and Coarse Aggregates: ASTM C33. Do not use aggregate containing spalling causing deleterious substances.

C. Water: Potable.

2.02 ADMIXTURES

A. Use:

1. In strict compliance with manufacturer’s instructions, admixtures must be included in original concrete mix design reviewed by the Engineer. No changes in mix design without prior approval of the engineer shall be permitted.

2. Use of calcium chloride is prohibited.

B. Air-Entrainment

1. ASTM C260, compatible with all other admixtures used.

2. Use in exterior exposed concrete, additions in strict accordance with manufacturer’s instructions for conditions anticipated for the concrete and aggregate size in mix.

C. Water Reducing:

1. ASTM C494.

2. Type A – Use as required for placement and workability. Must contain less than .1% chloride ion.

3. Type F or Type G – Use in pumped concrete, architectural concrete, slabs in locations where chemicals are stored and concrete with water/cement rates less than 0.5. Must contain less than 1% chloride ions.

4. Type E – Use in slabs placed at ambient temperatures below 50 degrees F. Must not contain chloride ions.

Herbert, Rowland & Grubic, Inc. 03300 - 4 4354.001

2.03 ACCESSORIES

A. Bonding Agent: Polyvinyl Acetate or acrylic base.

B. Epoxy Adhesive: ASTM C881, Two component modified epoxy resin suitable for use on dry or damp surface.

C. Non-Shrink Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents; capable of developing minimum compressive strength of

2,400 psi in 48 hours and 7,000 psi in 28 days.

D. Vapor Barrier: Provide polyethylene sheet vapor barrier cover over prepared base mat4erial where indicated; minimum thickness 6 mils. Use only materials which are resistant to decay when tested in accordance with ASTM E154.

E. Waterstops.

1. Provide flat, dumbbell-type or center bulb-type waterstops at all construction joints and at other joints as indicated on the Contract Drawings or needed.

2. Material: Polyvinyl Chloride: Corps of Engineers CRD-C 572.

3. Provide 6-inch wide by 3/8 in. thick unless noted otherwise on the Contract Drawings.

4. Manufacturers:

a. The Burks Co.

b. W.R. Meadows, Inc.

c. Vulcan Products, Inc.

F. Adhesive Waterstop.

1. Material: compounded bentonite and butyl material specifically manufactured for use in cold joints, which swells upon hydration to form a self-healing compression seal.

2. Adhere to cold surface using synthetic rubber/resin based solvent adhesive and concrete cut nails.

3. Minimum section shall be 1 in. x ¾ in., place per manufacturer’s instructions.

4. Manufacturers:

a. Volclay Waterstop-RX by American Colloid Company.

b. Approved equal.

2.04 JOINT DEVICES AND FILLER MATERIALS

A. Joint Filler:

1. ASTM D1751; Asphalt impregnated fiberboard or felt, ¼ inch thick; tongue and groove profile, exterior use only.

Herbert, Rowland & Grubic, Inc. 03300 - 5 4354.001

2. ASTM D1752; Premolded sponge rubber fully compressible with recovery rate of minimum 95 percent.

B. Construction Joint Devices: Integral galvanized steel;

/8 inch thick, formed to tongue and groove profile, with removable top strip exposing sealant trough, knockout holes spaced at 6 inches, ribbed steel spikes with tongue to fit top screed edge.

C. Expansion and Contraction Joint Devices: ASTM B221; resilient neoprene filler strip with a

Shore A hardness of 35 to permit plus or minus 25 percent joint movement with full recovery;

vinyl cover plate, of longest manufactured length at each location, recess mounted.

D. Sealant: ASTM C309, acrylic copolymer, high solids curing and sealing compound.

2.05 CONCRETE MIX

A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. If trial batch method is used, use an independent testing facility acceptable to the Engineer for preparing and reporting proposed mix designs. Determine standard deviation and required average compressive strength for each class of concrete to be utilized and provide supporting documentation that mix designs meet the indicated criteria.

B. Submit written reports to the Engineer of each proposed mix for each class of concrete at least 15 days prior to start of work. Do not begin concrete production until mixes have been reviewed by the Engineer.

C. Design Mixes: Provide normal weight concrete with the following properties, as indicated on drawings and schedules:

1. 3000 psi 28-day compressive strength (Type I Cement).

2. 4000 psi 28-day compressive strength (Type II Cement).

