Attachment D_Eisenhower Lock Technical Exhibits.pdf

02200 - 1

EARTHWORK

SECTION 02200 - EARTHWORK

PART 1 - GENERAL

1.1. SUMMARY

A. This Section includes the following:

1. Stripping and stockpiling topsoil.

2. Mass grading (earth and rock).

3. Preparing subgrade for pavements.

1.2. DEFINITIONS

A. Excavation consists of removal of material encountered to subgrade elevations and limits indicated and subsequent disposal or placement as fill of materials removed.

B. Unauthorized excavation consists of removal of materials beyond indicated subgrade elevations or dimensions without specific direction of Owner’s Representative.

Unauthorized excavation, as well as remedial work directed by Owner’s Representative, shall be at Contractor’s expense.

1. Under footings, foundation bases, or retaining walls, fill unauthorized excavation by extending indicated bottom elevation of footing or base to stable excavation bottom, without altering required top elevation. Lean concrete fill may be used to bring elevations to proper position, when reviewed by the Engineer.

2. In locations other than those above, backfill and compact unauthorized excavations as specified for authorized excavations of same classification, unless otherwise reviewed by Engineer.

C. Additional Excavation: When excavation has reached required subgrade elevations and all groundwater removed, notify Owner’s Representative, who will make an inspection of conditions. If Owner’s Representative determines that bearing materials at required subgrade elevations are unsuitable, continue excavation until a suitable subgrade can be established as determined by the Owner’s Representative and replace excavated material as directed by Owner’s Representative. Construction fabric will be required.

1. Removal of unsuitable material and its replacement as directed will be paid on basis of Conditions of the Contract relative to established unit prices.

D. Subgrade: The undisturbed earth or the compacted soil layer immediately below granular subbase, drainage fill, or topsoil materials.

E. Structure: Buildings, foundations, slabs, manholes, tanks, curbs, or other man-made stationary features occurring above or below ground surface.

F. Rock: Determined as the excavation of material that requires the use of special rock excavation equipment such as rippers, rock wheels, hoe ram or drilling and blasting.

1.3. SUBMITTALS

A. Submit to the Owner’s Representative for approval, samples of soil material product to be used, including relevant geotechnical details such as gradation.

B. Prior to the start of work, submit to the Owner’s Representative for approval a finished grade plan, which indicates the proposed finished grades of the areas within the Contractor’s scope of work and adjacent areas as needed to indicate drainage path(s).

C. Waste Disposal Plan: Provide a waste disposal plan.

D. The Contractor shall prepare and submit an Excavation Plan fully coordinated with the owner to ensure compliance with shipping requirements while working on or around working wall.

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E. Test Reports: When testing is required to be performed by the Contractor, submit the following reports directly to the Engineer and the Owner’s Representative from the testing services.

1. Field reports; in-place soil density tests.

2. One optimum moisture-maximum density curve for each type of soil encountered.

3. Report of actual unconfined compressive strength and/or results of bearing tests of each strata tested.

4. All other field or material testing related to the Contract.

1.4. QUALITY ASSURANCE

A. Codes and Standards: Perform excavation work in compliance with applicable requirements.

B. Testing and Inspection Service: Unless otherwise noted in Supplemental Conditions or on the Drawings, the Contractor will employ and pay for a qualified independent Geotechnical testing and inspection laboratory to perform soil testing and inspection service during earthwork operations.

C. Testing Laboratory Qualifications: To qualify for acceptance, the Geotechnical testing laboratory must demonstrate to the satisfaction of Owner’s Representative, that it has the experience and capability to conduct required field and laboratory Geotechnical testing without delaying the progress of the Work, based on evaluation of laboratory-submitted criteria conforming to ASTM E 699.

1.5. PROJECT CONDITIONS

A. Existing Utilities: Locate existing underground utilities in areas of excavation work. If utilities are indicated to remain in place, provide adequate means of support and protection during and after earthwork operations.

1. Should unanticipated piping or other utilities be encountered during excavation, consult utility owner immediately for directions. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Repair damaged utilities under the direction of and to the satisfaction of the utility owner.

2. Do not interrupt existing utilities serving facilities occupied by Owner or others, except when permitted in writing by Owner’s Representative and then only after acceptable temporary utility services have been provided.

a. Provide minimum of 48-hour notice to Owner’s Representative and utility company, and receive written notice to proceed before interrupting any utility.

3. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies for shutoff of services if lines are active.

B. Protection of Persons and Property: Barricade open excavations occurring as part of this work and post with warning lights.

1. Operate warning lights as recommended OSHA.

2. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

3. Perform excavation by hand within dripline of large trees to remain. Protect root systems from damage or dryout to the greatest extent possible. Maintain moist condition for root system and cover exposed roots with moistened burlap.

02200 - 3

PART 2 - PRODUCTS

2.1. SOIL MATERIALS

A. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel or crushed stone meeting requirements of NYSDOT Standard Specifications 304-2.02 Type 1 or as shown on drawings.

PART 3 - EXECUTION

3.1. EXCAVATION

A. Excavation: Unclassified and includes excavation to subgrade elevations indicated, regardless of character of materials and obstructions encountered unless the use of rock equipment or blasting is required.

3.2. STABILITY OF EXCAVATIONS

A. General: Comply with local codes, ordinances, and requirements of OSHA.

3.3. EXCAVATION FOR PAVEMENTS

A. Excavate surface under pavements to comply with cross-sections, pavement details, elevations and grades as indicated on Drawings. Where subbase varies in depth, grade subgrade to ensure proper drainage without trapping water.

3.4. COLD WEATHER PROTECTION

A. Protect excavation bottoms against freezing when atmospheric temperature is less than 35 degrees F.

3.5. GRADING

A. General: Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or slopes between points where elevations are indicated or between such points and existing grades.

B. Grading Outside Building Lines: Grade areas adjacent to building lines to drain away from buildings and other structures and to prevent ponding. Finished grade shall allow for drainage towards existing drainage structures, or other areas approved by the Owner’s Representative. Finish grade shall be free from irregular surfaces, uniform and sealed with a steel drum roller. Bring mass grading to plus or minus 1/10 of a foot of the subgrade indicated on the Drawings.

C. Grading Surface under Building or Structures: Grade smooth and even, free of voids, compacted as specified, and to required elevation. Provide final grades within a tolerance of 1 inch when tested with a 10-foot straightedge.

D. Compaction: After grading, compact subgrade surfaces to 95% of maximum dry density for each area classification.

E. At the end of each workday, take necessary action to seal grades and promote proper drainage.

3.6. FIELD QUALITY CONTROL

A. Quality Control Testing During Construction: Allow testing service to inspect and approve each subgrade and fill layer before further backfill or construction work is performed.

1. Perform field density tests in accordance with ASTM D 1556 (sand cone method) or ASTM D2922 (nuclear method) as applicable.

a. Periodically check and adjust field density tests with ASTM D 2922, to correlate to tests performed using ASTM D 1556. In conjunction with each density calibration check, check the calibration curves furnished with the moisture gages in accordance with ASTM D 3017.

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b. If field tests are performed using nuclear methods, make calibration checks of both density and moisture gages at beginning of work, on each different type of material encountered, and at intervals reviewed by the Engineer.

2. Paved Areas and Building Slab Subgrade: Perform at least one field density test of subgrade for every 2,000 sq. ft. of paved area or building slab, but in no case fewer than three tests in each compacted fill layer.

3. If in opinion of Engineer, based on testing service reports and inspection, subgrade or fills that have been placed are below specified density, perform additional compaction and testing until specified density is obtained.

3.7. MAINTENANCE

A. Protection of Graded Areas: Protect newly graded areas from traffic and erosion. Keep free of trash and debris.

B. Repair and reestablish grades in settled, eroded, and rutted areas to specified tolerances.

C. Reconditioning Compacted Areas: Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, scarify surface, reshape, and compact to required density prior to further construction.

D. Settling: Where settling is measurable or observable during general project warranty period, remove surface (pavement, lawn, or other finish), add backfill material, compact, and replace surface treatment. Restore appearance, quality, and condition of surface or finish to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

Perform repair work at no additional expense to the Owner.

END OF SECTION

02505 - 1

GRAVEL AND CRUSH STONE BASE AND SUBBASE COURSE

SECTION 02505 - GRAVEL AND CRUSH STONE BASE AND SUBBASE COURSE

PART 1 - GENERAL

1.1. SUMMARY

A. This Section includes the following:

1. Preparing Subgrade.

2. Undercuts and Stabilizing Subgrade.

3. Placing and preparing subbase and/or base.

1.2. SUBMITTALS

A. General: Submit the following shop drawings to the Owner’s Representative for approval.

1. Product data for the following products:

a. Subbase and Base Material

1) Hardness

2) Gradation

3) Freeze Thaw

4) Verification of State approved source where applicable

b. Woven Stabilizing Fabric

1) Tensile strength

2) Elongation

3) Puncture strength

1.3. QUALITY ASSURANCE

A. Do not place subbase or base material on wet, improperly graded, frozen or unstable subgrade.

B. Do not place frozen subbase or base material that does not conform to specifications.

C. Proof-roll subgrade in the presence of the Owner’s Representative using a 10 ton roller or a loaded

10-wheel dump truck prior to placement of subbase or base material. Limits of undercuts or other stabilization of subgrade required will be designated by the Owner’s Representative.

1.4. STORAGE

A. Storage of Subbase or Base Material: Store per manufactures recommendations.

PART 2 - PRODUCTS

2.1. MANUFACTURERS

A. Manufacturer and Source: State approved when applicable.

2.2. MATERIALS

A. Subbase or Base: If not specified on Drawings, use one of the following:

1. Subbase or Base: State approved source, produced from crushed stone. Acceptance of gradation will be based on review of the Engineer and test results less than one (1) year old.

a. Crushed Stone: Conform to AASHTO M147-65 (1980), grading A:

Sieve %Passing

2 inch

02505 - 2

3/8 inch ............................................................................................ 30 - 65

No. 4 ................................................................................................. 25 - 55

No. 10 ............................................................................................... 15 - 40

No. 40 ................................................................................................. 8 - 20

No. 200 ............................................................................................... 2 - 10

b. Material Sample Review: By Engineer prior to acceptance and use of material.

c. Material Change Review (from Crushed Stone to Gravel or Slag): By Engineer prior to use of material. Ensure designated material conforms to State Specification or

AASHTO Specifications unless a variation in writing is provided by the Engineer.

B. Fine Crush Stone Screening: State approved source with the following gradation: Test results less than one (1) year old.