3. 4000 psi 28-day compressive strength (Type III Cement).

D. Slump Limits: Proportion and design mixes to result in concrete slump at point of placement as follows:

1. Reinforced foundation systems – Not less than 1 inch or more than 4 inches.

2. Concrete with high range water reducing admixture – Not more than 8 inches.

3. Ramps and sloping surfaces – Not more than 4 inches.

4. Slabs and floors – Not less than 1 inch and not more than 3 inches.

5. Miscellaneous Concrete – Not less than 1 inch and not more than 4 inches.

E. Water-Cement Ratio: The maximum permissible water-cement ratio will be as follows:

Herbert, Rowland & Grubic, Inc. 03300 - 6 4354.001

1. 3,000 psi concrete – maximum w/c=.50.

2. 4,000 psi concrete – maximum w/c = .45.

F. Minimum Cement Content – The minimum cement content utilized for the concrete mix design shall be as follows:

1. 3,000 psi concrete – 564 pounds per cubic yard.

2. 4,000 psi concrete – 611 pounds per cubic yard.

G. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant. Changes in mix design must have prior approval of the Engineer and be at no additional cost to the government. Laboratory test data for revised mix design and strength results must be submitted to and accepted by the Engineer before use in the Work.

H. Use accelerating admixtures in cold weather only when approved by the Engineer. Use of admixtures will not relax cold weather placement requirements.

I. Use set retarding admixtures during hot weather only when approved by the Engineer.

J. Add air entraining agency to normal weight concrete mix for work exposed to exterior.

Design the mix to have air content of 6± 1%.

2.06 READY MIX CONCRETE

A. Comply with requirements of ASTM C94, with the following exceptions:

1. Water can be added to batch for material with insufficient slump only with agreement of the Engineer. Contractor is solely responsible for amount of water added and resulting strength of concrete. If concrete strength does not conform to 28-day compressive strength requirements, it shall be removed and replaced at no cost to the Owner.

2. During hot weather, or under conditions contributing to rapid setting of concrete, a shorter mixing time than specified by ASTM C94 may be required.

3. When air temperature is between 85°F and 90°F, reduce mixing and delivery time from 90 to 75 minutes, and when air temperature is above 90°F, reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive work.

B. Verify requirements for concrete cover over reinforcement.

Herbert, Rowland & Grubic, Inc. 03300 - 7 4354.001

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

3.02 PREPARATION

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

B. In locations where new concrete is dowelled to existing work, drill holes in existing concrete, insert steel dowels, and pack solid with non-shrink grout.

C. Notify the Engineer 24 hours prior to commencement of each significant pour. The Engineer shall define “significant pour” based upon Contractor’s work plan.

D. Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast-in. Notify other trades and prime contracts to permit installation of their work; cooperate with other trades and prime contracts in setting such work. Moisten wood forms immediately before placing concrete where form coatings are not used.

E. Install vapor barrier under interior slabs on grade. Lap joints minimum 6 inches and seal watertight by sealant applied between overlapping edges and ends.

F. Repair vapor barrier damaged during placement of concrete reinforcing. Repair with vapor barrier material; lap over damaged areas minimum 6 inches and seal watertight.

G. Separate slabs on grade from vertical surfaces with isolation joint material.

H. Place joint filler on floor slab pattern. Set top to required elevations. Secure to resist movement by wet concrete.

I. Extend joint filler from bottom of slab to within ¼ inch of finished slab surface. Conform to

Section 07900 for finish joint sealer requirements.

J. Install joint devices in accordance with manufacturer’s instructions.

K. Install construction joint devices in coordination with floor slab pattern. Set top to required elevations. Secure to resist movement by wet concrete.

L. Install joint device anchors. Maintain correct position to allow joint cover to be flush with finished surfaces.

M. Install joint covers in longest practical length, when adjacent construction activity is complete.

N. Apply sealants in joint devices in accordance with Section 07900.

3.03 JOINTS

A. Construction Joints:

Herbert, Rowland & Grubic, Inc. 03300 - 8 4354.001

1. Locate and install so as not to impair strength and appearance of structure.

Locations to be reviewed by the Engineer.

2. Place perpendicular to main reinforcement. Continue reinforcement across construction joints.

B. Isolation Joints (Slabs on Grade):

1. Construct isolation joints in slabs on grade indicated on Drawings and at points of contact between slab and vertical services, such as foundation walls, column pedestals, and grade beams.