Sieve %passing

½ inch

No. 200 ................................................................................................. 0-10

C. Woven Stabilizing Fabrics (Minimum Properties): ASTM Reqmnts.

Modulus (load at 10% elongation) D1682-64 115 lbs.

Grab tensile strength D1682-64 200 lbs.

Mullen burst strength D3786-87 400 psi

Trapezoid tear strength (when applicable) D1117-80 115 lbs.

Coefficient of permeability K CM/Sec D4491-85 .015

Water flow rate GPM/SF D4491-85 60

PART 3 - EXECUTION

3.1. EXAMINATION

A. Proof-roll subgrade as described under “Quality Assurance”.

B. Review of Bottom of Undercut: By Owner’s Representative. Do not place stabilizing fabric or undercut backfill until deficiencies have been corrected.

3.2. PREPARATION

Fine grade subgrade to plus or minus 1 inch of design grades and compact to 90 percent compaction

(modified proctor).

When proof-rolling indicates soft subgrade, perform undercuts in accordance with recommendations of

Owner’s Representative. When undercuts are required in areas that the Contractor placed fills to establish subgrade, perform undercutting at no additional cost to the Contract.

3.3. PLACING SUBBASE OR BASE

A. Place subbase or base material in lifts not exceeding 6 inches and compact.

02505 - 3

B. If subgrade begins to weaken under delivery vehicles or upon placement of subbase or base material, establish a placement plan to be reviewed by the Owner’s Representative. The placement plan shall include maximum weight and type of delivery vehicle, on site haul routes, and spreading and compacting equipment. Do not resume placement of subbase or base material until the plan has been reviewed and accepted by the Owner’s Representative. Include all work associated with maintaining a stable subgrade, subbase an/or base at no additional expense to the Contract.

C. Fine grade subbase or base to indicated elevations, plus or minus 1 inch, but total thickness of subbase or base will not vary more than 1 inch from design.

D. Protect subbase or base from contamination, weakening from excess hauling and other acts that could reduce the integrity of the subbase or base.

E. Fill voids in the surface with an Engineer reviewed fine crushed stone screening.

02511 - 1

HOT-MIXED ASPHALT PAVING

SECTION 02511 - HOT-MIXED ASPHALT PAVING

PART 1 - GENERAL

1.1. SUMMARY

A. This Section includes provisions for hot-mixed asphalt paving over prepared subbase.

B. Prepared subbase is specified in another Section 02505, “Gravel and Crush Stone Base and Subbase Course”.

C. Proof rolling of prepared subbase is included in this Section.

D. Saw-cutting of edges of existing pavement when applicable.

1.2. SUBMITTALS

A. Material Certificates signed by material producer and Contractor, certifying that each material item complies with or exceeds specified requirements.

1.3. SITE CONDITIONS

A. Weather Limitations: Apply prime and tack coats when ambient temperature is above 40 degrees F (10 degrees C) and when temperature has not been below 35 degrees F (1 degree C) for 12 hours immediately prior to application. Do not apply when base is wet or contains an excess of moisture.

B. Construct hot-mixed asphalt surface course when atmospheric temperature is above 40 degrees F (10 degrees C) and when base is dry. Base and binder courses may be placed when air temperature is above 35 degrees F (7 degrees C).

C. Grade Control: Establish and maintain required lines and elevations.

PART 2 - PRODUCTS

2.1. MATERIALS

A. If asphalt materials are not specified on the Drawings, use the following Engineer designated asphalt mixes:

1. Mixes from a State list or approved source.

2. Mix designs prepared according to AASHTO R12-85.

B. Asphalt Mixing Plants: State approved or conforming to AASHTO M156-86.

C. Materials in Asphalt Mixes: According to State specifications.

D. Tack Coat: Emulsified asphalt; ASTM D 977.

E. Prime Coat: Cut-back asphalt type, ASTM D2027; (MC-30, MC-70 or MC-250) or ASTM D 2028; (RC-70 or RC-250).

F. Paving Equipment: Subject to Owner’s Representative review.

2.2. ASPHALT-AGGREGATE MIXTURE

A. Provide plant-mixed, hot-laid asphalt-aggregate mixture complying with ASTM D 3515.

PART 3 - EXECUTION

3.1. SURFACE PREPARATION

A. Proof-roll prepared subbase surface to check for unstable areas and areas requiring additional compaction.

B. Notify Owner’s Representative of unsatisfactory conditions. Do not begin paving work until deficient subbase areas have been corrected and are ready to receive paving.

C. Tack Coat: Apply to contact surfaces of previously constructed asphalt or Portland cement concrete and surfaces abutting or projecting into hot-mixed asphalt pavement. Distribute at

02511 - 2 rate of 0.05 to 0.15 gal. per sq. yd. of surface. Allow to dry until at proper condition to receive paving.

D. Exercise care in applying bituminous materials to avoid smearing of adjoining concrete surfaces. Remove and replace or clean damaged surfaces.

3.2. PLACING MIX

A. General: Place hot-mixed asphalt mixture on prepared surface, spread, and strike off.

Spread mixture at minimum temperature of 250 degrees F and maximum temperatures at 325 degrees F. Place areas inaccessible to equipment by hand. Place each course to required grade, cross-section, and compacted thickness.

B. Paver Placing: Place in strips not less than 10 feet wide, unless otherwise acceptable to Owner’s Representative. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Complete binder course for a section before placing surface course. Repair irregularities in binder prior to placement of finish course by shimming, truing, and leveling course or by other Engineer reviewed methods.