2. Joint sealers shall comply with Section 07900.

C. Contraction (Control) Joints (Slabs on Grade):

1. Location: Construct joints to form panel of patterns as indicated on Drawings. Use inserts ¼ inch wide by ¼ slab depth unless otherwise indicated.

2. Form joints by inserting pre-molded hardboard or fiberboard strip into fresh concrete until top surface of strip is flush with slab surface. After concrete has cured, remove inserts and clean groove of loose debris.

3. Contraction joints may be formed by saw cuts within 24 hours after slab finishing.

Do not dislodge aggregate. Use 3/16 inch blade, cut ¼ depth of slab thickness. Use this method only when approved by the Engineer.

4. Joint sealers shall comply with Section 07900.

3.04 PLACING CONCRETE

A. Place concrete in accordance with ACI 117, 301, and 318.

B. Ensure reinforcement, inserts, embedded parts, and formed expansion and contraction joints, are not disturbed during concrete placement.

C. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken for each structural pour.

D. Place concrete continuously between predetermined expansion, control, and construction joints.

E. Do not interrupt successive placement; do not permit cold joints to occur.

F. Maintain concrete at joints in walls continuously wet for 12 hours prior to pour. Place minimum 3 inches grout above joint.

G. Concrete Placement in Forms:

1. Deposit concrete into forms continuously or in layers of such thickness that no

Herbert, Rowland & Grubic, Inc. 03300 - 9 4354.001 concrete will be placed on concrete which has hardened sufficiently to cause the formation of seams or planes of weakness. Deposit concrete as nearly as practicable to its final location to avoid segregation.

2. Deposit concrete in forms in horizontal layers not deeper than 24 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints.

3. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete in accordance with ACI recommended practices.

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

H. Concrete Placement in Slabs:

1. Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until the placing of a panel or section is completed.

2. Consolidate concrete during placing operations so that concrete is thoroughly worked around reinforcement and other embedded items and into corners.

3. Bring slab surfaces to correct level with straightedge and strike off. Use bull floats to smooth surface, free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations.

4. Provide surface within ¼ inch in 10 feet in any direction.

5. Place floor slabs in pattern indicated on Drawings.

I. Cold Weather Placement:

1. Protect concrete work from physical damage or reduced strength which could be caused by frost, freezing actions, or low temperatures, as herein specified.

2. When air temperature has fallen to or is expected to fall below 40°F, uniformly heat water and aggregate before mixing to obtain a concrete mixture temperature of not less than 50°F and not more than 80°F at point of placement.

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

4. Do not use calcium chloride, salt, and other materials containing antifreeze agents or chemical accelerators, unless chemical accelerators were accepted in mix designs.

Herbert, Rowland & Grubic, Inc. 03300 - 10 4354.001

J. Hot Weather Placement:

1. When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete as herein specified.

2. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90°F. Mixing water may be chilled or chopped ice may by used to control temperature provided water equivalent of ice is calculated to total amount of mixing.

3. Cover reinforcing steel with watersoaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

K. Special Testing:

1. If the Engineer determines that any concrete placement has not been completed in accordance with ACI and these specifications, Contractor shall be responsible for testing to verify compressive strength and other characteristics of the concrete.

3.05 CONCRETE FINISHING

A. Provide all formed concrete surfaces to be left exposed to view with smooth rubbed finish.

Rub surfaces within 24 hours of form removal. Moisten concrete surfaces and rub with carborundum brick or other abrasive until a uniform color and texture is produced. Do not apply cement grout. Concrete surfaces which have not been rubbed shall not be considered for full payment in the monthly Application for Payment.

B. Provide all formed concrete surfaces not left exposed to view with a form finish. Form finish is texture imparted by form facing materials with tie holes and defective areas repaired and patched, and fins and other projections exceeding ¼ inch rubbed down or chipped off and repaired.

C. At tops of walls, horizontal offsets and surfaces occurring adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated or directed by the Engineer.

D. Apply float finish to monolithic slab surfaces to receive trowel finish and other finishes as hereinafter specified, and slab surfaces which are to be covered with membrane or elastic waterproofing, membrane or elastic roofing, and sand-bed terrazzo, and as otherwise indicated.

1. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready for floating. Begin floating when surface water has not disappeared or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both.

Consolidate surface with power-drive floats, or by hand floating if area is small or inaccessible to power units.