C. Immediately correct surface irregularities in finish course behind paver. Remove excess material forming high spots with shovel or lute.

D. Joints: Make joints between old and new pavements, or between successive days’ work, to ensure continuous bond between adjoining work. Construct joints to have same texture, density, and smoothness as other sections of hot-mixed asphalt course. When matching existing pavement where joint is rounded off or irregular, the joint shall be saw cut with a walk behind saw with Diamond Blade. The joint shall be straight and uniform. Old asphalt shall be removed in a manner not to damage new joint. Clean contact surfaces and apply tack coat.

3.3. ROLLING

A. General: Begin rolling when mixture will bear roller weight without excessive displacement.

B. Compact mixture with hot hand tampers weighing not less than 25 pounds and having bearing area not greater than 48 square inches, or vibrating plate compactors in areas inaccessible to rollers.

C. Breakdown Rolling: Accomplish breakdown or initial rolling immediately following rolling of joints and outside edge. Check surface after breakdown rolling and repair displaced areas by loosening and filling, if required, with hot material.

D. Second Rolling: Follow breakdown rolling as soon as possible, while mixture is hot.

Continue second rolling until mixture has been evenly compacted.

E. Finish Rolling: Perform finish rolling while mixture is still warm enough for removal of roller marks. Continue rolling until roller marks are eliminated and course has attained 95 percent laboratory density.

F. Patching: Remove and replace paving areas mixed with foreign materials and defective areas. Cut out such areas and fill with fresh, hot-mixed asphalt. Compact by rolling to specified surface density and smoothness.

G. Protection:

1. Repair or replace damage to curbs, sidewalks, light poles or other structures caused during placing or compacting, at no additional expense to Contract.

2. After final rolling, do not permit vehicular traffic on pavement until mixture has set a minimum of 12 hours, unless otherwise accepted by Owner’s Representative.

H. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

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3.4. FIELD QUALITY CONTROL

A. Thickness: In-place compacted thickness tested in accordance with ASTM D 3549 will not be acceptable if the following allowable variations are exceeded, or if the average of half the samples tested (using the thinnest samples) is below the design thickness without consideration of tolerances.

1. Base Course: Plus ½ inch or minus ¼ inch.

2. Surface Course: Plus ½ inch or minus ¼ inch.

3. Total Asphalt Depth: Plus ½ inch or minus ¼ inch.

B. Surface Smoothness: Test finished surface of each hot-mixed asphalt course for smoothness, using 16-foot straightedge applied parallel with and at right angles to centerline of paved area. Surfaces will not be acceptable if the following tolerances for smoothness are exceeded:

1. Base Course Surface: 5/16 inch.

2. Binder Course Surface: ¼ inch.

3. Wearing Course Surface: 3/16 inch.

4. Crowned Surfaces: Test with crowned template centered and at right angle to crown.

Maximum allowable variance from template is ¼ inch.

5. Check surface areas at intervals as reviewed by Engineer.

C. If compaction of asphalt is questioned by the Engineer, cored samples will be tested to verify 95 percent laboratory density.

3.5. REPAIR OF DAMAGED PAVEMENT

A. Saw-cut all damaged areas perpendicular or parallel to edge of pavement.

B. Cut back top course one foot (1’) minimum beyond damaged area and mill one inch (1”) of pavement.

C. Install new top to match existing pavement, as per specifications and plans.

SECTION 033000 – CAST IN PLACE CONCRETE

1.1 SECTION INCLUDES

A. The scope of this item includes all cast-in-place concrete for fence or guardrail posts, and trench work as shown on the contract drawings or disturbed through the contractors’ work. Work performed under this section shall include the installation of insulation, construction and removal of formwork, installation of reinforcing steel, anchor bolts and utility penetration sleeves, placement and curing of concrete and installation of control joints as required. Where standards or codes are cited or referenced, the latest editions of these shall govern the project. The following definitions apply: “Concrete” is a mixture of Portland cement, fine aggregate, coarse aggregate, water, and admixtures, that is mixed completely in full accordance with these specifications and the applicable provisions of ASTM C94. The use of a particular supplier of concrete is subject to the Corporation’s acceptance of the supplier and the supplier’s plant and equipment. “Cement” is Portland cement meeting ASTM C-150. No other cementitious materials will be permitted. “Compressive strength” is the average result of two standard 6 in. x 12 in.

cylinders fabricated and tested in accordance with ASTM C-31 and ASTM C-39. “Sack” is equivalent to 94 lbs. of cement. The following American Concrete Institute (ACI) standards shall apply to the materials, proportioning, measuring, mixing, placing, curing and inspection of the concrete:

● Selecting Proportions for Concrete ACI-211

● Guide for Use of Admixtures in Concrete ACI-212

● Specifications for Structural Concrete in Buildings ACI-301

● Measuring, Mixing, and Placing Concrete ACI-304

● Hot Weather Concreting ACI-305

● Cold Weather Concreting ACI-306

● Curing Concrete ACI-308

● Recommended Practice of Consolidation of Concrete ACI-309

● Recommended Practice for Concrete Inspection ACI-311

● Building Code Requirements ACI-318

● Concrete Formwork ACI-347

1.2 SUBMITTALS The following are to be submitted to the COR prior to the start of work.

A. Materials List. The materials list shall be comprised of the following:

● Complete list of materials to be furnished under this item with sufficient data to indicate conformance with specified requirements.

● Cement data; source of supply, physical and chemical properties, mill certificates, handling procedures, cube strengths, etc.

● Aggregate data; sources, procurement, processing, storage, conformance with required properties.

● Admixture data; type of admixture, manufacturer, properties, etc.

● List of materials for formwork, including details of forming system, accessories and form release agents.

B. Shop Drawings.

Detailed working drawings and schedules showing reinforcing steel designations (shop marks), bends, quantities, sizes and incorporated locations accompanied by the steel producer’s certificates of mill analysis and physical (bend and tensile) testing shall be submitted to the COR for review. No fabricating or placement of reinforcing steel will be permitted until such drawings, schedules and reports have been reviewed by the COR.

C. Cement Test Certificates.

Certificates presenting the results of the testing of three representative cement samples for fitness, soundness, time of setting and three (3) day and seven (7) day compressive strengths shall be provided for each shipment of cement to be used in the work. In lieu of the above, current certificates of acceptance by the NYSDOT will be accepted by the COR.

D. Mix Designs.

A mix design shall be prepared and tested for each concrete mix proposed for the project.

Certified reports from the supplier for the same mix used in other applications will be accepted if they are no more than six (6) months old and use the same materials and proportions as proposed for the project. If these reports are not available, a new mix design shall be prepared and tested by a testing laboratory retained by the Contractor or supplier. The mix design report shall contain the following information:

● Complete listing of all ingredients, sources and proportions used in each mix proposed.

● The three (3) and seven (7) day compressive cube strengths for the actual cement used in the design mix and proposed for use in the work.

● The actual water-cement ratio, slump, temperature, air content, and unit weight of each mixed batch.

● Aggregate moisture contents, as-batched, with the appropriate corrections for the actual water-cement ratios.

● Gradation of each aggregate and the computed gradation of the entire mix, excluding the cement, in both tabular and graphic forms.

● Seven (7) and twenty-eight (28) day compressive strength data.

● Graphical plots of compressive strength versus water-cement ratio.

Compressive strengths shall be determined by the testing of standard 6 in. x 12 in. test cylinders in accordance with ASTM C-31 and C-39. A minimum of four cylinders shall be tested, two at seven (7) days and two at twenty-eight (28) days. The test results for specimens less than twenty eight (28) days old shall be used in conjunction with the age-strength data published by the Portland Cement Association (PCA) as a guide to the anticipated twenty-eight (28) day strength of the mix. Until the twenty-eight (28) day strength data become available, this value shall be considered evidence of non-compliance with the strength requirements if the twenty-eight (28) day strength obtained by such a projection of early strength data is less than the specified twenty-eight (28) day strength. The range of water-cement ratios reported in the design mixes shall be such that it completely defines the water-cement ratio versus compressive strength relationship for the compressive strength specified and for the conditions under which the concrete will be placed.

E. Samples.

If requested by the COR, samples of all products required to complete work under this item shall be submitted.

1.3 Materials.

A. Cement.

Cement shall be a standard domestic Portland cement meeting the requirements of ASTM C-150, Type II. The cement shall be currently certified acceptable by the NYSDOT or in lieu of this certification; it shall have been tested within the last two (2) months by an independent testing laboratory for the following parameters: fitness, soundness, time of setting, and three (3) day and seven (7) day compressive strength. If requested by the COR, three samples of cement from each shipment shall be tested for the above parameters. The cement shall be delivered to the plant in airtight tankers and be accompanied by shipping certificates plainly marked with the brand, manufacturer, type of cement, place of manufacture, batch number and the net weight. It should be stored in airtight silos, for a period of no longer than sixty (60) days. Cement stored more than sixty (60) days shall be subject to acceptance based on the testing described above. Any such testing shall be at the expense of the Contractor. Cement that deteriorates or hardens during storage will not be acceptable.

B. Aggregates.

● Fine aggregate shall consist solely of clean, natural sand produced by screening and washing and shall be free from dust, soft or flaky particles, mica, loam, clay, organic matter or frozen material and shall conform to ASTM C-33. Sand exhibiting a color darker than the reference color when tested for impurities in accordance with ASTM C- 40 shall not be used. The fine aggregate gradation shall conform to the requirements of ASTM C-33. The sand particles shall be rounded or subrounded in shape as defined by

ASTM D-2488.

● Coarse aggregate shall consist of crushed gravel or crushed stone, which is comprised of hard, durable pieces and is free from adherent coatings and deleterious substances.

Coarse aggregate shall meet the requirements of ASTM C-33 and shall be graded in accordance with the requirements of Table II in ASTM C-33 with a designated particle size of 1 in. to 3/8 in. (Size No. 56).

● The combined fine and coarse aggregate shall be of such size that when separated on a No. 4 Standard Sieve, no more than 50% or less than 30% of the total weight passes the sieve.

● Aggregate sampling and testing shall be performed in accordance with ASTM C-33 and ASTM C-40. Certified test reports no more than six (6) months old may be accepted from suppliers in lieu of performing the aggregate testing as noted above.

● The aggregate moisture content shall be determined on a daily basis and as necessary.

This test result shall be used to adjust the quantity of water added to the concrete mixture.

C. Water.

The water used in mixing concrete shall be clean, potable water free from any acid, alkali, organic matter or other deleterious materials.