Herbert, Rowland & Grubic, Inc. 03300 - 11 4354.001

2. Check and level surface plane to a tolerance not exceeding ¼ inch in 10 feet. Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.

E. Apply trowel finish to all monolithic slab surfaces. After floating, begin first trowel finish operation using a power-driven trowel. Begin final troweling when surface produces a ringing sound as trowel is moved over surface. Consolidate concrete surface by final hand-troweling operation, free of trowel marks, uniform in texture and appearance, and with a surface plan tolerance not exceeding /8 inch in 10 feet.

F. Apply non-slip broom finish to exterior concrete platforms, steps and ramps, and elsewhere as indicated. Immediately after trowel finishing, slightly roughen concrete surface by brooming with fiber bristle broom perpendicular to main traffic route. Coordinate required final finish with the Construction Manager before application.

G. Finish concrete floor surfaces not receiving other surface finish materials in accordance with

ACI 301.

H. Steel trowel surfaces which will receive resilient flooring.

I. Steel trowel surfaces which are scheduled to be exposed, except those to receive broom finish.

J. In areas with floor drains, maintain floor elevation at walls; pitch surfaces uniformly to drains at /8 inch per foot.

3.06 PROTECTION AND CURING

A. Protection:

1. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

2. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

B. Cure concrete in accordance with Section 03370.

3.07 FIELD QUALITY CONTROL

A. Field testing will be performed in accordance with ACI 301 and under provisions of Section

01400.

B. Tests of cement and aggregates may be requested to the Engineer to ensure conformance with specified requirements.

C. Fresh concrete sampling shall be in accordance with ASTM C172, with the exception of slump test which shall comply with ASTM C94.

Herbert, Rowland & Grubic, Inc. 03300 - 12 4354.001

1. Slump: ASTM C143; one test for each concrete load at point of discharge; and one test for each set of compressive strength test specimens.

2. Air Content: ASTM C173, volumetric method for normal weight concrete; ASTM

C231 pressure for normal weight concrete; test at frequency required by the

Engineer.

3. Concrete Temperature: Test hourly when air temperature is 40°F and below, and when 80°F and above; and each time a set of compression test specimens made.

4. Compressive Test Specimen: ASTM C31; one set of 6 standard cylinders for each compressive strength test, unless otherwise directed by the Engineer. Mold and store cylinders for laboratory cured test specimens except when field-cure test specimens are required.

5. Compressive Strength Tests:

a. ASTM C39; one set of six specimens for each 100 cu. yds. or fraction thereof, of each concrete class placed in any one day or for each 5,000 sq.

ft. of surface area placed; 2 specimens tested at 7 days, 2 specimens tested at 28 days, and 2 specimens retained in reserve for later testing if required.

b. When frequency of testing will provide less than 5 strength tests for a given class of concrete, conduct testing from at least 5 randomly selected batches or from each batch if fewer than 5 are used.

6. When total quantity of a given class of concrete is less than 50 cu. yds., strength test may be waived by the Engineer if, in his judgment, adequate evidence of satisfactory strength is provided.

7. When strength of field-cured cylinders is less than 85% of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

8. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength, and no individual strength test result falls below specified compressive by more than

500 psi.

9. If required by the Engineer, one additional test cylinder will be taken during cold weather concreting, cured on job site under same conditions as concrete it represents.

D. Field test results will be reported in writing to the Engineer and Contractor on the same day that tests are made. Reports of compressive strength tests shall contain the project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials; compressive breaking strength, and type of break for both 7-day tests and 28-day tests.

Herbert, Rowland & Grubic, Inc. 03300 - 13 4354.001

E. Independent testing laboratory will make additional tests as directed by the Engineer of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure. Independent testing laboratory may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM

C42, or by other methods acceptable to the Engineer. Contractor shall pay for such tests conducted, and any other additional testing as may be required, when unacceptable concrete is verified.

3.08 PATCHING

A. Allow the Engineer to inspect concrete surfaces immediately upon removal of forms.

B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the

Engineer upon discovery.

C. Patch imperfections in accordance with ACI 301 to the satisfaction of the Engineer.

3.09 DEFECTIVE CONCRETE

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

B. Repair or replacement of defective concrete will be determined by the Engineer.

C. Do not patch, fill, touchup, repair, or replace exposed concrete except upon express direction of the Engineer for each individual area.

3.10 REPAIR OF EXISTING DETERIORATED OR SPALLED CONCRETE

A. Repair deteriorated exterior or spalled concrete.

B. Remove all loose or broken particles.

C. Apply bonding agent as specified in Section 2.03 above.

D. Patch imperfection in accordance with ACI 301 to the satisfaction of the Engineer.

3.11 GROUNDWATER PROTECTION

A. Contractor shall be solely responsible for the protection of any new concrete structures against damage due to high groundwater conditions encountered during construction.

B. Contractor shall be responsible to undertake any additional work needed, to include pressure release valves, backfilling and/or dewatering operations to assure damage does not occur during the construction period at no additional cost to the Owner.

Herbert, Rowland & Grubic, Inc. 03300 - 14 4354.001

3.12 SCHEDULE

A. 4,000 psi 28-day compressive strength:

- Base slab for process tank.

- Interior and exterior floor slabs.

- Equipment pads.

- Sidewalks, loading pads and other slabs on grade.

- Concrete cap for retaining wall.

B. 3,000 psi 28-day compressive strength:

- Strip footing for building foundations.

- Retaining wall footings.

- Concrete cradles and encasements, and thrust blocks.

- Anti-flotation collars

- Foundations for stairs, bollards, and other miscellaneous work.

SECTION 03200 - CONCRETE REINFORCEMENT

Herbert, Rowland & Grubic, Inc. 03200-1 4354.001

A. Reinforcing steel bars, wire fabric and accessories for cast-in-place concrete. Reinforcing is limited to retaining wall 90° Corner Detail.

A. Section 03300 - Cast-in-Place Concrete.

A. ACI 301 - Structural Concrete for Buildings.

B. ACI 318 - Building Code Requirements For Reinforced Concrete.

C. ANSI/ASTM A82 - Steel Wire, Plain, for Concrete Reinforcement.

D. ANSI/ASTM A185 - Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

E. ASTM A615 - Deformed and Plain Billet Steel Bars for Concrete Reinforcement.

F. CRSI - Concrete Reinforcing Steel Institute - Manual of Practice.

1.04 SUBMITTALS

A. Submit under provisions of Section 01300.

B. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.

C. Submit certification that all products supplied under this Section comply with the

Pennsylvania Steel Products Procurement Act of 1978, PL 6.

1.05 COORDINATION

A. Coordinate with placement of formwork, formed openings and other work.

B. Coordinate with work of other prime contracts.

2.01 REINFORCEMENT

A. Reinforcing Steel: ASTM A615, Grade 60; deformed billet-steel bars, unfinished.

Herbert, Rowland & Grubic, Inc. 03200-2 4354.001

B. Welded Steel Wire Fabric: ASTM A185 Plain Type; in coiled rolls; unfinished.

2.02 ACCESSORY MATERIALS

A. Tie Wire: Minimum 16 gage annealed type.

B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during concrete placement conditions including load bearing pad on bottom to prevent vapor barrier puncture.

C. Special Chairs, Bolsters, Bar Supports, Spacers Adjacent to Weather Exposed Concrete

Surfaces: Plastic coated steel type; size and shape as required.

2.03 FABRICATION

A. Fabricate concrete reinforcing in accordance with CRSI Manual of Practice.

B. Locate reinforcing splices not indicated on Drawings, at point of minimum stress.

3.01 PLACEMENT

A. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials which reduce or destroy bond with concrete.

B. Accurately position, support and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as required. Do not deviate from required position.

C. A minimum of 50% of reinforcing steel intersections shall be tied with steel wire and construction load deflection shall be limited to 1/4 inch.

D. Accommodate placement of formed openings.

E. Place reinforcement to obtain at least minimum coverages for concrete protection. Arrange, space and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.

F. Maintain concrete cover of 2 inches around reinforcing unless noted otherwise on the

Drawings.

G. Install welded wire fabric in as long lengths as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset end laps in adjacent widths to prevent continuous laps in either direction.

Herbert, Rowland & Grubic, Inc. 03200-3 4354.001

H. Reinforcing steel shall be lapped in accordance with ACI 318 using minimum of Class B splice. Splice locations shall be placed in location of lowest stress and reviewed by

ENGINEER.