D. Admixtures.

Admixtures other than the standard air-entraining and water-reducing admixtures shall be used only upon approval of the COR. All admixtures shall conform to ASTM C-260, C-494 and/or C- 1017.

E. Fly Ash.

The fly ash, if used, shall conform to ASTM C 618.

F. Reinforcing Steel.

Reinforcing bars shall consist of billet steel meeting the requirements of ASTM A-615, Grade 60 with a yield strength of 60,000 psi. The reinforcing steel bars shall be clean and free of defects, kinks, bends, rust, scale, oil or other coatings. Reinforcing in slabs shall be supported using wire bar type supports (chairs) in accordance with Concrete Reinforcing Steel Institute (CRSI) recommendations. Reinforcing shall be epoxy coated.

G. Formwork.

Formwork for wall surfaces shall be constructed of smooth-faced, undamaged plywood or other panel-type materials, to provide continuous, smooth surfaces. Form ties shall be of such type that after removal of that portion external to the concrete face, no metal will be closer than 1 inch from the surface. Form coatings shall be commercially formulated compounds that will not bond with or stain concrete, nor adversely affect concrete surfaces that require bond or adhesion, nor impede the wetting of surfaces to be cured with water.

H. Curing Materials.

All slabs shall be moist cured using curing blankets, or other means approved by the COR.

Blankets shall be “Transguard 4000” as manufactured by Reef Industries, Houston, Texas, or approved equivalent. All walls, piers, footings, and similar items shall be moist cured using soaked burlap covered with polyethylene sheeting at least 6 mils thick.

I. Concrete Mixtures. The concrete mixture shall conform to the following:

● Minimum 28-day Compressive Strength (psi) 4000 or 5000 (according to project plans for each location)

● Entrained Air Content (%) 5 to 7

● Maximum Water–Cement Ratio 0.45

● Minimum Cement Factor (sacks per cubic yard) 6

● Maximum Slump (inches) 3

● Maximum Temperature as mixed (°F) 80

● Minimum Temperature as placed and maintained (°F) 55

● Time limit between charging cement to the mixer and completing discharge of the load (min.) 90

1.4. Installation/Placement.

A. Mixing.

1. Truck-Mixed Concrete.

Truck mixers shall be of the inclined, rotating drum type, conforming to the “Truck Mixer and Agitator” standards of the Truck Mixers Manufacturer’s Bureau (TMMB).

The mixer must have a water metering device accurate to plus or minus 2%. The mixer shall be cleaned after each load and shall have no more than 2 gals. of wash water remaining before charging the next load. The mixer may be charged with the complete load, including up to 60% of the total batch water, at the batch plant provided the time interval between batching and completion of discharge at the site does not exceed ninety

(90) minutes. If this time limit cannot be met, the cement must be charged to the mixer at such a location as to meet the time limit. Mixing may be done en route to the site and must be performed in accordance with ASTM C-94. Seventy (70) to 100 revolutions of the drum at mixing speed (6 to 18 RPM) shall be used, and after 100 revolutions, the drum should be rotated at no more than 2 to 6 rpm agitating speed. The mix shall be discharged within no more than ninety (90) minutes or 300 drum revolutions after the cement has been added to the mix. The mixer shall be operated within the volume and rotation speed limitations of the manufacturer. The slump may be adjusted at the site by no more than two (2) additions of water followed by complete mixing, and no water may be added to the mix after discharge of more than 2 cu. yds. or 25% of the mixer’s capacity.

2. Site-Mixed Concrete.

For small placements (2 cu. yds. or less) in miscellaneous work and if approved by the COR, site-mixed concrete may be used. Site-mixed concrete shall be mixed in a powered rotary batch-type mixer, at a minimum mixing time of one (1) minute per cu. yd. or less increased by fifteen (15) seconds for each additional 1/2 cu. yd. or fraction thereof. The minimum drum speed shall be 200 peripheral ft. per min. The mixer shall allow for ready and accurate control of ingredient weights, with positive shut-off, and otherwise meet the approval of the COR.

B. Formwork.

Forms shall conform to the applicable provisions of ACI-347 and to the shape, lines and dimensions of the cast-in-place concrete members shown on the drawings. The forms shall be sufficiently tight as to prevent leakage of mortar, grout or paste and shall be designed and constructed sufficiently stable and rigid to maintain proper position, shape and dimensions of the cast-in-place member, before, during and after concrete placement and until removal. The forms shall be built and maintained such that when removed, the concrete surfaces will be left with a smooth surface free of offsets, ridges, fins and other defects. The formwork shall provide for all openings, chamfers, offsets, inserts and penetrations for other trades (pipe sleeves for utility lines) as required and the locations and dimensions of these features shall conform to those shown on the drawings or as designated by the COR. The aboveground exterior wall corners shall be chamfered by placing suitable moldings in the formwork corners at these locations. Form ties shall be spaced in accordance with the manufacturer’s recommendations. The removable portions of the form ties shall be withdrawn from the concrete within four (4) hours of removal of the forms (the four (4) hour time limit applies to exposed concrete), and the remaining holes shall be filled with grout and made smooth and flush with the wall. Footings may be cast against earth walls provided the earth contact surfaces are straight, smooth, and stable, the minimum dimensions as shown on the drawings are met and that one additional inch of concrete on all sides is provided. The forms shall be constructed so as to allow for removal without damage to the concrete. Prior to any concrete placement, the forms shall be clean and free of any foreign matter, ice, snow or other deleterious items. The Contractor shall be responsible for the adequacy and safety of the forms.