I. Do not displace or damage vapor barrier.

J. If reinforcement is bent without approval of ENGINEER, bar shall be replaced.

3.02 FIELD QUALITY CONTROL

A. Field inspection will be performed by Engineer.

SECTION 02910– RETAINING WALL

Herbert, Rowland & Grubic, Inc. 02910-1 4354.001

DIVISION 2 – SITE

SECTION 02910 – RETAINING WALLS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

B. Section 02213 – Excavation, Backfill, and Compaction

1.2 QUALITY ASSURANCE

A. Installer Qualifications: Engage an experienced Installer who has completed work similar in material, design, and extent to that indicated for this Project and with a record of successful facility establishment.

1. Installer's Field Supervision: Installer shall maintain a manufacturer’s representative on the site experienced in installation of the retaining wall system.

PART 2 – RETAINING WALL

2.1 MANUFACTURER

A. The retaining wall pre-cast concrete shall be Manufactured by Stone Strong, LLC, from Garden State Precast, Inc., or approved equal.

PART 3 – SPECIFICATIONS

3.1 DESCRIPTION

A. Work includes furnishing and installing precast modular blocks (PMB) to the lines and grades shown on the plans and as specified herein. Also included is furnishing and installing appurtenant materials required for construction of the complete system.

B. The contractor is solely responsible for safety. The Engineer and Owner shall not be responsible for means or methods of construction or for safety of workers or of the public.

3.2 REFERENCES

A. ASTM C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

B. ACTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate

Herbert, Rowland & Grubic, Inc. 02910-2 4354.001

C. ACTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

D. ASTM D698 – Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort

E. ASTM D4595 - Standard Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip Method

F. ASTM D5262 - Standard Test Method for Evaluating the Unconfined Creep Behavior of Geosynthetics

G. ASTM D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles

H. ASTM D6638 - Standard Test Method for Determining Connection Strength Between Geosynthetic Reinforcement and Segmental Concrete Units (Modular Concrete Blocks)

I. ASTM D6916 - Standard Test Method for Determining the Shear Strength Between Segmental Concrete Units

J. AASHTO - Standard Specifications for Highway Bridges

K. NCMA - “Design Manual for Segmental Retaining Walls”

3.3 SUBMITTALS

A. Submit for review 3 sets of shop drawings for the retaining wall system prepared by a Professional Engineer registered in the state where the project is located. The shop drawings shall indicate the layout, height, and geogrid reinforcement (if any) of the retaining wall system. Design shall conform to relevant requirements and design methodologies of AASHTO Standard Specifications for Highway Bridges and NCMA “Design Manual for Segmental Retaining Walls” as modified herein. Upon request, design calculations shall also be submitted.

B. If geogrid reinforcement is required by the shop drawings, submit manufacturers literature and test data for geogrids to be used in the segmental wall system. Test data shall include connection strength data for segmental units and geogrids to be used determined in accordance with ASTM D6638 as well as geogrid tensile strength and creep data in accordance with ASTM D4595 and ASTM D5262.

C. Submit grain size test results in accordance with ASTM C136 for aggregates to be used for the wall base, for unit fill, and for select reinforced fill (if any).

D. Submit test results on borrow soil to be used for backfill and for the reinforced fill (if required) including Atterberg limits and Proctor by ASTM D4318 and ASTM D698.

3.4 DELIVERY, STORAGE, AND HANDLING

A. Contractor shall check the materials upon delivery to assure that proper materials have been received.

Herbert, Rowland & Grubic, Inc. 02910-3 4354.001

B. Contractor shall protect the materials from damage. Damaged material shall not be incorporated into the wall or the reinforced soil embankments.

C. Contractor shall prevent excessive mud, concrete, adhesives and other substances that may adhere from coming in contact with the materials.

D. Exposed faces of segmental units shall be reasonably free of chips, cracks, or stains.

3.5 QUALITY ASSURANCE

A. Contractor shall employ services of a material testing firm to provide quality control testing during embankment construction.

PART 4 – MATERIALS

4.1 WALL UNITS

A. Precast modular blocks shall be Stone Strong units manufactured under license from Stone Strong, LLC., or approved equal.

B. Dimension tolerances for precast modular blocks shall be +/- ¼ inch for horizontal dimensions and +/- 1/8 inch for vertical dimensions.

C. Concrete for precast modular blocks shall have a minimum 28-day compressive strength of 4,000 psi. Entrained air content shall be between 5 and 7%.

D. Reinforcing steel (if used) shall be Grade 60. Minimum clear cover to reinforcement shall be 1½ inches.

E. The face pattern shall be selected from the manufacturer’s standard molds. The color of the units shall be natural gray.