C. Reinforcing.

Steel reinforcing shall be supplied, fabricated and installed in accordance with the designated locations and dimensions, and in accordance with the applicable recommendations of the current edition of the CRSI Manual of Standard Practice. Reinforcing steel shall be securely held so that it will be in the correct position after the concrete is in place. Bars shall not be bent in the field using heat. The placement of reinforcement shall be completed prior to the placing of any concrete and is subject to the inspection and approval of the COR prior to concrete placement.

Reinforcing steel shall be adequately secured in position by suitable tie wires, spacers, chairs or other related accessories. Bars shall be fastened together with annealed steel wire of not less than 18 gauge or another approved method. Twisted ends of wire shall face away from exposed surfaces. Reinforcing shall not be used to support runways for construction equipment. Splices for reinforcing shall be lapped no less than 40 diameters for tension bars and 20 diameters for compression bars. The minimum clearances for concrete cover over the reinforcing bar shall be 2

in. At the time concrete is placed, the reinforcing shall be free from loose rust, scale, loose mill scale, oil, paint or other materials which would reduce the bond between the steel and the concrete. If necessary, the reinforcing shall be cleaned.

D. Concrete Placement.

Concrete shall be placed in accordance with the provisions of ACI-304. Discharge of concrete shall be through an unrestricted gate or opening, into acceptable bottom dump buckets, buggies, hoppers, conveyors or other devices or into chutes attached to the truck. Pumping is acceptable provided the equipment, mix design and procedures are approved by the COR. All conveying equipment shall be clean and free of foreign material, frost, ice, free water or other unsuitable materials. The delivery end of the chute shall be as close as possible to the point of deposit and the free fall shall not exceed 4 ft. Concrete shall be conveyed and deposited in such a way as to prevent segregation and should be deposited as close as possible to its final location. Concrete being placed in wall forms shall be deposited using an “elephant trunk” with a free fall not to exceed 3 ft. Concrete shall be adequately consolidated and the consolidation shall be supplemented by shoveling as necessary to evenly distribute the concrete throughout the area to be placed. The vibrator shall not be used to transport concrete laterally. Once the placement has started, it shall be carried out in a smooth continuous manner until the entire formed section is completed. Concrete that has partially set, been re-tempered, contaminated with foreign materials, exceeded the ninety (90) minute time limit from the time the cement was batched or rejected due to excessive temperature, slump, or nonconforming air content will not be accepted.

E. Consolidation.

All concrete shall be properly consolidated in accordance with ACI recommended procedures using suitable mechanical vibrators. The vibrator shall be inserted vertically, and the vibration stopped when the first sheen of mortar appears on the surface. Two vibrators shall be used on all placements of any significant size, unless otherwise approved by the COR.

F. Hot Weather Concreting.

If temperatures exceeding 75oF and/or excessively dry conditions prevail during the batching, mixing, placement or curing period, special precautions shall be taken in preparing, mixing, delivering, placing, finishing and curing the concrete. Hot weather concreting procedures shall be followed in accordance with ACI-305.

G. Cold Weather Concreting.

All reinforcing and formwork shall be free of frost and ice and shall be at a temperature of at least 45°F prior to concrete placement. If temperatures less than 40°F prevail during the batching, mixing, placement and curing period, special precautions shall be taken in preparing, mixing, delivering, placing, finishing and curing the concrete. Frost, ice or snow shall not be permitted in the concrete mix. The concrete shall be adequately heated or insulated, depending on the ambient temperature, to prevent freezing and to promote timely curing. Cold weather concreting procedures shall be followed in accordance with ACI-306.

G. Form Removal.

Forms shall not be removed until the concrete has gained sufficient strength to support live and dead loads that will be imposed on it during the construction period. Forms shall remain in place for at least three (3) days at temperatures above 60°F, five (5) days for temperatures between 50°F and 60°F and for seven (7) days for temperatures 40°F to 50°F. If the temperature drops below 40°F, the forms shall remain in place for an additional amount of time equal to the duration of the sub-40°F exposure. The Contractor shall be responsible for form removal timing.

H. Finishing.

Imperfections such as blemishes, bug holes, voids, fins, etc. exposed upon form removal shall be corrected. Excessive honeycombing shall be repaired using a method acceptable to the COR. Tie holes shall be patched and smoothed and this should be done within four (4) hours of form removal for exposed concrete. Floor slab surfaces shall be steel-troweled and shall receive an integral cement finish applied before the initial set has taken place. The concrete shall be tamped until the top 1/4 in. is free of coarse aggregate, then the surface shall be floated and troweled to a uniform, true surface. The finished surfaces shall be protected from damage until the concrete has gained sufficient strength.

I. Curing.

Provision shall be made for maintaining the concrete in a moist condition and at a temperature between 45°F and 75°F for a period of at least seven (7) days after placement. All slabs shall be moist cured using curing blankets or other means approved by the COR. Blankets shall be “Transguard 4000” as manufactured by Reef Industries, Houston, Texas, or approved equivalent.

All walls, piers, footings and similar items shall be moist cured using soaked burlap covered with polyethylene sheeting at least 6 mils thick. The methods of curing must be reviewed and accepted by the COR prior to the start of concrete work.

J. Repair of Unacceptable Concrete.

Any concrete determined to be unacceptable by the COR shall be repaired or removed and replaced at the expense of the Contractor. This includes excessively cracked, spalled, honeycombed, or otherwise damaged concrete. Random cracks or cracked floor slabs, if deemed repairable by the COR, may be repaired by means of a procedure acceptable to the COR.

1.5. Quality Control.

A. Testing and Inspection.

The Contractor shall retain an independent construction material testing laboratory acceptable to the Corporation to provide testing and inspection services for field quality control. These services shall include visual inspection of the formwork and reinforcement before concrete placements and also testing and inspection of the concrete during the placement. Slump, air content, water content and temperature shall be tested on each truck load. Four (4) compressive strength test cylinders shall be taken for each fifty (50) cubic yards of concrete or fraction thereof.

One cylinder shall be tested at seven (70 days, two at twenty-eight (28) days, and one shall be retained as a “hold” specimen. The Contractor shall provide the COR a copy of each delivery ticket on which the water added to each truckload at the plant and in the field as well as the aggregate moisture content shall be recorded. The COR will have the authority to reject any concrete not meeting the specifications. All testing and inspection shall be performed in accordance with the appropriate ASTM and/or ACI standards and methods. Field reports shall be furnished to the COR within two (2) business days after the placement, and compressive strength test reports shall be delivered to the COR within two (2) weeks after the compressive strength test is performed except if the test shows low strength as defined below; in that case the report shall be rendered within one (1) business day after the test.

B. Test Result Evaluation.

A compressive test result is considered the average of two cylinders. No single twenty-eight (28) day test result (the average of two cylinders) shall be more than 500 psi below the specified strength. In addition, the average of any three successive 28-day tests must equal or exceed the specified strength. In the event of low strength test results, the “hold” cylinder shall be tested. If this test shows a low strength, the concrete shall be considered rejectable. In that event, at the option of the COR, drilled core test specimens may be obtained and tested in order to provide supplemental information for use by the COR in deciding whether to reject or accept the concrete represented by the low strength tests. Any such coring and testing shall be performed at the Contractor’s expense and with the approval of the COR.

Decorative Metal Fences and Gates 323119 -

SECTION 323119 - DECORATIVE METAL FENCES AND GATES

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Decorative aluminum fences.

B. Horizontal-slide, motor operated gates

1.2 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1. Inspect and discuss electrical roughing-in, equipment bases, and other preparatory work specified elsewhere.

2. Review sequence of operation for each type of gate operator.

3. Review coordination of interlocked equipment specified in this Section and elsewhere.

4. Review required testing, inspecting, and certifying procedures.

1.3 SUBMITTALS

A. Product Data: Submit manufacturer's data sheets including construction details, material descriptions, dimensions of individual components and profiles, and finishes on each product to be used, including preparation instructions and recommendations, storage and handling requirements and recommendations, and installation methods for the following:

1. Aluminum decorative fencing (shall match existing Visitor Center decorative fencing)

2. Fence and gate posts, rails, and fittings.

3. Gates and hardware

4. Gate operators, including operating instructions and characteristics (shall be compatible with existing GLS system).

B. Shop Drawings: For each type of fence and gate assembly

1. Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, gates, schedule of components, attachments to other work, gate operation, and operational clearances.

2. Gate Operator: Show locations and details for installing operator components, switches, and controls. Indicate motor size, electrical characteristics, drive arrangement, mounting, and grounding provisions.

3. Wiring Diagrams: For power, signal, and control wiring.

C. Manufacturer's Warranty.

1.4 QUALITY ASSURANCE

A. Manufacturer Qualifications: Company specializing in manufacturing products specified in this section with minimum five years documented experience.

B. Installer Qualifications: Experienced with type of construction involved and materials and techniques specified and approved by fence manufacturer.

1.5 DELIVERY, STORAGE AND HANDLING

A. Store materials in a manner to ensure proper ventilation and drainage. Protect against damage, weather, vandalism and theft.

1.6 CLOSEOUT SUBMITTALS

A. Operation and Maintenance Data: For gate operators to include in emergency, operation, and maintenance manuals.

1.7 PROJECT CONDITIONS

A. Field Measurements: Verify layout information for chain-link fences and gates shown on drawings in relation to property survey and existing structures. Verify dimensions by field measurements.

1.8 WARRANTY

A. Special Warranty: Manufacturer's standard form in which Installer agrees to repair or replace components of chain-link fences and gates that fail in materials or workmanship within specified warranty period.

1. Failures include, but are not limited to, the following:

a. Failure to comply with performance requirements.

b. Deterioration of metals, metal finishes, and other materials beyond normal weathering.

c. Faulty operation of gate operators and controls.

2. Warranty Period: Five years from date of Substantial Completion.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Decorative Metal Fences and Gates:

1. Alumi-Guard; [ ]: www.alumi-guard.com/#sle.

2. Ideal Aluminum Products; [ ]: www.ideal-ap.com/#sle.

3. Superior Aluminum Products, Inc; [ ]: www.superioraluminum.com/#sle.

4. Ultra Aluminum Manufacturing Inc; [ ]: www.ultrafence.com/#sle.

2.2 FENCES

http://www.alumi-guard.com/#sle http://www.ideal-ap.com/#sle http://www.superioraluminum.com/#sle http://www.ultrafence.com/#sle

A. Fences: Complete factory-fabricated system of posts and panels, accessories, fittings, and fasteners; finished with…