4.2 GEOGRID

A. If geogrid reinforcement is required, it shall be as shown in the plans or as detailed in the shop drawings. Substitution of a different type of geogrid shall not be allowed unless approved of the Engineer or Owner after submittal of shop drawings and test data.

4.3 WALL BASE

The wall base is referred to as “Foundation Fill” in Section 02213 and shall be high angularity coarse crushed stone as noted on the drawings.

4.4 UNIT FILL

A. Unit fill shall be a clean coarse aggregate with high angularity. The unit fill shall be screened 100 percent crushed aggregate meeting the following gradation:

Herbert, Rowland & Grubic, Inc. 02910-4 4354.001

B. US Standard Sieve Size Percent Passing

1-1/2” 100 3/4" 60-100 #4 0-40 #200 0-5

4.5 BACKFILL

A. If a select granular reinforced zone is indicated, it shall consist of fill sand or other clean aggregate meeting the following gradation:

1. US Standard Sieve Size Percent Passing 1-1/2” 100 3/4" 60-100

B. Other Fill Material behind and in front of the wall shall consist of suitable on-site soil or imported borrow approved by the Engineer, unless noted otherwise. Backfill shall generally consist of sands, silts, or lean clays with a liquid limit less than 45 and a plasticity index less than 20. Fat clay soils, cobbles, and large rock should generally be avoided unless approved by the Engineer based on local practices. Frozen soils, excessively wet or dry soils, debris, and deleterious materials should not be used.

4.6 DRAINAGE MATERIAL

A. Drainage for soils retained by the walls shall be provided as shown on the drawings.

4.7 GEOTEXTILE FABRIC

A. Provide a geotextile filter for separation from backfill at the tails of the blocks. The geotextile shall be a needle punched nonwoven fabric with a minimum grab tensile strength of 120 pounds according to ASTM D4632. The geotextile shall cover the entire back face of the blocks with a minimum of 6 inches of overlap at vertical joints.

PART 5 – EXECUTION

5.1 EXCAVATION

A. Excavate as required for installation of the retaining wall system. Excavate to the base level for a sufficient distance behind the face to permit installation of the base and geogrid reinforcement (if any).

B. Slope or shore excavation as necessary for safety and for conformance with applicable OSHA requirements.

Herbert, Rowland & Grubic, Inc. 02910-5 4354.001

5.2 WALL BASE

A. Foundation soils shall be excavated to the dimensions shown on the plans. Subgrade soil shall be observed by the Engineer to confirm that the bearing soils are similar to the design conditions or assumptions.

B. Construct the wall base foundation fill to the lines and grades shown on the plans. Place foundation fill material to the minimum dimensions shown. Over excavated areas shall be filled with additional foundation fill material. Compact the foundation fill to provide a hard and level surface to support the wall units. Foundation fill material shall be compacted to a minimum of 95 percent of the maximum dry density (ASTM D698, Standard Proctor).

C. Prepare and smooth the foundation fill granular material to ensure complete contact of the first course with the base. The surface of the foundation fill granular base may be dressed with finer aggregate to aid leveling, provided that the thickness of dressing layer should not exceed 3 times the maximum particle size used.

D. Contractor may substitute lean concrete for some or all of the foundation fill material. Concrete may be placed full thickness or as a topping to level the base. If used as a topping, the concrete shall have a minimum thickness of 3 inches.

5.3 UNIT INSTALLATION

A. Place the first course of units directly on the wall base. Check units for level and alignment. Adjacent units should be in contact. If possible, begin placing units at the lowest section of the wall.

B. Fill all voids between and within the blocks with granular unit fill. Additional unit fill is not required behind the units, but may be placed for the convenience of the contractor.

C. Place backfill behind the units in accordance with Section 02213. If select granular fill is required, it should extend the full length of the geogrid reinforcement. Place backfill in successive lifts until level with the top of the facing unit.

D. Remove all excess aggregate and other materials from the top of the units before laying up the next course.

E. For geogrid reinforced walls, place the correct geogrid at the locations and elevations shown on the plans or the shop drawings. Geogrid reinforcement shall be placed horizontally on compacted backfill. The length of the geogrid is measured from the front face of the wall. Extend the grid onto the front face flange of the facing unit. Orient the geogrid with the strong axis (machine direction) placed perpendicular to the wall face. Geogrid shall not be spliced by any means in the roll direction.

F. Geogrids shall be placed side by side to provide complete coverage along the wall face. No overlap is required between adjacent grids on straight sections of the wall. On convex curves, place a minimum of 3 inches of backfill material between overlapping geogrid layers.

G. Place the next course of segmental units in running bond with the previous course. Place the web notch over the alignment hoop protruding from the unit below, and pull the unit forward to contact the hoop.

H. For geogrid reinforced walls, pull geogrids taught and stake the loose end before placing the next course of backfill. Backfill shall be placed, spread, and compacted in such a manner that minimizes the development of wrinkles in the geogrid and/or movement of the geogrid. Do not operate

Herbert, Rowland & Grubic, Inc. 02910-6 4354.001 equipment directly on the geogrid. A minimum backfill depth of 6 inches should be placed before operating equipment over the grids.

I. Continue placing successive courses to the elevations shown on the plans. Construct wall in level stages, placing the units at each course for the entire length of the wall, if possible. Unit fill and backfill should be placed to the level of the top of the facing unit before placing the next course.

J. Provide temporary grading to divert runoff away from wall excavation and away from face. Runoff shall not be concentrated flows unless BMP’s are installed and are acceptable to both the Engineer and Monroe County Conservation District.

K. Final grade above and below the retaining wall shall provide for positive drainage and prevent ponding. Protect completed wall from other construction. Do not operate large equipment or store materials above the wall that exceed the design surcharge loads.

Specifications

Technical Data

DIVISION 2 - SITEWORK

SECTION 02831 - CHAIN LINK FENCES AND GATES

Herbert, Rowland & Grubic, Inc. 02831 - 1 4354.001

A. Fence framework, fabric, and accessories

B. Excavation for post bases, and concrete foundation for posts

C. Manual gates and related hardware

A. Section 03300 - Cast in place concrete

A. ANSI/ASTM A123 - Zinc (Hot Dip Galvanized) Coatings on Iron and Steel Products

B. ANSI/ASTM F567 - Installation of Chain-Link Fence

C. ASTM A116 - Zinc-Coated (Galvanized) Steel Woven Wire Fence Fabric

D. ASTM A120 - Pipe, Steel, Black and Hot-Dipped Zinc Coated (Galvanized) Welded and

Seamless, for Ordinary Uses

E. ASTM A121 - Zinc-Coated (Galvanized) Steel Barbed Wire

F. ASTM A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware

G. ASTM A392 - Zinc-Coated Steel Chain-Link Fence Fabric

H. ASTM A428 - Weight of Coating on Aluminum-Coated Iron or Steel Articles

I. ASTM A491 - Aluminum-Coated Steel Chain Link Fence Fabric

J. ASTM A569 - Steel, Carbon (0.15 Maximum Percent), Hot-Rolled Sheet and Strip

Commercial Quality

K. Chain Link Fence Manufacturers Institute (CLFMI) - Product Manual

L. FS RR-F-191 - Fencing, Wire and Post Metal (and Gates, Chain Link Fence Fabric, and

Accessories)

Herbert, Rowland & Grubic, Inc. 02831 - 2 4354.001

1.04 SYSTEM DESCRIPTION

A. Fence Height: 5’ above finish grade

B. Line Post Spacing: At intervals not exceeding 10 feet

A. Submit under provisions of Section 01300

B. Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, and schedule of components

C. Product Data: Provide data on fabric, posts, accessories, fittings and hardware

1.06 QUALITY ASSURANCE

A. Perform Work in accordance with CLFMI - Product Manual

2.01 MANUFACTURERS

A. United States Steel

B. Anchor Fence

C. Or equal

2.02 MATERIALS

A. Framing (Steel): ASTM A120; Schedule 40 steel pipe, standard weight, one piece without joints

B. Fabric Wire (Steel): FS RR-F-191 Type II - aluminum coated steel

C. Concrete: Type specified in Section 03300

2.03 COMPONENTS

A. Line Posts (Vinyl Coated): 2-1/2-inch diameter

B. Corner and Terminal Posts (Vinyl Coated): 3-inch diameter

C. Gate Posts (Vinyl Coated): 4-inch diameter

D. Top and Brace Rail (Vinyl Coated): 1-5/8-inch diameter, plain end, sleeve coupled

E. Fabric (Vinyl Coated): Shall be galvanized steel No.